Agenda packet — Coachella City Council, October 7, 2026 (part 11 of 11)

hosts AHL games with a capacity of 9,918 patrons and other events, including concerts, with a maximum capacity of 11,000 patrons.

The Berger Foundation Iceplex, which contains the training center ice sheet is open about nine months of the year (closed in the three summer months between June and August). It is used about 50% of the time by the AHL team for practice. When not in use by the AHL team, the training ice rink is available as a community ice facility on non-event days (approximately 135 days a year). It is open 7 days a week and for 6 to 8 hours per day, with typically 20 to 40 people using it per hour. It is used for public skating sessions, skate/hockey lessons, or hockey leagues.

Analysis Scenarios
The Arena events vary in size, vary in type of event, with events scheduled approximately 180 days out of the year. Project trip counts for a hockey game and a concert were taken in April 2023 to develop custom Arena trip generation rates to compare against the assumptions in traffic study (2021 Traffic Study) prepared for the Arena incorporated into the 2021 Addendum. The following scenarios were analyzed in the 2021 Traffic Study:
 Typical Hockey Game: Represents a typical (average) attendance of 7,500 patrons for a hockey game.
 Sellout Hockey Game: Represents a sellout (maximum) attendance of 9,918 patrons for a hockey game.
 Typical Concert: Represents a typical (average) attendance of 7,500 patrons for a concert or event.
 Sellout Concert: Represents a sellout (maximum) attendance of 11,000 patrons for a concert or an event.

Data Collection
Twenty-four hour driveway counts were collected on April 4, 2023 (during a hockey game) and April 5, 2023 (during a concert) at the arena parking lot. The parking lot for the Arena also provides parking for the Berger Foundation Iceplex, (Iceplex) which was operational during the days when the data was collected. The Iceplex is open from as early as 6:15 AM for figure skating with skating lessons and open public skating sessions continuing throughout the day. Table 1 and Table 2 show the counts on the day of a hockey game and a concert, respectively, by the peak arrival and departure time for the events and the peak AM and PM time. 2640
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Table 1: Hockey Game Trip Counts
Peak Hour Time Trips In Out
Daily 24 Hours from
Midnight to Midnight 7,133 3,544 3,589
AM Peak 7:45 AM to 8:45 AM 86 57 29
PM Peak 5:00 PM to 6:00 PM 462 398 64
Event Arrival Peak 6:00 PM to 7:00 PM 1,924 1,816 108
Event Departure Peak 9:00 PM to 10:00 PM 2,609 92 2,517 Note: Data was collected on Wednesday April 5th, 2023, on the day of a Coachella Firebirds AHL Game with 6,558 attendees.

Source: Fehr & Peers, 2023.

Table 2: Concert Trip Counts
Peak Hour Time Trips In Out
Daily 24 Hours from
Midnight to Midnight 11,811 6,021 5,790
AM Peak 7:30 AM to 8:30 AM 112 90 22
PM Peak 5:00 PM to 6:00 PM 472 364 108
Event Arrival Peak 7:00 PM to 8:00 PM 2,751 2,251 500
Event Departure Peak 11:00 PM to 12:00 PM 3,482 308 3,174 Note: Data was collected on Thursday April 6th, 2023, on the day of a John Mayer Concert with 9,077 attendees.

Source: Fehr & Peers, 2023.

The trip generation pattern for a hockey game and a concert exhibit a similar trend during peak hours. Figure 1 shows the differences between the trip counts on the day of a hockey game compared to a concert. The observed counts during the AM peak hours can be attributed to the early lessons held during that time at the ice rink. It is observed that trips arrive and depart earlier for a hockey game as compared to a concert, as most hockey games commence between 5:00 PM and 7:00 PM, while a concert usually starts between 7:00 PM and 8:30 PM, and generally 2641
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December 22, 2023

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attendees arrive to see the start of a sporting event while they may show up later to a concert for only the headline performance.

Figure 1: Arena Houly Volumes
Source: Fehr & Peers, 2023.

Trip Generation Analysis
Trip generation refers to the process of estimating the amount of vehicular traffic a project would add to the surrounding roadway system. Estimates for the Project were created for the daily condition and for the peak one-hour period during the morning and evening commutes when traffic volumes on the adjacent streets are typically the highest. Custom public ice skating, hockey game, and concert trip generation rates were developed from the traffic counts collected and are described in more detail below.

