Source: ASCE
Runoff Coefficients (C)
Area Description Coefficient Value Typical DesignBusiness:Central business 0.70 - 0.95District and local 0.50 - 0.70Residential:Single family 0.35 - 0.45Multi-units detached 0.40 - 0.75Suburban 0.25 - 0.40Apartments 0.50 - 0.70Industrial:Light 0.50 - 0.80Heavy 0.60 - 0.90Parks, cemeteries 0.10 - 0.25Playgrounds 0.20 - 0.35Railroad yards 0.20 - 0.40LawnsSandy soil 0.05 - 0.20Heavy soil 0.18 - 0.35 0.30Unimproved 0.10 - 0.30 0.20Asphaltic 0.70 - 0.95 0.90Concrete 0.80 - 0.95 0.90Roofs 0.75 - 0.95 0.90 Runoff Coefficients (C)mk:@MSITStore:C:\Program%20Files\Autodesk\AutoCAD%202023\C3D\HHApps\Hydr o... 4/5/2023
The following table shows SCS curve number values, according to the SCS method for runoff calculations. Please scroll down for a description of the soil groups.
SCS Curve Numbers (CN)
Description of Land Use
Hydrologic Soil Group
A B C D
Paved parking lots, roofs, driveways 98 98 98 98
Streets and Roads
Paved with curbs and storm sewers 98 98 98 98
Gravel 76 85 89 91
Dirt 72 82 87 89
Cultivated (Agricultural Crop) Land
Without conservation treatment (no terraces) 72 81 88 91 With conservation treatment (terraces, contours) 62 71 78 81 Pasture or Range Land
Poor (<50% ground cover or heavily grazed) 68 79 86 89
Good (50-75% ground cover; Not heavily grazed) 39 61 74 80 Meadow (grass, no grazing, mowed for hay) 30 58 71 78
Brush (good, >75% ground cover) 30 48 65 73
Woods and Forests
Poor (small trees/brush destroyed by over-grazing or burning) 45 66 77 83 Fair (grazing but not burned; some brush) 36 60 73 79
Good (no grazing; brush covers ground) 30 55 70 77
Open Spaces (lawns, parks, golf courses, cemeteries, etc.) Fair (grass covers 50 – 75% of area) 49 69 79 84
Good (grass covers >75% of area) 39 61 74 80
Commercial and Business Districts (85% impervious) 89 92 94 95 Industrial Districts (72% impervious) 81 88 91 93
Residential Areas
1/8 acre lots, about 65% impervious 77 85 90 92
1/4 acre lots, about 38% impervious 61 75 83 87
1/2 acre lots, about 25% impervious 54 70 80 85
1 acre lots, about 20% impervious 51 68 79 84
Group A Soils: High infiltration (low runoff). Sand, loamy sand, or sandy loam. Infiltration rate > 0.3 in/hr when wet.
Group B Soils: Moderate infiltration (moderate runoff). Silt loam or loam. Infiltration rate 0.15 – 0.30 in/hr when wet.
Group C Soils: Low infiltration (moderate to high runoff). Sandy clay loam. Infiltration rate 0.05 – 0.150 in/hr when wet.
Group D Soils: Very low infiltration (high runoff). Clay loam, silty clay loam, sandy clay, silty clay, or clay. Infiltration rate 0 – 0.05 in/hr when wet.
January 2024
NOISE IMPACT ANALYSIS
VERANO RESIDENTIAL PROJECT
CATHEDRAL CITY, CALIFORNIA
January 2024
NOISE IMPACT ANALYSIS
VERANO RESIDENTIAL PROJECT
CATHEDRAL CITY, CALIFORNIA
Submitted to:
EPD Solutions, Inc.
3333 Michelson Drive, Suite 500
Irvine, California 92612
Prepared by:
LSA
3210 El Camino Real, Ste. 100
Irvine, California 92602
(949) 553-0666
Project No. ESL2201.67
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» i
TABLE OF CONTENTS
FIGURES AND TABLES ............................................................................................................................. ii LIST OF ABBREVIATIONS AND ACRONYMS............................................................................................ iii INTRODUCTION .......................................................................................................... 4 Project Location And Description.................................................................................................. 4 Existing Land Uses In The Project Area ......................................................................................... 4 NOISE FUNDAMENTALS .............................................................................................. 7 Characteristics of Sound................................................................................................................ 7 Measurement of Sound................................................................................................................. 7 Physiological Effects of Noise .............................................................................................................8 REGULATORY SETTING.............................................................................................. 11 Applicable Noise Standards......................................................................................................... 11 California Code of Regulations .........................................................................................................11 City of Cathedral City........................................................................................................................11 Rio Vista Village MND Summary of Findings and Mitigation Measures...........................................12 OVERVIEW OF THE EXISTING NOISE ENVIRONMENT.................................................. 16 Ambient Noise Measurements ................................................................................................... 16 Long-Term Noise Measurements.....................................................................................................16 Existing Aircraft Noise ................................................................................................................. 16 PROJECT IMPACT ANALYSIS ...................................................................................... 18 Short-Term Construction Noise Impacts..................................................................................... 18 Long-Term Off-Site Traffic Noise Impacts................................................................................... 18 LAND USE COMPATIBILITY ........................................................................................ 20 Exterior Noise Assessment.......................................................................................................... 20 Interior Noise Assessment........................................................................................................... 20 REFERENCES ............................................................................................................. 21
APPENDICES
A: NOISE MONITORING DATA
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» ii
FIGURES AND TABLES
FIGURES
Figure 1: Project Location....................................................................................................................... 5 Figure 2: Site Plan................................................................................................................................... 6 Figure 3: Noise Monitoring Locations .................................................................................................. 17 TABLES
Table A: Definitions of Acoustical Terms................................................................................................ 9 Table B: Common Sound Levels and Their Noise Sources.................................................................... 10 Table C: Long-Term Ambient Noise Level Measurements................................................................... 16
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» iii
LIST OF ABBREVIATIONS AND ACRONYMS
ALUC Airport Land Use Compatibility
CEQA California Environmental Quality Act
City City of Cathedral City
CNEL Community Noise Equivalent Level
dBA A-weighted decibel(s)
FHWA Federal Highway Administration
ft foot/feet
FTA Federal Transit Administration
FTA Manual FTA Transit Noise and Vibration Impact Assessment Manual Ldn day-night average noise level
Leq equivalent continuous sound level
Lmax maximum instantaneous sound level
mi mile/miles
Noise Element Cathedral City General Plan Noise Element project Verona Residential Project
STC Sound Transmission Class
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 4
INTRODUCTION
This noise impact analysis has been prepared to evaluate the potential noise impacts and reduction measures associated with the proposed Verano Residential Project (project) in Cathedral City, California. This report is intended to satisfy the City of Cathedral City’s (City) requirement for a project-specific noise impact analysis by examining the impacts of the project site and evaluating noise reduction measures that the project may require.
PROJECT LOCATION AND DESCRIPTION
The proposed project is located north of Verona Road and west of Landau Boulevard in Cathedral City, California.
The project consists of 459 single-family detached units and 375 attached and detached multi-family condominium units on an approximately 129-acre site. The site is currently vacant. The project site is surrounded by existing single-family homes to the south and east, vacant land to the west, south, and north, and the existing Union Pacific Railroad line to the northeast. Further northeast of the project site is Interstate 10 (I-10). An existing berm and masonry block wall run parallel to a portion of the site’s northeastern boundary. Figures 1 and 2 show the project location and site plan, respectively.
EXISTING LAND USES IN THE PROJECT AREA
The project site is irregularly shaped and surrounded primarily by residential uses and vacant parcels. The areas adjacent to the project site include the following uses:
• North: Existing vacant land;
• Northeast: Existing Union Pacific Railroad followed by Interstate 10; • East: Existing single-family residences followed by vacant land; • South: Existing single-family residences; and
• West: Existing vacant land.
Whitewater River
10 10
Ed om Hill Rd
Ventura Dr
Avenida Quintana
Pasada Rd
Los Gatos Rd
Peineta Rd
Avenida Maravilla
Avenida La Paz
Madrid Rd
Medano Rd
Jarana Rd
Tachevah Dr
Ontina Rd
Rio Vista
Clubhouse
View
Dr
Tamara Rd
Ovante Rd
Rango Rd
Tortuga Rd
Avenida la Vista
Peladora Rd
Verona Rd
Hermosillo Rd
Encinitas Rd
Estio Rd
Concepcion Rd
Banning-Indio Rd
30th Ave
Avenida Maravilla
Durango Rd
Varner Rd
Date Palm
Dr Date Palm
Dr
Vista Chino
N
Gene Autry
Trl
N
Gene Autry Trl N
Gene Autry Trl
Country Club
Desert Princess
Club
Escena Golf
Salvia
SOURCE: ESRI Street Map, 2023
I:\ESL2201.67\G\Location.ai (8/18/2023)
FIGURE 1
Verona Residen al
RIV E RSID E
COUN T Y
Ã111
§¨¦10
Project Vicinity
0 1000 2000
FEET
Project Location
FIGURE 2
I:\ESL2201.67\G\Site Plan.ai (9/5/2023)
Site Plan
Verona Residential
FEET
600 300 0
SOURCE: WHA
3ODQQLQJ$UHD
6LWH$UHD
$&
8QLWV
'8
'HQVLW\
'8$&
([LVWLQJ5HVLGHQWLDO 0RWRUFRXUW6)'
1$3
6LQJOH)DPLO\'HWDFKHG
0L[HG8VH6PDOO/RW 7RWDO
6)'7DEXODWLRQ 8QLWV
[
$OOH\6)'
[
6)'
[
6)'
5,29,67$'5 5,29,67$'5
5,29,67$'5 5,29,67$'5
5,2/$1'$8%/9' 5 ' $76, 9 2, 5
5,29,67$'5 5,29,67$'55,29,67$'5 5,29,67$'5
5,20$'5('5 5,20$'5('5
5,21$&+(6'5 5,2 1$&+(6'5
5,2/$5*2'5 5,2/$5*2'5
5,2262'5 5,2 262'5
5,23/$7$'5 5,23/$7$'5
5,2526$/,$'5 5,2526$/,$'5
9(521$5' 9(521$5
9(521$5' 9(521$5
5,2/$5*2'5 5,2/$5*2'5
02725&28576)' 02725&2857 6)'
5,23(&26'5 5,23(&26'5
$1$7 1, 81$ 4 '$ , 1( 9'$ $
'5 $, &, //(,$ ) 2, 5 '5 $, &, //(,$ ) 2, 5
'5 '$/83( $8'$/83( *2, 5
'5 '2 12+ 2, 5
'5 '$/83( $8'$/83( *2, 5
5$ 87 1( 9 5 ' (1785$ 9 '
81,213$&,),&5$,/52$'81,213$&,),&5$,/52$'
,
5,2526$/,$'5 5,2526$/,$'5
2, 5 5 $ 2% 27, / 5 6 '
,2 5 5%2 $ /,726 ' 5
2, 5 % $9 5 5 2 '
,2 5 5 % 2 $9 ' 5
2, 5 2/25$'2 &
5 '
,2 5 2/25$'2 & ' 5
5,2$5$3$+2'5 5,2
$5$3$+2'5
5,2/$1'$8%/9'5,2/$1'$8%/9'
'5$,1$*(&+$11(/ '5$,1$*(
&+$11(/
'5$,1$*(&+$11(/ '5$,1$*(
&+$11(/
1(,*+%25+22' 1(,*+%25+22'
3$5.
5,29,67$ 5,29,67$
(/(0(17$5<6&+22/ (/(0(17$5< 6&+22/
)8785(&200(5&,$/ )8785( &200(5&,$/
&20081,7< &20081,7<
5(&
1$3
1$3
0,;('86(60$///27 0,;('86( 60$///27
6,1*/()$0,/<'(7$&+(' 6,1*/()$0,/<'(7$&+('
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 7
NOISE FUNDAMENTALS
CHARACTERISTICS OF SOUND
Noise is usually defined as unwanted sound. Noise consists of any sound that may produce physiological or psychological damage and/or interfere with communication, work, rest, recreation, and sleep.
To the human ear, sound has two significant characteristics: pitch and loudness. Pitch is generally an annoyance, while loudness can affect the ability to hear. Pitch is the number of complete vibrations, or cycles per second, of a sound wave, which results in the tone’s range from high to low. Loudness is the strength of a sound, and it describes a noisy or quiet environment; it is measured by the amplitude of the sound wave. Loudness is determined by the intensity of the sound waves combined with the reception characteristics of the human ear. Sound intensity is the average rate of sound energy transmitted through a unit area perpendicular to the direction in which the sound waves are traveling. This characteristic of sound can be precisely measured with instruments. The analysis of a project defines the noise environment of the project area in terms of sound intensity and its effect on adjacent sensitive land uses.
MEASUREMENT OF SOUND
Sound intensity is measured with the A-weighted decibel (dBA) scale to correct for the relative frequency response of the human ear. That is, an A-weighted noise level de-emphasizes low and very high frequencies of sound, similar to the human ear’s de-emphasis of these frequencies.
Decibels (dB), unlike the linear scale (e.g., inches or pounds), are measured on a logarithmic scale representing points on a sharply rising curve.
For example, 10 dB is 10 times more intense than 0 dB, 20 dB is 100 times more intense than 0 dB, and 30 dB is 1,000 times more intense than 0 dB. Thirty decibels (30 dB) represents 1,000 times as much acoustic energy as 0 dB. The decibel scale increases as the square of the change, representing the sound pressure energy. A sound as soft as human breathing is about 10 times greater than 0 dB.
The decibel system of measuring sound gives a rough connection between the physical intensity of sound and its perceived loudness to the human ear. A 10 dB increase in sound level is perceived by the human ear as only a doubling of the sound’s loudness. Ambient sounds generally range from 30 dB (very quiet) to 100 dB (very loud).
Sound levels are generated from a source, and their decibel level decreases as the distance from that source increases. Sound levels dissipate exponentially with distance from their noise sources.
For a single point source, sound levels decrease approximately 6 dB for each doubling of distance from the source. This drop-off rate is appropriate for noise generated by stationary equipment.
If noise is produced by a line source (e.g., highway traffic or railroad operations), the sound decreases 3 dB for each doubling of distance in a hard site environment. Line-source sound levels decrease 4.5 dB for each doubling of distance in a relatively flat environment with absorptive vegetation.
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 8 There are many ways to rate noise for various time periods, but an appropriate rating of ambient noise affecting humans also accounts for the annoying effects of sound. The equivalent continuous sound level (Leq) is the total sound energy of time-varying noise over a sample period. However, the predominant rating scales for human communities in the State of California are the Leq and Community Noise Equivalent Level (CNEL) or the day-night average noise level (Ldn) based on A-weighted decibels. CNEL is the time-weighted average noise over a 24-hour period, with a 5 dBA weighting factor applied to the hourly Leq for noises occurring from 7:00 p.m. to 10:00 p.m. (defined as relaxation hours) and a 10 dBA weighting factor applied to noises occurring from 10:00 p.m. to 7:00 a.m. (defined as sleeping hours). Ldn is similar to the CNEL scale but without the adjustment for events occurring during relaxation hours. CNEL and Ldn are within 1 dBA of each other and are normally interchangeable. The City uses the CNEL noise scale for long-term traffic noise impact assessment.
Other noise rating scales of importance when assessing the annoyance factor include the maximum instantaneous noise level (Lmax), which is the highest sound level that occurs during a stated time period. The noise environments discussed in this analysis for short-term noise impacts are specified in terms of maximum levels denoted by Lmax, which reflects peak operating conditions and addresses the annoying aspects of intermittent noise. It is often used together with another noise scale, or noise standards in terms of percentile noise levels, in noise ordinances for enforcement purposes.
For example, the L10 noise level represents the noise level exceeded 10 percent of the time during a stated period. The L50 noise level represents the median noise level. Half the time the noise level exceeds this level, and half the time it is less than this level. The L90 noise level represents the noise level exceeded 90 percent of the time and is considered the background noise level during a monitoring period. For a relatively constant noise source, the Leq and L50 are approximately the same.
Noise impacts can be described in three categories. The first category includes audible impacts, which are increases in noise levels noticeable to humans. Audible increases in noise levels generally refer to a change of 3 dB or greater because this level has been found to be barely perceptible in exterior environments. The second category, potentially audible, refers to a change in the noise level between 1 dB and 3 dB. This range of noise levels has been found to be noticeable only in laboratory environments. The last category includes changes in noise levels of less than 1 dB, which are inaudible to the human ear. Only audible changes in existing ambient or background noise levels are considered potentially significant.
Physiological Effects of Noise
Physical damage to human hearing begins at prolonged exposure to sound levels higher than 85 dBA. Exposure to high sound levels affects the entire system, with prolonged sound exposure in excess of 75 dBA increasing body tensions, thereby affecting blood pressure and functions of the heart and the nervous system. In comparison, extended periods of sound exposure above 90 dBA would result in permanent cell damage. When the sound level reaches 120 dBA, a tickling sensation occurs in the human ear, even with short-term exposure. This level of sound is called the threshold of feeling. As the sound reaches 140 dBA, the tickling sensation is replaced by a feeling of pain in the ear (i.e., the threshold of pain). A sound level of 160–165 dBA will result in dizziness or a
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 9 loss of equilibrium. The ambient or background noise problem is widespread and generally more concentrated in urban areas than in outlying, less developed areas.
Table A lists definitions of acoustical terms, and Table B shows common sound levels and their sources.
Table A: Definitions of Acoustical Terms
Term Definitions
Decibel, dB A unit of sound measurement that denotes the ratio between two quantities that are proportional to power; the number of decibels is 10 times the logarithm (to the base 10) of this ratio.
Frequency, Hz Of a function periodic in time, the number of times that the quantity repeats itself in 1 second (i.e., the number of cycles per second).
A-Weighted Sound
Level, dBA
The sound level obtained by use of A-weighting. The A-weighting filter de-emphasizes the very low and very high frequency components of the sound in a manner similar to the frequency response of the human ear and correlates well with subjective reactions to noise. (All sound levels in this report are A-weighted unless reported otherwise.) L01, L10, L50, L90 The fast A-weighted noise levels that are equaled or exceeded by a fluctuating sound level 1%, 10%, 50%, and 90% of a stated time period, respectively.
Equivalent
Continuous Noise
Level, Leq
The level of a steady sound that, in a stated time period and at a stated location, has the same A-weighted sound energy as the time-varying sound.
Community Noise
Equivalent Level,
CNEL
The 24-hour A-weighted average sound level from midnight to midnight, obtained after the addition of 5 dBA to sound levels occurring in the evening from 7:00 p.m. to 10:00 p.m. and after the addition of 10 dBA to sound levels occurring in the night between 10:00 p.m. and 7:00 a.m.
Day/Night Noise
Level, Ldn
The 24-hour A-weighted average sound level from midnight to midnight, obtained after the addition of 10 dBA to sound levels occurring in the night between 10:00 p.m. and 7:00 a.m.
Lmax, Lmin The maximum and minimum A-weighted sound levels measured on a sound level meter, during a designated time interval, using fast time averaging.
Ambient Noise Level The all-encompassing noise associated with a given environment at a specified time. Usually a composite of sound from many sources from many directions, near and far; no particular sound is dominant.
Intrusive The noise that intrudes over and above the existing ambient noise at a given location. The relative intrusiveness of a sound depends upon its amplitude, duration, frequency, time of occurrence, and tonal or informational content, as well as the prevailing ambient noise level.
Source: Handbook of Acoustical Measurements and Noise Control (Harris 1991).
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 10 Table B: Common Sound Levels and Their Noise Sources
Noise Source A-Weighted Sound
Level in Decibels Noise Environments Subjective Evaluations Near Jet Engine 140 Deafening 128 times as loud
Civil Defense Siren 130 Threshold of Pain 64 times as loud Hard Rock Band 120 Threshold of Feeling 32 times as loud Accelerating Motorcycle at a Few Feet Away 110 Very Loud 16 times as loud Pile Driver; Noisy Urban Street/Heavy City
Traffic
100 Very Loud 8 times as loud
Ambulance Siren; Food Blender 95 Very Loud —
Garbage Disposal 90 Very Loud 4 times as loud
Freight Cars; Living Room Music 85 Loud —
Pneumatic Drill; Vacuum Cleaner 80 Loud 2 times as loud Busy Restaurant 75 Moderately Loud —
Near Freeway Auto Traffic 70 Moderately Loud Reference level Average Office 60 Quiet One-half as loud
Suburban Street 55 Quiet —
Light Traffic; Soft Radio Music in Apartment 50 Quiet One-quarter as loud Large Transformer 45 Quiet —
Average Residence without Stereo Playing 40 Faint One-eighth as loud Soft Whisper 30 Faint —
Rustling Leaves 20 Very Faint —
Human Breathing 10 Very Faint Threshold of Hearing
— 0 Very Faint —
Source: Compiled by LSA (2022).
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 11
REGULATORY SETTING
APPLICABLE NOISE STANDARDS
The applicable noise standards governing the project site include the criteria in the California Code of Regulations, the Noise Element of the City’s General Plan (Noise Element), and the City of Cathedral City Municipal Code. In addition, the project proposes to buildout the last phase and remaining residential units of the previously approved Rio Vista Village Specific Plan; therefore, the findings and associated mitigation measures from the Initial Study / Mitigated Negative Declaration for the Rio Vista Village, General Plan Amendment 97-67, Specific Plan 97-55, and Tentative Tract Map 28639 completed November 12, 1997 (RVVSP MND) are also summarized below.
California Code of Regulations
Interior noise levels for residential habitable rooms are regulated by Title 24 of the California Code of Regulations California Noise Insulation Standards. Title 24, Chapter 12, Section 1206.4, of the 2019 California Building Code requires that interior noise levels attributable to exterior sources not exceed 45 CNEL in any habitable room. A habitable room is a room used for living, sleeping, eating, or cooking. Bathrooms, closets, hallways, utility spaces, and similar areas are not considered habitable rooms for this regulation (Title 24 California Code of Regulations, Chapter 12, Section 1206.4).
City of Cathedral City
Noise Element of the General Plan
For residential uses, the standards are derived from standards contained in the General Plan Guidelines, a publication of the California Office of Noise Control Land Use. These standards are used by many California cities and counties. The Noise Element includes standards for land use compatibility for community noise exposure. The noise compatibility matrix in Table V-2 of the City’s General Plan establishes the community noise exposure levels limits by land use category. At different exterior noise levels, individual land uses are identified as "normally acceptable," "conditionally acceptable," "normally unacceptable" and "clearly unacceptable." The noise compatibly matrix criteria are designed to ensure noise compatibility of proposed land uses with the predicted future noise environment.
For noise sensitive residential uses, the City Noise Element requires an exterior noise level of less than 65 dBA CNEL for outdoor living areas and an interior noise level of less than 45 dBA CNEL. In the context of this noise analysis, the noise impacts associated with the project are controlled by the City Noise Element.
The goals, objectives, and policies in the City’s General Plan Noise Element are designed to provide noise-compatible land use relationships by establishing noise standards utilized for design and siting purposes and minimize noise impacts from significant noise generators. The following goals and policies are applicable to the proposed project:
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 12 • Goal: A noise environment that complements the City’s low density residential character and its various land uses.
○ Policy 1: Protect noise sensitive land uses, including residential neighborhoods, schools, hospitals, libraries, churches, resorts and community open space, as well as land uses proposed in the vicinity of the railway, Interstate 10, the Mid-Valley Parkway, and Da Vall Drive from high noise levels generated by existing and future noise sources. ○ Policy 2: The relationship between land use designations in the Land Use Element and changes in the circulation pattern of the City, as well as individual developments shall be monitored and mitigated.
○ Policy 3: Private sector project proposals shall include measures that assure that noise exposures levels comply with State of California noise insulation standards as defined in Title 25 (California Noise Insulation Standards).
○ Policy 7: The City shall restrict grading and construction activities that may impact residential neighborhoods to specified says of the week and times of day.
City of Cathedral City Municipal Code
Section 8.14.040(E) states that grading and equipment operations shall only be completed between the hours of 7:00 a.m. to 7:00 p.m. Monday through Friday, excluding holidays and from 8:00 a.m. to 4:00 p.m. on Saturday.
Section 11.80.030(D)(7) of the City’s Municipal Code limits construction and demolition activities to between the hours of 7:00 a.m. and 8:00 p.m. every day. No person shall operate or allow the operation of any tools or equipment used in construction, drilling, repair, or alteration or demolition work outside of these hours to prevent noise disturbances.
Rio Vista Village MND Summary of Findings and Mitigation Measures Project Impacts
An acoustical analysis was completed to determine the exterior and interior noise exposure and the necessary noise mitigation measures for the Rio Vista Village project. The results of this analysis indicated that future vehicle noise from the I·10 Freeway and the Southern Pacific Railroad tracks are the principal source of community noise that will impact the site. However, noise levels on the project site will meet the City's outdoor 65 CNEL exterior standard for outdoor areas and 45 CNEL interior noise standards, if the project’s perimeter wall is constructed and the recommended mitigation measures including a "windows closed" condition requiring a mechanical ventilation system and upgraded windows for those residential units exposed to the 1-10 Freeway and the Union Pacific Railroad tracks.
Recommended Mitigation Measures
The following mitigation measures are recommended to mitigate the project's potential noise impacts:
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 13 (1) Traffic Noise Mitigation Measures. Prior to approval of any subsequent maps for the Rio Vista Village project, the developer shall coordinate with the City in providing mitigation of traffic noise impacts on existing residences. Specific mitigation shall include:
(a) Preparation of a detailed acoustical analysis determining precise needs for roadway attenuation,
(b) Construction of any improvements identified in the study as necessary to mitigate adverse impacts, and
(c) A fair-share assessment of fee responsibilities among the major developers for construction of improvements, based on each major development's contribution to traffic volumes along the impacted roadways.
(2) On-site Noise Mitigation Measures. For all areas within the General Plan buildout (Post2020) 65 CNEL roadway contours, residential lots and dwellings shall be sound attenuated against present and projected noise, which shall be the sum of all noise impacting the project, so as not to exceed an exterior standard of 65 CNEL in outdoor living areas and an interior standard of 45 dB CNEL in all habitable rooms. An acoustical study shall be prepared under the supervision of a person experienced in the field of acoustical engineering.
Evidence that above standards will be satisfied in a manner consistent with applicable zoning regulations shall be submitted as follows:
(a) Prior to the recordation of a final tract/parcel map or prior to the issuance of Grading Permits, at the sole discretion of the City, an Acoustical Analysis Report shall be submitted to the City for approval. The report shall describe in detail the exterior noise environment and preliminary mitigation measures. Acoustical design features to achieve interior noise standards may be included in the report in which case it may also satisfy "B" below. (b) An analysis report describing the acoustical design features of the structures required to satisfy the exterior and interior noise standards shall be submitted to the City for approval along with satisfactory evidence which indicates that the sound attenuation measures specified in the approved acoustical report(s) have been incorporated into the design of the project.
(c) Prior to the issuance of any Certificates of Use and Occupancy, field testing in accordance with California Administration Code Title 25 regulations may be required by the County, to verify compliance with Sound Transmission Class (STC) and Impact Insulation Class (IIC) design standards.
Construction Mitigation Measures
Construction shall not take place between 7:00 p.m. and 7:00 a.m. on weekdays, including Saturday, or at any time on Sunday or a Federal holiday.
(1) All construction vehicles or equipment fixed or mobile-operated shall be equipped with properly operating and maintained mufflers.
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 14 (2) Stockpiling and/or vehicle staging areas shall be located as far as practical from noise sensitive areas.
Unit Ventilation
When the operable doors and windows are open, it is expected that the interior 45 CNEL limit for the Rio Vista Village may be exceeded for those residential units exposed to the 1-10 Freeway and the Union Pacific Railroad tracks. Therefore, a windows "Closed" condition is required for this use to meet the interior noise standard. For this windows closed condition, a means of mechanical ventilation may be provided using one of the following alternative methods:
(1) A "summer switch" on the forced air heating/cooling unit for the building. The summer switch permits fan operations for ventilation at reference points 1 and 2, independent of the heating and cooling function. The UBC requires that the system shall be capable of supplying a minimum of 5 cubic feet per minute of outside air per occupant, with a total circulated of not less than 15 cubic feet per minute pet' occupant in all portions of the building, during such time as the building is occupied. If the velocity of the air at the register exceeds 10 feet per second, the register shall be placed more than 8 feet above the floor directly beneath.
The fresh air intake duct should be a flexible fiberglass sound attenuating construction. The duct may be at least ten (10) feet long or at least six (6) feet long with one sharp damper before the fan.
(2) A through wall air conditioner or heat pump. Such a unit must supply a minimum of 5 cubic feet per minute outside air per occupant for the total circulated air of not less than 15 cubic feet per minute per occupant in all portions of the building, during such time as the building is occupied. The unit should have an approximate overall dimension of 18" x 24" or less with a vent opening no greater than 6” in diameter. Or, the unit may be an approved alternative with acceptable acoustical transmission performance.
(3) An attic fan system. Such a system would bring outside air to the building interior and exhaust· the interior area air past a ceiling fan into the attic space and out the attic vent. The air may be ducted into the building through 10 feet of flexible fiberglass ducting, with one sharp 90° bend. The intake opening for the ducting should be in the side of the building which faces away from the I-10 Freeway. As required by the UBC, the system must provide 5 cubic feet per minute of outside air per occupant, with a total circulated of not less than 15 cubic feet per minute per occupant within all portions of the building, during such time as the building is occupied.
(4) Any other method of ventilation which meets the UBC requirements for 5 cubic feet per minute of outside air per occupant, with the total circulated of not less than 15 cubic feet per minute pre occupant in all portions of the building, during such time as the building is occupied.
Noise Control Barrier Construction Materials
The necessary noise barrier mitigation will be accomplished if the noise barrier construction materials have a weight of at least 4 pounds per square foot of face area. The recommended barrier
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 15 must present a solid face from top to bottom, and no openings or decorative cutouts should be made. All gaps (except for weep holes) should be filled with grout or caulking. The required noise control barriers may be constructed using one of the following alternative materials:
(1) Masonry block;
(2) Stucco veneer over wood framing (or foam core), or 1 inch thick tongue and groove wood of sufficient weight per square foot;
(3) 1/4 inch thick glass, acrylic plastic, or other transparent materials with sufficient weight per square foot may be used to provide views;
(4) Any combination of these materials or other construction materials with a minimum weight of 3.5 pounds per square foot of face area.
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 16
OVERVIEW OF THE EXISTING NOISE ENVIRONMENT
The primary existing noise sources in the project area are transportation facilities. Traffic on I-10 is a steady source of ambient noise while sporadic train activities also add to the noise environment.
Lastly, given the climate, noise levels can be influenced by typical high winds.
AMBIENT NOISE MEASUREMENTS
Long-Term Noise Measurements
A long-term (24-hour) noise level measurement was conducted on July 11 and 12, 2023, using a Larson Davis Spark 706RC Dosimeter. Table C provides a summary of the measured hourly noise levels from the long-term noise level measurement. Daily noise levels at the northeastern portion of the project site closest to the Union Pacific Railroad and I-10 were approximately 72.5 dBA CNEL.
Long-term noise monitoring data results are provided in Appendix A. Figure 3 shows the long-term monitoring locations.
An existing berm and masonry block wall run parallel to a portion of the site’s northeastern boundary. The long-term meter LT-1 was placed outside of the wall to capture noise from the railroad and the freeway.
Table C: Long-Term Ambient Noise Level Measurements
Location
Daytime
Noise Levels1
(dBA Leq)
Evening
Noise Levels2
(dBA Leq)
Nighttime
Noise Levels3
(dBA Leq)
Daily Noise
Level
(dBA CNEL)4
LT-1 Located approximately 400 feet
southwest of the existing Union
Pacific Railroad west of the existing
masonry wall on top of a berm near
the proposed location of the future
multi-family uses.
52.9-71.2 69.0-71.8 61.8-70.9 72.5
Source: Compiled by LSA (2023).
Note: Noise measurements were conducted from July 11 to July 12, 2023, starting at 1:00 p.m. 1 Daytime Noise Levels = Noise levels during the hours from 7:00 a.m. to 7:00 p.m. 2 Evening Noise Levels = Noise levels during the hours from 7:00 p.m. to 10:00 p.m. 3 Nighttime Noise Levels = Noise levels during the hours from 10:00 p.m. to 7:00 a.m.
CNEL = Community Noise Equivalent Level
dBA = A-weighted decibels
Leq = equivalent continuous sound level
EXISTING AIRCRAFT NOISE
Airport-related noise levels are primarily associated with aircraft engine noise made while aircraft are taking off, landing, or running their engines while still on the ground. The closest airport to the proposed project site is Palm Springs International Airport located approximately 1.5 miles (mi) southwest of the project site. Based on the Riverside County Airport Land Use Compatibility Plan (County of Riverside 2014) the project is located well outside of the 60 dBA CNEL noise contour of the airport.
FIGURE 3
I:\ESL2201.67\G\Site Plan.ai (8/21/2023)
Noise Monitoring Locations
Verona Residential
FEET
1000 500 0
SOURCE: Google Earth, 2023
- Project Site Boundary
- Long-term Noise Monitoring Location
LEGEND
LT-1
LT-1
Verona Rd
Rio Vista Dr
Landau Blvd
Rio Guadalupe Rd
Rio Pecos Rd
10 N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 18
PROJECT IMPACT ANALYSIS
SHORT-TERM CONSTRUCTION NOISE IMPACTS
Two types of short-term noise impacts could occur during the construction of the proposed project.