Public Skating Rink and General Arena Operations Trip Generation The morning peak hour and much of the daily trips on site are not tied to event attendance as the public ice skating is unrelated to the evening event, and general operational activities occur regularly at the arena, such as maintenance, deliveries and arena office use. A trip generation rate was developed based on the average of the two days of data collection. During the overlap of public ice skating and event arrival time traffic, the hourly average was estimated and extended through the rink’s closing time to separate the public skating rink from the event traffic. 0 250
500
750
1000
1250
1500
1750
2000
2250
2500
2750
3000
3250
3500
Hourly Volume (Vehicles)
Time of Day
Hockey Game Concert
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December 22, 2023

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Table 3: Typical Arena (Non-Event Related) Generation Estimates Source Daily AM Total
Trips AM In AM Out PM
Total PM In PM Out
Driveway Counts Average 2,626 100 74 26 90 45 45
Source: Fehr & Peers, 2023.

Hockey Game Trip Generation
Table 4 summarizes the trip generation rates used to estimate trip generations for a hockey game, which are summarized in Table 5 using the total arena trip generation by patron for daily and PM peak hour. These trips are in addition to the typical arena (non-event related) trip estimates.

Table 4: Hockey Game Trip Generation Rates
Source Unit Daily
Trip Rate
AM
Total
Rate
AM
In
AM
Out
PM
Total
Rate
PM
In
PM
Out
Driveway Counts Per Attendee 0.687 0.000 0.000 0.000 0.057 0.054 0.003 Source: Fehr & Peers, 2023.

Table 5: Hockey Game Trip Generation Estimates
Number of
Attendees Daily Trips AM Total
Trips
AM
In
AM
Out
PM
Total
PM
In
PM
Out
Maximum Number of Attendees
9,918 6,816 0 0 0 562 534 29
Average Number of Attendees
7,500 5,154 0 0 0 425 404 22
Source: Fehr & Peers, 2023.

Concert Trip Generation
Table 6 summarizes the trip generation rates used to estimate trip generations per attendee for a concert, which are summarized in Table 7 using the total arena trip generation by patron. 2643
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December 22, 2023

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Table 6: Concert Trip Generation Rates
Source Unit Daily
Trip Rate
AM
Total
Rate
AM
In
AM
Out
PM
Total
Rate
PM
In
PM
Out
Driveway Counts Per Attendee 1.012 0.000 0.000 0.000 0.042 0.035 0.007 Source: Fehr & Peers, 2023.

Table 7: Concert Trip Generation Estimates
Number of
Attendees Daily Trips AM Total
Trips
AM
In
AM
Out
PM
Total
PM
In
PM
Out
Maximum Number of Attendees
11,000 11,131 0 0 0 463 386 76
Average Number of Attendees
7,500 7,589 0 0 0 315 263 52
Source: Fehr & Peers, 2023.

NorthStar Specific Plan EIR Trip Generation Assumptions The previous EIR trip generation is shown in Table 8, which was completed in January 2021. The trip generation of the amended plan will be compared to the trip generation of the original plan.

Table 8: Trip Generation Assumptions
Event Type Attendance
Level
Number
of Events Daily AM PM Arrival Peak
Departure
Peak
Concert Sellout 11,000 23 9,384 0 906 3,166 4,199
Concert Average 7,500 22 6,398 0 618 2,160 2,862
Hockey Sellout 9,918 5 8,550 0 822 2,874 3,824
Hockey Average 7,500 41 6,492 0 622 2,175 2,902
Non-Event (Ice Rink) - - 760 6 86 86 0
Source: Riverside County Arena Project Transportation Analysis Report (The Mobility Group, January 2021) 2644
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December 22, 2023

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Trip Generation Comparison
Table 9 shows a comparison of the previous EIR trip generation and the current trip generation using trip counts from a sellout hockey game and sellout concert with the public skating rink and typical arena operations included.

As compared to the estimates prepared in the EIR, the driveway counts indicate less PM peak hour, and a greater amount of daily and AM trips than estimated in the 2021 Traffic Study. We believe this is attributed to several factors:
 Traffic from typical daily operations at the arena for event set up, standard maintenance and typical daily operations is greater than accounted for in the 2021 Traffic Study  Public use of the Iceplex is greater than assumed in the 2021 Traffic Study, with more use in the mornings for lessons and throughout the day assumed in the 2021 Traffic Study.  The events occur later in the evening which results in people arriving later than assumed in the 2021 Traffic Study
 The average vehicle occupancy is higher for the hockey games than the concerts, resulting in less vehicle trips per attendee for hockey game and more vehicle trips per attendee for concerts.