First, construction crew commutes and the transport of construction equipment and materials to the site for the proposed project would incrementally increase noise levels on access roads leading to the site. Although there would be a relatively high single-event noise-exposure potential causing intermittent noise nuisance (passing trucks at 50 ft would generate up to 84 dBA Lmax), the effect on longer-term ambient noise levels would be small when compared to existing daily traffic volumes on nearby roadways. Because construction-related vehicle trips would not approach existing daily traffic volumes, traffic noise would not increase by 3 dBA CNEL. A noise level increase of less than 3 dBA would not be perceptible to the human ear in an outdoor environment. Therefore, shortterm, construction-related impacts associated with worker commute and equipment transport to the project site would be less than significant.
The second type of short-term noise impact is related to noise generated during construction, which includes site preparation, grading, building construction, paving, and architectural coating on the project site. Construction is completed in discrete steps, each of which has its own mix of equipment and, consequently, its own noise characteristics. These various sequential phases would change the character of the noise generated on the site and, therefore, the noise levels surrounding the site as construction progresses. Despite the variety in the type and size of construction equipment, similarities in the dominant noise sources and patterns of operation allow construction-related noise ranges to be categorized by work phase.
Construction noise impacts are expected to be similar to those assessed in the RVVSP MND as the general construction methods will match those of the prior site plan. Additionally, consistent with the RVVSP MND, the following mitigation measures would be implemented:
• Construction shall not take place between 7:00 p.m. and 7:00 a.m. on weekdays, including Saturday, or at any time on Sunday or a Federal holiday. • All construction vehicles or equipment fixed or mobile-operated shall be equipped with properly operating and maintained mufflers.
• Stockpiling and/or vehicle staging areas shall be located as far as practical from noise sensitive areas.
LONG-TERM OFF-SITE TRAFFIC NOISE IMPACTS
In order to assess the potential traffic impacts related to the proposed project, a Transportation Impact Analysis Screening (EPD Solutions, Inc. 2023) has been prepared. The Transportation Impact Analysis Screening evaluated the proposed project’s consistency with the previously approved traffic analysis prepared for the 1997 RVVSP MND (Rio Vista Village Specific Plan Traffic Impact Analysis prepared by Robert Kahn, John Kain & Associates Inc. on October 8, 1997). The RVVSP Traffic Impact Analysis (TIA) prepared for the 1997 RVVSP MND analyzed 1,365 units and determined buildout of
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 19 the proposed development would generate a total of 11,680 daily trips, 925 AM peak hour trips, and 1,140 PM peak hour trips. The RVVSP MND analyzed the development of 1,362 residential units within the entire 303-acre RVVSP area. Since 1998, a total of 528 residential units have been approved (470 constructed and 58 approved but not constructed). The proposed project would develop the remainder of the 834 units, consisting of 459 single-family residences and 375 multifamily residential condominium units. Based on the analysis results, it was determined that as the number of units analyzed in the traffic analysis supporting the RVVSP MND is more conservative than the total number of single-family detached residential units and the multi-family residential units in the Specific Plan Amendment and associated tentative tract maps, no new trips would be generated as a part of the proposed development. Because there would be no increase in trips for the proposed project, no new off-site traffic noise impacts would occur. Impacts would be less than significant.
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 20
LAND USE COMPATIBILITY
The dominant source of noise in the project vicinity is traffic noise from I-10 and rail activities on the adjacent Union Pacific Railroad line in the vicinity of the project.
EXTERIOR NOISE ASSESSMENT
The City requires noise levels below 65 dBA CNEL for outdoor living areas. The project proposes a 6- foot wall along the northern property line and an 8-foot wall along the northeastern property line.
With the incorporation of the 6-foot wall along the northern project boundary and the 8-foot high property line wall along the northeast project boundary parallel to the Union Pacific Railroad, the exterior noise levels would be reduced to below 65 dBA CNEL for outdoor sensitive areas along the first row of residential units closest to I-10 and Union Pacific Railroad. Consistent with RVVSP mitigation measures, once final grading plans are available, and the grading pad heights are known, the noise measurements will be validated, and the height of the property line walls may be refined1 .
INTERIOR NOISE ASSESSMENT
As discussed above, per the California Code of Regulations, an interior noise level standard of 45 dBA CNEL or less is required for all noise-sensitive rooms. Based on the exterior noise levels that may occur with less shielding provided by the proposed walls the lots closest to the rail line and I-10 have the potential to approach 73 dBA CNEL and a minimum noise reduction of 28 dBA would be required. This can be typically achieved with windows having an STC rating of 28 or higher, depending on the wall-to-window ratio of the future products.
Consistent with RVVSP mitigation measures, once final plans are available to detail the exterior wall construction and a window manufacturer has been chosen, a Final Acoustical Report (FAR) would be required to confirm the reduction capability of the exterior façades and to identify any specific upgrades necessary to achieve an interior noise level of 45 dBA CNEL or below. 1 Including the potential of extending the 8-foot existing masonry block wall that runs parallel to a portion of the project site’s northeastern boundary if feasible.
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24» 21
REFERENCES
City of Cathedral City. 2009. General Plan Environmental Hazards Element. November 18. –––––. 2023. Municipal Code. Website: https://www.cathedralcity.gov/i-want-to/view/municipalcode (accessed January 2024). –––––. 1997. Initial Study / Mitigated Negative Declaration for the Rio Vista Village Specific Plan 97-
55. November 12.
County of Riverside. 2014. Riverside County Airport Land Use Compatibility Plan. November.
EPD Solutions, Inc. 2023. North of Verona Road and West of Landau Boulevard Transportation Impact Analysis Screening. July 11.
Federal Highway Administration (FHWA). 2006. Roadway Construction Noise Model User’s Guide.
January. Washington, D.C. Website: www.fhwa.dot.gov/environment/noise/construction_ noise/rcnm/rcnm.pdf (accessed January 2024).
Federal Transit Administration (FTA). 2018. Transit Noise and Vibration Impact Assessment Manual.
Office of Planning and Environment. Report No. 0123. September.
Harris, Cyril M., editor. 1991. Handbook of Acoustical Measurements and Noise Control.
Third Edition.
State of California. 2020. 2019 California Green Building Standards Code.
N OISE I MPACT ANALYSIS
J ANUARY 2024
VERANO RESIDENTIAL
C ATHEDRAL CITY , C ALIFORNIA
P:\ESL2201.67\Product\NoiseReport_01022024.docx «01/02/24»
APPENDIX A
NOISE MONITORING DATA
Noise Measurement Survey – 24 HR
Project Number: ESL2201.67 Test Personnel: Kevin Nguyendo Project Name: Verano Equipment: Spark 706RC (SN:906)
Site Number: LT-1 Date: 7/11/23 Time: From 1:00 p.m. To 1:00 p.m.
Site Location: Located north of the project site just west of where the brick wall ends on a Fencing pole.
Primary Noise Sources: Train traffic activity noise northeast of the project site.
Comments:
Photo:
50.0 52.0
54.0 56.0
58.0 60.0
62.0 64.0
66.0 68.0
70.0 72.0
74.0 1:00 PM2:00 PM3:00 PM4:00 PM5:00 PM6:00 PM7:00 PM8:00 PM9:00 PM 10:00 PM11:00 PM
12:00 AM
1:00 AM2:00 AM3:00 AM4:00 AM5:00 AM6:00 AM7:00 AM8:00 AM9:00 AM 10:00 AM11:00 AM
12:00 PM
Noise Level (dBA Leq)
Time of Day
Average Hourly Noise Levels
CARLSBAD
CLOVIS
IRVINE
LOS ANGELES
PALM SPRINGS
POINT RICHMOND
RIVERSIDE
ROSEVILLE
SAN LUIS OBISPO
157 Park Place, Pt. Richmond, California 94801 510.236.6810 www.lsa.net
MEMORANDUM
DATE: November 16, 2023
TO: Konnie Dobreva, EPD Solutions Inc.
FROM: J.T. Stephens, Principal / Noise and Vibration Specialist SUBJECT: Vibration Monitoring at the Verano Residential Project in the City of Cathedral City, California
INTRODUCTION
The following memorandum presents a results summary of the vibration monitoring at the proposed Verano Residential Project in the City of Cathedral City, California. The purpose of the vibration monitoring is to assess vibration levels generated by freight train activities to the north of the project site and compare those levels to applicable annoyance criteria. Vibration measurement points are shown in Figure 1 (Attachment A).
CHARACTERISTICS OF VIBRATION AND REGULATORY FRAMEWORK
Vibrating objects in contact with the ground radiate vibration waves through various soil and rock strata to the foundations of nearby buildings. As the vibration propagates from the foundation throughout the remainder of the building, the vibration of floors and walls may cause perceptible vibration from the rattling of windows or a rumbling noise. The rumbling sound caused by the vibration of room surfaces is called groundborne noise. When assessing annoyance from groundborne noise, vibration is typically expressed as root mean square (rms) velocity in units of decibels of 1 micro-inch per second. To distinguish vibration levels from noise levels, the unit is written as “VdB.” Human perception to vibration starts at levels as low as 67 VdB and sometimes lower. Annoyance due to vibration in residential settings starts at approximately 70 VdB.
Groundborne vibrations is almost never annoying to people who are outdoors. Although the motion of the ground may be perceived, without the effects associated with the shaking of the building, the motion does not provoke the same adverse human reaction.
In extreme cases, excessive groundborne vibration has the potential to cause structural damage to buildings. Common sources of groundborne vibration include trains and construction activities such as blasting, pile driving and operating heavy earthmoving equipment. Table A shows the groundborne vibration impact criteria.
11/16/23 (P:\ESL2201.67\Product\Vibration Assessment Memo_11162023.docx) 2 Table A: Vibration Criteria for Detailed Analysis
Land Use Max Lv
(VdB)1 Description of Use
Workshop 90 Vibration that is distinctly felt. Appropriate for workshops and similar areas not as sensitive to vibration.
Office 84 Vibration that can be felt. Appropriate for offices and similar areas not as sensitive to vibration.
Residential Day 78 Vibration that is barely felt. Adequate for computer equipment and low-power optical microscopes (up to 20×).
Residential Night and
Operating Rooms 72
Vibration is not felt, but ground-borne noise may be audible inside quiet rooms. Suitable for medium-power microscopes (100×) and other equipment of low sensitivity.
Source: Transit Noise and Vibration Impact Assessment Manual (FTA 2018). 1 As measured in 1/3-Octave bands of frequency over the frequency range 8 to 80 Hertz.
FTA = Federal Transit Administration LV = velocity in decibels VdB = vibration velocity decibels Max = maximum
VIBRATION MONITORING RESULTS
Six (6) separate vibration monitoring locations using INFRA C22 Wireless Triaxial Vibration Monitors, as shown in Figure 1, were set up for seven (7) days to record vibration events from operations on the rail line to the north. Two (2) sets of three (3) monitors were placed at distances perpendicular to the rail line. The close monitoring locations, N-1 and E-1 were 250 feet from the rail line. The middle monitoring locations, N-2 and E-2, were 500 feet from the rail line. The far monitoring locations, N-3 and E-3, were 1,200 feet and 900 feet from the rail line, respectively.
Table B below provides a summary of the number of events, also known as triggers, associated with rail activity, which occurred over the seven-day period which exceeded the 72 VdB threshold from September 1 to September 8, 2023. Attachment B provides details on the measurement points.
Table B: Summary of Vibration Exceedances
Date
Number of Exceedances1
Monitoring
Location N-1
250 feet
Monitoring
Location E-1
250 feet
Monitoring
Location N-2
500 feet
Monitoring
Location E-2
500 feet
Monitoring
Location N-3
1,200 feet
Monitoring
Location E-3
900 feet
September 1 0 1 0 0 0 0
September 2 0 0 0 0 0 0
September 3 0 2 0 1 0 1
September 4 0 3 0 1 0 1
September 5 0 9 0 0 0 0
September 6 0 3 0 0 0 0
September 7 0 8 0 0 0 1
September 8 0 2 0 0 0 0
Source: Compiled By LSA (2023)
1. The number of exceedances represent the number of events that occurred which exceeded 72 VdB from 12:00 p.m. on September 1 through 11:00 a.m. on September 8.
11/16/23 (P:\ESL2201.67\Product\Vibration Assessment Memo_11162023.docx) 3
VIBRATION IMPACT ASSESSMENT
Exposure to groundborne vibration would be primarily associated with trains traveling on the adjacent Union Pacific railroad tracks. As presented above in Table B, over the seven-day period, there were no exceedances at the northern N-1, N-2 or N-3 locations. While no exceedances occurred at northern location N-1 closest to the rail line (250 feet), there were 28 instances at the eastern monitoring location E-1 closest to rail line (250 feet), which exceeded the 72 VdB threshold.
The exceedances ranged between 71.0 VdB to 75.9 VdB. Based on a site visit and aerial photography, it appears that the ground under the eastern monitoring locations (E-1, E-2, and E-3) has been previously graded or modified which could be the explanation of the differences between the E-1 and N-1 monitoring locations.
There were two instances at location E-2 in which the level of 72 VdB was exceeded. While it is not known what would cause these levels to occur during only a few of the freight train pass-bys, the elevated levels could be due to the weight of the specific rail cars for those trains.
There were three instances at the farthest eastern monitoring location E-3 (900 feet from the exiting rail line) which exceeded the 72 VdB threshold. However, these exceedances have been identified as anomalies because they were not generated from the direction of the rail line, but from the direction of existing residential uses to the west. There were no exceedances at the farthest northern monitoring location N-3. Therefore, 500 feet from the physical rail line (i.e., monitoring locations N-2 and E-2) represents the limit of potential rail line related vibratory impacts within the Project’s Specific Plan Amendment Area. Consistent with the data gathered, the rest of the SPA does not have the potential to experience vibration impacts.
As of result of these elevated vibration levels, it is recommended that additional vibration measurements be taken to validate the data gathered once site preparation and grading is finalized, prior to the pouring of building foundations. The measurements should be gathered at distances of 250 feet, 400 feet, and 600 feet from the rail line to help determine if vibration levels exceedances still occur and to identify the final limits of any such exceedances. A maximum 600-foot distance is selected as it represents a conservative distance. Should the results of the additional vibration measurements differ from the readings gathered herein, an update to this vibration report shall be prepared and include appropriate measures, if needed.
If the additional vibration measurements show similar readings to those contained herein, the following measures shall be implemented:
To reduce exposure of sensitive receptors to groundborne vibration exceeding the FTA’s vibration impact criteria of 72 VdB applicable standard, vibration reduction measures shall be implemented to parcels within 600 feet of the physical rail line, as shown on Figure 2 in Attachment B. A variety of building modifications are available to provide the necessary 4 VdB reduction to meet the 72 VdB threshold, including the installation of vibration damping products such as VibraFoam or VibraDyn from Purasys. With implementation of vibration reduction measures, groundborne vibration levels would not exceed the FTA’s vibration impact criteria of 72VdB.
11/16/23 (P:\ESL2201.67\Product\Vibration Assessment Memo_11162023.docx) 4
ATTACHMENT A
VIBRATION MONITOR LOCATIONS
Vibration Measurement Survey
Project Number: ESL2201.67
Project Name: Verano Cathedral City
Dates: 8/31/2023 through 9/8/2023
Test Personnel: Corey Knips
Equipment: INFRA C22
Time: From 12 p.m. To 10 a.m.
Site Location: South of I-10 and rail line, between Gene Autry Trail and Date Palm Drive.
Primary Sources: Train activity on the nearby tracks.
Vibration Monitor List
S-1 East
(SN:111688)
250 ft southwest (perpendicular) from centerline of nearest tracks, at chain link fence.
Y axis increases towards tracks. 33°51'27.09"N, 116°28'40.43"W S-2 East
(SN:111505)
500 ft southwest (perpendicular) from centerline of nearest tracks.
Y axis decreases towards tracks. 33°51'25.04"N, 116°28'42.08"W S-3 East
(SN:111065)
900 ft southwest (perpendicular) from centerline of nearest tracks, and 20 ft north of inner fence along Rio Bravo Road.
X axis decreases towards tracks. 33°51'21.58"N, 116°28'44.48"W S-1 North
(SN:111705)
250 ft southwest (perpendicular) from centerline of nearest tracks.
Y axis decreases towards tracks. 33°51'37.69"N, 116°28'58.43"W S-2 North
(SN:111728)
500 ft southwest (perpendicular) from centerline of nearest tracks.
X axis increases towards tracks. 33°51'35.53"N, 116°28'59.88"W S-3 North
(SN:111884)
1200 ft southwest (perpendicular) from centerline of nearest tracks, and 50 ft north of fence along Rio Rosalia Drive.
X axis decreases towards tracks. 33°51'30.04"N, 116°29'4.85"W FIGURE 1
I:\ESL2201.67\G\Noise_Locs.ai (10/16/2023)
Vibration Monitoring Locations
Verona Residential
FEET
1000 500 0
SOURCE: Google Earth, 2023
- Project Site Boundary- Vibration Monitoring Locations LEGEND
N-3
Verona Rd Verona Rd
r D atsi V oi Rista Dr R
aLndau Blvd L ndau B vl d
dR epul adauG oi Radalupe Rd R
Rio Pecos Rd Rio Pecos Rd
Verona Rd
Rio Vista Dr Landau Blvd
Rio Guadalupe Rd
Rio Pecos Rd
10 N-2
N-1
S1
E-3
E-1
E-2
S1
N-3
N-2
N-1
E-3
E-1
E-2
11/16/23 (P:\ESL2201.67\Product\Vibration Assessment Memo_11162023.docx) 5
ATTACHMENT B
VIBRATION EXCEEDANCE DATA
N-1 E-1 N-2 E-2 N-3 E-3
North East North East North East
2023-09-01 19:26:00 66.3 72.3 65.8 61.4 51.5 56
2023-09-03 08:48:00 70.2 73.9 68.9 71.1 65.6 72.5
2023-09-03 17:38:00 68.1 75 66 73.2 61.8 70.4
2023-09-04 05:24:00 69.9 75.2 67 69 59.3 66.7
2023-09-04 13:26:00 67.7 72 63.9 63.2 54.5 60.1
2023-09-04 15:22:00 70.7 75.3 68.4 72.7 66.9 72
2023-09-05 05:10:00 64.6 72.7 62 69.3 58.1 65.7
2023-09-05 05:26:00 68 75 63.7 67 59.7 68.1
2023-09-05 08:24:00 67.4 73.3 65.3 64.4 56.1 60.9
2023-09-05 14:58:00 69 72.8 63 62.9 54.7 60.1
2023-09-05 15:12:00 68.6 72.2 66.4 64.8 56.6 60.3
2023-09-05 16:48:00 69.1 73.9 68.1 70 66.6 70.8
2023-09-05 18:18:00 56.4 72 56.2 69 55.2 63.4
2023-09-05 20:50:00 66.8 75.9 63.7 71.6 62 68.2
2023-09-05 22:44:00 67.8 72.1 66.8 65 56.8 62.5
2023-09-06 12:58:00 66.5 74.3 66.8 68.3 57.7 63.1
2023-09-06 15:42:00 67 72 65.4 64.3 55.6 60.6
2023-09-06 17:48:00 67.8 72.2 66.8 68.4 64.3 67.4
2023-09-07 03:54:00 67.6 72.1 63.9 64.4 52.8 58.6
2023-09-07 04:40:00 67.5 74.1 66.2 69.9 62.7 69.4
2023-09-07 05:02:00 70.4 73.7 68.2 69.4 62.4 67.8
2023-09-07 10:12:00 65.3 73.2 63.2 65.1 57.9 64.5
2023-09-07 13:42:00 69.5 75.2 67.2 68.9 63.4 67.4
2023-09-07 16:40:00 69.8 72.7 67.2 65.2 57.1 62.5
2023-09-07 18:16:00 69 75.2 66.1 71.4 64.3 73.3
2023-09-07 21:48:00 69.7 72.3 65.7 65.6 57.5 60.1
2023-09-08 00:38:00 69 72.5 68.2 65.7 56.9 61.3
2023-09-08 04:24:00 69.6 73.3 67.2 66.6 58.9 62.8
Note: Levels in VdB
Data gathered between 12:00 p.m. on September 1 and 11:00 a.m. on September 8, 2023.
FIGURE 2
I:\ESL2201.67\G\Noise_Locs.ai (10/24/2023)
Estimated Contour of Vibration Impact
Verona Residential
FEET
1000 500 0
SOURCE: Google Earth, 2023
Estimated contour of vibration impacts.
Approximately 600 feet from rail line.
LEGEND
Verona Rd
Rio Vista Dr
Landau Blvd
Rio Guadalupe Rd
10 Urban Planning ■ Due Diligence ■ Entitlements ■ CEQA/NEPA ■ Development Services ■ Management ■ Public Outreach 3333 Michelson Drive, Suite 500 ■ Irvine, CA 92612
949.794.1180 ■ [email protected]
Date: April 24, 2024
Prepared by: Maryam Javanmardi, Meghan Macia T.E.
To: City of Cathedral City
Site: Intersection of Landau Boulevard/Rio Vista Drive (EPD Project Number 23-044) Subject: Traffic Signal Warrant Analysis
Introduction
This memo evaluates the need for a traffic signal at the intersection of Landau Boulevard/Rio Vista Drive in Cathedral City. The location of the Intersection is shown in Figure 1. The total analysis volume for the warrant is based on traffic counts collected on December 5, 2023, as provided in the Attachment A, plus the addition of traffic that would be generated by 834 dwelling units that were previously evaluated in the Rio Vista Village Specific Plan but have not yet been constructed. The trip generation for the additional 834 units was calculated using trip rates from the Institute of Transportation Engineers (ITE), Trip Generation 11th Edition (2021). Table 1 shows the trip generation of the unbuilt units.
There are three entry and exit points along Verona Road: Ventura Drive, Avenida Quintana, and Rio Vista Drive. Given the location of the unbuilt units and the fact that Ventura Drive is not connected to Vista Chino, the project trips were assigned to Avenida Quintana and Rio Vista Drive to make a conservative assumption of exiting condition. Therefore, it was estimated that approximately half would use Avenida Quintana to travel from Vista Chino to the project. The other half would use Landau Boulevard/Verona Road intersection.
Therefore, 25% of the project trip generation was assigned to Verona Road, 25% was assigned to Rio Vista Drive-Landau Boulevard, and of that, 12.5% was equally assigned to Landau Boulevard and Rio Vista Drive.
Proposed project volumes during the non-peak hours were derived from using National Cooperative Highway Research Program (NCHRP) Report 255, Table A-14, for the 4-hour and 8-hour signal warrants respectfully and are provided in Attachment B. Existing plus proposed project volumes were utilized for the purpose of this analysis and are provided in the attachments.
Table 1: Project Trip Generation
Land Use Units Daily In Out Total In Out Total
Proposed Project Trip Rate
Single Family Detached Housing 1 DU 9.43 0.18 0.52 0.70 0.59 0.35 0.94 Multifamily Housing (Low-Rise) 2 DU 6.74 0.10 0.30 0.4 0.32 0.19 0.51 Proposed Project Trip Generation
Single Family Detached 459 DU 4,328 84 238 322 272 160 432 Condominium 375 DU 2,528 36 114 150 120 71 191
Total Trip Generation 6,856 120 352 472 392 231 623
TSF = Thousand Square Feet
AM Peak Hour PM Peak Hour
1 Trip rates from the Institute of Transportation Engineers, Trip Generation,11th Edition, 2021 . Land Use Code 210 - Single Family Detached. 2 Trip rates from the Institute of Transportation Engineers, Trip Generation,11th Edition, 2021. Land Use Code 220 - Multifamily Housing (Low-Rise) Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
2 | Page
Figure 1: Intersection Location
Traffic Signal Control Warrant Assessment
A traffic signal control warrant assessment has been conducted in accordance with the latest California Manual on Uniform Traffic Control Devices (CAMUTCD) to determine if a traffic signal control is warranted at the intersection of the Rio Vista Drive/ Landau Boulevard. According the CAMUTCD’s Chapter 4C. Traffic Control Signal Needs Studies, there are nine warrants examining factors related to operation and safety at the intersection. The CAMUTCD notes that “satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal”. The following text provides a summary of each warrant and whether the warrant is met in the project opening year.
Warrant 1: Eight-Hour Vehicular Volume (Warrant not Met) MUTCD Guidance: The Minimum Vehicular Volume, Condition A, is intended for application at locations where a large volume of intersecting traffic is the principal reason to consider installing a traffic control signal. The Interruption of Continuous Traffic, Condition B, is intended for application at locations where Condition A is not satisfied and where the traffic volume on a major street is so heavy that traffic on a minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. It is intended that Warrant 1 be treated as a single warrant. If Condition A is satisfied, then Warrant 1 is satisfied and analyses of Condition B and the combination of Conditions A and B are not needed. Similarly, if Condition B is satisfied, then Warrant 1 is satisfied and an analysis of the combination of Conditions A and B is not needed.
A. The vehicles per hour given in both of the 100 percent columns of Condition A in Table 4C-1 exist on the major-street and the higher-volume minor-street approaches, respectively, to the intersection; or B. The vehicles per hour given in both of the 100 percent columns of Condition B in Table 4C-1 exist on the major-street and the higher-volume minor-street approaches, respectively, to the intersection.
In applying each condition, the major-street and minor-street volumes shall be for the same 8 hours. On the minor street, the higher volume shall not be required to be on the same approach during each of these 8 hours. If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
3 | Page
population of less than 10,000, the traffic volumes in the 70 percent columns in Table 4C-1 may be used in place of the 100 percent columns. Although Rio Vista Drive has a posted speed limit of 25 mph, the analysis adopted a more conservative approach by applying the 45 mph speed limit as a continuation of the speed limit posted on Landau Boulevard, between Vista Chinoa and Verano Road. Consequently, for Rio Vista Drive (Major Street), a speed of 45 mph was used. This decision led to the application of the 70% threshold in the intersection assessment.
- The threshold of Condition A – Minimum Vehicular Volume (70% column) would apply since the major street speed limit is 45 MPH. The threshold is 420 vehicles per hour on major street (total of both approaches) and 105 vehicles per hour on highervolume minor-street approach (one direction only). The highest average of 8 hours was determined to be from 12:45PM-8:45PM. Worksheets are provided in Attachment C. For the highest average of 8-hours, the forecast volume is 186 vehicles per average hour on the major street (total of both approaches); whereas on the minor street (one direction only) there would be 27 vehicles per average hour. Therefore, this criterion is not met.
- The threshold of Condition B – Interruption of Continuous Traffic (70% column) would apply since the major street speed limit is 45 MPH. The threshold is 630 vehicles per hour on major street (total of both approaches) and 53 vehicles per hour on highervolume minor-street approach (one direction only). For the highest average of 8- hours, there would be 186 vehicles per average hour on the major street (total of both approaches), whereas on the minor street (one direction only) there would be 27 vehicles per the average hour. Therefore, this criterion is not met.
Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
4 | Page
Warrant 2: Four-Hour Vehicular Volume (Warrant Not Met) MUTCD Guidance: The need for a traffic control signal shall be considered if an engineering study finds that, for each of any 4 hours of an average day, the plotted points representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the higher-volume minor-street approach (one direction only) all fall above the applicable curve in Figure 4C-1 for the existing combination of approach lanes. On the minor street, the higher volume shall not be required to be on the same approach during each of these 4 hours. If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, Figure 4C-2 may be used in place of Figure 4C-1. Although Rio Vista Drive has a posted speed limit of 25 mph, the analysis adopted a more conservative approach by applying the 45 mph speed limit as a continuation of the speed limit posted on Landau Boulevard, between Vista Chinoa and Verano Road. Consequently, for Rio Vista Drive (Major Street), a speed of 45 mph was used. This decision led to the application of the 70% factor (Figure 4C-2 ) in the intersection assessment. - The highest average of 4 hours was taken for the 4 hours of the day and was determined to be 2:15PM-6:15PM. Worksheets are provided in Attachment D. For the highest average of 4-hours, the forecast volume is 187 vehicles per average hour on the major street (total of both approaches); whereas on the minor street (one direction only) there would be 20 vehicles per average hour. Because the speed limit on the major street is 45 mph, Figure 4C-2 is used. As shown in Figure 4C-2 the volumes would not exceed the threshold. Therefore, this criterion is not satisfied.
Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
5 | Page
Warrant 3: Peak Hour Volume (Warrant Not Met)
MUTCD Guidance: The need for a traffic control signal shall be considered if an engineering study finds that the plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the higher-volume minor-street approach (one direction only) for 1 hour (any four consecutive 15-minute periods) of an average day falls above the applicable curve in Figure 4C-3 for the existing combination of approach lanes.
- For the AM peak hour (7:15 AM – 8:15 AM), 440 vehicles (major street – total of both approaches) and 70 vehicles (minor street – higher volume approach) would utilize the intersection. Peak Hour worksheet is provided in Attachment E. As shown in Figure 4C-3 – Warrant 3, Peak Hour (AM), the volume corresponding point falls below the threshold curve.
Therefore, this criterion is not met.
- For the PM peak hour (4:45 PM – 5:45 PM), 447 vehicles (major street – total of both approaches) and 87 vehicles (minor street – higher volume approach) would utilize the intersection. Peak Hour worksheet is provided in Attachment E. As shown in Figure 4C-3 – Warrant 3, Peak Hour (PM), the volume corresponding point falls below the threshold curve.
Therefore, this criterion is not met.
(7:15 AM – 8:15 AM)
Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
6 | Page
Warrant 4: Pedestrian Volume (Warrant Not Met)
MUTCD Guidance: The need for a traffic control signal at an intersection or midblock crossing shall be considered if an engineering study finds that one of the following criteria is met:
A. For each of any 4 hours of an average day, the plotted points representing the vehicles per hour on the major street (total of both approaches) and the corresponding pedestrians per hour crossing the major street (total of all crossings) all fall above the curve in Figure 4C-5; or B. For 1 hour (any four consecutive 15-minute periods) of an average day, the plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding pedestrians per hour crossing the major street (total of all crossings) falls above the curve in Figure 4C-7.
The pedestrian volume is shown in the count sheets (attached). The highest pedestrian volume experienced during each of any 4 hours is 2 pedestrians. The highest pedestrians during any hour of the day is 9. Based on the volume of pedestrians neither the warrant for Pedestrian Four-Hour Volume (minimum hourly volume of 107 pedestrians) nor the Pedestrian Peak Hour Volume (minimum hourly volume of 133 pedestrians) would be satisfied. It should be noted that currently, there are no crosswalks at the intersection along the major road. However, to adopt a more conservative approach, this analysis was also conducted.
(4:45 PM – 5:45 PM)
Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
7 | Page
Warrant 5: School Crossing (Warrant Not Met)
MUTCD Guidance: The School Crossing signal warrant is intended for application where the fact that schoolchildren cross the major street is the principal reason to consider installing a traffic control signal. The need for a traffic control signal shall be considered when an engineering study of the frequency and adequacy of gaps in the vehicular traffic stream as related to the number and size of groups of schoolchildren at an established school crossing across the major street shows that the number of adequate gaps in the traffic stream during the period when the schoolchildren are using the crossing is less than the number of minutes in the same period (see Section 7A.03) and there are a minimum of 20 schoolchildren during the highest crossing hour. - Less than 20 pedestrians would utilize this crossing during the highest crossing hour; therefore, this warrant is not met. Based on the location of future housing units, the number of schoolchildren crossing the intersection of Rio Vista Drive/ Landau Boulevard would not be increased with construction of the proposed housing units. The intersection is not located along any logical walking route from the proposed housing to the Rio Vista Elementary School.
Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
8 | Page
Warrant 6: Coordinated Signal System (No Data Available) MUTCD Guidance: The Progressive movement in a coordinated signal system sometimes necessitates installing traffic control signals at intersections where they would not otherwise be needed in order to maintain proper platooning of vehicles. The need for a traffic control signal shall be considered if an engineering study finds that one of the following criteria is met:
A. On a one-way street or a street that has traffic predominantly in one direction, the adjacent traffic control signals are so far apart that they do not provide the necessary degree of vehicular platooning.
B. On a two-way street, adjacent traffic control signals do not provide the necessary degree of platooning and the proposed and adjacent traffic control signals will collectively provide a progressive operation. - Data pertaining to degree of platooning is not available to determine if traffic signal is needed to provide a progressive operation. Furthermore, the intersection would provide entry into a multi-family residential neighborhood, therefore signal progression or maintenance of platoons is not a priority at this location.
Warrant 7: Crash Experience (Warrant Not Met)
MUTCD Guidance: The Crash Experience signal warrant conditions are intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal. The need for a traffic control signal shall be considered if an engineering study finds that all of the following criteria are met:
A. Adequate trial of alternatives with satisfactory observance and enforcement has failed to reduce the crash frequency; and
B. Five or more reported crashes of types susceptible to correction by a traffic control signal, have occurred within a 12-month period, each crash involving personal injury or property damage apparently exceeding the applicable requirements for a reportable crash; and C. For each of any 8 hours of an average day, the vehicles per hour (vph) given in both of the 80 percent columns of Condition A in Table 4C-1 (see Section 4C.02), or the vph in both of the 80 percent columns of Condition B in Table 4C-1 exists on the major-street and the higher-volume minor-street approach, respectively, to the intersection, or the volume of pedestrian traffic is not less than 80 percent of the requirements specified in the Pedestrian Volume warrant. These major-street and minor-street volumes shall be for the same 8 hours. On the minor street, the higher volume shall not be required to be on the same approach during each of the 8 hours.