Table 9: Amended Specific Plan Trip Generation Comparison for a Hockey Game Source Daily AM
Total
PM
Total
Sellout Hockey Game
Arena Traffic Counts 9,442 100 652
2021 Traffic Study Estimate 9,310 6 908
Net Difference 132 94 (256)
Sellout Concert
Arena Traffic Counts 13,757 100 553
2021 Traffic Study Estimate 10,144 6 992
Net Difference 3,613 94 (439)
Source: Fehr & Peers, 2023.
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December 22, 2023

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Classic Club Specific Plan Trip Generation
Attachment A provides an updated Classic Club Specific Plan trip generation estimate for a weekday, Saturday and Sunday with a sellout concert and Attachment B provides an update with an average concert.

Next Steps
Following confirmation of the latest trip generation updates, Fehr & Peers will submit an updated scoping memo on the Project’s behalf to determine requirements of the transportation study.

Attachments
Attachment A - Classic Club Specific Plan Amendment No. 3 (Sellout Concert) Trip Generation Rates and Estimates, December 22, 2023
Attachment B - Classic Club Specific Plan Amendment No. 3 (Average Concert) Trip Generation Rates and Estimates, December 22, 2023
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Planning
Area Land Use ITE Land Use Units Quantit y Daily Rate AM Rate AM In AM Out PM Rate PM In PM Out Daily Rate Peak Rate Peak In Peak Out Daily Rate Peak Rate Peak In Peak Out Daily AM In AM Out AM Total PM In PM Out PM Total Daily Peak In Peak Out Midday Peak Daily Peak In Peak Out Midday Peak 1 Other (430) - Golf Course (Adj Streets, 7-9A, 4-6P) Holes 18 30.38 1.76 79% 21% 2.91 53% 47% 19.89 3.03 49% 51% 18.89 1.39 12% 88% 547 25 7 32 28 24 52 358 27 28 55 340 3 22 253 Hotel (310) Hotel (Adj Streets, 7-9A, 4-6P) Rooms 366 7.99 0.46 56% 44% 0.59 51% 49% 8.07 0.72 56% 44% 5.94 0.57 48% 52% 2,924 94 74 168 110 106 216 2,954 148 116 264 2,174 100 108 209 4 Hotel (310) Hotel (Adj Streets, 7-9A, 4-6P) Rooms 275 7.99 0.46 56% 44% 0.59 51% 49% 8.07 0.72 56% 44% 5.94 0.57 48% 52% 2,197 71 56 127 83 79 162 2,219 111 87 198 1,634 75 82 157 4 Retail (820) Shopping Center (>150k) (Adj Streets, 7-9A, 4-6P) 1,000 Sq. Ft 250 37.01 0.84 62% 38% 3.4 48% 52% 46.6 4.40 52% 48% 18.97 2.35 49% 51% 9,253 130 80 210 408 442 850 #### 572 528 1,100 4,743 288 300 5884 Residential (220) Multifamily Housing (Low- Rise) Not Close to Rail Transit (Adj Streets, 7-9A, 4-6P) Dwelling Units 500 6.74 0.4 24% 76% 0.51 63% 37% 4.55 0.41 50% 50% 3.86 0.36 50% 50% 3,370 48 152 200 161 94 255 2,275 103 103 205 1,930 90 90 180 5 Residential (220) Multifamily Housing (Low- Rise) Not Close to Rail Transit (Adj Streets, 7-9A, 4-6P) Dwelling Units 100 6.74 0.4 24% 76% 0.51 63% 37% 4.55 0.41 50% 50% 3.86 0.36 50% 50% 674 10 30 40 32 19 51 