- Crash data was obtained through Transportation Injury Mapping System (TIMS) provided by UC Berkeley between January 1, 2017, and December 31, 2023, as provided in Attachment F, at the intersection of Rio Vista Drive/Landau Boulevard. There were no crashes (0) or fatalities (0) at this intersection during this period. Therefore, this warrant is not met.
Warrant 8: Roadway Network (Warrant Not Met)
MUTCD Guidance: Installing a traffic control signal at some intersections might be justified to encourage concentration and organization of traffic flow on a roadway network. The need for a traffic control signal shall be considered if an engineering study finds that the common intersection of two or more major routes meets one or both of the following criteria:
Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
9 | Page
A. The intersection has a total existing, or immediately projected, entering volume of at least 1,000 vehicles per hour during the peak hour of a typical weekday and has 5-year projected traffic volumes, based on an engineering study, that meet one or more of Warrants 1, 2, and 3 during an average weekday; or
B. The intersection has a total existing or immediately projected entering volume of at least 1,000 vehicles per hour for each of any 5 hours of a non-normal business day (Saturday or Sunday). - The intersection’s existing plus project traffic volume does not exceed the 1,000 vehicles threshold and warrant 2 is not met. Therefore, Criteria A is not met. Weekend data is not available for this location, however, since the intersection serves adjacent residential and school uses, weekend traffic volumes are likely to be less during the weekend as the school would not be in operation and weekend trip rates for residential uses are similar to weekday day trip rates. Therefore, Criteria B is not met.
Warrant 9: Intersection Near a Grade Crossing (Warrant Not Met) MUTCD Guidance: The need for a traffic control signal shall be considered if an engineering study finds that a grade crossing exists on an approach controlled by a STOP or YIELD sign and the center of the track nearest to the intersection is within 140 feet of the stop line or yield line on the approach. - There is no grade crossing within 140 feet of the intersection; therefore, this criteria doesn’t apply.
Summary
A traffic signal control warrant assessment has been conducted for the intersection of Rio Vista Drive and Landau Boulevard in accordance with the latest version of CAMUTCD. The following nine (9) warrants were assessed to determine if the intersection is warranted for the installation of a traffic signal. Warrants 1, 2, 3, 4, 5, 7, and 9 were not met. Warrant 6 could not be assessed due to a lack of available data. Based on the data provided herein, the Landau Boulevard at Rio Vista Drive intersection does not meet signal warrants and is not warranted for a traffic signal at this time. - Warrant 1: Eight-Hour Vehicular Volume (Warrant not Met) - Warrant 2: Four-Hour Vehicular Volume (Warrant not Met) - Warrant 3: Peak Hour Volume (Warrant Not Met)
- Warrant 4: Pedestrian Volume (Warrant Not Met)
- Warrant 5: School Crossing (Warrant Not Met)
- Warrant 6: Coordinated Signal System (No Data Available) - Warrant 7: Crash Experience (Warrant Not Met)
- Warrant 8: Roadway Network (Warrant Not Met)
- Warrant 9: Intersection Near a Grade Crossing (Warrant Not Met) If you have any questions about this information, please feel free to contact EPD Solutions at (949) 794- 1180 or [email protected].
Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
ATTACHMENT A – 24-HOUR TRAFFIC COUNT DATA
DATE: LOCATION: PROJECT #: SC4348
Tue, Dec 5, 23 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 2 0 1 2 X X X X 1 X 1 0 0 0 0
12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 AM 0 3 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0
12:30 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0
12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:00 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0
1:15 AM 0 3 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0
1:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:45 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
2:00 AM 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0
2:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
2:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
VOLUMES 0 10 0 0 3 0 0 0 0 2 0 0 15 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 100% 0% 0%
APP/DEPART 10 / 10 3 / 5 0 / 0 2 / 0 0
BEGIN PEAK HR
VOLUMES 0 5 0 0 2 0 0 0 0 0 0 0 7
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.417 0.500 0.000 0.000 0.583
APP/DEPART 5 / 5 2 / 2 0 / 0 0 / 0 0
3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
3:15 AM 0 1 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0
3:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
3:45 AM 0 0 0 0 2 0 0 0 0 1 0 0 3 0 0 0 0 0
4:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:15 AM 0 2 1 0 3 0 0 0 0 0 0 0 6 0 0 0 0 0
4:30 AM 0 0 0 0 3 0 0 0 0 1 0 0 4 0 0 0 0 0
4:45 AM 0 0 0 0 4 0 0 0 0 1 0 0 5 0 0 0 0 0
5:00 AM 0 2 0 0 3 0 0 0 0 0 0 0 5 0 0 0 0 0
5:15 AM 0 1 0 0 4 0 0 0 0 0 0 0 5 0 0 0 0 0
5:30 AM 0 1 0 0 6 0 0 0 0 0 0 0 7 0 0 0 0 0
5:45 AM 0 1 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0
VOLUMES 0 10 1 0 31 0 0 0 0 3 0 0 46 0 1 0 0 1
APPROACH % 0% 91% 9% 0% 97% 0% 0% 0% 0% 100% 0% 0%
APP/DEPART 11 / 11 32 / 34 0 / 1 3 / 0 0
BEGIN PEAK HR
VOLUMES 0 4 0 0 17 0 0 0 0 1 0 0 22
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.500 0.708 0.000 0.250 0.786
APP/DEPART 4 / 4 17 / 18 0 / 0 1 / 0 0
Rio Vista Dr
NORTH LEG
Landau Blvd WEST LEG EAST LEG Landau Blvd
SOUTH LEG
Rio Vista Dr
N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0
3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
5:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
0 0 0 1 1
AM AM2 AM
12:30 AM
AM2
4:45 AM
ALL PED + BIKE & SCOOTER
BEGIN PEAK HR 12:30 AM
BEGIN PEAK HR 4:45 AM
PEDESTRIAN CROSSINGS BICYCLE & SCOOTER CROSSINGS
U-TURNS
Rio Vista Dr Rio Vista Dr Landau Blvd Landau Blvd
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Cathedral City
Rio Vista Dr
Landau Blvd
DATE: LOCATION: PROJECT #: SC4348
Tue, Dec 5, 23 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 2 0 1 2 X X X X 1 X 1 0 0 0 0
6:00 AM 0 2 0 0 1 0 0 0 0 1 0 0 4 0 0 0 0 0
6:15 AM 0 5 0 0 3 0 0 0 0 1 0 0 9 0 0 0 0 0
6:30 AM 0 4 0 0 10 0 0 0 0 1 0 0 15 0 0 0 0 0
6:45 AM 0 0 0 0 8 0 0 0 0 1 0 0 9 0 0 0 0 0
7:00 AM 0 5 0 0 14 0 0 0 0 0 0 0 19 0 0 0 0 0
7:15 AM 0 22 0 0 35 0 0 0 0 4 0 0 61 0 0 0 1 1
7:30 AM 0 34 0 0 49 0 0 0 0 4 0 0 87 0 0 0 0 0
7:45 AM 0 8 1 0 23 0 0 0 0 1 0 0 33 0 0 0 0 0
8:00 AM 0 5 3 0 24 0 0 0 0 2 0 0 34 0 0 0 0 0
8:15 AM 0 5 0 0 18 0 0 0 0 5 0 0 28 0 0 0 0 0
8:30 AM 0 11 0 0 15 0 0 0 0 1 0 1 28 0 0 0 0 0
8:45 AM 0 10 0 0 16 0 0 0 0 2 0 0 28 0 0 0 0 0
VOLUMES 0 111 4 0 216 0 0 0 0 23 0 1 356 0 0 0 1 1
APPROACH % 0% 97% 3% 0% 100% 0% 0% 0% 0% 92% 0% 4%
APP/DEPART 115 / 112 216 / 239 0 / 5 25 / 0 0
BEGIN PEAK HR
VOLUMES 0 69 4 0 131 0 0 0 0 11 0 0 216
APPROACH % 0% 95% 5% 0% 100% 0% 0% 0% 0% 92% 0% 0%
PEAK HR FACTOR 0.537 0.668 0.000 0.600 0.621
APP/DEPART 73 / 69 131 / 142 0 / 5 12 / 0 0
9:00 AM 0 15 0 0 10 0 0 0 0 0 0 0 25 0 0 0 0 0
9:15 AM 0 4 1 0 10 0 0 0 0 1 0 0 16 0 0 0 0 0
9:30 AM 0 8 1 0 6 0 0 0 0 0 0 0 15 0 0 0 0 0
9:45 AM 0 3 2 0 6 0 0 0 0 2 0 0 13 0 0 0 0 0
10:00 AM 0 8 0 0 2 0 0 0 0 2 0 0 12 0 0 0 0 0
10:15 AM 0 5 1 0 6 0 0 0 0 1 0 0 13 0 0 0 0 0
10:30 AM 0 5 1 0 10 0 0 0 0 1 0 0 17 1 0 0 0 1
10:45 AM 0 6 0 0 11 0 0 0 0 0 0 0 17 0 0 0 0 0
11:00 AM 0 11 0 0 6 0 0 0 0 0 0 0 17 0 0 0 0 0
11:15 AM 0 8 1 0 11 0 0 0 0 2 0 0 22 0 0 0 0 0
11:30 AM 0 6 0 0 6 0 0 0 0 3 0 0 15 0 0 0 0 0
11:45 AM 0 11 2 0 17 0 0 0 0 1 0 1 32 0 0 0 0 0
VOLUMES 0 90 9 0 101 0 0 0 0 13 0 1 215 1 0 0 0 1
APPROACH % 0% 90% 9% 0% 100% 0% 0% 0% 0% 93% 0% 7%
APP/DEPART 100 / 91 101 / 115 0 / 9 14 / 0 0
BEGIN PEAK HR
VOLUMES 0 36 3 0 40 0 0 0 0 6 0 1 86
APPROACH % 0% 92% 8% 0% 100% 0% 0% 0% 0% 86% 0% 14%
PEAK HR FACTOR 0.750 0.588 0.000 0.583 0.672
APP/DEPART 39 / 37 40 / 46 0 / 3 7 / 0 0
Rio Vista Dr
NORTH LEG
Landau Blvd WEST LEG EAST LEG Landau Blvd
SOUTH LEG
Rio Vista Dr
N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 6:00 AM 0 0 2 1 3 0 0 2 1 3 0 0 0 0 0
6:15 AM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
6:30 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
6:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:00 AM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
7:15 AM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
7:30 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0
7:45 AM 0 0 2 2 4 0 0 2 2 4 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
8:30 AM 0 0 1 2 3 0 0 1 2 3 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 1 0 6 12 19 1 0 6 12 19 0 0 0 0 0
1 0 2 4 7
9:00 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
9:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 1 0 1 2 0 1 0 1 2 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 1 1 3 5 0 1 1 3 5 0 0 0 0 0
0 1 0 1 2
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Cathedral City
Rio Vista Dr
Landau Blvd
BEGIN PEAK HR 11:00 AM
PEDESTRIAN CROSSINGS BICYCLE & SCOOTER CROSSINGS
U-TURNS
Rio Vista Dr Rio Vista Dr Landau Blvd Landau Blvd
AM MD AM
7:15 AM
MD
11:00 AM
ALL PED + BIKE & SCOOTER
BEGIN PEAK HR 7:15 AM
DATE: LOCATION: PROJECT #: SC4348
Tue, Dec 5, 23 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 2 0 1 2 X X X X 1 X 1 0 0 0 0
12:00 PM 0 5 1 0 9 0 0 0 0 0 0 0 15 0 0 0 0 0
12:15 PM 0 10 1 0 10 0 0 0 0 1 0 0 22 0 0 0 0 0
12:30 PM 0 8 0 0 12 0 0 0 0 0 0 1 21 0 0 0 0 0
12:45 PM 0 14 1 0 11 0 0 0 0 0 0 1 27 0 0 0 0 0
1:00 PM 0 8 0 0 13 0 0 0 0 2 0 0 23 0 0 0 0 0
1:15 PM 0 6 2 0 10 0 0 0 0 1 0 1 20 0 0 0 0 0
1:30 PM 0 12 0 0 12 0 0 0 0 0 0 1 25 0 0 0 0 0
1:45 PM 0 10 2 0 9 0 0 0 0 1 0 1 23 0 0 0 0 0
2:00 PM 0 7 0 1 10 0 0 0 0 0 0 1 19 1 0 0 0 1
2:15 PM 0 24 0 0 5 0 0 0 0 0 0 0 29 0 0 0 0 0
2:30 PM 0 23 0 1 44 0 0 0 0 2 0 0 70 0 0 0 0 0
2:45 PM 0 15 1 0 27 0 0 0 0 3 0 1 47 0 0 0 0 0
VOLUMES 0 142 8 2 172 0 0 0 0 10 0 7 342 1 0 0 0 1
APPROACH % 0% 94% 5% 1% 99% 0% 0% 0% 0% 59% 0% 41%
APP/DEPART 151 / 149 174 / 183 0 / 10 17 / 0 0
BEGIN PEAK HR
VOLUMES 0 69 1 2 86 0 0 0 0 5 0 2 166
APPROACH % 0% 97% 1% 2% 98% 0% 0% 0% 0% 71% 0% 29%
PEAK HR FACTOR 0.740 0.489 0.000 0.438 0.593
APP/DEPART 71 / 71 88 / 92 0 / 3 7 / 0 0
3:00 PM 0 19 0 0 11 0 0 0 0 2 0 0 32 0 0 0 0 0
3:15 PM 0 16 0 0 15 0 0 0 0 1 0 1 33 1 0 0 0 1
3:30 PM 0 4 0 0 10 0 0 0 0 1 0 1 16 0 0 0 0 0
3:45 PM 0 21 3 0 9 0 0 0 0 0 0 1 34 0 0 0 0 0
4:00 PM 0 16 0 0 9 0 0 0 0 1 0 0 26 0 0 0 0 0
4:15 PM 0 16 3 0 7 0 0 0 0 1 0 0 27 0 0 0 0 0
4:30 PM 0 14 0 0 13 0 0 0 0 0 0 0 27 0 0 0 0 0
4:45 PM 0 19 3 0 16 0 0 0 0 3 0 0 41 0 0 0 0 0
5:00 PM 0 12 2 0 19 0 0 0 0 1 0 0 34 0 0 0 0 0
5:15 PM 0 20 0 0 13 0 0 0 0 0 0 0 33 0 0 0 0 0
5:30 PM 0 22 0 0 9 0 0 0 0 4 0 1 36 0 0 0 0 0
5:45 PM 0 24 1 0 14 0 0 0 0 0 0 0 39 0 0 0 0 0
VOLUMES 0 203 12 0 145 0 0 0 0 14 0 4 379 1 0 0 0 1
APPROACH % 0% 94% 6% 0% 100% 0% 0% 0% 0% 78% 0% 22%
APP/DEPART 216 / 207 145 / 160 0 / 12 18 / 0 0
BEGIN PEAK HR
VOLUMES 0 73 5 0 57 0 0 0 0 8 0 1 144
APPROACH % 0% 94% 6% 0% 100% 0% 0% 0% 0% 89% 0% 11%
PEAK HR FACTOR 0.886 0.750 0.000 0.450 0.878
APP/DEPART 78 / 74 57 / 65 0 / 5 9 / 0 0
Rio Vista Dr
NORTH LEG
Landau Blvd WEST LEG EAST LEG Landau Blvd
SOUTH LEG
Rio Vista Dr
N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:00 PM 0 2 0 2 4 0 2 0 2 4 0 0 0 0 0
1:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:45 PM 0 1 1 1 3 0 1 1 0 2 0 0 0 1 1
2:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 3 1 3 7 0 3 1 2 6 0 0 0 1 1
0 0 0 0 0
3:00 PM 0 1 1 0 2 0 1 1 0 2 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 1 0 0 2 3 1 0 0 2 3 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
5:15 PM 0 0 1 2 3 0 0 0 2 2 0 0 1 0 1
5:30 PM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
5:45 PM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
TOTAL 1 1 2 11 15 1 1 1 11 14 0 0 1 0 1
0 0 0 6 6
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Cathedral City
Rio Vista Dr
Landau Blvd
BEGIN PEAK HR 4:45 PM
PEDESTRIAN CROSSINGS BICYCLE & SCOOTER CROSSINGS
U-TURNS
Rio Vista Dr Rio Vista Dr Landau Blvd Landau Blvd
MD PM MD
2:00 PM
PM
4:45 PM
ALL PED + BIKE & SCOOTER
BEGIN PEAK HR 2:00 PM
DATE: LOCATION: PROJECT #: SC4348
Tue, Dec 5, 23 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 2 0 1 2 X X X X 1 X 1 0 0 0 0
6:00 PM 0 8 4 0 11 0 0 0 0 0 0 0 23 0 0 0 0 0
6:15 PM 0 19 0 0 8 0 0 0 0 1 0 0 28 0 0 0 0 0
6:30 PM 0 8 1 0 5 0 0 0 0 2 0 0 16 0 0 0 0 0
6:45 PM 0 21 1 0 7 0 0 0 0 1 0 0 30 0 0 0 0 0
7:00 PM 0 7 1 0 7 0 0 0 0 0 0 0 15 0 0 0 0 0
7:15 PM 0 12 0 0 3 0 0 0 0 1 0 0 16 0 0 0 0 0
7:30 PM 0 8 1 0 6 0 0 0 0 1 0 0 16 0 0 0 0 0
7:45 PM 0 8 1 0 5 0 0 0 0 0 0 2 16 0 0 0 0 0
8:00 PM 0 11 0 0 6 0 0 0 0 0 0 0 17 0 0 0 0 0
8:15 PM 0 9 3 0 4 0 0 0 0 3 0 0 19 0 0 0 0 0
8:30 PM 0 8 1 0 7 0 0 0 0 0 0 1 17 0 0 0 0 0
8:45 PM 0 5 0 0 2 0 0 0 0 1 0 0 8 0 0 0 0 0
VOLUMES 0 124 13 0 71 0 0 0 0 10 0 3 221 0 0 0 0 0
APPROACH % 0% 91% 9% 0% 100% 0% 0% 0% 0% 77% 0% 23%
APP/DEPART 137 / 127 71 / 81 0 / 13 13 / 0 0
BEGIN PEAK HR
VOLUMES 0 56 6 0 31 0 0 0 0 4 0 0 97
APPROACH % 0% 90% 10% 0% 100% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.705 0.705 0.000 0.500 0.808
APP/DEPART 62 / 56 31 / 35 0 / 6 4 / 0 0
9:00 PM 0 5 0 0 4 0 0 0 0 0 0 0 9 0 0 0 0 0
9:15 PM 0 9 2 0 2 0 0 0 0 0 0 0 13 0 0 0 0 0
9:30 PM 0 9 1 0 3 0 0 0 0 0 0 0 13 0 0 0 0 0
9:45 PM 0 8 0 0 1 0 0 0 0 1 0 0 10 0 0 0 0 0
10:00 PM 0 6 0 0 3 0 0 0 0 0 0 0 9 0 0 0 0 0
10:15 PM 0 3 0 0 2 0 0 0 0 0 0 0 5 0 0 0 0 0
10:30 PM 0 4 0 0 5 0 0 0 0 2 0 0 11 0 0 0 0 0
10:45 PM 0 13 0 0 2 0 0 0 0 1 0 0 16 0 0 0 0 0
11:00 PM 0 7 2 0 2 0 0 0 0 0 0 1 12 0 0 0 0 0
11:15 PM 0 6 0 0 2 0 0 0 0 0 0 0 8 0 0 0 0 0
11:30 PM 0 9 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0
11:45 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0
VOLUMES 0 80 5 0 27 0 0 0 0 4 0 1 117 0 0 0 0 0
APPROACH % 0% 94% 6% 0% 100% 0% 0% 0% 0% 80% 0% 20%
APP/DEPART 85 / 81 27 / 31 0 / 5 5 / 0 0
BEGIN PEAK HR
VOLUMES 0 30 2 0 11 0 0 0 0 3 0 1 47
APPROACH % 0% 94% 6% 0% 100% 0% 0% 0% 0% 75% 0% 25%
PEAK HR FACTOR 0.615 0.550 0.000 0.500 0.734
APP/DEPART 32 / 31 11 / 14 0 / 2 4 / 0 0
Rio Vista Dr
NORTH LEG
Landau Blvd WEST LEG EAST LEG Landau Blvd
SOUTH LEG
Rio Vista Dr
N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:15 PM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
6:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 PM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
7:30 PM 2 0 0 5 7 2 0 0 5 7 0 0 0 0 0
7:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 PM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
8:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 2 0 0 9 11 2 0 0 9 11 0 0 0 0 0
0 0 0 2 2
9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0
PM PM2 PM
6:00 PM
PM2
10:30 PM
ALL PED + BIKE & SCOOTER
BEGIN PEAK HR 6:00 PM
BEGIN PEAK HR 10:30 PM
PEDESTRIAN CROSSINGS BICYCLE & SCOOTER CROSSINGS
U-TURNS
Rio Vista Dr Rio Vista Dr Landau Blvd Landau Blvd
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Cathedral City
Rio Vista Dr
Landau Blvd
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 121120121230
12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 AM 3:45 AM 12 8 12:00 AM 7:45 AM 102 177 12:15 AM 0 3 0 0 0 0 0 0 0 0 0 0 3 12:15 AM 4:00 AM 13 8 12:15 AM 8:00 AM 110 201 12:30 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 12:30 AM 4:15 AM 13 11 12:30 AM 8:15 AM 112 219 12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 AM 4:30 AM 12 13 12:45 AM 8:30 AM 122 233 1:00 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 1:00 AM 4:45 AM 12 17 1:00 AM 8:45 AM 132 249 1:15 AM 0 3 0 0 0 0 0 0 0 0 0 0 3 1:15 AM 5:00 AM 13 19 1:15 AM 9:00 AM 146 258 1:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30 AM 5:15 AM 11 23 1:30 AM 9:15 AM 148 268 1:45 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 1:45 AM 5:30 AM 12 29 1:45 AM 9:30 AM 157 274 2:00 AM 0 0 0 0 0 0 0 0 0 2 0 0 2 2:00 AM 5:45 AM 13 31 2:00 AM 9:45 AM 162 279 2:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 2:15 AM 6:00 AM 15 32 2:15 AM 10:00 AM 170 281 2:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 AM 6:15 AM 19 35 2:30 AM 10:15 AM 175 287 2:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 2:45 AM 6:30 AM 23 45 2:45 AM 10:30 AM 181 297 03:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 6:45 AM 22 53 3:00 AM 10:45 AM 186 308 3:15 AM 0 1 0 0 3 0 0 0 0 0 0 0 4 3:15 AM 7:00 AM 27 67 3:15 AM 11:00 AM 197 314 3:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 3:30 AM 7:15 AM 48 99 3:30 AM 11:15 AM 205 322 3:45 AM 0 0 0 0 2 0 0 0 0 1 0 0 3 3:45 AM 7:30 AM 81 148 3:45 AM 11:30 AM 210 328 4:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 4:00 AM 7:45 AM 90 169 4:00 AM 11:45 AM 223 343 4:15 AM 0 2 1 0 3 0 0 0 0 0 0 0 6 4:15 AM 8:00 AM 97 193 4:15 AM 12:00 PM 228 352 4:30 AM 0 0 0 0 3 0 0 0 0 1 0 0 4 4:30 AM 8:15 AM 99 208 4:30 AM 12:15 PM 236 359 4:45 AM 0 0 0 0 4 0 0 0 0 1 0 0 5 4:45 AM 8:30 AM 110 220 4:45 AM 12:30 PM 244 368 5:00 AM 0 2 0 0 3 0 0 0 0 0 0 0 5 5:00 AM 8:45 AM 120 232 5:00 AM 12:45 PM 259 375 5:15 AM 0 1 0 0 4 0 0 0 0 0 0 0 5 5:15 AM 9:00 AM 133 239 5:15 AM 1:00 PM 265 385 5:30 AM 0 1 0 0 6 0 0 0 0 0 0 0 7 5:30 AM 9:15 AM 137 245 5:30 AM 1:15 PM 272 391 5:45 AM 0 1 0 0 3 0 0 0 0 0 0 0 4 5:45 AM 9:30 AM 145 245 5:45 AM 1:30 PM 283 397 6:00 AM 0 2 0 0 1 0 0 0 0 1 0 0 4 6:00 AM 9:45 AM 149 248 6:00 AM 1:45 PM 294 403 6:15 AM 0 5 0 0 3 0 0 0 0 1 0 0 9 6:15 AM 10:00 AM 155 249 6:15 AM 2:00 PM 299 413 6:30 AM 0 4 0 0 10 0 0 0 0 1 0 0 15 6:30 AM 10:15 AM 156 252 6:30 AM 2:15 PM 318 415 6:45 AM 0 0 0 0 8 0 0 0 0 1 0 0 9 6:45 AM 10:30 AM 158 252 6:45 AM 2:30 PM 337 450 7:00 AM 0 5 0 0 14 0 0 0 0 0 0 0 19 7:00 AM 10:45 AM 164 255 7:00 AM 2:45 PM 353 469 7:15 AM 0 22 0 0 35 0 0 0 0 4 0 0 61 7:15 AM 11:00 AM 170 247 7:15 AM 3:00 PM 367 466 7:30 AM 0 34 0 0 49 0 0 0 0 4 0 0 87 7:30 AM 11:15 AM 157 223 7:30 AM 3:15 PM 361 446 7:45 AM 0 8 1 0 23 0 0 0 0 1 0 0 33 7:45 AM 11:30 AM 129 180 7:45 AM 3:30 PM 331 407 8:00 AM 0 5 3 0 24 0 0 0 0 2 0 0 34 8:00 AM 11:45 AM 133 174 8:00 AM 3:45 PM 346 393 8:15 AM 0 5 0 0 18 0 0 0 0 5 0 0 28 8:15 AM 12:00 PM 131 159 8:15 AM 4:00 PM 354 378 8:30 AM 0 11 0 0 15 0 0 0 0 1 0 1 28 8:30 AM 12:15 PM 137 151 8:30 AM 4:15 PM 368 367 8:45 AM 0 10 0 0 16 0 0 0 0 2 0 0 28 8:45 AM 12:30 PM 134 148 8:45 AM 4:30 PM 371 365 09:00 AM 0 15 0 0 10 0 0 0 0 0 0 0 25 9:00 AM 12:45 PM 139 143 9:00 AM 4:45 PM 383 365 9:15 AM 0 4 1 0 10 0 0 0 0 1 0 0 16 9:15 AM 1:00 PM 132 146 9:15 AM 5:00 PM 382 374 9:30 AM 0 8 1 0 6 0 0 0 0 0 0 0 15 9:30 AM 1:15 PM 135 146 9:30 AM 5:15 PM 397 377 9:45 AM 0 3 2 0 6 0 0 0 0 2 0 0 13 9:45 AM 1:30 PM 138 152 9:45 AM 5:30 PM 410 380 10:00 AM 0 8 0 0 2 0 0 0 0 2 0 0 12 10:00 AM 1:45 PM 145 155 10:00 AM 5:45 PM 430 388 10:15 AM 0 5 1 0 6 0 0 0 0 1 0 0 13 10:15 AM 2:00 PM 144 164 10:15 AM 6:00 PM 434 397 10:30 AM 0 5 1 0 10 0 0 0 0 1 0 0 17 10:30 AM 2:15 PM 162 163 10:30 AM 6:15 PM 447 399 10:45 AM 0 6 0 0 11 0 0 0 0 0 0 0 17 10:45 AM 2:30 PM 179 198 10:45 AM 6:30 PM 450 394 11:00 AM 0 11 0 0 6 0 0 0 0 0 0 0 17 11:00 AM 2:45 PM 189 214 11:00 AM 6:45 PM 466 390 11:15 AM 0 8 1 0 11 0 0 0 0 2 0 0 22 11:15 AM 3:00 PM 197 219 11:15 AM 7:00 PM 463 391 11:30 AM 0 6 0 0 6 0 0 0 0 3 0 0 15 11:30 AM 3:15 PM 204 223 11:30 AM 7:15 PM 466 383 11:45 AM 0 11 2 0 17 0 0 0 0 1 0 1 32 11:45 AM 3:30 PM 202 227 11:45 AM 7:30 PM 469 383 12:00 PM 0 5 1 0 9 0 0 0 0 0 0 0 15 12:00 PM 3:45 PM 213 219 12:00 PM 7:45 PM 465 371 12:15 PM 0 10 1 0 10 0 0 0 0 1 0 0 22 12:15 PM 4:00 PM 223 219 12:15 PM 8:00 PM 470 368 12:30 PM 0 8 0 0 12 0 0 0 0 0 0 1 21 12:30 PM 4:15 PM 231 216 12:30 PM 8:15 PM 471 362 12:45 PM 0 14 1 0 11 0 0 0 0 0 0 1 27 12:45 PM 4:30 PM 237 217 12:45 PM 8:30 PM 472 357 1:00 PM 0 8 0 0 13 0 0 0 0 2 0 0 23 1:00 PM 4:45 PM 244 222 1:00 PM 8:45 PM 462 348 1:15 PM 0 6 2 0 10 0 0 0 0 1 0 1 20 1:15 PM 5:00 PM 250 228 1:15 PM 9:00 PM 459 339 1:30 PM 0 12 0 0 12 0 0 0 0 0 0 1 25 1:30 PM 5:15 PM 262 231 1:30 PM 9:15 PM 462 331 1:45 PM 0 10 2 0 9 0 0 0 0 1 0 1 23 1:45 PM 5:30 PM 272 228 1:45 PM 9:30 PM 460 322 2:00 PM 0 7 0 1 10 0 0 0 0 0 0 1 19 2:00 PM 5:45 PM 285 233 2:00 PM 9:45 PM 456 314 2:15 PM 0 24 0 0 5 0 0 0 0 0 0 0 29 2:15 PM 6:00 PM 290 233 2:15 PM 10:00 PM 455 306 2:30 PM 0 23 0 1 44 0 0 0 0 2 0 0 70 2:30 PM 6:15 PM 285 236 2:30 PM 10:15 PM 434 303 2:45 PM 0 15 1 0 27 0 0 0 0 3 0 1 47 2:45 PM 6:30 PM 271 196 2:45 PM 10:30 PM 415 263 03:00 PM 0 19 0 0 11 0 0 0 0 2 0 0 32 3:00 PM 6:45 PM 277 176 3:00 PM 10:45 PM 412 238 3:15 PM 0 16 0 0 15 0 0 0 0 1 0 1 33 3:15 PM 7:00 PM 266 172 3:15 PM 11:00 PM 402 229 3:30 PM 0 4 0 0 10 0 0 0 0 1 0 1 16 3:30 PM 7:15 PM 262 160 3:30 PM 11:15 PM 392 216 3:45 PM 0 21 3 0 9 0 0 0 0 0 0 1 34 3:45 PM 7:30 PM 267 156 3:45 PM 11:30 PM 397 206 4:00 PM 0 16 0 0 9 0 0 0 0 1 0 0 26 4:00 PM 7:45 PM 252 152 4:00 PM 11:45 PM 374 198 4:15 PM 0 16 3 0 7 0 0 0 0 1 0 0 27 4:15 PM 8:00 PM 247 149 4:30 PM 0 14 0 0 13 0 0 0 0 0 0 0 27 4:30 PM 8:15 PM 240 146 4:45 PM 0 19 3 0 16 0 0 0 0 3 0 0 41 4:45 PM 8:30 PM 235 140 5:00 PM 0 12 2 0 19 0 0 0 0 1 0 0 34 5:00 PM 8:45 PM 218 126 5:15 PM 0 20 0 0 13 0 0 0 0 0 0 0 33 5:15 PM 9:00 PM 209 111 5:30 PM 0 22 0 0 9 0 0 0 0 4 0 1 36 5:30 PM 9:15 PM 200 100 5:45 PM 0 24 1 0 14 0 0 0 0 0 0 0 39 5:45 PM 9:30 PM 188 94 6:00 PM 0 8 4 0 11 0 0 0 0 0 0 0 23 6:00 PM 9:45 PM 171 81 6:15 PM 0 19 0 0 8 0 0 0 0 1 0 0 28 6:15 PM 10:00 PM 165 73 6:30 PM 0 8 1 0 5 0 0 0 0 2 0 0 16 6:30 PM 10:15 PM 149 67 6:45 PM 0 21 1 0 7 0 0 0 0 1 0 0 30 6:45 PM 10:30 PM 144 67 7:00 PM 0 7 1 0 7 0 0 0 0 0 0 0 15 7:00 PM 10:45 PM 135 62 7:15 PM 0 12 0 0 3 0 0 0 0 1 0 0 16 7:15 PM 11:00 PM 136 57 7:30 PM 0 8 1 0 6 0 0 0 0 1 0 0 16 7:30 PM 11:15 PM 130 56 7:45 PM 0 8 1 0 5 0 0 0 0 0 0 2 16 7:45 PM 11:30 PM 130 50 8:00 PM 0 11 0 0 6 0 0 0 0 0 0 0 17 8:00 PM 11:45 PM 122 46 8:15 PM 0 9 3 0 4 0 0 0 0 3 0 0 19 290 255 472 469
8:30 PM 0 8 1 0 7 0 0 0 0 0 0 1 17
8:45 PM 0 5 0 0 2 0 0 0 0 1 0 0 8
09:00 PM 0 5 0 0 4 0 0 0 0 0 0 0 9
9:15 PM 0 9 2 0 2 0 0 0 0 0 0 0 13
9:30 PM 0 9 1 0 3 0 0 0 0 0 0 0 13
9:45 PM 0 8 0 0 1 0 0 0 0 1 0 0 10
10:00 PM 0 6 0 0 3 0 0 0 0 0 0 0 9
10:15 PM 0 3 0 0 2 0 0 0 0 0 0 0 5
10:30 PM 0 4 0 0 5 0 0 0 0 2 0 0 11
10:45 PM 0 13 0 0 2 0 0 0 0 1 0 0 16
11:00 PM 0 7 2 0 2 0 0 0 0 0 0 1 12
11:15 PM 0 6 0 0 2 0 0 0 0 0 0 0 8
11:30 PM 0 9 0 0 0 0 0 0 0 0 0 0 9
11:45 PM 0 1 0 0 1 0 0 0 0 0 0 0 2
Highest 4-Hour Highest 8-Hour
8 Hour
To NORTHBOUND (Major) SOUTHBOUND (Major)
Time 4 Hour
NORTHBOUND (Major) SOUTHBOUND (Major)
Time
PM2 MD PM PM AM2 AM MD AM
From To From
Rio Vista Dr (Major Street) Rio Vista Dr (Major Street) Landau Boulevard (Minor Street) Landau Boulevard (Minor Street) Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
ATTACHMENT B – PROJECT VOLUMES THROUGHOUT THE DAY
Hour % ADT Hourly ADT (25%)
12:00 AM 1.00% 17 Land Use Units Daily In Out Total In Out Total 1:00 AM 1.00% 17 Proposed Project Trip Rate2:00 AM 1.00% 17 Single Family Detached Housing 1 DU 9.43 0.18 0.52 0.70 0.59 0.35 0.943:00 AM 0.50% 9 Multifamily Housing (Low-Rise) 2 DU 6.74 0.10 0.30 0.4 0.32 0.19 0.514:00 AM 1.00% 17 Proposed Project Trip Generation5:00 AM 2.00% 34 Single Family Detached 459 DU 4,328 84 238 322 272 160 4326:00 AM 3.00% 51 Condominium 375 DU 2,528 36 114 150 120 71 1917:00 AM 6.00% 103 Total Trip Generation 6,856 120 352 472 392 231 6238:00 AM 4.50% 77 TSF = Thousand Square Feet9:00 AM 4.00% 69 10:00 AM 5.00% 8611:00 AM 5.00% 86
12:00 PM 5.00% 86
1:00 PM 6.00% 1032:00 PM 6.50% 1113:00 PM 7.00% 1204:00 PM 9.00% 1545:00 PM 8.50% 1466:00 PM 6.50% 1117:00 PM 5.50% 948:00 PM 4.00% 699:00 PM 3.50% 60 10:00 PM 2.50% 4311:00 PM 2.00% 34
AM Peak Hour PM Peak Hour
1 Trip rates from the Institute of Transportation Engineers, Trip Generation,11th Edition, 2021 . Land Use Code 210 - Single Family Detached.2 Trip rates from the Institute of Transportation Engineers, Trip Generation,11th Edition, 2021. Land Use Code 220 - Multifamily Housing (Low-Rise) Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
ATTACHMENT C – 8-HOUR AVERAGE WORKSHEET
DATE: LOCATION: PROJECT #: SC4348
Tue, Dec 5, 23 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: STOP ALL
NOTES: AM
▲
PM N
MD
◄ W E ►
OTHER SOTHER
▼
NL NT NR Total SL ST SR Total WL WT WR Total
LANES: x20 Volume 12x Volume 1x1 Volume
12:45 PM 0 14 1 15 0 11 0 11 0 0 1 1
1:00 PM 0 8 0 8 0 13 0 13 2 0 0 21:15 PM 0 6 2 8 0 10 0 10 1 0 1 21:30 PM 0 12 0 12 43 0 12 0 12 46 0 0 1 1 6 171:45 PM 0 10 2 12 0 9 0 9 1 0 1 22:00 PM 0 7 0 7 1 10 0 11 0 0 1 12:15 PM 0 24 0 24 0 5 0 5 0 0 0 02:30 PM 0 23 0 23 66 1 44 0 45 70 2 0 0 2 5 172:45 PM 0 15 1 16 0 27 0 27 3 0 1 43:00 PM 0 19 0 19 0 11 0 11 2 0 0 23:15 PM 0 16 0 16 0 15 0 15 1 0 1 23:30 PM 0 4 0 4 55 0 10 0 10 63 1 0 1 2 10 93:45 PM 0 21 3 24 0 9 0 9 0 0 1 14:00 PM 0 16 0 16 0 9 0 9 1 0 0 14:15 PM 0 16 3 19 0 7 0 7 1 0 0 14:30 PM 0 14 0 14 73 0 13 0 13 38 0 0 0 0 3 174:45 PM 0 19 3 22 0 16 0 16 3 0 0 35:00 PM 0 12 2 14 0 19 0 19 1 0 0 15:15 PM 0 20 0 20 0 13 0 13 0 0 0 05:30 PM 0 22 0 22 78 0 9 0 9 57 4 0 1 5 9 345:45 PM 0 24 1 25 0 14 0 14 0 0 0 06:00 PM 0 8 4 12 0 11 0 11 0 0 0 06:15 PM 0 19 0 19 0 8 0 8 1 0 0 16:30 PM 0 8 1 9 65 0 5 0 5 38 2 0 0 2 3 516:45 PM 0 21 1 22 0 7 0 7 1 0 0 17:00 PM 071 8 070 7 000 07:15 PM 0 12 0 12 0 3 0 3 1 0 0 17:30 PM 0 8 1 9 51 0 6 0 6 23 1 0 0 1 3 1037:45 PM 081 9 050 5 002 28:00 PM 0 11 0 11 0 6 0 6 0 0 0 08:15 PM 0 9 3 12 0 4 0 4 3 0 0 38:30 PM 0 8 1 9 41 0 7 0 7 22 0 0 1 1 6 77 59 45 6 4141 41 21
100 86 27
Major Street Volume (Total of Both Approaches) 186
INTERSECTION TURNING MOVEMENT COUNT
S
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Cathedral City
Rio Vista DrLandau Blvd
Average Hourly Project Volume (25%) Average Hourly Project Volume (25%) Existing + Project Hour Volume Existing + Project Hour Volume Existing + Project Hour Volume Total
Project
per Hour
(25%)
Average Hourly Volume
PM MD PM
Average Hourly Existing Volume Average Hourly Volume
Average Hourly Project Volume (12.5%)
Existing Plus Project 8-Hour Volumes
NORTHBOUND Total
Volume
per
Hour
SOUTHBOUND Total
Volume
per
Hour
WESTBOUND Total
Volume
per Hour
Rio Vista Dr (Major Street) Rio Vista Dr (Major Street) Landau Boulevard (Minor Street) Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
ATTACHMENT D – 4-HOUR AVERAGE WORKSHEET
DATE: LOCATION: PROJECT #: SC4348
Tue, Dec 5, 23 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: STOP ALL
NOTES: AM
▲
PM N
MD
◄ W E
►
OTHER SOTHER
▼
NL N
T NR Total SL ST SR
Total WL W
T
WR Total
LANES: x2 0 Volume 12x Volume 1x1 Volume
2:15 PM 0 24 0 24 0 5 0 5 0 0 0 02:30 PM 0 23 0 23 1 44 0 45 2 0 0 22:45 PM 0 15 1 16 0 27 0 27 3 0 1 43:00 PM 0 19 0 19 82 0 11 0 11 88 2 0 0 2 8 93:15 PM 0 16 0 16 0 15 0 15 1 0 1 23:30 PM 0 4 0 4 0 10 0 10 1 0 1 23:45 PM 0 21 3 24 0 9 0 9 0 0 1 14:00 PM 0 16 0 16 60 0 9 0 9 43 1 0 0 1 6 174:15 PM 0 16 3 19 0 7 0 7 1 0 0 14:30 PM 0 14 0 14 0 13 0 13 0 0 0 04:45 PM 0 19 3 22 0 16 0 16 3 0 0 35:00 PM 0 12 2 14 69 0 19 0 19 55 1 0 0 1 5 345:15 PM 0 20 0 20 0 13 0 13 0 0 0 05:30 PM 0 22 0 22 0 9 0 9 4 0 1 55:45 PM 0 24 1 25 0 14 0 14 0 0 0 06:00 PM 0 8 4 12 79 0 11 0 11 47 0 0 0 0 5 51 73 58 6 2828 28 14
Existing + Project Hour Volume 101 86 20
Major Street Volume (Total of Both Approaches) 187
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Cathedral City
Rio Vista DrLandau Blvd
Existing + Project Hour Volume Existing + Project Hour Volume Total
Project
per Hour
(25%)
Average Hourly Project Volume (25%) Average Hourly Project Volume (25%) Average Hourly Project Volume (12.5%) PM PM
Average Hourly Existing Volume Average Hourly Volume Average Hourly Volume Existing Plus Project 4-Hour Volumes
NORTHBOUND Total
Volume
per
Hour
SOUTHBOUND Total
Volume
per
Hour
WESTBOUND Total
Volume
per
Hour
Rio Vista Dr (Major Street) Rio Vista Dr (Major Street) Landau Boulevard (Minor Street) Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
ATTACHMENT E – PEAK-HOUR AVERAGE WORKSHEET
DATE: LOCATION: PROJECT #: SC4348
Tue, Dec 5, 23 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 20 1 2XXXX1X 1 0000
6:00 AM 0 2 0 0 1 0 0 0 0 1 0 0 4 0000 0
6:15 AM 0 50 0 3000010 0 9 0000 0
6:30 AM 0 4 0 0 10 0 0 0 0 1 0 0 15 0000 0
6:45 AM 0 00 0 8000010 0 9 0000 0
7:00 AM 0 5 0 0 14 0 0 0 0 0 0 0 19 0000 0
7:15 AM 0 22 0 0 35 0 0 0 0 4 0 0 61 0001 1
7:30 AM 0 34 0 0 49 0 0 0 0 4 0 0 87 0000 0
7:45 AM 0 8 1 0 23 0 0 0 0 1 0 0 33 0000 0
8:00 AM 0 5 3 0 24 0 0 0 0 2 0 0 34 0000 0
8:15 AM 0 5 0 0 18 0 0 0 0 5 0 0 28 0000 0
8:30 AM 0 11 0 0 15 0 0 0 0 1 0 1 28 0000 0
8:45 AM 0 10 0 0 16 0 0 0 0 2 0 0 28 0000 0
VOLUMES 0 111 4 0 216 0 0 0 0 23 0 1 356 00011
APPROACH % 0% 97% 3% 0% 100% 0% 0% 0% 0% 92% 0% 4%
APP/DEPART 115 / 112 216 / 239 0 / 5 25 / 00
BEGIN PEAK HR
VOLUMES 0 69 4 0 131 0 0 0 0 11 0 0 216
Project Peak Hour 118 118 59
Existing + Project 191 249 0 70
APP/DEPART 73 / 69 131 / 142 0 / 5 12 / 00
3:00 PM 0 19 0 0 11 0 0 0 0 2 0 0 32 0000 0
3:15 PM 0 16 0 0 15 0 0 0 0 1 0 1 33 0000 0
3:30 PM 0 4 0 0 10 0 0 0 0 1 0 1 16 0000 0
3:45 PM 0 21 3 0 9 0 0 0 0 0 0 1 34 0000 0
4:00 PM 0 16 0 0 9 0 0 0 0 1 0 0 26 0000 0
4:15 PM 0 16 3 0 7 0 0 0 0 1 0 0 27 0000 0
4:30 PM 0 14 0 0 13 0 0 0 0 0 0 0 27 1000 1
4:45 PM 0 19 3 0 16 0 0 0 0 3 0 0 41 0000 0
5:00 PM 0 12 2 0 19 0 0 0 0 1 0 0 34 0000 0
5:15 PM 0 20 0 0 13 0 0 0 0 0 0 0 33 0000 0
5:30 PM 0 22 0 0 9 0 0 0 0 4 0 1 36 0000 0
5:45 PM 0 24 1 0 14 0 0 0 0 0 0 0 39 0000 0
VOLUMES 0 203 12 0 145 0 0 0 0 14 0 4 379 10001
APPROACH % 0% 94% 6% 0% 100% 0% 0% 0% 0% 78% 0% 22%
APP/DEPART 216 / 207 145 / 160 0 / 12 18 / 00
BEGIN PEAK HR
VOLUMES 0 73 5 0 57 0 0 0 0 8 0 1 144
Project Peak Hour 156 156 78
Existing + Project 234 213 0 87
APP/DEPART 78 / 74 57 / 65 0 / 59 / 00
Rio Vista Dr
NORTH LEG
Landau Blvd WEST LEG EAST LEG Landau Blvd
SOUTH LEG
Rio Vista Dr
N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 6:00 AM 0 0 2 1 3 0021 3 0000 0
6:15 AM 0 0 0 2 2 0002 2 0000 0
6:30 AM 0 0 1 0 1 0010 1 0000 0
6:45 AM 0 0 0 0 0 0000 06 0000 0
7:00 AM 0 0 0 2 2 0002 2 0000 0
7:15 AM 0 0 0 2 2 0002 2 0000 0
7:30 AM 1 0 0 0 1 1000 1 0000 0
7:45 AM 0 0 2 2 4 0022 49 0000 0
8:00 AM 0 0 0 0 0 0000 0 0000 0
8:15 AM 0 0 0 1 1 0001 1 0000 0
8:30 AM 0 0 1 2 3 0012 3 0000 0
8:45 AM 0 0 0 0 0 0000 04 0000 0
TOTAL 1 0 6 12 19 1 0 6 12 19 0 0 0 0 0
1024 7
9:00 AM 0 0 0 1 1 0001 1 0000 0
9:15 AM 0 0 0 0 0 0000 0 0000 0
9:30 AM 0 0 0 0 0 0000 0 0000 0
9:45 AM 0 0 0 1 1 0001 12 0000 0
10:00 AM 0 0 0 0 0 0000 0 0000 0
10:15 AM 0 0 1 0 1 0010 1 0000 0
10:30 AM 0 0 0 0 0 0000 0 0000 0
10:45 AM 0 0 0 0 0 0000 01 0000 0
11:00 AM 0 0 0 0 0 0000 0 0000 0
11:15 AM 0 0 0 0 0 0000 0 0000 0
11:30 AM 0 1 0 1 2 0101 2 0000 0
11:45 AM 0 0 0 0 0 0000 02 0000 0
TOTAL 01 1 35 0113 5 00000
0101 2
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Cathedral City
Rio Vista Dr
Landau Blvd
U-TURNS
Rio Vista Dr Rio Vista Dr Landau Blvd Landau Blvd
BICYCLE & SCOOTER CROSSINGS
AM
BEGIN PEAK HR 7:15 AM
AM
7:15 AM
PM
4:45 PM
AM
BEGIN PEAK HR 11:00 AM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS
Landau Boulevard/Rio Vista Drive
Traffic Signal Warrant Analysis
ATTACHMENT F – CRASH EXPERIENCE (TIMS)
Intersection of Landau Boulevard/Rio Vista Drive Location
HYDROLOGY AND HYDRAULICS REPORT
VERANO-Rio Vista Village
TTM 38712 & 38713
Cathedral City, CA
Prepared For
N C P V e r a n o , L L C
6 9 0 E G r e e n S t r e e t , S u i t e 2 0 0
Pa s a d e n a , C A 9 1 1 0 1
p h . ( 323 ) 8 7 4 - 8 0 0 0
Prepared By
Ray P. Erillo, PE
Fuscoe Engineering, Inc.
2850 Inland Empire Blvd. Building B
Ontario, California, 91764
909.581.0676
www.fuscoe.com
Project Manager:
Steve Ellis, PE.
Date Prepared: June 2023
Revised 1 :
Job Number : 4090-01
NCP Verano, LLC TTM 38712 & 38713 - VERANO – RIO VISTA VILLAGE
HYDROLOGY AND HYDRAULICS REPORT
VERANO - RIO VISTA VILLAGE
TTM 38712 & 38713
City of Cathedral City, CA 92234
Riverside County
Prepared for:
NCP VERANO, LLC
690 E Green Street, Suite 200
Pasadena, CA 91101
Tel. (323) 874-8000
Prepared by:
FUSCOE ENGINEERING, INC.
2850 Inland Empire Blvd., Suite B
Ontario, CA 91764
Tel. 909-581-0676
Date Prepared: June 2023
Revision 1 :
Revision 2 :
NCP Verano, LLC TTM 38712 & 38713 - VERANO – RIO VISTA VILLAGE Table of Contents
1.0 INTRODUCTION .............................................................................................................3
1.1 GEOGRAPHIC SETTING.................................................................................................3
1.2 PURPOSE OF THIS REPORT ............................................................................................3
1.3 REFERENCES..................................................................................................................3
1.4 PROJECT SITE LOCATION MAP ......................................................................................4
1.5 HYDROLOGIC SOILS GROUP MAP FOR CATHEDRAL CITY..............................................5
2.0 PRE-DEVELOPMENT CONDITION.....................................................................................6
2.1 PRE-DEVELOPMENT TOPOGRAPHY ................................................................................6
2.2 PRE-DEVELOPMENT DRAINAGE SYSTEM .........................................................................6
3.0 POST DEVELOPMENT CONDITION..................................................................................6
3.1 POST DEVELOPMENT.....................................................................................................6
3.2 PROPOSED DRAINAGE FACILITY ....................................................................................6
4.0 HYDROLOGY AND HYDRAULIC STUDY............................................................................7
4.1 METHODOLOGY ..........................................................................................................7
5.0 RESULTS AND CONCLUSIONS.........................................................................................7 EXISTING CONDITIONS 10YR & 100 YEAR 24-HR STORM EVENT ..............................................8 PROPOSED CONDITIONS 10YR & 100 YEAR 24-HR STORM EVENT ..........................................8 REQUIRED STORAGE USING UNIT HYDROGRAPH:.......................................................................9 SUMMARY OF STORM DRAIN CALCULATIONS (WORST SCENARIO) ..........................................9
6.0 APPENDICES .......................................................................................................................10 Appendix 1 Riverside County Flood Control Hydrology Manual Excepts.
Appendix 2 Unit Hydrograph: Pre and Post Development Conditions for 10yr- and 100yr-24Hr Appendix 3 RCFC & WCD Hydrologic Soil Map (Plate C-1.36) Appendix 4 Autodesk CIVIL3D Hydraflow Unit Hydrograph Calculations (STORAGE) 100yr-24Hr Appendix 5 Hydrology Maps-Pre and Post Development Hydrology Map/ SD-Catch Basin Exhibit Appendix 6 Storm Drain Sizing
Appendix 7 Excerpts from Approved Master Drainage Report for Tract 28639-1 and M-WQMP- Rio Vista Village (For Reference Only)
Appendix 8 Supporting Documents
NCP Verano, LLC TTM 38712 & 38713 - VERANO – RIO VISTA VILLAGE
1.0 INTRODUCTION
1.1 GEOGRAPHIC SETTING
The proposed Verano project will be part of the master planned community named Rio Vista Village at Cathedral City, California. This report focuses on the portion of the Verano project (herein known as the “project”) that is located within Drainage area H4 as identified in the Rio Vista Village Master Plan Drainage Alternative report, dated March 2000, and the Drainage Report Tract 28639-1 for Rio Vista Village, dated May 2001. The project encompasses a portion of TTM 38712, and all of TTM 38713. The total project site is approximately 38.35 acres with a net disturbed area of 38.35 acres. It is bounded by an empty lot to the north, Rio Guadalupe Rd to the east, Morongo Stormwater Channel to the west, and Verona Rd to the south.
The project site is vacant and undeveloped under its existing conditions. Adjacent development surrounding the area site includes single family residences, a stormwater channel, and undeveloped areas. See Figure 1 below for the project location map.
There is no existing storm drain system on site. There is an existing Retention Basin H4 located north of Verona Rd that will be utilized for this project. The proposed project consists of the construction of various buildings, landscape areas, drive aisles, sidewalks, parking areas, wall, water quality BMPs and wet/dry utilities.
1.2 PURPOSE OF THIS REPORT
The purpose of this report is to accomplish the following objective:
To determine hydrologic impacts resulting from the proposed development. Impacts are determined based on the comparison between the pre-development condition and the postdevelopment condition. This hydrology report will also provide the peak flow rates for 10-year and 100-year at 24hr duration for post development condition and determine if the proposed storm drain system will be sufficient to convey the runoff generated by the proposed improvements. 100yr-24Hr Storm frequency unit Hydrograph will be used to calculate the runoff volume generated at post condition. Post development condition will upgrade the existing Retention Basin H4 to accommodate the runoff volume per the proposed improvement. This will be considered in evaluating the peak flow rate after retention.
1.3 REFERENCES
• Riverside County Flood Control and Water Conservation District (RCFC & WCD) Hydrology Manual
• Approved Master WQMP (M-WQMP) for Rio Vista Village dated April 29, 2015 • Approved Rio Vista Village Master Plan of Drainage Alternative report dated April 5, 2000 • Approved Drainage Report, Tract 28639-1, Rio Vista Village report dated May 4, 2001 NCP Verano, LLC TTM 38712 & 38713 - VERANO – RIO VISTA VILLAGE
1.4 PROJECT SITE LOCATION MAP
Figure 1
NCP Verano, LLC TTM 38712 & 38713 - VERANO – RIO VISTA VILLAGE
1.5 HYDROLOGIC SOILS GROUP MAP FOR CATHEDRAL CITY
NCP Verano, LLC TTM 38712 & 38713 - VERANO – RIO VISTA VILLAGE
2.0 PRE-DEVELOPMENT CONDITION
2.1 PRE-DEVELOPMENT TOPOGRAPHY
The project site is vacant and undeveloped under existing conditions. Adjacent land uses include single family residences, a stormwater channel, and undeveloped property. The pre-development drainage area is approximately 39.11 acres. The overall property moderately slopes downward to the southerly direction towards the existing retention basin.
2.2 PRE-DEVELOPMENT DRAINAGE SYSTEM
The existing site is an undeveloped property with no storm drain system within the site. The project site is located within Drainage areas H4 as identified in the Rio Vista Village Master Plan Drainage Alternative report, dated March 2000, and the Drainage Report Tract 28639-1 for Rio Vista Village, dated May 2001. The storm runoff from the site sheet flows towards the southerly direction to the existing retention basin H4 located north of Verona Rd. These runoffs will be part of the Whitewater watershed area which will drain to Whitewater River then to the Coachella Valley Storm Water Channel.
3.0 POST DEVELOPMENT CONDITION
3.1 POST DEVELOPMENT
The proposed development includes single-family residences, landscape areas, parking lots, and drive aisles. This proposed development will increase the impervious area of the site to 65%. The post-development drainage area for this development is approximately 38.35 acres. This development will upgrade the existing Retention Basin, H4, based on the proposed conditions, for treatment control as well as to address flood control requirements. Per the M-WQMP, the basin was designed with the capacity to retain for the 100-year, 24-hour storm event. This means the design of the existing basin exceed the current NPDES WQMP requirements per Cathedral City Municipal Code Title 8 § 8.24.070 requiring a minimum storage for 100yr-3Hr duration storm event. The Autodesk Civil3D Hydraflow Unit Hydrograph and RCFC & WCD data was utilized to calculate this. Runoff from the proposed development site will sheet flow through the curb and gutters then to the on-site storm drain system and eventually to the proposed retention basin, H4. A catch basin filter insert will be used as pre-filter.
In addition, the improvements will also include installation of appropriate drainage facilities, other dry and wet utilities, and LID BMPs to mitigate water quality objectives.
3.2 PROPOSED DRAINAGE FACILITY
This post development condition will have two drainage areas as shown on the Post Development Drainage Maps. Drainage area P-A will drain to the proposed catch basins then to the on-site storm drain system which will ultimately flow towards the upgraded Retention Basin, H4.
Discharge peak flow rates will be calculated per 100yr-24hr storm event. The capacity of the street and catch basins will also be designed per 100-yr storm event. Proposed development NCP Verano, LLC TTM 38712 & 38713 - VERANO – RIO VISTA VILLAGE must also peak flow rate must not exceed pre-development condition at 100yr-24h4 storm frequency. This will be achieved by the utilization of the existing retention basin.
Proposed drainage structures and pipes are shown in the Hydrology Maps in Appendix 5.
4.0 HYDROLOGY AND HYDRAULIC STUDY
4.1 METHODOLOGY
This study was prepared in conformance with the Riverside County Hydrology Manual. Autodesk Civil3D Hydraflow Unit Hydrograph Calculator with the rainfall intensity and precipitation data from RCFC & WCD was used to determine the hydrograph volume based on 100-year, 24hr storm duration. Soil type “A” was used for the site per the RCFC & WCD Hydrologic Soil Map for Cathedral City (Plate C-1.36) Methodology and supportive data for the hydrologic calculations may be found in this report, and in the “Riverside County Flood Control and Water Conservation District Hydrology Manual”.
The results of the analysis are included in this report in Appendix 2 and 4.
5.0 RESULTS AND CONCLUSIONS
The purpose of this drainage analysis is to identify the need to keep the post-development runoff volume and peak flow rate the same as the pre-development condition by utilizing the existing retention basin. Riverside County Flood Control District and Water Conservation District requires that the difference in runoff hydrograph volume between the “post-developed” condition and the “pre-developed” condition for the 100hr-24hr storm frequency must be detained on-site. The rainfall volume for the pre-developed condition is 171,292 C.F. The post developed rainfall volume is 285,709 C.F. Hence, the difference in pre and post developed runoff volume is 114,417 C.F. Meanwhile, the capacity of the upgraded retention basin was calculated to be 150,431 C.F., which is adequate to meet flood control requirements. Furthermore, by utilizing the proposed retention basin, it was noted that the post development peak flow was effectively reduced from 62.87 cfs to 9.83 cfs at 100yr-24hr storm frequency which is below the existing condition of 23.31 cfs. Lastly, it has been determined that the proposed storm drain system can convey runoff generated at 100-year storm events. Therefore, the proposed development meets the WQMP and flood requirements for this project and will not result in an adverse effect to the community.
NCP Verano, LLC TTM 38712 & 38713 - VERANO – RIO VISTA VILLAGE EXISTING CONDITIONS 10YR-24HR & 100YR-24HR STORM EVENT
ID Area
(acre) Tc, min Q10(cfs)
Q100
(cfs)
EX-A 39.11 57.70 2.70 23.31
TOTAL 39.11
PROPOSED CONDITIONS 10YR-24HR & 100YR-24HR STORM EVENT
ID Area
(acre)
Tc,
min
Q10
(cfs)
Q100
(cfs)
P-A1 4.61 56.3 1.50 5.46
P-A2 2.68 46.7 1.00 3.64
P-A3 3.63 38.1 1.53 5.51
P-A4 4.35 41.5 1.73 6.26
P-A5 5.29 48.4 1.89 6.86
P-A6 2.43 29.9 1.26 4.47
P-A7 2.59 31.7 1.25 4.46
P-A8 3.15 29.2 1.63 5.80
P-A9 0.89 16.4 0.66 2.30
P-A10 0.90 16.7 0.67 2.32
P-A11 0.84 15.6 0.64 2.21
P-A12 0.96 16.9 0.65 2.27
P-A13 1.01 16.8 0.68 2.39
P-A14 0.87 16.5 0.65 2.24
P-A15 1.20 20.5 0.74 2.61
P-A16 0.11 18.9 0.07 0.26
P-A17 0.17 14.2 0.13 0.44
P-A18 0.20 18.4 0.13 0.47
P-A19 2.46 45.6 0.92 3.34
TOTAL 38.35 17.73 62.87
NCP Verano, LLC TTM 38712 & 38713 - VERANO – RIO VISTA VILLAGE REQUIRED STORAGE USING UNIT HYDROGRAPH:
(100 YR-24HR)
Runoff
Volume Remarks
Pre-Development Condition 171,292 cu.ft.
Post Development Condition 285,709 cu.ft.
DIFFERENCE – PRE vs POST CONDITION 114,417 cu.ft.
TOTAL PROVIDED STORAGE RETENTION BASIN –
(PER M-WQMP FOR RIO VISTA VILLAGE: 100YR-24HR)
2.10 Ac-ft
91,476 cu. ft.
CAPACITY OF UPGRADED RETENTION BASIN, H4 150,431 cu.ft. Adequate PRE VS POST DEVELOPMENT CONDITION AFTER RETENTION (100YR-24HR)
PRE-CONSTRUCTION VS POST-CONSTRUCTION FLOW SUMMURY BEFORE AND AFTER
RETENTION
Discharge
Location
Total PreDevelopment
Flow Rate,
Q100
Total PostDevelopment
Flow Rate (No
Retention),
Q100
Retention
Volume
Provided
Total PostDevelopment
Flow Rate (After
Retention), Q100
Conclusion
Retention Basin
H4 23.31 cfs 62.87 cfs 150,431cu.ft. 9.83 cfs
Post
development
flow
decreased.
SUMMARY OF STORM DRAIN CALCULATIONS (WORST SCENARIO)
DIAMETER
SLOPE
Q100
(cfs)
Depth
(ft)
Velocity
(ft/s)
18-inch SD S=0.0050 7.23 1.20 4.77
24-inch SD S=0.0050 14.60 1.51 5.72
30-inch SD S=0.0050 29.80 2.12 6.70
36-inch SD S=0.0050 47.09 2.46 7.58
42-inch SD S=0.0050 59.53 2.45 8.26
NCP Verano, LLC TTM 38712 & 38713 - VERANO – RIO VISTA VILLAGE
6.0 APPENDICES
Appendix 1 Riverside County Flood Control Hydrology Manual Excepts.
Appendix 2 Unit Hydrograph: Pre and Post Development Conditions for 10yr- and 100yr-24Hr Appendix 3 RCFC & WCD Hydrologic Soil Map (Plate C-1.36) Appendix 4 Autodesk CIVIL3D Hydraflow Unit Hydrograph Calculations (STORAGE) 100yr-24Hr a. PRE VS POST Development Unit Hydrograph after Retention
Appendix 5 Hydrology Maps-Pre and Post Development Hydrology Map/ SD-Catch Basin Exhibit Appendix 6 Storm Drain Sizing
Appendix 7 Excerpts from Approved Master Drainage Report for Tract 28639-1 and M-WQMP- Rio Vista Village (For Reference Only)
Appendix 8 Supporting Documents
APPENDIX 1
RIVERSIDE COUNTY FLOOD CONTROL
HYDROLOGY MANUAL EXCEPTS.
THE SITE
(0.50")
THE SITE
(0.70")
THE SITE
(0.82")
THE SITE
(1.28")
THE SITE
(1.60")
THE SITE
(2.08")
THE SITE
(2.50")
THE SITE
(4.3")
(ONE HOUR VALUES)
VERANO-CATHEDRAL CITY, CA (24-HOUR VALUES) (1.28) (4.30) (4.00) (3.18) (2.33) (2.04) (6-HOUR VALUES) (2.50) (0.82) (1.13) (1.28) (1.83) (2.11) (33.8527,-116.4777)CATHEDRAL CITY,CA 0.55 1.60 0.81 0.98 1.20 1.40 0.57 RPE 4-03-23 0.50 - 2 YR 0.81 - 5 YR 0.98 - 10 YR 1.20 - 25 YR 1.40 - 50 YR 1.60 -100 YR 0.74 1.10 1.12 1.76 1.45 1.77 2.15 2.65 3.08 3.51 2.07 2.36 2.06 3.02 4.03 4.92 5.75 6.58 S=0.57
Whitewater River Region WQMP Guidance
January 2015 23
Local land use
authority
Ordinance Requirement
Coachella Ordinance #1014
Municipal Code
Section 13.16.110
To minimize the discharge and transport of pollutants, the city requires all new development and redevelopment projects identified as a Priority Project under the newly implemented NPDES permit No. CAS617002 to retain 100% of the stormwater from the 100 year, 24-hour duration storm in order to prevent any deterioration of the water quality which would impair the subsequent or competing uses of water. Projects that retain and infiltrate 100% of the rainfall conditions specified in Section F.1.c.v.4 of the NPDES permit are deemed to comply with the Treatment Control BMP requirements found in that section of the NPDES permit. The NPDES permit establishes acceptable methods and standards for controlling stormwater runoff volumes, rates, and pollutant loading including but not limited to the following:
A. Increase Permeable Areas, Avoid placing impervious surfaces in highly porous soil areas; incorporate landscaping and open space into the project design; use porous materials for or near driveways and walkways; incorporate retention basins that can infiltrate Stormwater onsite; and avoid placing pavement and other impervious surfaces in low lying areas.
B. Direct Runoff to Permeable Areas. Direct Stormwater runoff away from impermeable areas to swales, berms, green strip filters, gravel beds, and French drains; install rain gutters and orient them toward permeable areas; modify the grade of the property to divert flow to permeable areas and minimize the amount of stormwater runoff leaving the property and when designing curbs, berms and other structures, avoid designs which isolate permeable or landscaped areas.
C. Maximize Stormwater Storage for Reuse. Use retention structures, surface areas, cisterns, or other structures to store stormwater Cathedral City Municipal Code – Title 8 §
8.24.070
A. Except as noted below, development of all land within the city must include provisions for the management of stormwater runoff from the property which is to be developed. This management shall consist of constructing stormwater storage facilities, which includes detention basins. As a minimum, all development will make provisions to store runoff from rainfall events up to and including the one-hundred-year, three-hour duration event.
If a suitable outlet for a detention basin is not available, or if engineering analysis indicates that available outlet systems would be overtaxed by detention basin outflow, a retention basin shall be constructed in lieu of a detention basin.