455 21 21 41 386 23 23 45 5 Hotel (310) Hotel (Adj Streets, 7-9A, 4-6P) Rooms 125 7.99 0.46 56% 44% 0.59 51% 49% 8.07 0.72 56% 44% 5.94 0.57 48% 52% 999 32 26 58 38 36 74 1,009 50 40 90 743 48 52 100 6 Residential (220) Multifamily Housing (Low- Rise) Not Close to Rail Transit (Adj Streets, 7-9A, 4-6P) Dwelling Units 205 6.74 0.4 24% 76% 0.51 63% 37% 4.55 0.41 50% 50% 3.86 0.36 50% 50% 1,382 20 62 82 66 39 105 933 42 42 84 791 37 37 74 7 Retail (820) Shopping Center (>150k) (Adj Streets, 7-9A, 4-6P) 1,000 Sq. Ft 400 37.01 0.84 62% 38% 3.4 48% 52% 46.6 4.40 52% 48% 18.97 2.35 49% 51% 14,804 208 128 336 653 707 1,360 #### 915 845 1,760 7,588 461 479 9407 Residential (220) Multifamily Housing (Low- Rise) Not Close to Rail Transit (Adj Streets, 7-9A, 4-6P) Dwelling Units 150 6.74 0.4 24% 76% 0.51 63% 37% 4.55 0.41 50% 50% 3.86 0.36 50% 50% 1,011 14 46 60 49 28 77 683 31 31 62 579 27 27 54 8 Residential (220) Multifamily Housing (Low- Rise) Not Close to Rail Transit (Adj Streets, 7-9A, 4-6P) Dwelling Units 150 6.74 0.4 24% 76% 0.51 63% 37% 4.55 0.41 50% 50% 3.86 0.36 50% 50% 1,011 14 46 60 49 28 77 683 31 31 62 579 45 45 90 8 Hotel (310) Hotel (Adj Streets, 7-9A, 4-6P) Rooms 125 7.99 0.46 56% 44% 0.59 51% 49% 8.07 0.72 56% 44% 5.94 0.57 48% 52% 999 32 26 58 38 36 74 1,009 50 40 90 743 34 37 71 9 Retail (820) Shopping Center (>150k) (Adj Streets, 7-9A, 4-6P) 1,000 Sq. Ft 75 37.01 0.84 62% 38% 3.4 48% 52% 46.6 4.40 52% 48% 18.97 2.35 49% 51% 2,776 39 24 63 122 133 255 3,495 172 158 330 1,423 86 90 176 10 Arena/Ice Rink Typical Arena Operations and the Iceplex Arenas 1 2626 100 74% 26% 90 50% 50% ##### 90.00 50% 50% ###### 90.00 50% 50% 2,626 74 26 100 45 45 90 2,626 45 45 90 2,626 45 45 90 44,573 811 783 1,594 1,882 1,816 3,698 48,987 2,316 2,113 4,429 26,277 1,362 1,436 2,798 15% - - 19% - - 18% 15% 15% 15% 15%
-6,820 (151) (152) (303) (328) (327) (655) (7,495) (339) (339) (678) (4,020) (214) (214) (428) 37,753 659 632 1,291 1,554 1,489 3,043 #### 1,977 1,774 3,751 #### 1148 1222 2,370 10 Other Concert Sell Out Attendance Level 11,000 1.01 - - 0.04 84% 16% 1.01 - - - 1.01 - - - 11,131 0 0 0 387 76 463 #### 000 #### 000 33% 33% 33% 33%
(7,346) 0 0 0 -255 -50 -306 (7,346) 000 (7,346) 000
41,538 659 632 1,291 1,686 1,515 3,200 45,277 1,977 1,774 3,751 26,042 1,148 1,222 2,370 Project Land Uses, Except Arena, Gross Vehicle Trips
Arena to Hotel/Retail/Residential Two-Way Trip Internalization Reductions Project Land Uses, Except Arena, net External Vehicle Trips Net External Vehicle Trips
Sunday
Classic Club Specific Plan Amendment No. 3
(Sellout Concert)
Trip Generation Rates and Estimates
December 22, 2023
Project Land Uses, Except Arena, Internalization Reductions Weekday Saturday Sunday Weekday Saturday
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Item 2.