B. The requirement for construction of a detention basin or a retention basin may be waived in the following cases:
1. The runoff has been included in a storage facility at another location. This may include storage facilities proposed as part of the Cathedral City Storm Drain Master Plan;
2. An application for a building permit to construct a single-family residential structure;
3. Development which will drain directly into a floodway or watercourse drainage channel which has been determined by the project review manager, using engineering analyses provided by the development, to have the capacity and be constructed to handle the additional runoff flow without increasing the potential for flood damage on any other downstream property.
4. Development of a parcel under one-half acre in an area where it can be demonstrated by engineering analyses that no significant increase in the potential for flood damage will be created by the development.
APPENDIX 2
UNIT HYDROGRAPH: PRE AND POST
DEVELOPMENT CONDITIONS, 10YR- AND 100YR-24HR
UNIT HYDROGRAPH
PRE-DEVELOPMENT 10YR- AND 100YR-24HR
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 1
4090-01 PRE-DEVT UNIT HYDRO-TTM3712&13
Hydrograph type = SCS Runoff Peak discharge = 2.695 cfs Storm frequency = 10 yrs Time to peak = 764 min
Time interval = 2 min Hyd. volume = 33,569 cuft
Drainage area = 39.100 ac Curve number = 65
Basin Slope = 1.5 % Hydraulic length = 1601 ft
Tc method = LAG Time of conc. (Tc) = 57.70 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
4090-01 PRE-DEVT UNIT HYDRO-TTM3712&13
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 1
4090-01 PRE-DEVT UNIT HYDRO-TTM3712&13
Hydrograph type = SCS Runoff Peak discharge = 23.31 cfs Storm frequency = 100 yrs Time to peak = 752 min
Time interval = 2 min Hyd. volume = 171,292 cuft
Drainage area = 39.100 ac Curve number = 65
Basin Slope = 1.5 % Hydraulic length = 1601 ft
Tc method = LAG Time of conc. (Tc) = 57.70 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
4090-01 PRE-DEVT UNIT HYDRO-TTM3712&13
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
UNIT HYDROGRAPH
POST-DEVELOPMENT 10YR- AND 100YR-24HR
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 2
4090-01 P-A1 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 1.496 cfs Storm frequency = 10 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 10,565 cuft
Drainage area = 4.610 ac Curve number = 77
Basin Slope = 0.8 % Hydraulic length = 1570 ft
Tc method = LAG Time of conc. (Tc) = 56.30 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
4090-01 P-A1 POST DEVT UNIT HYDROGRAPH
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 2
4090-01 P-A1 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 5.457 cfs Storm frequency = 100 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 34,042 cuft
Drainage area = 4.610 ac Curve number = 77
Basin Slope = 0.8 % Hydraulic length = 1570 ft
Tc method = LAG Time of conc. (Tc) = 56.30 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
4090-01 P-A1 POST DEVT UNIT HYDROGRAPH
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 3
4090-01 P-A2 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 1.004 cfs Storm frequency = 10 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 6,132 cuft
Drainage area = 2.680 ac Curve number = 77
Basin Slope = 1.0 % Hydraulic length = 1457 ft
Tc method = LAG Time of conc. (Tc) = 46.67 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
4090-01 P-A2 POST DEVT UNIT HYDROGRAPH
Hyd. No. 3 -- 10 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 3
4090-01 P-A2 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 3.644 cfs Storm frequency = 100 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 19,759 cuft
Drainage area = 2.680 ac Curve number = 77
Basin Slope = 1.0 % Hydraulic length = 1457 ft
Tc method = LAG Time of conc. (Tc) = 46.67 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
4090-01 P-A2 POST DEVT UNIT HYDROGRAPH
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 4
4090-01 P-A3 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 1.526 cfs Storm frequency = 10 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 8,381 cuft
Drainage area = 3.630 ac Curve number = 77
Basin Slope = 0.7 % Hydraulic length = 878 ft
Tc method = LAG Time of conc. (Tc) = 38.12 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
4090-01 P-A3 POST DEVT UNIT HYDROGRAPH
Hyd. No. 4 -- 10 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 4
4090-01 P-A3 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 5.511 cfs Storm frequency = 100 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 27,004 cuft
Drainage area = 3.630 ac Curve number = 77
Basin Slope = 0.7 % Hydraulic length = 878 ft
Tc method = LAG Time of conc. (Tc) = 38.12 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
4090-01 P-A3 POST DEVT UNIT HYDROGRAPH
Hyd. No. 4 -- 100 Year
Hyd No. 4
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 5
4090-01 P-A4 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 1.726 cfs Storm frequency = 10 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 10,140 cuft
Drainage area = 4.350 ac Curve number = 77
Basin Slope = 0.7 % Hydraulic length = 1002 ft
Tc method = LAG Time of conc. (Tc) = 41.46 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
4090-01 P-A4 POST DEVT UNIT HYDROGRAPH
Hyd. No. 5 -- 10 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 5
4090-01 P-A4 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 6.262 cfs Storm frequency = 100 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 32,671 cuft
Drainage area = 4.350 ac Curve number = 77
Basin Slope = 0.7 % Hydraulic length = 1002 ft
Tc method = LAG Time of conc. (Tc) = 41.46 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
4090-01 P-A4 POST DEVT UNIT HYDROGRAPH
Hyd. No. 5 -- 100 Year
Hyd No. 5
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 6
4090-01 P-A5 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 1.886 cfs Storm frequency = 10 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 12,214 cuft
Drainage area = 5.290 ac Curve number = 77
Basin Slope = 0.5 % Hydraulic length = 1012 ft
Tc method = LAG Time of conc. (Tc) = 48.37 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
4090-01 P-A5 POST DEVT UNIT HYDROGRAPH
Hyd. No. 6 -- 10 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 6
4090-01 P-A5 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 6.864 cfs Storm frequency = 100 yrs Time to peak = 744 min
Time interval = 2 min Hyd. volume = 39,353 cuft
Drainage area = 5.290 ac Curve number = 77
Basin Slope = 0.5 % Hydraulic length = 1012 ft
Tc method = LAG Time of conc. (Tc) = 48.37 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
4090-01 P-A5 POST DEVT UNIT HYDROGRAPH
Hyd. No. 6 -- 100 Year
Hyd No. 6
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 7
4090-01 P-A6 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 1.256 cfs Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 5,610 cuft
Drainage area = 2.430 ac Curve number = 77
Basin Slope = 0.8 % Hydraulic length = 701 ft
Tc method = LAG Time of conc. (Tc) = 29.92 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
4090-01 P-A6 POST DEVT UNIT HYDROGRAPH
Hyd. No. 7 -- 10 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 7
4090-01 P-A6 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 4.475 cfs Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 18,077 cuft
Drainage area = 2.430 ac Curve number = 77
Basin Slope = 0.8 % Hydraulic length = 701 ft
Tc method = LAG Time of conc. (Tc) = 29.92 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
4090-01 P-A6 POST DEVT UNIT HYDROGRAPH
Hyd. No. 7 -- 100 Year
Hyd No. 7
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 8
4090-01 P-A7 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 1.246 cfs Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 6,055 cuft
Drainage area = 2.590 ac Curve number = 77
Basin Slope = 0.8 % Hydraulic length = 754 ft
Tc method = LAG Time of conc. (Tc) = 31.71 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
4090-01 P-A7 POST DEVT UNIT HYDROGRAPH
Hyd. No. 8 -- 10 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 8
4090-01 P-A7 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 4.468 cfs Storm frequency = 100 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 19,508 cuft
Drainage area = 2.590 ac Curve number = 77
Basin Slope = 0.8 % Hydraulic length = 754 ft
Tc method = LAG Time of conc. (Tc) = 31.71 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
3 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
4090-01 P-A7 POST DEVT UNIT HYDROGRAPH
Hyd. No. 8 -- 100 Year
Hyd No. 8
Hydraflow Rainfall Report
4 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 9
4090-01 P-A8 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 1.628 cfs Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 7,273 cuft
Drainage area = 3.150 ac Curve number = 77
Basin Slope = 0.8 % Hydraulic length = 714 ft
Tc method = LAG Time of conc. (Tc) = 29.24 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
4090-01 P-A8 POST DEVT UNIT HYDROGRAPH
Hyd. No. 9 -- 10 Year
Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 9
4090-01 P-A8 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 5.800 cfs Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 23,433 cuft
Drainage area = 3.150 ac Curve number = 77
Basin Slope = 0.8 % Hydraulic length = 714 ft
Tc method = LAG Time of conc. (Tc) = 29.24 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
4090-01 P-A8 POST DEVT UNIT HYDROGRAPH
Hyd. No. 9 -- 100 Year
Hyd No. 9
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 10
4090-01 P-A9 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.664 cfs Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 2,003 cuft
Drainage area = 0.890 ac Curve number = 77
Basin Slope = 0.9 % Hydraulic length = 369 ft
Tc method = LAG Time of conc. (Tc) = 16.38 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
4090-01 P-A9 POST DEVT UNIT HYDROGRAPH
Hyd. No. 10 -- 10 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 10
4090-01 P-A9 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 2.296 cfs Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 6,455 cuft
Drainage area = 0.890 ac Curve number = 77
Basin Slope = 0.9 % Hydraulic length = 369 ft
Tc method = LAG Time of conc. (Tc) = 16.38 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
4090-01 P-A9 POST DEVT UNIT HYDROGRAPH
Hyd. No. 10 -- 100 Year
Hyd No. 10
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 11
4090-01 P-A10 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.671 cfs Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 2,026 cuft
Drainage area = 0.900 ac Curve number = 77
Basin Slope = 0.9 % Hydraulic length = 375 ft
Tc method = LAG Time of conc. (Tc) = 16.68 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
4090-01 P-A10 POST DEVT UNIT HYDROGRAPH
Hyd. No. 11 -- 10 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 11
4090-01 P-A10 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 2.321 cfs Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 6,528 cuft
Drainage area = 0.900 ac Curve number = 77
Basin Slope = 0.9 % Hydraulic length = 375 ft
Tc method = LAG Time of conc. (Tc) = 16.68 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
4090-01 P-A10 POST DEVT UNIT HYDROGRAPH
Hyd. No. 11 -- 100 Year
Hyd No. 11
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 12
4090-01 P-A11 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.638 cfs Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 1,964 cuft
Drainage area = 0.840 ac Curve number = 77
Basin Slope = 0.9 % Hydraulic length = 352 ft
Tc method = LAG Time of conc. (Tc) = 15.60 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
4090-01 P-A11 POST DEVT UNIT HYDROGRAPH
Hyd. No. 12 -- 10 Year
Hyd No. 12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 12
4090-01 P-A11 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 2.214 cfs Storm frequency = 100 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 6,327 cuft
Drainage area = 0.840 ac Curve number = 77
Basin Slope = 0.9 % Hydraulic length = 352 ft
Tc method = LAG Time of conc. (Tc) = 15.60 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
4090-01 P-A11 POST DEVT UNIT HYDROGRAPH
Hyd. No. 12 -- 100 Year
Hyd No. 12
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 13
4090-01 P-A12 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.649 cfs Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 2,216 cuft
Drainage area = 0.960 ac Curve number = 77
Basin Slope = 0.9 % Hydraulic length = 373 ft
Tc method = LAG Time of conc. (Tc) = 16.89 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
4090-01 P-A12 POST DEVT UNIT HYDROGRAPH
Hyd. No. 13 -- 10 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 13
4090-01 P-A12 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 2.270 cfs Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 7,142 cuft
Drainage area = 0.960 ac Curve number = 77
Basin Slope = 0.9 % Hydraulic length = 373 ft
Tc method = LAG Time of conc. (Tc) = 16.89 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
4090-01 P-A12 POST DEVT UNIT HYDROGRAPH
Hyd. No. 13 -- 100 Year
Hyd No. 13
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 14
4090-01 P-A13 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.683 cfs Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 2,332 cuft
Drainage area = 1.010 ac Curve number = 77
Basin Slope = 0.9 % Hydraulic length = 369 ft
Tc method = LAG Time of conc. (Tc) = 16.84 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
4090-01 P-A13 POST DEVT UNIT HYDROGRAPH
Hyd. No. 14 -- 10 Year
Hyd No. 14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 14
4090-01 P-A13 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 2.389 cfs Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 7,513 cuft
Drainage area = 1.010 ac Curve number = 77
Basin Slope = 0.9 % Hydraulic length = 369 ft
Tc method = LAG Time of conc. (Tc) = 16.84 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
4090-01 P-A13 POST DEVT UNIT HYDROGRAPH
Hyd. No. 14 -- 100 Year
Hyd No. 14
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 15
4090-01 P-A14 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.649 cfs Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,958 cuft
Drainage area = 0.870 ac Curve number = 77
Basin Slope = 0.8 % Hydraulic length = 348 ft
Tc method = LAG Time of conc. (Tc) = 16.45 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
4090-01 P-A14 POST DEVT UNIT HYDROGRAPH
Hyd. No. 15 -- 10 Year
Hyd No. 15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 15
4090-01 P-A14 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 2.244 cfs Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 6,310 cuft
Drainage area = 0.870 ac Curve number = 77
Basin Slope = 0.8 % Hydraulic length = 348 ft
Tc method = LAG Time of conc. (Tc) = 16.45 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
4090-01 P-A14 POST DEVT UNIT HYDROGRAPH
Hyd. No. 15 -- 100 Year
Hyd No. 15
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 16
4090-01 P-A15 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.740 cfs Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 2,820 cuft
Drainage area = 1.200 ac Curve number = 77
Basin Slope = 0.9 % Hydraulic length = 489 ft
Tc method = LAG Time of conc. (Tc) = 20.52 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
4090-01 P-A15 POST DEVT UNIT HYDROGRAPH
Hyd. No. 16 -- 10 Year
Hyd No. 16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 16
4090-01 P-A15 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 2.609 cfs Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 9,086 cuft
Drainage area = 1.200 ac Curve number = 77
Basin Slope = 0.9 % Hydraulic length = 489 ft
Tc method = LAG Time of conc. (Tc) = 20.52 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
4090-01 P-A15 POST DEVT UNIT HYDROGRAPH
Hyd. No. 16 -- 100 Year
Hyd No. 16
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 17
4090-01 P-A16 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.074 cfs Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 254 cuft
Drainage area = 0.110 ac Curve number = 77
Basin Slope = 0.7 % Hydraulic length = 383 ft
Tc method = LAG Time of conc. (Tc) = 18.94 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.01 0.01
0.02 0.02
0.03 0.03
0.04 0.04
0.05 0.05
0.06 0.06
0.07 0.07
0.08 0.08
0.09 0.09
0.10 0.10
Q (cfs)
Time (min)
4090-01 P-A16 POST DEVT UNIT HYDROGRAPH
Hyd. No. 17 -- 10 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 17
4090-01 P-A16 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.260 cfs Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 818 cuft
Drainage area = 0.110 ac Curve number = 77
Basin Slope = 0.7 % Hydraulic length = 383 ft
Tc method = LAG Time of conc. (Tc) = 18.94 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
4090-01 P-A16 POST DEVT UNIT HYDROGRAPH
Hyd. No. 17 -- 100 Year
Hyd No. 17
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 18
4090-01 P-A17 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.127 cfs Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 383 cuft
Drainage area = 0.170 ac Curve number = 77
Basin Slope = 0.7 % Hydraulic length = 258 ft
Tc method = LAG Time of conc. (Tc) = 14.20 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
4090-01 P-A17 POST DEVT UNIT HYDROGRAPH
Hyd. No. 18 -- 10 Year
Hyd No. 18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 18
4090-01 P-A17 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.438 cfs Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,233 cuft
Drainage area = 0.170 ac Curve number = 77
Basin Slope = 0.7 % Hydraulic length = 258 ft
Tc method = LAG Time of conc. (Tc) = 14.20 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
4090-01 P-A17 POST DEVT UNIT HYDROGRAPH
Hyd. No. 18 -- 100 Year
Hyd No. 18
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 19
4090-01 P-A18 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.135 cfs Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 462 cuft
Drainage area = 0.200 ac Curve number = 77
Basin Slope = 0.7 % Hydraulic length = 359 ft
Tc method = LAG Time of conc. (Tc) = 18.37 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
4090-01 P-A18 POST DEVT UNIT HYDROGRAPH
Hyd. No. 19 -- 10 Year
Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 19
4090-01 P-A18 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.473 cfs Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,488 cuft
Drainage area = 0.200 ac Curve number = 77
Basin Slope = 0.7 % Hydraulic length = 359 ft
Tc method = LAG Time of conc. (Tc) = 18.37 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (min)
4090-01 P-A18 POST DEVT UNIT HYDROGRAPH
Hyd. No. 19 -- 100 Year
Hyd No. 19
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 20
4090-01 P-A19 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.922 cfs Storm frequency = 10 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 5,629 cuft
Drainage area = 2.460 ac Curve number = 77
Basin Slope = 0.5 % Hydraulic length = 918 ft
Tc method = LAG Time of conc. (Tc) = 45.61 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (min)
4090-01 P-A19 POST DEVT UNIT HYDROGRAPH
Hyd. No. 20 -- 10 Year
Hyd No. 20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 20
4090-01 P-A19 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 3.345 cfs Storm frequency = 100 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 18,137 cuft
Drainage area = 2.460 ac Curve number = 77
Basin Slope = 0.5 % Hydraulic length = 918 ft
Tc method = LAG Time of conc. (Tc) = 45.61 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
4090-01 P-A19 POST DEVT UNIT HYDROGRAPH
Hyd. No. 20 -- 100 Year
Hyd No. 20
Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
APPENDIX 3
RCFC & WCD HYDROLOGIC SOIL MAP
(PLATE C-1.35)
THE SITE
Soil Map—Riverside County, Coachella Valley Area, California (TTM 38712 & 38713-VERANO)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
3746270 3746200 3746130 3746060 3745990 3745920 3745850 3746270 3746200 3746130 3746060 3745990 3745920 3745850 546900 546970 547040 547110 547180 547250 547320 547390 547460 547530 546900 546970 547040 547110 547180 547250 547320 547390 547460 547530 33° 51' 20'' N
116° 29' 35'' W
33° 51' 20'' N
116° 29' 9'' W
33° 51' 6'' N
116° 29' 35'' W
33° 51' 6'' N
116° 29' 9'' W
N
0 100 200 400 600
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 Feet
0 45 90 180 270
Meters
Map Scale: 1:3,070 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.
Soil Survey Area: Riverside County, Coachella Valley Area, California
Survey Area Data: Version 14, Sep 1, 2022
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Mar 15, 2022—May 28, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Soil Map—Riverside County, Coachella Valley Area, California (TTM 38712 & 38713-VERANO)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI ChC Carsitas cobbly sand, 2 to 9
percent slopes
5.6 14.1%
CkB Carsitas fine sand, 0 to 5
percent slopes
34.3 85.9%
Totals for Area of Interest 39.9 100.0%
Soil Map—Riverside County, Coachella Valley Area, California TTM 38712 & 38713-VERANO Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
Riverside County, Coachella Valley Area, California
ChC—Carsitas cobbly sand, 2 to 9 percent slopes
Map Unit Setting
National map unit symbol: hkv3
Elevation: 800 feet
Mean annual precipitation: 4 inches
Mean annual air temperature: 72 to 73 degrees F
Frost-free period: 300 days
Farmland classification: Not prime farmland
Map Unit Composition
Carsitas and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Carsitas
Setting
Landform: Alluvial fans
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Gravelly alluvium derived from granite Typical profile
H1 - 0 to 10 inches: cobbly sand
H2 - 10 to 60 inches: gravelly sand
Properties and qualities
Slope: 2 to 9 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 1 percent
Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water supply, 0 to 60 inches: Very low (about 3.0 inches) Interpretive groups
Land capability classification (irrigated): 6s
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: A
Ecological site: R040XD200CA - Rarely Flooded Fans
Map Unit Description: Carsitas cobbly sand, 2 to 9 percent slopes---Riverside County, Coachella Valley Area, California
TTM 38712 & 38713-VERANO
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
Hydric soil rating: No
Minor Components
Chuckawalla
Percent of map unit: 4 percent
Hydric soil rating: No
Riverwash
Percent of map unit: 4 percent
Landform: Channels
Hydric soil rating: Yes
Carrizo
Percent of map unit: 4 percent
Hydric soil rating: No
Unnamed
Percent of map unit: 3 percent
Hydric soil rating: No
Data Source Information
Soil Survey Area: Riverside County, Coachella Valley Area, California Survey Area Data: Version 14, Sep 1, 2022
Map Unit Description: Carsitas cobbly sand, 2 to 9 percent slopes---Riverside County, Coachella Valley Area, California
TTM 38712 & 38713-VERANO
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
Riverside County, Coachella Valley Area, California
CkB—Carsitas fine sand, 0 to 5 percent slopes
Map Unit Setting
National map unit symbol: hkv4
Elevation: 800 feet
Mean annual precipitation: 4 inches
Mean annual air temperature: 72 to 73 degrees F
Frost-free period: 275 to 325 days
Farmland classification: Not prime farmland
Map Unit Composition
Carsitas and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Carsitas
Setting
Landform: Alluvial fans
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Sandy alluvium derived from granite
Typical profile
H1 - 0 to 10 inches: fine sand
H2 - 10 to 60 inches: gravelly sand
Properties and qualities
Slope: 0 to 5 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 1 percent
Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water supply, 0 to 60 inches: Low (about 3.1 inches) Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: A
Ecological site: R040XD200CA - Rarely Flooded Fans
Map Unit Description: Carsitas fine sand, 0 to 5 percent slopes---Riverside County, Coachella Valley Area, California
TTM 38712 & 38713-VERANO
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
Hydric soil rating: No
Minor Components
Myoma
Percent of map unit: 10 percent
Hydric soil rating: No
Coachella
Percent of map unit: 3 percent
Hydric soil rating: No
Unnamed, gravel surface
Percent of map unit: 2 percent
Hydric soil rating: No
Data Source Information
Soil Survey Area: Riverside County, Coachella Valley Area, California Survey Area Data: Version 14, Sep 1, 2022
Map Unit Description: Carsitas fine sand, 0 to 5 percent slopes---Riverside County, Coachella Valley Area, California
TTM 38712 & 38713-VERANO
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
APPENDIX 4
HYDRAFLOW UNIT HYDROGRAPH CALCULATIONS
STORAGE REQUIREMENT, 100YR-24HR
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 22
4090-01 P-A POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 62.87 cfs Storm frequency = 100 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 285,709 cuft
Drainage area = 38.350 ac Curve number = 77
Basin Slope = 2.2 % Hydraulic length = 2358 ft
Tc method = LAG Time of conc. (Tc) = 47.25 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 624
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
4090-01 P-A POST DEVT UNIT HYDROGRAPH
Hyd. No. 22 -- 100 Year
Hyd No. 22
Hydraflow Rainfall Report
2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 23
RETENTION BASIN, H4
Hydrograph type = Reservoir Peak discharge = 9.833 cfs
Storm frequency = 100 yrs Time to peak = 788 min
Time interval = 2 min Hyd. volume = 285,706 cuft
Inflow hyd. No. = 22 - 4090-01 P-A POST DEVT UNIT H Max. Elevation = 454.56 ft YDROGRAPH Reservoir name = RETENTION BASIN,H4 Max. Storage = 129,962 cuft Storage Indication method used. Outflow includes exfiltration. 1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
RETENTION BASIN, H4
Hyd. No. 23 -- 100 Year
Hyd No. 23 Hyd No. 22 Total storage used = 129,962 cuft Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Pond No. 1 - RETENTION BASIN,H4
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 450.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 450.00 9,478 0 0
1.00 451.00 17,683 13,368 13,368
2.00 452.00 25,959 21,687 35,055
3.00 453.00 34,308 30,034 65,088
4.00 454.00 42,728 38,437 103,525
5.00 455.00 51,220 46,905 150,431
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft) = 450.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 450.00 --- --- --- --- --- --- --- --- 0.000 --- 0.000
0.10 1,337 450.10 --- --- --- --- --- --- --- --- 0.366 --- 0.366
0.20 2,674 450.20 --- --- --- --- --- --- --- --- 0.732 --- 0.732
0.30 4,010 450.30 --- --- --- --- --- --- --- --- 1.098 --- 1.098
0.40 5,347 450.40 --- --- --- --- --- --- --- --- 1.464 --- 1.464
0.50 6,684 450.50 --- --- --- --- --- --- --- --- 1.830 --- 1.830
0.60 8,021 450.60 --- --- --- --- --- --- --- --- 2.196 --- 2.196
0.70 9,357 450.70 --- --- --- --- --- --- --- --- 2.562 --- 2.562
0.80 10,694 450.80 --- --- --- --- --- --- --- --- 2.928 --- 2.928
0.90 12,031 450.90 --- --- --- --- --- --- --- --- 3.293 --- 3.293
1.00 13,368 451.00 --- --- --- --- --- --- --- --- 3.659 --- 3.659
1.10 15,536 451.10 --- --- --- --- --- --- --- --- 3.831 --- 3.831
1.20 17,705 451.20 --- --- --- --- --- --- --- --- 4.002 --- 4.002
1.30 19,874 451.30 --- --- --- --- --- --- --- --- 4.173 --- 4.173
1.40 22,042 451.40 --- --- --- --- --- --- --- --- 4.344 --- 4.344
1.50 24,211 451.50 --- --- --- --- --- --- --- --- 4.516 --- 4.516
1.60 26,380 451.60 --- --- --- --- --- --- --- --- 4.687 --- 4.687
1.70 28,548 451.70 --- --- --- --- --- --- --- --- 4.858 --- 4.858
1.80 30,717 451.80 --- --- --- --- --- --- --- --- 5.030 --- 5.030
1.90 32,886 451.90 --- --- --- --- --- --- --- --- 5.201 --- 5.201
2.00 35,055 452.00 --- --- --- --- --- --- --- --- 5.372 --- 5.372
2.10 38,058 452.10 --- --- --- --- --- --- --- --- 5.545 --- 5.545
2.20 41,061 452.20 --- --- --- --- --- --- --- --- 5.718 --- 5.718
2.30 44,065 452.30 --- --- --- --- --- --- --- --- 5.890 --- 5.890
2.40 47,068 452.40 --- --- --- --- --- --- --- --- 6.063 --- 6.063
2.50 50,071 452.50 --- --- --- --- --- --- --- --- 6.236 --- 6.236
2.60 53,075 452.60 --- --- --- --- --- --- --- --- 6.409 --- 6.409
2.70 56,078 452.70 --- --- --- --- --- --- --- --- 6.581 --- 6.581
2.80 59,081 452.80 --- --- --- --- --- --- --- --- 6.754 --- 6.754
2.90 62,085 452.90 --- --- --- --- --- --- --- --- 6.927 --- 6.927
3.00 65,088 453.00 --- --- --- --- --- --- --- --- 7.100 --- 7.100
3.10 68,932 453.10 --- --- --- --- --- --- --- --- 7.274 --- 7.274
3.20 72,776 453.20 --- --- --- --- --- --- --- --- 7.448 --- 7.448
3.30 76,619 453.30 --- --- --- --- --- --- --- --- 7.623 --- 7.623
3.40 80,463 453.40 --- --- --- --- --- --- --- --- 7.797 --- 7.797
3.50 84,307 453.50 --- --- --- --- --- --- --- --- 7.971 --- 7.971
3.60 88,151 453.60 --- --- --- --- --- --- --- --- 8.145 --- 8.145 Continues on next page...
3 RETENTION BASIN,H4
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.70 91,994 453.70 --- --- --- --- --- --- --- --- 8.320 --- 8.320
3.80 95,838 453.80 --- --- --- --- --- --- --- --- 8.494 --- 8.494
3.90 99,682 453.90 --- --- --- --- --- --- --- --- 8.668 --- 8.668
4.00 103,525 454.00 --- --- --- --- --- --- --- --- 8.842 --- 8.842
4.10 108,216 454.10 --- --- --- --- --- --- --- --- 9.018 --- 9.018
4.20 112,906 454.20 --- --- --- --- --- --- --- --- 9.194 --- 9.194
4.30 117,597 454.30 --- --- --- --- --- --- --- --- 9.369 --- 9.369
4.40 122,288 454.40 --- --- --- --- --- --- --- --- 9.545 --- 9.545
4.50 126,978 454.50 --- --- --- --- --- --- --- --- 9.721 --- 9.721
4.60 131,669 454.60 --- --- --- --- --- --- --- --- 9.897 --- 9.897
4.70 136,359 454.70 --- --- --- --- --- --- --- --- 10.072 --- 10.07
4.80 141,050 454.80 --- --- --- --- --- --- --- --- 10.248 --- 10.25
4.90 145,740 454.90 --- --- --- --- --- --- --- --- 10.424 --- 10.42
5.00 150,431 455.00 --- --- --- --- --- --- --- --- 10.600 --- 10.60 ...End
Hydraflow Rainfall Report
4 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38712 & 38713\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 23
RETENTION BASIN, H4
Hydrograph type = Reservoir Peak discharge = 9.833 cfs
Storm frequency = 100 yrs Time to peak = 13.13 hrs
Time interval = 2 min Hyd. volume = 285,706 cuft
Inflow hyd. No. = 22 - 4090-01 P-A POST DEVT UNIT H Reservoir name = RETENTION BASIN,H YDROGRAPH Max. Elevation = 454.56 ft Max. Storage = 129,962 cuft
Storage Indication method used. Outflow includes exfiltration.
Hydrograph Discharge Table ( Printed values >= 1.00% of Qp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
9.93 0.354 450.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.104 0.104
9.97 0.374 450.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.112 0.112
10.00 0.394 450.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.121 0.121
10.03 0.415 450.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.130 0.130
10.07 0.436 450.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.140 0.140
10.10 0.459 450.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.150 0.149
10.13 0.482 450.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.160 0.160
10.17 0.506 450.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.171 0.171
10.20 0.531 450.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.182 0.182
10.23 0.558 450.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.194 0.194
10.27 0.585 450.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.206 0.206
10.30 0.614 450.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.219 0.219
10.33 0.643 450.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.232 0.232
10.37 0.674 450.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.246 0.246
10.40 0.706 450.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.260 0.260
10.43 0.739 450.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.275 0.275
10.47 0.774 450.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.290 0.290
10.50 0.809 450.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.307 0.307
10.53 0.847 450.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.324 0.324
10.57 0.885 450.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.341 0.341 Continues on next page...
2 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
10.60 0.925 450.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.359 0.359
10.63 0.967 450.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.378 0.378
10.67 1.011 450.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.398 0.398
10.70 1.056 450.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.419 0.419
10.73 1.103 450.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.440 0.440
10.77 1.153 450.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.462 0.462
10.80 1.204 450.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.485 0.485
10.83 1.258 450.14 ----- ----- ----- ----- ----- ----- ----- ----- 0.509 0.509
10.87 1.314 450.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.534 0.534
10.90 1.373 450.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.561 0.561
10.93 1.434 450.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.588 0.588
10.97 1.498 450.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.616 0.616
11.00 1.565 450.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.646 0.646
11.03 1.635 450.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.677 0.677
11.07 1.708 450.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.709 0.709
11.10 1.785 450.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.742 0.742
11.13 1.867 450.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.777 0.777
11.17 1.953 450.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.814 0.814
11.20 2.044 450.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.852 0.852
11.23 2.141 450.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.892 0.892
11.27 2.244 450.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.934 0.934
11.30 2.353 450.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.978 0.978
11.33 2.470 450.28 ----- ----- ----- ----- ----- ----- ----- ----- 1.025 1.025
11.37 2.595 450.29 ----- ----- ----- ----- ----- ----- ----- ----- 1.073 1.073
11.40 2.728 450.31 ----- ----- ----- ----- ----- ----- ----- ----- 1.125 1.125
11.43 2.870 450.32 ----- ----- ----- ----- ----- ----- ----- ----- 1.179 1.179
11.47 3.021 450.34 ----- ----- ----- ----- ----- ----- ----- ----- 1.236 1.236
11.50 3.182 450.35 ----- ----- ----- ----- ----- ----- ----- ----- 1.296 1.296 Continues on next page...