Planning
Area Land Use ITE Land Use Units Quantit y Daily Rate AM Rate AM In AM Out PM Rate PM In PM Out Daily Rate Peak Rate Peak In Peak Out Daily Rate Peak Rate Peak In Peak Out Daily AM In AM Out AM Total PM In PM Out PM Total Daily Peak In Peak Out Midday Peak Daily Peak In Peak Out Midday Peak 1 Other (430) - Golf Course (Adj Streets, 7-9A, 4-6P) Holes 18 30.38 1.76 79% 21% 2.91 53% 47% 19.89 3.03 49% 51% 18.89 1.39 12% 88% 547 25 7 32 28 24 52 358 27 28 55 340 3 22 253 Hotel (310) Hotel (Adj Streets, 7-9A, 4-6P) Rooms 366 7.99 0.46 56% 44% 0.59 51% 49% 8.07 0.72 56% 44% 5.94 0.57 48% 52% 2,924 94 74 168 110 106 216 2,954 148 116 264 2,174 100 108 209 4 Hotel (310) Hotel (Adj Streets, 7-9A, 4-6P) Rooms 275 7.99 0.46 56% 44% 0.59 51% 49% 8.07 0.72 56% 44% 5.94 0.57 48% 52% 2,197 71 56 127 83 79 162 2,219 111 87 198 1,634 75 82 157 4 Retail (820) Shopping Center (>150k) (Adj Streets, 7-9A, 4-6P) 1,000 Sq. Ft 250 37.01 0.84 62% 38% 3.4 48% 52% 46.6 4.40 52% 48% 18.97 2.35 49% 51% 9,253 130 80 210 408 442 850 #### 572 528 1,100 4,743 288 300 5884 Residential (220) Multifamily Housing (Low- Rise) Not Close to Rail Transit (Adj Streets, 7-9A, 4-6P) Dwelling Units 500 6.74 0.4 24% 76% 0.51 63% 37% 4.55 0.41 50% 50% 3.86 0.36 50% 50% 3,370 48 152 200 161 94 255 2,275 103 103 205 1,930 90 90 180 5 Residential (220) Multifamily Housing (Low- Rise) Not Close to Rail Transit (Adj Streets, 7-9A, 4-6P) Dwelling Units 100 6.74 0.4 24% 76% 0.51 63% 37% 4.55 0.41 50% 50% 3.86 0.36 50% 50% 674 10 30 40 32 19 51 455 21 21 41 386 23 23 45 5 Hotel (310) Hotel (Adj Streets, 7-9A, 4-6P) Rooms 125 7.99 0.46 56% 44% 0.59 51% 49% 8.07 0.72 56% 44% 5.94 0.57 48% 52% 999 32 26 58 38 36 74 1,009 50 40 90 743 48 52 100 6 Residential (220) Multifamily Housing (Low- Rise) Not Close to Rail Transit (Adj Streets, 7-9A, 4-6P) Dwelling Units 205 6.74 0.4 24% 76% 0.51 63% 37% 4.55 0.41 50% 50% 3.86 0.36 50% 50% 1,382 20 62 82 66 39 105 933 42 42 84 791 37 37 74 7 Retail (820) Shopping Center (>150k) (Adj Streets, 7-9A, 4-6P) 1,000 Sq. Ft 400 37.01 0.84 62% 38% 3.4 48% 52% 46.6 4.40 52% 48% 18.97 2.35 49% 51% 14,804 208 128 336 653 707 1,360 #### 915 845 1,760 7,588 461 479 9407 Residential (220) Multifamily Housing (Low- Rise) Not Close to Rail Transit (Adj Streets, 7-9A, 4-6P) Dwelling Units 150 6.74 0.4 24% 76% 0.51 63% 37% 4.55 0.41 50% 50% 3.86 0.36 50% 50% 1,011 14 46 60 49 28 77 683 31 31 62 579 27 27 54 8 Residential (220) Multifamily Housing (Low- Rise) Not Close to Rail Transit (Adj Streets, 7-9A, 4-6P) Dwelling Units 150 6.74 0.4 24% 76% 0.51 63% 37% 4.55 0.41 50% 50% 3.86 0.36 50% 50% 1,011 14 46 60 49 28 77 683 31 31 62 579 45 45 90 8 Hotel (310) Hotel (Adj Streets, 7-9A, 4-6P) Rooms 125 7.99 0.46 56% 44% 0.59 51% 49% 8.07 0.72 56% 44% 5.94 0.57 48% 52% 999 32 26 58 38 36 74 1,009 50 40 90 743 34 37 71 9 Retail (820) Shopping Center (>150k) (Adj Streets, 7-9A, 4-6P) 1,000 Sq. Ft 75 37.01 0.84 62% 38% 3.4 48% 52% 46.6 4.40 52% 48% 18.97 2.35 49% 51% 2,776 39 24 63 122 133 255 3,495 172 158 330 1,423 86 90 176 10 Arena/Ice Rink Typical Arena Operations and the Iceplex Arenas 1 2626 100 74% 26% 90 50% 50% ##### 90.00 50% 50% ###### 90.00 50% 50% 2,626 74 26 100 45 45 90 2,626 45 45 90 2,626 45 45 90 44,573 811 783 1,594 1,882 1,816 3,698 48,987 2,316 2,113 4,429 26,277 1,362 1,436 2,798 15% - - 19% - - 18% 15% 15% 15% 15%
-6,820 (151) (152) (303) (328) (327) (655) (7,495) (339) (339) (678) (4,020) (214) (214) (428) 37,753 659 632 1,291 1,554 1,489 3,043 #### 1,977 1,774 3,751 #### 1148 1222 2,370 10 Other Concert Average Attendance Attendance Level 7,500 1.01 - - 0.04 84% 16% 1.01 - - - 1.01 - - - 7,589 0 0 0 263 52 315 7,589 000 7,589 000 33% 33% 33% 33%
(5,009) 0 0 0 -174 -34 -208 (5,009) 000 (5,009) 000
40,333 659 632 1,291 1,643 1,507 3,150 44,072 1,977 1,774 3,751 24,837 1,148 1,222 2,370 Project Land Uses, Except Arena, Gross Vehicle Trips
Arena to Hotel/Retail/Residential Two-Way Trip Internalization Reductions Project Land Uses, Except Arena, net External Vehicle Trips Net External Vehicle Trips
Sunday
Classic Club Specific Plan Amendment No. 3
(Average Concert)
Trip Generation Rates and Estimates
December 22, 2023
Project Land Uses, Except Arena, Internalization Reductions Weekday Saturday Sunday Weekday Saturday
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AVENUE 52