3 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.53 3.364 450.37 ----- ----- ----- ----- ----- ----- ----- ----- 1.360 1.360
11.57 3.587 450.39 ----- ----- ----- ----- ----- ----- ----- ----- 1.428 1.428
11.60 3.874 450.41 ----- ----- ----- ----- ----- ----- ----- ----- 1.503 1.503
11.63 4.253 450.43 ----- ----- ----- ----- ----- ----- ----- ----- 1.586 1.586
11.67 4.752 450.46 ----- ----- ----- ----- ----- ----- ----- ----- 1.680 1.680
11.70 5.406 450.49 ----- ----- ----- ----- ----- ----- ----- ----- 1.790 1.790
11.73 6.252 450.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.920 1.920
11.77 7.337 450.57 ----- ----- ----- ----- ----- ----- ----- ----- 2.078 2.078
11.80 8.761 450.62 ----- ----- ----- ----- ----- ----- ----- ----- 2.271 2.271
11.83 10.64 450.69 ----- ----- ----- ----- ----- ----- ----- ----- 2.511 2.511
11.87 13.11 450.77 ----- ----- ----- ----- ----- ----- ----- ----- 2.814 2.814
11.90 16.32 450.87 ----- ----- ----- ----- ----- ----- ----- ----- 3.198 3.198
11.93 20.24 451.00 ----- ----- ----- ----- ----- ----- ----- ----- 3.667 3.667
11.97 24.63 451.11 ----- ----- ----- ----- ----- ----- ----- ----- 3.844 3.844
12.00 29.19 451.23 ----- ----- ----- ----- ----- ----- ----- ----- 4.062 4.062
12.03 33.76 451.39 ----- ----- ----- ----- ----- ----- ----- ----- 4.320 4.320
12.07 38.28 451.56 ----- ----- ----- ----- ----- ----- ----- ----- 4.619 4.619
12.10 42.68 451.76 ----- ----- ----- ----- ----- ----- ----- ----- 4.957 4.957
12.13 46.92 451.98 ----- ----- ----- ----- ----- ----- ----- ----- 5.333 5.333
12.17 50.91 452.16 ----- ----- ----- ----- ----- ----- ----- ----- 5.644 5.644
12.20 54.57 452.34 ----- ----- ----- ----- ----- ----- ----- ----- 5.968 5.968
12.23 57.82 452.54 ----- ----- ----- ----- ----- ----- ----- ----- 6.313 6.313
12.27 60.44 452.75 ----- ----- ----- ----- ----- ----- ----- ----- 6.676 6.676
12.30 62.21 452.97 ----- ----- ----- ----- ----- ----- ----- ----- 7.052 7.052
12.33 62.87 << 453.15 ----- ----- ----- ----- ----- ----- ----- ----- 7.363 7.363
12.37 62.10 453.32 ----- ----- ----- ----- ----- ----- ----- ----- 7.662 7.662
12.40 59.97 453.49 ----- ----- ----- ----- ----- ----- ----- ----- 7.952 7.952
12.43 56.93 453.65 ----- ----- ----- ----- ----- ----- ----- ----- 8.226 8.226 Continues on next page...
4 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.47 53.50 453.79 ----- ----- ----- ----- ----- ----- ----- ----- 8.481 8.481
12.50 49.95 453.93 ----- ----- ----- ----- ----- ----- ----- ----- 8.716 8.716
12.53 46.31 454.04 ----- ----- ----- ----- ----- ----- ----- ----- 8.914 8.914
12.57 42.59 454.13 ----- ----- ----- ----- ----- ----- ----- ----- 9.074 9.074
12.60 38.85 454.21 ----- ----- ----- ----- ----- ----- ----- ----- 9.216 9.216
12.63 35.11 454.28 ----- ----- ----- ----- ----- ----- ----- ----- 9.340 9.340
12.67 31.42 454.34 ----- ----- ----- ----- ----- ----- ----- ----- 9.448 9.448
12.70 27.81 454.40 ----- ----- ----- ----- ----- ----- ----- ----- 9.538 9.538
12.73 24.34 454.44 ----- ----- ----- ----- ----- ----- ----- ----- 9.612 9.612
12.77 21.12 454.47 ----- ----- ----- ----- ----- ----- ----- ----- 9.671 9.671
12.80 18.25 454.50 ----- ----- ----- ----- ----- ----- ----- ----- 9.716 9.716
12.83 15.88 454.52 ----- ----- ----- ----- ----- ----- ----- ----- 9.749 9.749
12.87 14.15 454.53 ----- ----- ----- ----- ----- ----- ----- ----- 9.773 9.773
12.90 13.04 454.54 ----- ----- ----- ----- ----- ----- ----- ----- 9.790 9.790
12.93 12.34 454.55 ----- ----- ----- ----- ----- ----- ----- ----- 9.803 9.803
12.97 11.81 454.55 ----- ----- ----- ----- ----- ----- ----- ----- 9.813 9.813
13.00 11.33 454.56 ----- ----- ----- ----- ----- ----- ----- ----- 9.821 9.821
13.03 10.88 454.56 ----- ----- ----- ----- ----- ----- ----- ----- 9.827 9.827
13.07 10.47 454.56 ----- ----- ----- ----- ----- ----- ----- ----- 9.830 9.830
13.10 10.09 454.56 ----- ----- ----- ----- ----- ----- ----- ----- 9.832 9.832
13.13 9.749 454.56 << ----- ----- ----- ----- ----- ----- ----- ----- 9.833 9.833 <<
13.17 9.437 454.56 ----- ----- ----- ----- ----- ----- ----- ----- 9.832 9.832
13.20 9.152 454.56 ----- ----- ----- ----- ----- ----- ----- ----- 9.829 9.829
13.23 8.893 454.56 ----- ----- ----- ----- ----- ----- ----- ----- 9.826 9.826
13.27 8.656 454.56 ----- ----- ----- ----- ----- ----- ----- ----- 9.821 9.821
13.30 8.440 454.55 ----- ----- ----- ----- ----- ----- ----- ----- 9.815 9.815
13.33 8.242 454.55 ----- ----- ----- ----- ----- ----- ----- ----- 9.809 9.809 Continues on next page...
5 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.37 8.059 454.55 ----- ----- ----- ----- ----- ----- ----- ----- 9.801 9.801
13.40 7.888 454.54 ----- ----- ----- ----- ----- ----- ----- ----- 9.793 9.793
13.43 7.728 454.54 ----- ----- ----- ----- ----- ----- ----- ----- 9.784 9.784
13.47 7.575 454.53 ----- ----- ----- ----- ----- ----- ----- ----- 9.774 9.774
13.50 7.428 454.52 ----- ----- ----- ----- ----- ----- ----- ----- 9.764 9.764
13.53 7.286 454.52 ----- ----- ----- ----- ----- ----- ----- ----- 9.753 9.753
13.57 7.150 454.51 ----- ----- ----- ----- ----- ----- ----- ----- 9.742 9.742
13.60 7.018 454.51 ----- ----- ----- ----- ----- ----- ----- ----- 9.730 9.730
13.63 6.891 454.50 ----- ----- ----- ----- ----- ----- ----- ----- 9.718 9.718
13.67 6.769 454.49 ----- ----- ----- ----- ----- ----- ----- ----- 9.705 9.705
13.70 6.651 454.48 ----- ----- ----- ----- ----- ----- ----- ----- 9.691 9.691
13.73 6.537 454.48 ----- ----- ----- ----- ----- ----- ----- ----- 9.677 9.677
13.77 6.427 454.47 ----- ----- ----- ----- ----- ----- ----- ----- 9.663 9.663
13.80 6.320 454.46 ----- ----- ----- ----- ----- ----- ----- ----- 9.648 9.648
13.83 6.216 454.45 ----- ----- ----- ----- ----- ----- ----- ----- 9.633 9.633
13.87 6.115 454.44 ----- ----- ----- ----- ----- ----- ----- ----- 9.618 9.618
13.90 6.017 454.43 ----- ----- ----- ----- ----- ----- ----- ----- 9.602 9.602
13.93 5.921 454.42 ----- ----- ----- ----- ----- ----- ----- ----- 9.585 9.585
13.97 5.828 454.41 ----- ----- ----- ----- ----- ----- ----- ----- 9.569 9.569
14.00 5.736 454.40 ----- ----- ----- ----- ----- ----- ----- ----- 9.552 9.552
14.03 5.646 454.39 ----- ----- ----- ----- ----- ----- ----- ----- 9.534 9.534
14.07 5.559 454.38 ----- ----- ----- ----- ----- ----- ----- ----- 9.517 9.517
14.10 5.473 454.37 ----- ----- ----- ----- ----- ----- ----- ----- 9.499 9.499
14.13 5.390 454.36 ----- ----- ----- ----- ----- ----- ----- ----- 9.481 9.481
14.17 5.309 454.35 ----- ----- ----- ----- ----- ----- ----- ----- 9.462 9.462
14.20 5.230 454.34 ----- ----- ----- ----- ----- ----- ----- ----- 9.443 9.443
14.23 5.155 454.33 ----- ----- ----- ----- ----- ----- ----- ----- 9.424 9.424
14.27 5.082 454.32 ----- ----- ----- ----- ----- ----- ----- ----- 9.405 9.405 Continues on next page...
6 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.30 5.012 454.31 ----- ----- ----- ----- ----- ----- ----- ----- 9.385 9.385
14.33 4.945 454.30 ----- ----- ----- ----- ----- ----- ----- ----- 9.366 9.366
14.37 4.881 454.29 ----- ----- ----- ----- ----- ----- ----- ----- 9.346 9.346
14.40 4.820 454.27 ----- ----- ----- ----- ----- ----- ----- ----- 9.325 9.325
14.43 4.763 454.26 ----- ----- ----- ----- ----- ----- ----- ----- 9.305 9.305
14.47 4.710 454.25 ----- ----- ----- ----- ----- ----- ----- ----- 9.285 9.285
14.50 4.659 454.24 ----- ----- ----- ----- ----- ----- ----- ----- 9.264 9.264
14.53 4.613 454.23 ----- ----- ----- ----- ----- ----- ----- ----- 9.243 9.243
14.57 4.569 454.22 ----- ----- ----- ----- ----- ----- ----- ----- 9.222 9.222
14.60 4.527 454.20 ----- ----- ----- ----- ----- ----- ----- ----- 9.201 9.201
14.63 4.489 454.19 ----- ----- ----- ----- ----- ----- ----- ----- 9.180 9.180
14.67 4.452 454.18 ----- ----- ----- ----- ----- ----- ----- ----- 9.159 9.159
14.70 4.418 454.17 ----- ----- ----- ----- ----- ----- ----- ----- 9.138 9.138
14.73 4.385 454.16 ----- ----- ----- ----- ----- ----- ----- ----- 9.117 9.117
14.77 4.354 454.14 ----- ----- ----- ----- ----- ----- ----- ----- 9.095 9.095
14.80 4.325 454.13 ----- ----- ----- ----- ----- ----- ----- ----- 9.074 9.074
14.83 4.296 454.12 ----- ----- ----- ----- ----- ----- ----- ----- 9.053 9.053
14.87 4.268 454.11 ----- ----- ----- ----- ----- ----- ----- ----- 9.031 9.031
14.90 4.241 454.10 ----- ----- ----- ----- ----- ----- ----- ----- 9.010 9.010
14.93 4.214 454.08 ----- ----- ----- ----- ----- ----- ----- ----- 8.988 8.988
14.97 4.187 454.07 ----- ----- ----- ----- ----- ----- ----- ----- 8.967 8.967
15.00 4.160 454.06 ----- ----- ----- ----- ----- ----- ----- ----- 8.945 8.945
15.03 4.133 454.05 ----- ----- ----- ----- ----- ----- ----- ----- 8.924 8.924
15.07 4.105 454.03 ----- ----- ----- ----- ----- ----- ----- ----- 8.902 8.902
15.10 4.078 454.02 ----- ----- ----- ----- ----- ----- ----- ----- 8.881 8.881
15.13 4.051 454.01 ----- ----- ----- ----- ----- ----- ----- ----- 8.859 8.859
15.17 4.024 454.00 ----- ----- ----- ----- ----- ----- ----- ----- 8.837 8.837
15.20 3.997 453.98 ----- ----- ----- ----- ----- ----- ----- ----- 8.810 8.810 Continues on next page...
7 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.23 3.969 453.97 ----- ----- ----- ----- ----- ----- ----- ----- 8.784 8.784
15.27 3.942 453.95 ----- ----- ----- ----- ----- ----- ----- ----- 8.758 8.758
15.30 3.914 453.94 ----- ----- ----- ----- ----- ----- ----- ----- 8.732 8.732
15.33 3.887 453.92 ----- ----- ----- ----- ----- ----- ----- ----- 8.706 8.706
15.37 3.859 453.91 ----- ----- ----- ----- ----- ----- ----- ----- 8.679 8.679
15.40 3.832 453.89 ----- ----- ----- ----- ----- ----- ----- ----- 8.653 8.653
15.43 3.804 453.88 ----- ----- ----- ----- ----- ----- ----- ----- 8.627 8.627
15.47 3.776 453.86 ----- ----- ----- ----- ----- ----- ----- ----- 8.601 8.601
15.50 3.749 453.85 ----- ----- ----- ----- ----- ----- ----- ----- 8.574 8.574
15.53 3.721 453.83 ----- ----- ----- ----- ----- ----- ----- ----- 8.548 8.548
15.57 3.693 453.82 ----- ----- ----- ----- ----- ----- ----- ----- 8.522 8.522
15.60 3.665 453.80 ----- ----- ----- ----- ----- ----- ----- ----- 8.496 8.496
15.63 3.637 453.79 ----- ----- ----- ----- ----- ----- ----- ----- 8.469 8.469
15.67 3.610 453.77 ----- ----- ----- ----- ----- ----- ----- ----- 8.443 8.443
15.70 3.582 453.76 ----- ----- ----- ----- ----- ----- ----- ----- 8.417 8.417
15.73 3.554 453.74 ----- ----- ----- ----- ----- ----- ----- ----- 8.390 8.390
15.77 3.526 453.73 ----- ----- ----- ----- ----- ----- ----- ----- 8.364 8.364
15.80 3.497 453.71 ----- ----- ----- ----- ----- ----- ----- ----- 8.338 8.338
15.83 3.469 453.70 ----- ----- ----- ----- ----- ----- ----- ----- 8.311 8.312
15.87 3.441 453.68 ----- ----- ----- ----- ----- ----- ----- ----- 8.285 8.285
15.90 3.413 453.67 ----- ----- ----- ----- ----- ----- ----- ----- 8.259 8.259
15.93 3.385 453.65 ----- ----- ----- ----- ----- ----- ----- ----- 8.232 8.232
15.97 3.356 453.63 ----- ----- ----- ----- ----- ----- ----- ----- 8.206 8.206
16.00 3.328 453.62 ----- ----- ----- ----- ----- ----- ----- ----- 8.180 8.180
16.03 3.300 453.60 ----- ----- ----- ----- ----- ----- ----- ----- 8.153 8.153
16.07 3.272 453.59 ----- ----- ----- ----- ----- ----- ----- ----- 8.127 8.127
16.10 3.244 453.57 ----- ----- ----- ----- ----- ----- ----- ----- 8.100 8.100
16.13 3.216 453.56 ----- ----- ----- ----- ----- ----- ----- ----- 8.074 8.074 Continues on next page...
8 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.17 3.189 453.54 ----- ----- ----- ----- ----- ----- ----- ----- 8.048 8.048
16.20 3.162 453.53 ----- ----- ----- ----- ----- ----- ----- ----- 8.021 8.021
16.23 3.136 453.51 ----- ----- ----- ----- ----- ----- ----- ----- 7.995 7.995
16.27 3.110 453.50 ----- ----- ----- ----- ----- ----- ----- ----- 7.968 7.968
16.30 3.085 453.48 ----- ----- ----- ----- ----- ----- ----- ----- 7.942 7.942
16.33 3.061 453.47 ----- ----- ----- ----- ----- ----- ----- ----- 7.915 7.915
16.37 3.038 453.45 ----- ----- ----- ----- ----- ----- ----- ----- 7.889 7.889
16.40 3.016 453.44 ----- ----- ----- ----- ----- ----- ----- ----- 7.863 7.863
16.43 2.996 453.42 ----- ----- ----- ----- ----- ----- ----- ----- 7.836 7.836
16.47 2.976 453.41 ----- ----- ----- ----- ----- ----- ----- ----- 7.810 7.810
16.50 2.958 453.39 ----- ----- ----- ----- ----- ----- ----- ----- 7.784 7.784
16.53 2.941 453.38 ----- ----- ----- ----- ----- ----- ----- ----- 7.758 7.758
16.57 2.925 453.36 ----- ----- ----- ----- ----- ----- ----- ----- 7.731 7.731
16.60 2.910 453.35 ----- ----- ----- ----- ----- ----- ----- ----- 7.705 7.705
16.63 2.896 453.33 ----- ----- ----- ----- ----- ----- ----- ----- 7.679 7.679
16.67 2.882 453.32 ----- ----- ----- ----- ----- ----- ----- ----- 7.653 7.653
16.70 2.870 453.30 ----- ----- ----- ----- ----- ----- ----- ----- 7.627 7.627
16.73 2.858 453.29 ----- ----- ----- ----- ----- ----- ----- ----- 7.601 7.601
16.77 2.847 453.27 ----- ----- ----- ----- ----- ----- ----- ----- 7.576 7.576
16.80 2.836 453.26 ----- ----- ----- ----- ----- ----- ----- ----- 7.550 7.550
16.83 2.825 453.24 ----- ----- ----- ----- ----- ----- ----- ----- 7.524 7.524
16.87 2.815 453.23 ----- ----- ----- ----- ----- ----- ----- ----- 7.499 7.499
16.90 2.805 453.21 ----- ----- ----- ----- ----- ----- ----- ----- 7.473 7.473
16.93 2.795 453.20 ----- ----- ----- ----- ----- ----- ----- ----- 7.448 7.448
16.97 2.785 453.19 ----- ----- ----- ----- ----- ----- ----- ----- 7.423 7.423
17.00 2.775 453.17 ----- ----- ----- ----- ----- ----- ----- ----- 7.398 7.398
17.03 2.766 453.16 ----- ----- ----- ----- ----- ----- ----- ----- 7.373 7.373
17.07 2.756 453.14 ----- ----- ----- ----- ----- ----- ----- ----- 7.347 7.347 Continues on next page...
9 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.10 2.746 453.13 ----- ----- ----- ----- ----- ----- ----- ----- 7.323 7.323
17.13 2.736 453.11 ----- ----- ----- ----- ----- ----- ----- ----- 7.298 7.298
17.17 2.726 453.10 ----- ----- ----- ----- ----- ----- ----- ----- 7.273 7.273
17.20 2.716 453.09 ----- ----- ----- ----- ----- ----- ----- ----- 7.248 7.248
17.23 2.706 453.07 ----- ----- ----- ----- ----- ----- ----- ----- 7.224 7.224
17.27 2.696 453.06 ----- ----- ----- ----- ----- ----- ----- ----- 7.199 7.199
17.30 2.686 453.04 ----- ----- ----- ----- ----- ----- ----- ----- 7.175 7.175
17.33 2.676 453.03 ----- ----- ----- ----- ----- ----- ----- ----- 7.150 7.150
17.37 2.666 453.02 ----- ----- ----- ----- ----- ----- ----- ----- 7.126 7.126
17.40 2.656 453.00 ----- ----- ----- ----- ----- ----- ----- ----- 7.102 7.102
17.43 2.646 452.98 ----- ----- ----- ----- ----- ----- ----- ----- 7.072 7.072
17.47 2.636 452.97 ----- ----- ----- ----- ----- ----- ----- ----- 7.041 7.041
17.50 2.626 452.95 ----- ----- ----- ----- ----- ----- ----- ----- 7.011 7.011
17.53 2.616 452.93 ----- ----- ----- ----- ----- ----- ----- ----- 6.981 6.981
17.57 2.606 452.91 ----- ----- ----- ----- ----- ----- ----- ----- 6.951 6.951
17.60 2.596 452.90 ----- ----- ----- ----- ----- ----- ----- ----- 6.921 6.921
17.63 2.586 452.88 ----- ----- ----- ----- ----- ----- ----- ----- 6.891 6.891
17.67 2.576 452.86 ----- ----- ----- ----- ----- ----- ----- ----- 6.861 6.861
17.70 2.566 452.84 ----- ----- ----- ----- ----- ----- ----- ----- 6.832 6.832
17.73 2.556 452.83 ----- ----- ----- ----- ----- ----- ----- ----- 6.802 6.802
17.77 2.546 452.81 ----- ----- ----- ----- ----- ----- ----- ----- 6.773 6.773
17.80 2.536 452.79 ----- ----- ----- ----- ----- ----- ----- ----- 6.744 6.744
17.83 2.526 452.78 ----- ----- ----- ----- ----- ----- ----- ----- 6.715 6.715
17.87 2.516 452.76 ----- ----- ----- ----- ----- ----- ----- ----- 6.686 6.686
17.90 2.506 452.74 ----- ----- ----- ----- ----- ----- ----- ----- 6.657 6.657
17.93 2.496 452.73 ----- ----- ----- ----- ----- ----- ----- ----- 6.629 6.629
17.97 2.485 452.71 ----- ----- ----- ----- ----- ----- ----- ----- 6.600 6.600
18.00 2.475 452.69 ----- ----- ----- ----- ----- ----- ----- ----- 6.572 6.572 Continues on next page...
10 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.03 2.465 452.68 ----- ----- ----- ----- ----- ----- ----- ----- 6.544 6.544
18.07 2.455 452.66 ----- ----- ----- ----- ----- ----- ----- ----- 6.516 6.516
18.10 2.445 452.65 ----- ----- ----- ----- ----- ----- ----- ----- 6.488 6.488
18.13 2.435 452.63 ----- ----- ----- ----- ----- ----- ----- ----- 6.460 6.460
18.17 2.424 452.61 ----- ----- ----- ----- ----- ----- ----- ----- 6.432 6.432
18.20 2.414 452.60 ----- ----- ----- ----- ----- ----- ----- ----- 6.405 6.405
18.23 2.404 452.58 ----- ----- ----- ----- ----- ----- ----- ----- 6.377 6.377
18.27 2.394 452.57 ----- ----- ----- ----- ----- ----- ----- ----- 6.350 6.350
18.30 2.384 452.55 ----- ----- ----- ----- ----- ----- ----- ----- 6.322 6.322
18.33 2.373 452.53 ----- ----- ----- ----- ----- ----- ----- ----- 6.295 6.295
18.37 2.363 452.52 ----- ----- ----- ----- ----- ----- ----- ----- 6.268 6.268
18.40 2.353 452.50 ----- ----- ----- ----- ----- ----- ----- ----- 6.241 6.241
18.43 2.343 452.49 ----- ----- ----- ----- ----- ----- ----- ----- 6.215 6.215
18.47 2.332 452.47 ----- ----- ----- ----- ----- ----- ----- ----- 6.188 6.188
18.50 2.322 452.46 ----- ----- ----- ----- ----- ----- ----- ----- 6.161 6.161
18.53 2.312 452.44 ----- ----- ----- ----- ----- ----- ----- ----- 6.135 6.135
18.57 2.301 452.43 ----- ----- ----- ----- ----- ----- ----- ----- 6.109 6.109
18.60 2.291 452.41 ----- ----- ----- ----- ----- ----- ----- ----- 6.082 6.082
18.63 2.281 452.40 ----- ----- ----- ----- ----- ----- ----- ----- 6.056 6.056
18.67 2.271 452.38 ----- ----- ----- ----- ----- ----- ----- ----- 6.030 6.030
18.70 2.260 452.37 ----- ----- ----- ----- ----- ----- ----- ----- 6.004 6.004
18.73 2.250 452.35 ----- ----- ----- ----- ----- ----- ----- ----- 5.979 5.979
18.77 2.240 452.34 ----- ----- ----- ----- ----- ----- ----- ----- 5.953 5.953
18.80 2.229 452.32 ----- ----- ----- ----- ----- ----- ----- ----- 5.927 5.927
18.83 2.219 452.31 ----- ----- ----- ----- ----- ----- ----- ----- 5.902 5.902
18.87 2.209 452.29 ----- ----- ----- ----- ----- ----- ----- ----- 5.876 5.876
18.90 2.198 452.28 ----- ----- ----- ----- ----- ----- ----- ----- 5.851 5.851
18.93 2.188 452.26 ----- ----- ----- ----- ----- ----- ----- ----- 5.826 5.826 Continues on next page...
11 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.97 2.177 452.25 ----- ----- ----- ----- ----- ----- ----- ----- 5.801 5.801
19.00 2.167 452.23 ----- ----- ----- ----- ----- ----- ----- ----- 5.776 5.776
19.03 2.157 452.22 ----- ----- ----- ----- ----- ----- ----- ----- 5.751 5.751
19.07 2.146 452.21 ----- ----- ----- ----- ----- ----- ----- ----- 5.726 5.726
19.10 2.136 452.19 ----- ----- ----- ----- ----- ----- ----- ----- 5.702 5.702
19.13 2.125 452.18 ----- ----- ----- ----- ----- ----- ----- ----- 5.677 5.677
19.17 2.115 452.16 ----- ----- ----- ----- ----- ----- ----- ----- 5.653 5.653
19.20 2.105 452.15 ----- ----- ----- ----- ----- ----- ----- ----- 5.628 5.628
19.23 2.094 452.13 ----- ----- ----- ----- ----- ----- ----- ----- 5.604 5.604
19.27 2.084 452.12 ----- ----- ----- ----- ----- ----- ----- ----- 5.580 5.580
19.30 2.073 452.11 ----- ----- ----- ----- ----- ----- ----- ----- 5.556 5.556
19.33 2.063 452.09 ----- ----- ----- ----- ----- ----- ----- ----- 5.532 5.532
19.37 2.052 452.08 ----- ----- ----- ----- ----- ----- ----- ----- 5.508 5.508
19.40 2.042 452.06 ----- ----- ----- ----- ----- ----- ----- ----- 5.484 5.484
19.43 2.031 452.05 ----- ----- ----- ----- ----- ----- ----- ----- 5.460 5.460
19.47 2.021 452.04 ----- ----- ----- ----- ----- ----- ----- ----- 5.437 5.437
19.50 2.010 452.02 ----- ----- ----- ----- ----- ----- ----- ----- 5.413 5.413
19.53 2.000 452.01 ----- ----- ----- ----- ----- ----- ----- ----- 5.390 5.390
19.57 1.989 452.00 ----- ----- ----- ----- ----- ----- ----- ----- 5.364 5.364
19.60 1.979 451.98 ----- ----- ----- ----- ----- ----- ----- ----- 5.332 5.332
19.63 1.968 451.96 ----- ----- ----- ----- ----- ----- ----- ----- 5.301 5.301
19.67 1.958 451.94 ----- ----- ----- ----- ----- ----- ----- ----- 5.269 5.269
19.70 1.947 451.92 ----- ----- ----- ----- ----- ----- ----- ----- 5.238 5.238
19.73 1.937 451.90 ----- ----- ----- ----- ----- ----- ----- ----- 5.207 5.207
19.77 1.926 451.89 ----- ----- ----- ----- ----- ----- ----- ----- 5.176 5.176
19.80 1.916 451.87 ----- ----- ----- ----- ----- ----- ----- ----- 5.145 5.145
19.83 1.905 451.85 ----- ----- ----- ----- ----- ----- ----- ----- 5.115 5.115
19.87 1.895 451.83 ----- ----- ----- ----- ----- ----- ----- ----- 5.084 5.084 Continues on next page...
12 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.90 1.884 451.81 ----- ----- ----- ----- ----- ----- ----- ----- 5.054 5.054
19.93 1.873 451.80 ----- ----- ----- ----- ----- ----- ----- ----- 5.024 5.024
19.97 1.863 451.78 ----- ----- ----- ----- ----- ----- ----- ----- 4.994 4.994
20.00 1.852 451.76 ----- ----- ----- ----- ----- ----- ----- ----- 4.965 4.965
20.03 1.842 451.75 ----- ----- ----- ----- ----- ----- ----- ----- 4.935 4.935
20.07 1.831 451.73 ----- ----- ----- ----- ----- ----- ----- ----- 4.906 4.906
20.10 1.821 451.71 ----- ----- ----- ----- ----- ----- ----- ----- 4.877 4.877
20.13 1.810 451.69 ----- ----- ----- ----- ----- ----- ----- ----- 4.848 4.848
20.17 1.800 451.68 ----- ----- ----- ----- ----- ----- ----- ----- 4.820 4.820
20.20 1.791 451.66 ----- ----- ----- ----- ----- ----- ----- ----- 4.791 4.791
20.23 1.781 451.64 ----- ----- ----- ----- ----- ----- ----- ----- 4.763 4.763
20.27 1.772 451.63 ----- ----- ----- ----- ----- ----- ----- ----- 4.735 4.735
20.30 1.763 451.61 ----- ----- ----- ----- ----- ----- ----- ----- 4.707 4.707
20.33 1.754 451.60 ----- ----- ----- ----- ----- ----- ----- ----- 4.679 4.679
20.37 1.746 451.58 ----- ----- ----- ----- ----- ----- ----- ----- 4.651 4.651
20.40 1.739 451.56 ----- ----- ----- ----- ----- ----- ----- ----- 4.624 4.624
20.43 1.732 451.55 ----- ----- ----- ----- ----- ----- ----- ----- 4.597 4.596
20.47 1.725 451.53 ----- ----- ----- ----- ----- ----- ----- ----- 4.569 4.569
20.50 1.719 451.52 ----- ----- ----- ----- ----- ----- ----- ----- 4.543 4.543
20.53 1.714 451.50 ----- ----- ----- ----- ----- ----- ----- ----- 4.516 4.516
20.57 1.709 451.48 ----- ----- ----- ----- ----- ----- ----- ----- 4.489 4.489
20.60 1.705 451.47 ----- ----- ----- ----- ----- ----- ----- ----- 4.463 4.463
20.63 1.701 451.45 ----- ----- ----- ----- ----- ----- ----- ----- 4.437 4.437
20.67 1.697 451.44 ----- ----- ----- ----- ----- ----- ----- ----- 4.411 4.411
20.70 1.694 451.42 ----- ----- ----- ----- ----- ----- ----- ----- 4.386 4.386
20.73 1.691 451.41 ----- ----- ----- ----- ----- ----- ----- ----- 4.360 4.360
20.77 1.689 451.39 ----- ----- ----- ----- ----- ----- ----- ----- 4.335 4.335
20.80 1.686 451.38 ----- ----- ----- ----- ----- ----- ----- ----- 4.310 4.310 Continues on next page...
13 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.83 1.684 451.37 ----- ----- ----- ----- ----- ----- ----- ----- 4.285 4.285
20.87 1.682 451.35 ----- ----- ----- ----- ----- ----- ----- ----- 4.261 4.261
20.90 1.680 451.34 ----- ----- ----- ----- ----- ----- ----- ----- 4.237 4.237
20.93 1.678 451.32 ----- ----- ----- ----- ----- ----- ----- ----- 4.212 4.212
20.97 1.676 451.31 ----- ----- ----- ----- ----- ----- ----- ----- 4.189 4.189
21.00 1.674 451.30 ----- ----- ----- ----- ----- ----- ----- ----- 4.165 4.165
21.03 1.672 451.28 ----- ----- ----- ----- ----- ----- ----- ----- 4.141 4.141
21.07 1.670 451.27 ----- ----- ----- ----- ----- ----- ----- ----- 4.118 4.118
21.10 1.668 451.25 ----- ----- ----- ----- ----- ----- ----- ----- 4.095 4.095
21.13 1.666 451.24 ----- ----- ----- ----- ----- ----- ----- ----- 4.072 4.072
21.17 1.664 451.23 ----- ----- ----- ----- ----- ----- ----- ----- 4.049 4.049
21.20 1.662 451.21 ----- ----- ----- ----- ----- ----- ----- ----- 4.027 4.027
21.23 1.660 451.20 ----- ----- ----- ----- ----- ----- ----- ----- 4.005 4.005
21.27 1.658 451.19 ----- ----- ----- ----- ----- ----- ----- ----- 3.982 3.982
21.30 1.657 451.18 ----- ----- ----- ----- ----- ----- ----- ----- 3.960 3.960
21.33 1.655 451.16 ----- ----- ----- ----- ----- ----- ----- ----- 3.939 3.939
21.37 1.653 451.15 ----- ----- ----- ----- ----- ----- ----- ----- 3.917 3.917
21.40 1.651 451.14 ----- ----- ----- ----- ----- ----- ----- ----- 3.896 3.896
21.43 1.649 451.13 ----- ----- ----- ----- ----- ----- ----- ----- 3.875 3.875
21.47 1.647 451.11 ----- ----- ----- ----- ----- ----- ----- ----- 3.854 3.854
21.50 1.645 451.10 ----- ----- ----- ----- ----- ----- ----- ----- 3.833 3.833
21.53 1.643 451.09 ----- ----- ----- ----- ----- ----- ----- ----- 3.812 3.812
21.57 1.641 451.08 ----- ----- ----- ----- ----- ----- ----- ----- 3.792 3.792
21.60 1.639 451.07 ----- ----- ----- ----- ----- ----- ----- ----- 3.771 3.771
21.63 1.637 451.05 ----- ----- ----- ----- ----- ----- ----- ----- 3.751 3.751
21.67 1.635 451.04 ----- ----- ----- ----- ----- ----- ----- ----- 3.731 3.731
21.70 1.633 451.03 ----- ----- ----- ----- ----- ----- ----- ----- 3.712 3.712
21.73 1.631 451.02 ----- ----- ----- ----- ----- ----- ----- ----- 3.692 3.692 Continues on next page...
14 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
21.77 1.629 451.01 ----- ----- ----- ----- ----- ----- ----- ----- 3.672 3.672
21.80 1.627 450.99 ----- ----- ----- ----- ----- ----- ----- ----- 3.638 3.638
21.83 1.625 450.98 ----- ----- ----- ----- ----- ----- ----- ----- 3.573 3.573
21.87 1.623 450.96 ----- ----- ----- ----- ----- ----- ----- ----- 3.510 3.510
21.90 1.621 450.94 ----- ----- ----- ----- ----- ----- ----- ----- 3.449 3.449
21.93 1.619 450.93 ----- ----- ----- ----- ----- ----- ----- ----- 3.390 3.390
21.97 1.617 450.91 ----- ----- ----- ----- ----- ----- ----- ----- 3.333 3.333
22.00 1.615 450.90 ----- ----- ----- ----- ----- ----- ----- ----- 3.277 3.277
22.03 1.613 450.88 ----- ----- ----- ----- ----- ----- ----- ----- 3.223 3.223
22.07 1.611 450.87 ----- ----- ----- ----- ----- ----- ----- ----- 3.171 3.171
22.10 1.609 450.85 ----- ----- ----- ----- ----- ----- ----- ----- 3.121 3.121
22.13 1.607 450.84 ----- ----- ----- ----- ----- ----- ----- ----- 3.072 3.072
22.17 1.605 450.83 ----- ----- ----- ----- ----- ----- ----- ----- 3.025 3.025
22.20 1.603 450.81 ----- ----- ----- ----- ----- ----- ----- ----- 2.979 2.979
22.23 1.601 450.80 ----- ----- ----- ----- ----- ----- ----- ----- 2.934 2.934
22.27 1.599 450.79 ----- ----- ----- ----- ----- ----- ----- ----- 2.891 2.891
22.30 1.597 450.78 ----- ----- ----- ----- ----- ----- ----- ----- 2.849 2.849
22.33 1.595 450.77 ----- ----- ----- ----- ----- ----- ----- ----- 2.809 2.809
22.37 1.593 450.76 ----- ----- ----- ----- ----- ----- ----- ----- 2.770 2.770
22.40 1.591 450.75 ----- ----- ----- ----- ----- ----- ----- ----- 2.732 2.732
22.43 1.589 450.74 ----- ----- ----- ----- ----- ----- ----- ----- 2.695 2.695
22.47 1.587 450.73 ----- ----- ----- ----- ----- ----- ----- ----- 2.659 2.659
22.50 1.586 450.72 ----- ----- ----- ----- ----- ----- ----- ----- 2.624 2.624
22.53 1.584 450.71 ----- ----- ----- ----- ----- ----- ----- ----- 2.591 2.591
22.57 1.582 450.70 ----- ----- ----- ----- ----- ----- ----- ----- 2.558 2.558
22.60 1.580 450.69 ----- ----- ----- ----- ----- ----- ----- ----- 2.526 2.527
22.63 1.578 450.68 ----- ----- ----- ----- ----- ----- ----- ----- 2.496 2.496
22.67 1.576 450.67 ----- ----- ----- ----- ----- ----- ----- ----- 2.466 2.466 Continues on next page...
15 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.70 1.574 450.67 ----- ----- ----- ----- ----- ----- ----- ----- 2.437 2.437
22.73 1.572 450.66 ----- ----- ----- ----- ----- ----- ----- ----- 2.409 2.409
22.77 1.570 450.65 ----- ----- ----- ----- ----- ----- ----- ----- 2.382 2.382
22.80 1.568 450.64 ----- ----- ----- ----- ----- ----- ----- ----- 2.356 2.356
22.83 1.566 450.64 ----- ----- ----- ----- ----- ----- ----- ----- 2.331 2.331
22.87 1.564 450.63 ----- ----- ----- ----- ----- ----- ----- ----- 2.306 2.306
22.90 1.562 450.62 ----- ----- ----- ----- ----- ----- ----- ----- 2.282 2.282
22.93 1.559 450.62 ----- ----- ----- ----- ----- ----- ----- ----- 2.258 2.258
22.97 1.557 450.61 ----- ----- ----- ----- ----- ----- ----- ----- 2.236 2.236
23.00 1.555 450.60 ----- ----- ----- ----- ----- ----- ----- ----- 2.214 2.214
23.03 1.553 450.60 ----- ----- ----- ----- ----- ----- ----- ----- 2.192 2.193
23.07 1.551 450.59 ----- ----- ----- ----- ----- ----- ----- ----- 2.172 2.172
23.10 1.549 450.59 ----- ----- ----- ----- ----- ----- ----- ----- 2.152 2.152
23.13 1.547 450.58 ----- ----- ----- ----- ----- ----- ----- ----- 2.132 2.132
23.17 1.545 450.58 ----- ----- ----- ----- ----- ----- ----- ----- 2.113 2.113
23.20 1.543 450.57 ----- ----- ----- ----- ----- ----- ----- ----- 2.095 2.095
23.23 1.541 450.57 ----- ----- ----- ----- ----- ----- ----- ----- 2.077 2.077
23.27 1.539 450.56 ----- ----- ----- ----- ----- ----- ----- ----- 2.060 2.060
23.30 1.537 450.56 ----- ----- ----- ----- ----- ----- ----- ----- 2.043 2.043
23.33 1.535 450.55 ----- ----- ----- ----- ----- ----- ----- ----- 2.027 2.027
23.37 1.533 450.55 ----- ----- ----- ----- ----- ----- ----- ----- 2.011 2.011
23.40 1.531 450.55 ----- ----- ----- ----- ----- ----- ----- ----- 1.995 1.995
23.43 1.529 450.54 ----- ----- ----- ----- ----- ----- ----- ----- 1.980 1.980
23.47 1.527 450.54 ----- ----- ----- ----- ----- ----- ----- ----- 1.966 1.966
23.50 1.525 450.53 ----- ----- ----- ----- ----- ----- ----- ----- 1.951 1.951
23.53 1.523 450.53 ----- ----- ----- ----- ----- ----- ----- ----- 1.938 1.938
23.57 1.521 450.53 ----- ----- ----- ----- ----- ----- ----- ----- 1.924 1.924
23.60 1.519 450.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.911 1.911 Continues on next page...
16 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.63 1.517 450.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.898 1.898
23.67 1.515 450.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.886 1.886
23.70 1.513 450.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.874 1.874
23.73 1.511 450.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.862 1.862
23.77 1.509 450.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.851 1.851
23.80 1.507 450.50 ----- ----- ----- ----- ----- ----- ----- ----- 1.840 1.840
23.83 1.505 450.50 ----- ----- ----- ----- ----- ----- ----- ----- 1.829 1.829
23.87 1.503 450.50 ----- ----- ----- ----- ----- ----- ----- ----- 1.819 1.819
23.90 1.501 450.49 ----- ----- ----- ----- ----- ----- ----- ----- 1.808 1.808
23.93 1.499 450.49 ----- ----- ----- ----- ----- ----- ----- ----- 1.798 1.798
23.97 1.497 450.49 ----- ----- ----- ----- ----- ----- ----- ----- 1.789 1.789
24.00 1.495 450.49 ----- ----- ----- ----- ----- ----- ----- ----- 1.779 1.779
24.03 1.486 450.48 ----- ----- ----- ----- ----- ----- ----- ----- 1.770 1.770
24.07 1.469 450.48 ----- ----- ----- ----- ----- ----- ----- ----- 1.760 1.760
24.10 1.445 450.48 ----- ----- ----- ----- ----- ----- ----- ----- 1.751 1.751
24.13 1.415 450.48 ----- ----- ----- ----- ----- ----- ----- ----- 1.740 1.740
24.17 1.377 450.47 ----- ----- ----- ----- ----- ----- ----- ----- 1.729 1.729
24.20 1.331 450.47 ----- ----- ----- ----- ----- ----- ----- ----- 1.717 1.717
24.23 1.279 450.47 ----- ----- ----- ----- ----- ----- ----- ----- 1.704 1.704
24.27 1.219 450.46 ----- ----- ----- ----- ----- ----- ----- ----- 1.689 1.689
24.30 1.153 450.46 ----- ----- ----- ----- ----- ----- ----- ----- 1.673 1.673
24.33 1.079 450.45 ----- ----- ----- ----- ----- ----- ----- ----- 1.655 1.655
24.37 0.998 450.45 ----- ----- ----- ----- ----- ----- ----- ----- 1.635 1.635
24.40 0.910 450.44 ----- ----- ----- ----- ----- ----- ----- ----- 1.613 1.613
24.43 0.815 450.43 ----- ----- ----- ----- ----- ----- ----- ----- 1.589 1.589
24.47 0.713 450.43 ----- ----- ----- ----- ----- ----- ----- ----- 1.562 1.562
24.50 0.617 450.42 ----- ----- ----- ----- ----- ----- ----- ----- 1.533 1.533
24.53 0.529 450.41 ----- ----- ----- ----- ----- ----- ----- ----- 1.502 1.502 Continues on next page...
17 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
24.57 0.447 450.40 ----- ----- ----- ----- ----- ----- ----- ----- 1.469 1.469
24.60 0.373 450.39 ----- ----- ----- ----- ----- ----- ----- ----- 1.435 1.435
24.63 0.305 450.38 ----- ----- ----- ----- ----- ----- ----- ----- 1.399 1.399
24.67 0.244 450.37 ----- ----- ----- ----- ----- ----- ----- ----- 1.363 1.363
24.70 0.189 450.36 ----- ----- ----- ----- ----- ----- ----- ----- 1.326 1.326
24.73 0.142 450.35 ----- ----- ----- ----- ----- ----- ----- ----- 1.289 1.289
24.77 0.101 450.34 ----- ----- ----- ----- ----- ----- ----- ----- 1.251 1.251
24.80 0.068 450.33 ----- ----- ----- ----- ----- ----- ----- ----- 1.213 1.213
24.83 0.041 450.32 ----- ----- ----- ----- ----- ----- ----- ----- 1.176 1.176
24.87 0.020 450.31 ----- ----- ----- ----- ----- ----- ----- ----- 1.139 1.139
24.90 0.007 450.30 ----- ----- ----- ----- ----- ----- ----- ----- 1.102 1.102
24.93 0.000 450.29 ----- ----- ----- ----- ----- ----- ----- ----- 1.067 1.067
24.97 0.000 450.28 ----- ----- ----- ----- ----- ----- ----- ----- 1.032 1.032
25.00 0.000 450.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.999 0.999
25.03 0.000 450.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.967 0.967
25.07 0.000 450.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.935 0.935
25.10 0.000 450.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.905 0.905
25.13 0.000 450.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.876 0.876
25.17 0.000 450.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.848 0.848
25.20 0.000 450.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.820 0.820
25.23 0.000 450.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.794 0.794
25.27 0.000 450.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.768 0.768
25.30 0.000 450.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.743 0.743
25.33 0.000 450.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.719 0.719
25.37 0.000 450.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.696 0.696
25.40 0.000 450.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.673 0.673
25.43 0.000 450.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.652 0.652
25.47 0.000 450.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.631 0.631 Continues on next page...
18 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
25.50 0.000 450.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.610 0.610
25.53 0.000 450.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.591 0.591
25.57 0.000 450.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.572 0.571
25.60 0.000 450.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.553 0.553
25.63 0.000 450.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.535 0.535
25.67 0.000 450.14 ----- ----- ----- ----- ----- ----- ----- ----- 0.518 0.518
25.70 0.000 450.14 ----- ----- ----- ----- ----- ----- ----- ----- 0.501 0.501
25.73 0.000 450.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.485 0.485
25.77 0.000 450.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.469 0.469
25.80 0.000 450.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.454 0.454
25.83 0.000 450.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.439 0.439
25.87 0.000 450.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.425 0.425
25.90 0.000 450.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.411 0.411
25.93 0.000 450.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.398 0.398
25.97 0.000 450.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.385 0.385
26.00 0.000 450.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.373 0.373
26.03 0.000 450.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.361 0.361
26.07 0.000 450.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.349 0.349
26.10 0.000 450.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.338 0.338
26.13 0.000 450.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.327 0.327
26.17 0.000 450.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.316 0.316
26.20 0.000 450.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.306 0.306
26.23 0.000 450.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.296 0.296
26.27 0.000 450.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.287 0.287
26.30 0.000 450.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.277 0.277
26.33 0.000 450.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.268 0.268
26.37 0.000 450.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.260 0.260
26.40 0.000 450.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.251 0.251 Continues on next page...
19 RETENTION BASIN, H4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
26.43 0.000 450.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.243 0.243
26.47 0.000 450.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.235 0.235
26.50 0.000 450.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.228 0.228
26.53 0.000 450.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.220 0.220
26.57 0.000 450.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.213 0.213
26.60 0.000 450.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.206 0.206
26.63 0.000 450.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.200 0.200
26.67 0.000 450.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.193 0.193
26.70 0.000 450.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.187 0.187
26.73 0.000 450.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.181 0.181
26.77 0.000 450.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.175 0.175
26.80 0.000 450.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.170 0.169
26.83 0.000 450.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.164 0.164
26.87 0.000 450.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.159 0.159
26.90 0.000 450.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.154 0.154
26.93 0.000 450.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.149 0.149
26.97 0.000 450.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.144 0.144
27.00 0.000 450.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.139 0.139
27.03 0.000 450.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.135 0.135
27.07 0.000 450.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.130 0.130
27.10 0.000 450.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.126 0.126
27.13 0.000 450.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.122 0.122
27.17 0.000 450.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.118 0.118
27.20 0.000 450.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.114 0.114
27.23 0.000 450.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.111 0.111
27.27 0.000 450.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.107 0.107
27.30 0.000 450.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.104 0.104
27.33 0.000 450.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.100 0.100 ...End
APPENDIX 5
PRE/POST DEVELOPMENT HYDROLOGY MAPS
POST DEVELOPMENT UNIT HYDROGRAPH MAP
STORM DRAIN & CATCH BASIN EXHIBIT
RIO GUADALUPE RD RIO VISTA DR
MORONGO CREEK STORMWATER CHANNEL VERONA ROAD RIO VERACRUZ ROAD RIO LARGO ROAD RIO NACHES ROAD RIO MADRED DR RIO VISTA DR G
N I R E E N E I G
N f u l l c i r c l e t h i n k i n g LEGEND PREPARED BY: PRE-DEVELOPMENT DRAINAGE MAP CATHEDRAL CITY, CA TTM - 38712 & 38713 VICINITY MAP ASSESSORS PARCEL NUMBERS: OWNER/DEVELOPER: CIVIL ENGINEER:
MORONGO CREEK STORMWATER CHANNEL VERONA ROAD
RIO GUADALUPE ROAD
RIO LUNA ROAD RIO VARACRUZ ROAD RIO LARGO ROAD RIO NACHES ROAD RIO MADRED DR RIO VISTA DR
RIO HONDO
ROAD
G
N I R E E N E I G
N f u l l c i r c l e t h i n k i n g LEGEND PREPARED BY: POST-DEVELOPMENT DRAINAGE MAP CATHEDRAL CITY, CA TTM - 38712 & 38713 VICINITY MAP ASSESSORS PARCEL NUMBERS: OWNER/DEVELOPER: CIVIL ENGINEER:
E
MORONGO CREEK STORMWATER CHANNEL VERONA ROAD
RIO GUADALUPE ROAD
RIO LUNA ROAD
RIO HONDO
ROAD RIO VERACRUZ ROAD RIO LARGO ROAD RIO NACHES ROAD RIO MADRED DR RIO VISTA DR G
N I R E E N E I G
N f u l l c i r c l e t h i n k i n g LEGEND PREPARED BY: POST-DEVELOPMENT UNIT HYDROGRAPH CATHEDRAL CITY, CA TTM - 38712 & 38713 VICINITY MAP ASSESSORS PARCEL NUMBERS: OWNER/DEVELOPER: CIVIL ENGINEER:
VERONA ROAD
RIO GUADALUPE ROAD
RIO FELICIA ROAD
RIO HONDO ROAD
RIO JANIERO ROAD
RIO VISTA ROAD
RIO VISTA ROAD
RIO NACHES ROAD
RIO LARGO ROAD
RIO MADRE ROAD
RIO VALENCIA ROAD
MORONGO CREEK
STORMWATER CHANNEL
G
N I R E E N E I G
N
f u l l c i r c l e t h i n k i n g
PREPARED BY:
STORM DRAIN AND CATCH BASIN EXHIBIT
CATHEDRAL CITY, CA
TENTATIVE TRACT MAP NO. 38712 & 38713
APPENDIX 6
STORM DRAIN SIZING
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Jun 1 2023 4090-01 TTM 38712-13 -18IN PIPE - Q100(MAX)=7.23 CFS -S=0.0050 Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 7.23
Highlighted
Depth (ft) = 1.20
Q (cfs) = 7.230
Area (sqft) = 1.52
Velocity (ft/s) = 4.77
Wetted Perim (ft) = 3.32
Crit Depth, Yc (ft) = 1.05
Top Width (ft) = 1.20
EGL (ft) = 1.55
0 1 2 3
Elev (ft) Section
99.50 100.00
100.50
101.00
101.50
102.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Jun 6 2023 4090-01 TTM 38712-13 -24IN PIPE - Q100(MAX)=14.60 CFS -S=0.0050 Circular
Diameter (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 14.60
Highlighted
Depth (ft) = 1.51
Q (cfs) = 14.60
Area (sqft) = 2.55
Velocity (ft/s) = 5.72
Wetted Perim (ft) = 4.22
Crit Depth, Yc (ft) = 1.38
Top Width (ft) = 1.72
EGL (ft) = 2.02
0 1 2 3 4
Elev (ft) Depth (ft) Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Jun 6 20234090-01 TTM 38712-13 -30IN PIPE - Q100(MAX)=29.80 CFS -S=0.0050CircularDiameter (ft) = 2.50Invert Elev (ft) = 100.00Slope (%) = 0.50N-Value = 0.013CalculationsCompute by: Known QKnown Q (cfs) = 29.80 HighlightedDepth (ft) = 2.12Q (cfs) = 29.80
Area (sqft) = 4.45
Velocity (ft/s) = 6.70Wetted Perim (ft) = 5.86Crit Depth, Yc (ft) = 1.86Top Width (ft) = 1.79EGL (ft) = 2.82 0 1 2
3 4
5 Elev (ft) Section
99.50 100.00100.50101.00101.50102.00102.50103.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Jun 6 2023 4090-01 TTM 38712-13 -36IN PIPE - Q100(MAX)=47.09 CFS -S=0.0050 Circular
Diameter (ft) = 3.00
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 47.09
Highlighted
Depth (ft) = 2.46
Q (cfs) = 47.09
Area (sqft) = 6.22
Velocity (ft/s) = 7.58
Wetted Perim (ft) = 6.81
Crit Depth, Yc (ft) = 2.24
Top Width (ft) = 2.30
EGL (ft) = 3.35
0 1 2 3 4 5
Elev (ft) Depth (ft) Section
99.00 -1.00
100.00 0.00
101.00 1.00
102.00 2.00
103.00 3.00
104.00 4.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Jun 6 20234090-01 TTM 38712-13 -42IN PIPE - Q100(MAX)=59.53 CFS -S=0.0050CircularDiameter (ft) = 3.50Invert Elev (ft) = 100.00Slope (%) = 0.50N-Value = 0.013CalculationsCompute by: Known QKnown Q (cfs) = 59.53 HighlightedDepth (ft) = 2.45Q (cfs) = 59.53
Area (sqft) = 7.21
Velocity (ft/s) = 8.26Wetted Perim (ft) = 6.95Crit Depth, Yc (ft) = 2.42Top Width (ft) = 3.20EGL (ft) = 3.51 0 1 2
3 4
5 6
Elev (ft) Depth (ft) Section
99.00 -1.00
100.00 0.00101.00 1.00102.00 2.00103.00 3.00104.00 4.00 Reach (ft)
APPENDIX 7
EXCERTPS FROM APPROVED MASTER DRAINAGE
REPORT FOR TRACT 28639-1 AND M-WQMP FOR
RIO VISTA VILLAGE (FOR REFERENCE ONLY)
2014 Whitewater River Region WQMP
April 29, 2015 ii
Contents
SECTION PAGE
I. Project Description ...........................................................................................................................1 II. Site Characterization.........................................................................................................................6 III. Pollutants of Concern .......................................................................................................................8 IV. Hydrologic Conditions of Concern .................................................................................................9 V. Best Management Practices...........................................................................................................10 V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPS....10 V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS.................................12 V.1.B TREATMENT CONTROL BMPS ................................................................................18 V.1.C MEASURABLE GOAL SUMMARY .............................................................................20 V.2 SOURCE CONTROL BMPS .................................................................................................21 V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES ............................................24 V.4 REGIONALLY-BASED BMPS .............................................................................................24 VI. Operation and Maintenance Responsibility for BMPs ................................................................25 VII. Funding............................................................................................................................................29 TABLES
TABLE 1. POLLUTANT OF CONCERN SUMMARY 8
TABLE 2. BMP SELECTION MATRIX BASED UPON POLLUTANT OF CONCERN REMOVAL EFFICIENCY 11 TABLE 3. IMPLEMENTATION OF SITE DESIGN BMP CONCEPTS 13
TABLE 4. LID/SITE DESIGN BMPS MEETING THE LID/SITE DESIGN MEASURABLE GOAL 17 TABLE 5: TREATMENT CONTROL BMP SUMMARY 19
TABLE 6: MEASURABLE GOAL SUMMARY 20
TABLE 7. SOURCE CONTROL BMPS 21
APPENDICES
A. CONDITIONS OF APPROVAL
B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDROLOGIC CONDITIONS OF CONCERN (IF APPLICABLE) D. EDUCATIONAL MATERIALS
E. SOILS REPORT (IF APPLICABLE)
F. STRUCTURAL BMP AND/OR RETENTION FACILITY SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS – CC&RS, COVENANT AND AGREEMENTS, BMP MAINTENANCE AGREEMENTS AND/OR
OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND
TRANSFER OF REQUIREMENTS FOR THIS PROJECT-SPECIFIC WQMP H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT – SUMMARY OF SITE REMEDIATION CONDUCTED AND
USE RESTRICTIONS
I. PROJECT-SPECIFIC WQMP SUMMARY DATA FORM
J. AMENDMENTS
2014 Whitewater River Region WQMP
April 29, 2015 1
I. Project Description
Project Owner: Verano Recovery, LLC
Attn: Mohamad Younes, P.E.
c/o Inland Communities Corp.
6430 W. Sunset Boulevard, Suite 460
Los Angeles, CA 90028
(323) 874-8000
WQMP Preparer: CASC Engineering and Consulting, Inc.
77-567 Country Club Drive, Suite 211
Palm Desert, CA 92211
Office: (760) 259-0108
Project Site Address: NW Corner of Landau Blvd & Verona Rd Cathedral City, CA
Planning Area/
Community Name/
Development Name: Rio Vista Village - Master WQMP
APN Number(s): To be included in F-WQMP phased developments Latitude & Longitude: 33.8556, -116.4824
Receiving Water: Whitewater River to Coachella Valley Storm Water Channel Project Site Size: 290.91 ac
Standard Industrial Classification (SIC) Code: 1521, Single Family Homes 1522, Multi-Family Use
Formation of Home Owners' Association (HOA)
or Property Owners Association (POA): Y N
2014 Whitewater River Region WQMP
April 29, 2015 2
Additional Permits/Approvals required for the Project:
AGENCY Permit required
State Department of Fish and Wildlife, Fish and Game
Code §1602 Streambed Alteration Agreement
Y N
State Water Resources Control Board, Clean Water Act
(CWA) Section 401 Water Quality Certification
Y N
US Army Corps of Engineers, CWA Section 404 permit Y N
US Fish and Wildlife, Endangered Species Act Section 7
biological opinion
Y N
Statewide Construction General Permit Coverage Y N
Statewide Industrial General Permit Coverage Y N
Other (please list in the space below as required)
2014 Whitewater River Region WQMP
April 29, 2015 3
Rio Vista Village Master WQMP
The project proposes to develop an overall Master WQMP (M-WQMP) with area specific Final WQMPs (F-WQMP) to address potential water quality issues. The Master WQMP will function as the conceptual water quality plan for the entire project. It will identify all drainage areas and retention facilities for the purpose of water quality (See Appendix B, M-WQMP Site Exhibit).
This conceptual master plan will also incorporate existing developed areas and proposed areas into the sizing calculations for water quality purposes. As phases of Rio Vista Village progress towards permitting and construction, F-WQMPs will be prepared for each phase and will identify the specific features to be incorporated into the project to address water quality protection requirements. Features may include a combination of existing and/or newly proposed features.
Existing and proposed developments will include, but not be limited to, public and private roads and alley ways, common parking areas, drainage patterns, catch basins, onsite storm drain systems, retention areas, common space areas, and pervious surfaces. Appendix J of the M-WQMP will be an amendment section where future phases of development will be logged.
Rio Vista Village is located on the northwest corner of Landau Boulevard and Verona Road in Cathedral City. The project is bounded by the Southern Pacific Railroad Right-of-Way to the North, Verona Road to the South, Landau Boulevard to the East, and Morongo Creek Stormwater Channel to the west. It is currently under the ownership of several different LLCs. An aerial photo overlay map distinguishing ownership is provided in Appendix B. An HOA has been formed for Rio Vista Village. CC&Rs are included in Appendix G. The Remainder Parcel of Tract 28639-1 (Parcel Map 34148) is a part of the annexable territory was not incorporated into the HOA. This area will need to be incorporated into the HOA upon proposed development.
The total area of the project is 290.91 acres, as shown on the tract map for Tract 28639-1 in Appendix B. Approximately 26.7 acres of the western portion of the property is located within the Morongo Creek Stormwater Channel. This area slopes towards the channel and contributes no runoff to the development; therefore, it has been excluded from the WQMP, M-WQMP Site Exhibit, and drainage studies. Overflows associated with the project discharge from the site to the east onto Landau Boulevard and is conveyed by the MS4 to the Whitewater River. Flows from the Whitewater River ultimately discharge to the Coachella Valley Storm Water Channel.
The western portion of the site has been previously graded; however, it remains vacant, desert terrain sloping to the southeast. The eastern portion of the property has been partially developed.
Existing development includes open space areas, retention basins, utilities, catch basins, onsite storm drain systems, public roads and alley ways, common parking areas, a community center (Lot 294 of Tract Map 28639-1), and completed existing single family residences. Existing single family residences are located on Lots 1-3, 17-28, 42-56, 61-63, 65-71, 73-98, 106-132, 133-144 of Tract Map 28639-1. The overall project will construct approximately 1,362 single family residential lots, associated streets, utilities, landscaping and retention areas.
The geotechnical investigation reported loose soils throughout the upper 3 to 4 feet of underlying soils with soils becoming firmer with depth. Moisture content of samples were low, ranging between 0.5 to 1.5 percent. Groundwater was cited to be in exceedance of 200’ below the surface.
The geotechnical report is located in Appendix E.
A drainage report for the project was prepared and has been included in Appendix F. A total of twelve drainage areas and twelve retention areas were identified for retention of the entire 100- year, 24-hour storm event. Flows exceeding the 100-yr, 24-hr event will pond and discharge to the east onto Landau Boulevard. Typical details of retention areas are provided on the Master Site 2014 Whitewater River Region WQMP
April 29, 2015 4
Map in Appendix B. Basins A through Basin G are located in the center of Rio Vista Boulevard.
Discharge from the onsite storm drains directly enter into existing drywells of Basins C, D, F, G and I. Overflows from the dry wells will pond up into the basin area. Runoff will be conveyed via the onsite storm drains and directly discharge into existing Basins G, H1, H2, and H4 Retention volumes and a water surface for Basin B were include in the drainage study. A design showing how discharges enter this basin will need to be addressed as Drainage Area B is developed. Drainage Area A/ Retention Area A and Lots 299, 300 and 277 of Tract 28639-1 were not included in the hydrology report. When these areas are developed, a hydrology report will be prepared and included in the F-WQMP. See Appendix B Master WQMP Site Map for all retention area locations.
Infiltration testing cited a rate of 8.94 in/hr (Appendix F, Basic Infiltration Testing Report).
Calculations were prepared using the infiltration rate and volumes based on the 100-yr, 24-hr storm event per the hydrology study. See Appendix F, Infiltration Basin Worksheets. The calculations demonstrate that the design of the basins provide adequate surface area to infiltrate for this event within 36 hours. The design of the existing basins exceed current NPDES WQMP requirements.
Cathedral City Municipal Code – Title 8 § 8.24.070 requires the retention/detention of the 100- year, 3-hour storm events. The design capture volume of the retention areas surpasses this volume.
Therefore, the project is not subject to the HCOC provisions of the WQMP and the project satisfies 100% of the LID/ site design measurable goal.
Appendix A of this project-specific WQMP includes a complete copy of the final Conditions of Approval. Appendix B of this project-specific WQMP includes:
a. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail; and
b. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features:
Location and identification of all structural BMPs, including Source Control, LID/Site Design and Treatment Control BMPs.
Landscaped areas.
Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.).
Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.).
Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership and operation.
Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated.
Location(s) of Receiving Waters to which the project directly or indirectly discharges.
2014 Whitewater River Region WQMP
April 29, 2015 5
Location of points where onsite (or tributary offsite) flows exit the property/project site.
Delineation of proposed drainage area boundaries, including tributary offsite areas, for each location where flows exit the project site and existing site (where existing site flows are required to be addressed). Each tributary area should be clearly denoted.
Pre- and post-project topography.
Appendix I is a one page form that summarizes pertinent information relative to this projectspecific WQMP. 2014 Whitewater River Region WQMP
April 29, 2015 6
II. Site Characterization
Land Use Designation or Zoning: R1 (Single Family Residential) and R3 (Multiple Family Residential)
Current Property Use: Partially Developed, Partially Vacant Proposed Property Use: Single and Multiple Family Residential Availability of Soils Report: Y N Note: A soils report is required if infiltration BMPs are utilized. Attach report in Appendix E.
Phase 1 Site Assessment: Y N Note: If prepared, attached remediation summary and use restrictions in Appendix H.
2014 Whitewater River Region WQMP
April 29, 2015 7
Receiving Waters for Urban Runoff from Site
Receiving
Waters
EPA Approved
303(d) List
Impairments
Designated Beneficial
Uses
Proximity to RARE
Beneficial Use
Designated Receiving
Waters
Whitewater
River -
MUN, AGR, GWR, RECI,
RECII, WARM, COLD,
WILD, POW
-
Coachella
Valley
Stormwater
Channel
DDT, Dieldrin, PCBs,
Pathogens,
Toxaphene
FRESH, RECI, RECII,
WARM, WILD, RARE 19.43 miles
2014 Whitewater River Region WQMP
April 29, 2015 8
III. Pollutants of Concern
Table 1. Pollutant of Concern Summary
Pollutant Category Potential for Project
and/or Existing Site
Causing Receiving Water
Impairment
Bacteria/Virus X X
Heavy Metals X
Nutrients X
Toxic Organic Compounds X
Sediment/Turbidity X
Trash & Debris X
Oil & Grease X
Other (specify pollutant):
Other (specify pollutant):
Pathogens are identified in the Colorado River Basin 303(d) Impaired Waterbody List. Pathogens have been identified as a potential pollutant. The implementation of retention basins will mitigate potential discharges with a high removal efficiency.
2014 Whitewater River Region WQMP
April 29, 2015 9
IV. Hydrologic Conditions of Concern
Local Jurisdiction Requires On-Site Retention of Urban Runoff:
Yes The project will be required to retain urban runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Stormwater"). This section does not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F.
No This section must be completed.
This Project meets the following condition:
Condition A: 1) Runoff from the Project is discharged directly to a publicly-owned, operated and maintained MS4 or engineered and maintained channel, 2) the discharge is in full compliance with local land use authority requirements for connections and discharges to the MS4 (including both quality and quantity requirements), 3) the discharge would not significantly impact stream habitat in proximate Receiving Waters, and 4) the discharge is authorized by the local land use authority.
Condition B: The project disturbs less than 1 acre and is not part of a larger common plan of development that exceeds 1 acre of disturbance. The disturbed area calculation must include all disturbances associated with larger plans of development.
Condition C: The project's runoff flow rate, volume, velocity and duration for the post-development condition do not exceed the pre-development condition for the 2- year, 24-hour and 10-year 24-hour rainfall events. This condition can be achieved by, where applicable, complying with the local land use authority's on-site retention ordinance, or minimizing impervious area on a site and incorporating other SiteDesign BMP concepts and LID/Site Design BMPs that assure non-exceedance of pre-development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the local land use authority.
None: Refer to Section 3.4 of the Whitewater River Region WQMP Guidance document for additional requirements.
Supporting engineering studies, calculations, and reports are included in Appendix C. 2 year – 24 hour 10 year – 24 hour
Precondition Post-condition Precondition Post-condition Discharge (cfs)
Velocity (fps)
Volume (cubic
feet)
Duration (minutes)
2014 Whitewater River Region WQMP
April 29, 2015 10
V. Best Management Practices
This project implements Best Management Practices (BMPs) to address the Pollutants of Concern that may potentially be generated from the use of the project site areas. These BMPs have been selected and implemented to comply with Section 3.5 of the WQMP Guidance document, and consist of Site Design BMP concepts, Source Control, LID/Site Design and, if/where necessary, Treatment Control BMPs as described herein.
V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT
CONTROL BMPS
Local Jurisdiction Requires On-Site Retention of Urban Runoff:
Yes The project will be required to retain Urban Runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Stormwater). The LID/Site Design measurable goal has thus been met (100%), and Sections V.1.A and V.1.B do not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F, and '100%' should be entered into Column 3 of Table 6 below.
No Section V.1 must be completed.
This section of the Project-Specific WQMP documents the LID/Site Design BMPs and, if/where necessary, the Treatment Control BMPs that will be implemented on the project to meet the requirements detailed within Section 3.5.1 of the WQMP Guidance document. Section 3.5.1 includes requirements to implement Site Design Concepts and BMPs, and includes requirements to address Pollutants of Concern with BMPs. Further, sub-section 3.5.1.1 specifically requires that Pollutants of Concern be addressed with LID/Site Design BMPs to the extent feasible.
LID/Site Design BMPs are those BMPs listed within Table 2 below which promote retention and/or feature a natural treatment mechanism; off-site and regionally-based BMPs are also LID/Site Design BMPs, and therefore count towards the measurable goal, if they fit these criteria.
This project incorporates LID/Site Design BMPs to fully address the Treatment Control BMP requirement where and to the extent feasible. If and where it has been acceptably demonstrated to the local land use authority that it is infeasible to fully meet this requirement with LID/Site Design BMPs, Section V.1.B (below) includes a description of the conventional Treatment Control BMPs that will be substituted to meet the same requirements.
In addressing Pollutants of Concern, BMPs are selected using Table 2 below. 2014 Whitewater River Region WQMP
April 29, 2015 11
Table 2. BMP Selection Matrix Based Upon Pollutant of Concern Removal Efficiency (1) (Sources: Riverside County Flood Control & Water Conservation District Design Handbook for Low Impact Development Best Management Practices, dated September 2011, the Orange County Technical Guidance Document for Water Quality Management Plans, dated May 19, 2011, and the Caltrans Treatment BMP Technology Report, dated April 2010 and April 2008)
Pollutant of
Concern
Landscape Swale2, 3
Landscape Strip2, 3
Biofiltration
(with underdrain)2, 3
Extended Detention
Basin2
Sand Filter Basin2
Infiltration Basin2
Infiltration Trench2
Permeable
Pavement2
Bioretention
(w/o underdrain)2, 3
Other BMPs Including
Proprietary BMPs4, 6
Sediment &
Turbidity M M H M H H H H H
Varies by Product5
Nutrients L/M L/M M L/M L/M H H H H
Toxic Organic
Compounds M/H M/H M/H L L/M H H H H
Trash & Debris L L H H H H H L H
Bacteria & Viruses
(also: Pathogens) L M H L M H H H H
Oil & Grease M M H M H H H H H
Heavy Metals M M/H M/H L/M M H H H H
Abbreviations:
L: Low removal efficiency M: Medium removal efficiency H: High removal efficiency Notes:
(1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Expected performance when designed in accordance with the most current edition of the document, "Riverside County, Whitewater River Region Stormwater Quality Best Management Practice Design Handbook". (3) Performance dependent upon design which includes implementation of thick vegetative cover. Local water conservation and/or landscaping requirements should be considered; approval is based on the discretion of the local land use authority.
(4) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this WQMP (including proprietary filters, hydrodynamic separators, inserts, etc.), or newly developed/emerging stormwater treatment technologies. (5) Expected performance should be based on evaluation of unit processes provided by BMP and available testing data. Approval is based on the discretion of the local land use authority. (6) When used for primary treatment as opposed to pre-treatment, requires site-specific approval by the local land use authority.
2014 Whitewater River Region WQMP
April 29, 2015 12
V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS This section documents the Site Design BMP concepts and LID/Site Design BMPs that will be implemented on this project to comply with the requirements detailed in Section 3.5.1 of the WQMP Guidance document.
• Table 3 herein documents the implementation of the Site Design BMP Concepts described in sub-sections 3.5.1.3 and 3.5.1.4.
• Table 4 herein documents the extent to which this project has implemented the LID/Site Design goals described in sub-section 3.5.1.1.
2014 Whitewater River Region WQMP
April 29, 2015 13
Table 3. Implementation of Site Design BMP Concepts
Included
Brief Reason for BMPs
Indicated as No or N/A
Design
Concept Technique Specific BMP Yes No N/A Concept 1 BMP Site Design Minimize Urban
Runoff,
Minimize
Impervious
Footprint, and
Conserve
Natural Areas
(See WQMP
Section 3.5.1.3)
Conserve natural areas by concentrating or clustering
development on the least environmentally sensitive portions of a site while leaving the remaining land in a natural, undisturbed condition.
Conserve natural areas by incorporating the goals of the MultiSpecies Habitat Conservation Plan or other natural resource plans.
Preserve natural drainage features and natural depressional storage areas on the site.
Maximize canopy interception and water conservation by
preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs.
Use natural drainage systems.
Where applicable, incorporate Self-Treating Areas
Where applicable, incorporate Self-Retaining Areas
Increase the building floor to area ratio (i.e., number of stories above or below ground).
Construct streets, sidewalks and parking lot aisles to minimum widths necessary, provided that public safety and a walkable environment for pedestrians are not compromised.
Reduce widths of streets where off-street parking is available.
Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design.
Other comparable and equally effective Site Design BMP
concept(s) as approved by the local land use authority (Note:
Additional narrative required to describe BMP and how it addresses site design concept).
2014 Whitewater River Region WQMP
April 29, 2015 14
Table 3. Site Design BMP Concepts (continued)
Included
Brief Reason for Each BMP
Indicated as No or N/A Design
Concept Technique Specific BMP Yes No N/A Concept 2 BMP Site Design Minimize
Directly
Connected
Impervious
Area
(See WQMP
Section
3.5.1.4)
Design residential and commercial sites to contain and infiltrate roof runoff, or direct roof runoff to landscaped swales or buffer areas.
Drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping.
Incorporate landscaped buffer areas between sidewalks and streets.
Use natural or landscaped drainage swales in lieu of underground piping or imperviously lined swales.
Where soil conditions are suitable, use perforated pipe or gravel filtration pits for low flow infiltration.
Maximize the permeable area by constructing walkways, trails, patios, overflow parking, alleys, driveways, low-traffic streets, and other lowtraffic areas with open-jointed paving materials or permeable surfaces such as pervious concrete, porous asphalt, unit pavers, and granular materials.
Use one or more of the following:
Rural swale system: street sheet flows to landscaped swale or gravel shoulder, curbs used at street corners, and culverts used under driveways and street crossings.
Urban curb/swale system: street slopes to curb; periodic swale inlets drain to landscaped swale or biofilter.
Dual drainage system: first flush captured in street catch basins and discharged to adjacent vegetated swale or gravel shoulder; high flows connect directly to MS4s.
Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept).
Use one or more of the following for design of driveways and private residential parking areas:
Design driveways with shared access, flared (single lane at street), or wheel strips (paving only under the tires).
Uncovered temporary or guest parking on residential lots paved with a permeable surface, or designed to drain into landscaping. 2014 Whitewater River Region WQMP
April 29, 2015 15
Table 3. Site Design BMP Concepts (continued)
Included Brief Reason for Each BMP
Indicated as No or N/A Design
Concept Technique Specific BMP Yes No N/A Concept 2 BMP Site Design d) ' (cont Minimize
Directly
Connected
Impervious
Area
(See WQMP
Section
3.5.1.4)
Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept).
Use one or more of the following for design of parking areas:
Where landscaping is proposed in parking areas, incorporate parking area landscaping into the drainage design.
Overflow parking (parking stalls provided in excess of the Permittee's minimum parking requirements) may be constructed with permeable pavement.
Other comparable and equally effective Site Design BMP (or BMPs) as approved by the local land use authority (Note: Additional narrative required describing BMP and how it addresses site design concept). 2014 Whitewater River Region WQMP
April 29, 2015 16
Project Site Design BMP Concepts:
Not applicable to the project. The total area treated requirement is met via onsite retention per Cathedral City Municipal Code – Title 8 § 8.24.070
Alternative Project Site Design BMP Concepts:
Not applicable to the project. The total area treated requirement is met via onsite retention per Cathedral City Municipal Code – Title 8 § 8.24.070
2014 Whitewater River Region WQMP
April 29, 2015 17
Table 4. LID/Site Design BMPs Meeting the LID/Site Design Measurable Goal (1) (2) (3) (4) (5) (6) (7)
DRAINAGE
SUB-AREA
ID OR NO.
LID/SITE DESIGN BMP
TYPE*
POTENTIAL POLLUTANTS
OF CONCERN WITHIN
DRAINAGE SUB-AREA
POTENTIAL
POLLUTANTS
WITHIN SUBAREA CAUSING
RECEIVING
WATER
IMPAIRMENTS
EFFECTIVENESS
OF LID/SITE
DESIGN BMP AT
ADDRESSING
IDENTIFIED
POTENTIAL
POLLUTANTS
BMP MEETS
WHICH
DESIGN
CRITERIA?
TOTAL
AREA
WITHIN
DRAINAGE
SUB-AREA
(See Table 2) (Refer to Table 1) (Refer to Table 1) (U, L, M, H/M, H; see Table 2)
(Identify as
VBMP OR QBMP) (Nearest 0.1 acre)
TOTAL PROJECT AREA TREATED WITH LID/SITE DESIGN BMPs (NEAREST 0.1 ACRE) * LID/Site Design BMPs listed in this table are those that completely address the 'Treatment Control BMP requirement' for their drainage sub-area.
2014 Whitewater River Region WQMP
April 29, 2015 18
Justification of infeasibility for sub-areas not addressed with LID/Site Design BMPs Insert text here listing each drainage sub-area wherein the design criteria of VBMP and/or QBMP are not treated using LID/Site Design BMPs as required in WQMP Guidance Section 3.5.1.1, and provide justification of infeasibility for each.
V.1.B TREATMENT CONTROL BMPS
Conventional Treatment Control BMPs shall be implemented to address the project's Pollutants of Concern as required in WQMP Section 3.5.1 where, and to the extent that, Section V.1.A has demonstrated that it is infeasible to meet these requirements through implementation of LID/Site Design BMPs.
The LID/Site Design BMPs described in Section V.1.A of this project-specific WQMP completely address the 'Treatment Control BMP requirement' for the entire project site (and where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP Guidance document. Supporting documentation for the sizing of these LID/Site Design BMPs is included in Appendix F. *Section V.1.B does not need to be completed.
The LID/Site Design BMPs described in Section V.1.A of this project-specific WQMP do NOT completely address the 'Treatment Control BMP requirement' for the entire project site (or where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP. *Section V.1.B must be completed.
The Treatment Control BMPs identified in this section are selected, sized and implemented to treat the design criteria of VBMP and/or QBMP for all project (and if required, existing site) drainage subareas which were not fully addressed using LID/Site Design BMPs. Supporting documentation for the sizing of these Treatment Control BMPs is included in Appendix F. 2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 19
Table 5: Treatment Control BMP Summary
(1) (2) (3) (4) (5) (6) (7)
DRAINAGE
SUB-AREA
ID OR NO.
TREATMENT
CONTROL BMP
TYPE*
POTENTIAL
POLLUTANTS OF
CONCERN WITHIN
DRAINAGE SUB-AREA
POTENTIAL
POLLUTANTS
WITHIN SUB-AREA
CAUSING
RECEIVING
WATER
IMPAIRMENTS
EFFECTIVENESS OF
TREATMENT
CONTROL BMP AT
ADDRESSING
IDENTIFIED
POTENTIAL
POLLUTANTS
BMP MEETS
WHICH
DESIGN
CRITERIA?
TOTAL
AREA
WITHIN
DRAINAGE
SUB-AREA
(See Table 2) (Refer to Table 1) (Refer to Table 1) (U, L, M, H/M, H; see Table 2)
(Identify as
VBMP OR QBMP)
(Nearest 0.1
acre)
TOTAL PROJECT AREA TREATED WITH TREATMENT CONTROL BMPs (NEAREST 0.1 ACRE) 2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 20
V.1.C MEASURABLE GOAL SUMMARY
This section documents the extent to which this project has met the measurable goal described in WQMP Section 3.5.1.1 of addressing 100% of the project's 'Treatment Control BMP requirement' with LID/Site Design BMPs. Projects required to retain Urban Runoff onsite in conformance with local ordinance are considered to have met the measurable goal; for these instances, '100%' is entered into Column 3 of the Table.
Table 6: Measurable Goal Summary
(1) (2) (3)
Total Area Treated with
LID/Site Design BMPs
Total Area Treated with
Treatment Control BMPs % of Treatment Control BMP
Requirement addressed with
LID/Site Design BMPs (Last row of Table 4) (Last row of Table 5) 264.21 ac 100%
* Approximately 26.7 acres of the western portion of the property is located within the Morongo Creek Stormwater Channel. This portion of the site will not be developed; therefore, it is not included in the total area treated.
The total area treated requirement is met via onsite retention per Cathedral City Municipal Code – Title 8 § 8.24.070
2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 21
V.2 SOURCE CONTROL BMPS
This section identifies and describes the Source Control BMPs applicable and implemented on this project.
Table 7. Source Control BMPs
BMP Name
Check One If not applicable, state
Included brief reason Not
Applicable
Non-Structural Source Control BMPs
Education for Property Owners, Operators,
Tenants, Occupants, or Employees
Activity Restrictions
Irrigation System and Landscape Maintenance
Common Area Litter Control
Street Sweeping Private Streets and Parking Lots
Drainage Facility Inspection and Maintenance
Structural Source Control BMPs
Storm Drain Inlet Stenciling and Signage
Landscape and Irrigation System Design
Protect Slopes and Channels
Provide Community Car Wash Racks
Wash & rinse waters from
car washing activities
from any homeowner will
drain to the onsite storm
drain system and
discharge into onsite
retention basins for
treatment.
Properly Design*:
Fueling Areas Not a part of the project
Air/Water Supply Area Drainage Not a part of the project Trash Storage Areas
Loading Docks Not a part of the project
Maintenance Bays Not a part of the project
Vehicle and Equipment Wash Areas Not a part of the project Outdoor Material Storage Areas Not a part of the project Outdoor Work Areas or Processing Areas Not a part of the project Provide Wash Water Controls for Food
Preparation Areas
*Details demonstrating proper design must be included in Appendix F. 2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 22
Education/ Training of Property Owners, Tenants, or Employees The HOA shall provide environmental awareness education materials to all home owners, members of the HOA, employees and contracted personnel. These materials shall include general housekeeping practices that contribute to the protection of urban runoff quality and BMPs that eliminate or reduce pollution during subsequent property improvements.
Activity Restrictions
CC&Rs of the HOA identify activity restrictions for the purpose of Receiving Water quality protection. These restrictions include:
Prohibiting vehicular parking in streets. Vehicular parking is restricted to residential driveways and common parking areas within Rio Vista Village.
Irrigation System and Landscape Maintenance
Maintenance of irrigation systems and landscaping shall be consistent with the local land use authority's water conservation ordinance, which can be accessed through the local land use authority's website at http://web.cvwd.org/about/conservation.php. Fertilizer and pesticide usage shall be consistent with the instructions contained on product labels and with regulations administered by California's Department of Pesticide Regulations.
Common Area Litter Control
The HOA will provide trash receptacles in common/ open space areas. The receptacles will be emptied weekly and placed in trash containers approved by the City for weekly disposal by City’s trash disposal service.
Street Sweeping Private Streets and Parking Lots
Public streets within the development will be swept monthly according to the City’s street sweeping schedule. The HOA shall provide sweeping of the developments private parking areas.
Drainage Facility Inspection and Maintenance
The HOA will provide inspections of onsite catch basins and storm drain inlets. Drainage facilities to be cleaned if any debris and sediments are present.
Storm Drain Inlet Stenciling and Signage
Stencils containing a brief statement that prohibits dumping into common area catch basins will be placed at all onsite catch basin locations.
Landscape and Irrigation System Design
Implementation of landscaping that is consistent with the local land use authority's water conservation ordinance, and landscaping that utilizes native or drought tolerant species Protection of Slopes and Channels
Slopes will be planted with native or drought tolerant vegetation to prevent erosion of slope walls.
Properly Design and Maintain Trash Storage Areas
All trash container areas in common and open space areas maintained by the HOA will be designed to City standards and shall meet the following requirements:
Paved with an impervious surface, designed not to allow run-on from adjoining areas, designed 2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 23
to divert drainage from adjoining roofs and pavements diverted around the area, screened or walled to prevent off-site transport of trash.
Trash dumpsters (containers) shall be leak proof and have attached covers or lids. Connection of trash area drains to the MS4 is prohibited.
Individual lots will have trash containers provided by the Cathedral City. Three 96 gallon automated carts will be provided to each homeowner for the collection of regular household trash, recyclables, and green waste. Additional information regarding refuge services can be obtained at:
http://www.cathedralcity.gov/index.aspx?page=97
Provide Wash Water Controls for Food Preparation Areas
All food preparation areas within the Community Center building shall have contained areas or sinks, each with connections to the sanitary sewer for disposal of wash waters containing kitchen and food wastes. Food preparation is proposed within the facility only. *Appendix D includes copies of the educational materials (described in Section 3.5.2.1 of the WQMP Guidance document) that will be used in implementing this project-specific WQMP. 2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 24
V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES
Not applicable to the project.
V.4 REGIONALLY-BASED BMPS
Not applicable to the project.
2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 25
VI. Operation and Maintenance Responsibility for
BMPs
Appendix G of this project-specific WQMP includes copies of CC&Rs, Covenant and Agreements, BMP Maintenance Agreement and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project-specific WQMP requirements.
The Homeowners Association is responsible for all common area BMP maintenance.
Contact:
Rio Vista Village Community Association
C/O: The Management Trust (The Monarch Division)
Attention: Liz Weber, CCAM
Association Manager
39755 Berkey Drive, Suite A • Palm Desert, CA 92211
Phone: (760) 776-5100 ext 6341
Fax: (760) 776-5111
Source
Control BMP
Implementation and Maintenance
Frequency
Inspection
Frequency
Responsible
Party
Education/
Training for
Property Owners,
Tenants, or
Employees
The HOA shall provide environmental awareness
education materials to all home owners and
members of the HOA. These materials shall
include general housekeeping practices that
contribute to the protection of Urban Runoff
quality and BMPs that eliminate or reduce
pollution during subsequent property
improvements and day to day uses. The HOA shall
obtain these materials through the local land use
authority at
http://web.cvwd.org/about/stormwater.php .
Employees or contracted personnel of the HOA
performing activities that may impact Urban
Runoff, BMP training and education programs
must be provided to all new employees/ contracted
members within 6 months of hire date/ contracted
date and annually thereafter. Employee training
materials may be derived from educational
materials available through the local land use
authority. The HOA will provide training to new
employees or newly contracted members.
The project features retention basins that may have
potential to violate local vector control
requirements, the HOA will obtain information from
the local land use authority and provide information
to the project's residents/occupants/tenants.
Annually HOA
2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 26
Activity
Restrictions
CC&Rs of the HOA shall include activity
restrictions for the purpose of receiving water
quality protection. These restrictions include:
-Prohibiting vehicular parking in streets. Parking
will only be allowed in residential driveways and
common parking areas.
Daily HOA &
Homeowner
Irrigation System
& Landscape
Maintenance
Homeowners shall be responsible for landscape
maintenance associated with their lot which will
include activities such as replacement of dead
vegetation, the repair of erosion rills, proper
disposal of green waste, etc. Per Article 7.3 of
CC&Rs, if the homeowner fails to meet HOA
requirements, the HOA will repair and replace
vegetation at the Homeowners expense.
For open space and common space areas, the HOA
will ensure that weekly landscape maintenance
procedures will incorporate the replacement of dead
vegetation, the repair of erosion rills, proper
disposal of green waste, trimming of overgrowth,
etc. The HOA will perform monthly inspections for
the irrigation system located within open space/
common space areas and will provide repairs, if
observed, on system failures such as overspray and
broken sprinkler heads.
Weekly/
Monthly
Homeowner
& HOA
Common Area
Litter Control
Trash receptacles will be located in common/ open
space areas. The receptacles will be emptied
weekly and placed in trash containers approved by
the City for weekly disposal by Cathedral City’s
Trash and Recycling Department. Patrolling
common areas and perimeter fences or walls to
collect litter will occur weekly during landscape
maintenance activities, noting trash disposal
violations by tenants/home owners and reporting
such observations to the HOA for investigation, and
identification of the party responsible for the
violation.
Weekly HOA
Street Sweeping
Private Streets
and Parking Lots
Streets and alleys are owned by the City. The City
will maintain street areas curb to curb. The HOA
will maintain alley ways. Street sweeping on alley
ways and common parking areas will be performed
by the HOA. Trash and debris collected from
maintenance activities shall be placed in receptacles
to be disposed of by the City’s Trash and Recycling
Department
Monthly HOA
2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 27
Drainage Facility
Inspection and
Maintenance
Onsite catch basins and storm drain inlets will be
inspected prior to the start of the rainy season
(October 1st) shall be performed. The inlets and
catch basins will be cleaned when accumulated
sediment/debris fills 25% or more of the
sediment/debris storage capacity.
Onsite retention basins shall be cleaned of debris
during weekly landscape maintenance activities.
Trash and debris shall be placed in trash receptacles.
Drywells are to be inspected prior to the start of the
rainy season. Sediments, trash and debris shall be
placed in trash receptacles. 72 hours after any storm
event, retention basins and dry wells shall be
inspected to ensure proper infiltration is occurring.
Excess sediments and debris shall be removed.
Repair as needed.
Yearly/ 72 hrs
after any
storm event
HOA
Storm Drain Inlet
Stenciling &
Signage
Where onsite catch basins are located, stenciling or
labeling containing a brief statement prohibiting
dumping into the onsite storm drain system or
graphical icons discouraging illegal dumping shall
be provided. Stenciling/ signage repairs will be
performed as needed.
Yearly HOA
Landscape and
Irrigation System
Design
Implementation of landscaping that is consistent
with the local land use authority's water
conservation ordinance, and landscaping that
utilizes native or drought tolerant species.
New
Ownership or
Development
HOA &
Homeowner
Protection of
Slopes and
Channel
Slopes in retention areas and slopes located on
individual lots will be planted with native or drought
tolerant vegetation to prevent erosion of slope walls.
Slopes shall be maintained with the use of efficient
irrigation and typical landscaping activities. If
erosion rills occur, repair as needed.
Yearly HOA &
Homeowner
2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 28
Properly Design
and Maintain
Trash Storage
Areas
All trash container areas in common and open space
areas maintained by the HOA will be designed to
City’s standards and shall meet the following
requirements:
Paved with an impervious surface,
designed not to allow run-on from
adjoining areas, designed to divert
drainage from adjoining roofs and
pavements areas, screened or walled to
prevent off-site transport of trash.
Trash dumpsters (containers) shall be leak
proof and have attached covers or lids.
Connection of trash area drains to the MS4
is prohibited.
Individual lots will have trash containers provided
by the Cathedral City. Three 96 gallon automated
carts with workable lids will be provided by the City
to each homeowner for the collection of regular
household trash, recyclables, and green waste.
Weekly HOA &
Homeowner
Appendix D includes copies of the educational materials (described in Section 3.5.2.1 of the WQMP Guidance document) that will be used in implementing this project-specific WQMP.
The Homeowners association shall maintain inspection logs of routine maintenance inspections and shall note repairs performed.
2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 29
VII.Funding
The Rio Vista Village Community Association will be responsible for the funding of Operation and Maintenance of all open space and common areas, retention basins, and common parking areas. Public streets and alley ways are owned by the City of Cathedral City. Cathedral City will be responsible for the maintenance of streets (curb to curb). The HOA will be responsible for the maintenance of alley ways and areas located between the right-of-way and curb of public streets.
Contact:
Rio Vista Village Community Association
C/O: The Management Trust (The Monarch Division)
Attention: Liz Weber, CCAM
Association Manager
39755 Berkey Drive, Suite A • Palm Desert, CA 92211
Phone: (760) 776-5100 ext 6341
Fax: (760) 776-5111
Homeowners will be responsible for Operation and Maintenance of individual lots. 2014 Whitewater River Region WQMP
Rio Vista Village
Appendix B
Vicinity Map, WQMP Site Plan, Receiving Waters Map, and Reference Maps
2014 Whitewater River Region WQMP
F-WQMP Los Portales 13 - Rio Vista Village
Project Description
Project Owner: Portales Recovery, LLC
Attn: Mohamad Younes, P.E.
c/o Inland Communities Corp.
6430 W. Sunset Boulevard, Suite 460
Los Angeles, CA 90028
(323) 874-8000
WQMP Preparer: CASC Engineering and Consulting, Inc.
77-567 Country Club Drive, Suite 211
Palm Desert, CA 92211
Office: (760) 259-0108
Project Site Address: NW Corner of Landau Blvd & Verona Rd Cathedral City, CA
Planning Area/
Community Name/
Development Name: Los Portales 13 – Rio Vista Village (Final WQMP) APN Number(s): Los Portales 13 (Lots 9-16, 57-60, & 64 of Tract 28639-1) APNs 677-553-001 to 677-553-012 & 677-553-016
Latitude & Longitude: 33.8556, -116.4824
Receiving Water: Whitewater River to Coachella Valley Storm Water Channel Project Site Size: 3.79 ac
Standard Industrial Classification (SIC) Code: 1521, Single Family Homes Formation of Home Owners' Association (HOA)
or Property Owners Association (POA): Y N
*See Rio Vista Master WQMP Section, Appendix G – CC&Rs
2014 Whitewater River Region WQMP
F-WQMP Los Portales 13 - Rio Vista Village
Los Portales 13 Final WQMP
Los Portales 13 lies within the project area of the Master WQMP (M-WQMP) for Rio Vista Village. The project will comply with the requirements established in the M-WQMP. Conditions of Approval for this phase of the development are located in the Rio Vista Village Master WQMP Section, Appendix A. Los Portales 13 proposes to develop Lots 9-16, 57-60, and 64 of Tract Map 28639-1. The proposed area for Los Portales 13 is approximately 3.79 acres. The project will construct 13 single family residences along Rio Vista Drive between Rio Bravo Road and Rio Arbolitos Road. Proposed construction will consist of residential buildings, utility laterals, landscaping, and minor grading. Roads, alleyways, curb and gutter, utilities, storm drain systems, and Retention Basin G were previously constructed during the initial phases of the project.
Figure 1. Project location of Los Portales 13 and Retention Basin G.
Los Portales 13 is located within Drainage Area G of the hydrology study. See Rio Vista Master WQMP Section, Appendix F – Drainage Report (dated May 4, 2001). The drainage area is approximately 12.60 acres. Each proposed lot will implement landscaping and roof runoff controls as on-lot site design features. Roof runoff will drain to landscaped areas and then conveyed to landscaped swales. Flows are directed to the existing curb and gutter system of the development and enter catch basins. Discharge is directed through the storm drain system to Retention Basin G.
2014 Whitewater River Region WQMP
F-WQMP Los Portales 13 - Rio Vista Village
Figure 2. Westerly view at the intersection of Rio Vista Boulevard and Rio Arbolitos Road. Catch basins associated with the drainage of Los Portales 13 are located at the northwest corner of Retention Basin G and at the northwest corner of the intersection.
To address potential water quality impacts associated with the development of the 13 residential lots, the project will utilize existing Retention Basin G in this drainage area for treatment control.
The basin is designed with 3:1 slopes with capacity to detain for the 100-year, 24-hour storm event.
Overflows from the 100-year, 24-hour storm event will discharge from catch basins located at the northeast corner and southeast corner of the basin. Overflows will be conveyed along the curb and gutter of Rio Vista Boulevard to Landau Boulevard. The total design capacity of the retention basin is 1.87 ac-ft. Infiltration testing sited a rate of 8.94 in/hr (Appendix F, Basic Infiltration Testing Report). Calculations were prepared using the infiltration rate and volumes based on the 100-yr, 24-hr storm event per the hydrology study. See M-WQMP, Appendix F, Infiltration Basin G Worksheet. The calculations demonstrate that the design of the basins provide adequate surface area to infiltrate for this event within 36 hours. The design of the existing basins exceed current NPDES WQMP requirements. Cathedral City Municipal Code – Title 8 § 8.24.070 requires the retention/detention of the 100-year, 3-hour storm events. The design capture volume of the retention areas surpasses this volume. Therefore, the project is not subject to the HCOC provisions of the WQMP and the project satisfies 100% of the LID/ site design measurable goal.
Catch basin
locations
Retention
Basin G
2014 Whitewater River Region WQMP
F-WQMP Los Portales 13 - Rio Vista Village
Figure 3. Overflow locations of Retention Basin G.
Attachments for Los Portales 13 Final WQMP section will include:
A. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features:
Location and identification of all structural BMPs, including Source Control, LID/Site Design and Treatment Control BMPs.
Landscaped areas.
Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.).
Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.).
Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership and operation.
Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated.
Location(s) of Receiving Waters to which the project directly or indirectly discharges.
Location of points where onsite (or tributary offsite) flows exit the property/project site.
Overflow
locations
APPENDIX 8
SUPPORTING DOCUMENTS
Source: ASCE
Runoff Coefficients (C)
Area Description Coefficient Value Typical DesignBusiness:Central business 0.70 - 0.95District and local 0.50 - 0.70Residential:Single family 0.35 - 0.45Multi-units detached 0.40 - 0.75Suburban 0.25 - 0.40Apartments 0.50 - 0.70Industrial:Light 0.50 - 0.80Heavy 0.60 - 0.90Parks, cemeteries 0.10 - 0.25Playgrounds 0.20 - 0.35Railroad yards 0.20 - 0.40LawnsSandy soil 0.05 - 0.20Heavy soil 0.18 - 0.35 0.30Unimproved 0.10 - 0.30 0.20Asphaltic 0.70 - 0.95 0.90Concrete 0.80 - 0.95 0.90Roofs 0.75 - 0.95 0.90 Runoff Coefficients (C) Page 1 of 1mk:@MSITStore:C:\Program%20Files\Autodesk\AutoCAD%202023\C3D\HHApps\Hydr o... 4/5/2023
The following table shows SCS curve number values, according to the SCS method for runoff calculations. Please scroll down for a description of the soil groups.
SCS Curve Numbers (CN)
Description of Land Use
Hydrologic Soil Group
A B C D
Paved parking lots, roofs, driveways 98 98 98 98
Streets and Roads
Paved with curbs and storm sewers 98 98 98 98
Gravel 76 85 89 91
Dirt 72 82 87 89
Cultivated (Agricultural Crop) Land
Without conservation treatment (no terraces) 72 81 88 91 With conservation treatment (terraces, contours) 62 71 78 81 Pasture or Range Land
Poor (<50% ground cover or heavily grazed) 68 79 86 89
Good (50-75% ground cover; Not heavily grazed) 39 61 74 80 Meadow (grass, no grazing, mowed for hay) 30 58 71 78
Brush (good, >75% ground cover) 30 48 65 73
Woods and Forests
Poor (small trees/brush destroyed by over-grazing or burning) 45 66 77 83 Fair (grazing but not burned; some brush) 36 60 73 79
Good (no grazing; brush covers ground) 30 55 70 77
Open Spaces (lawns, parks, golf courses, cemeteries, etc.) Fair (grass covers 50 – 75% of area) 49 69 79 84
Good (grass covers >75% of area) 39 61 74 80
Commercial and Business Districts (85% impervious) 89 92 94 95 Industrial Districts (72% impervious) 81 88 91 93
Residential Areas
1/8 acre lots, about 65% impervious 77 85 90 92
1/4 acre lots, about 38% impervious 61 75 83 87
1/2 acre lots, about 25% impervious 54 70 80 85
1 acre lots, about 20% impervious 51 68 79 84
Group A Soils: High infiltration (low runoff). Sand, loamy sand, or sandy loam. Infiltration rate > 0.3 in/hr when wet.
Group B Soils: Moderate infiltration (moderate runoff). Silt loam or loam. Infiltration rate 0.15 – 0.30 in/hr when wet.
Group C Soils: Low infiltration (moderate to high runoff). Sandy clay loam. Infiltration rate 0.05 – 0.150 in/hr when wet.
Group D Soils: Very low infiltration (high runoff). Clay loam, silty clay loam, sandy clay, silty clay, or clay. Infiltration rate 0 – 0.05 in/hr when wet.
Staff Report
City Council
Item No. 5.A
Meeting Date: May 8, 2024
From: Ryan Hunt, Communications and Events Manager
Title: Autism Society Inland Empire’s Autism Walk & Festival SUP RECOMMENDATION:
To approve Special Use Permit and allow the Autism Society Inland Empire’s Fall Autism Acceptance Walk to utilize the Community Amphitheater on Saturday, Oct. 26, 2024.
BACKGROUND:
Autism Society Inland Empire’s Autism Walk & Festival is scheduled for 10 a.m. to 1 p.m. on Saturday, Oct. 26, 2024, and the organization is once again requesting use of the Cathedral City Community Amphitheater after a successful event in October 2023. This event will include fun for the entire family, featuring inflatable attractions, crafts, food trucks, vendor booths for Autism Awareness, and resources for families. The Autism Society serves families across both Riverside and San Bernardino Counties in the Inland Empire. Currently, there are more than 17,500 children and adults combined in both regions who need support and education on the many issues our families face. The Autism Society Inland Empire’s mission is to create connections, empowering everyone in the Autism community with the resources needed to live fully.
DISCUSSION:
The Autism Walk & Festival is a day of community and celebration that raises much needed funds to support local families living with autism. The organization’s goal is to empower families with knowledge as well as highlight some of the abilities of kids and adults with autism. The event will feature an Awareness Walk, Autism Marketplace – an opportunity for young people with autism to practice running their own business, and a Fun Zone filled with exciting attractions for the whole family. This will include inflatables, games, crafts, characters, food, Autism Awareness merchandise, a Resource Fair and more. 100% of funds raised through this event goes directly back into the organization to help provide critical resources and programs to support the local autism community. For the 2024 event, the Autism Society Inland Empire is requesting a city sponsorship of $2,500 for the Fall Autism Acceptance Walk. This would cover the amphitheater rental costs, and in exchange the event organizers would offer the following Sponsor benefits: Verbal recognition at the event, logo on back of volunteer t-shirts, branded yard sign on walk path, 1 volunteer t-shirt, a resource booth at the event, thanked on social media and newsletter (27K reach) and six walk event entries. They have already paid the $510 SUP application fee for Downtown rentals FISCAL IMPACT:
The SUP application fee of $510 is revenue to the city. If Council authorizes a sponsorship it can be paid from the sponsorship line item in the FY24-25 budget.
FIVE-YEAR STRATEGIC PLAN:
Action F-6: Promote additional community events and celebrations.
ATTACHMENTS:
1. Application – Autism Society Inland Empire