VAN BUREN STREET

CALHOUN STREET
780-060-003
EX. ZONING:

LIGHT AGRICULTURE (A-1-20)
EX. GENERAL PLAN:

AGRICULTURE
780-040-002
EX. ZONING:

LIGHT AGRICULTURE (A-1-20)
EX. GENERAL PLAN:

RURAL COMMUNITY - ESTATE DENSITY RESIDENTIAL
780-060-009
EX. ZONING:

LIGHT AGRICULTURE (A-1-20)
EX. GENERAL PLAN:

AGRICULTURE
780-060-005
EX. ZONING:

LIGHT AGRICULTURE (A-1-20)
EX. GENERAL PLAN:

AGRICULTURE

CITY OF COACHELLA

COUNTY OF RIVERSIDE
780-060-004
EX. ZONING:

LIGHT AGRICULTURE (A-1-20)
EX. GENERAL PLAN:

AGRICULTURE
780-030-005EX. ZONING:LIGHT AGRICULTURE (A-1-10)EX. GENERAL PLAN:AGRICULTURE 779-360-008
EX. ZONING:

REGIONAL COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-350-006
EX. ZONING:

LIGHT AGRICULTURE
(A-1)
EX. GENERAL PLAN:

ESTATE DENSITY

RESIDENTIAL
779-360-009
EX. ZONING:

REGIONAL COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-002
EX. ZONING:

REGIONAL COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-003
EX. ZONING:

REGIONAL COMMERCIAL
(R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL

DISTRICT
779-360-004
EX. ZONING:

REGIONAL

COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-005
EX. ZONING:

REGIONAL

COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-006
EX. ZONING:

REGIONAL COMMERCIAL
(R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL

DISTRICT
768-260-001
EX. ZONING:

REGIONAL

COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
768-260-002
EX. ZONING:

GENERAL

NEIGHBORHOOD (G-N)
EX. GENERAL PLAN:

GENERAL NEIGHBORHOOD
768-290-001
EX. ZONING:

GENERAL NEIGHBORHOOD (G-N)
EX. GENERAL PLAN:

GENERAL NEIGHBORHOOD
768-070-001
EX. ZONING:

REGIONAL

COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
LAGOON
WSE 440.0
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
POND
MAXIMUM WSE 439.5
NORMAL WSE 434.2
BOT 430.0
POND
MAXIMUM WSE 439.5
NORMAL WSE 434.2
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
440
440
440
440
440
440
440
440
440
440
440
440
440
440
440
440
440

0.5%

5.1%

11.4%

1.5%

3.4%

3.6%

0.5%

0.5%
\A1;1361'
\A1;1383'
440
440
440
440
440
440
440
440
440
440
440

TYPICAL COMMON ACCESS &

SECTION D-D

MEANDERING
25' PRIVATE ACCESS EASEMENT
VARIES 10' VARIES
PROP. RIBBON
GUTTER
PATH
ESMT.

PROP.

ESMT.

PROP.

PROP. CONCRETE

EDGEBAND

INTERLOCKING PAVERS
(H-20 RATED)
PROP. CONCRETE

EDGEBAND

EMERGENCY VEHICLE EASEMENT
(PRIVATE DRIVE)
SCALE: 1" = 10'
S
F
W G
C T
E E
E E
C T
4' 3'
10'

1.5' 2.5'
PROP. PRIVATE

WATER LINES JOINT
TRENCH
PROP. PRIVATE

SEWER LINE
PROP. DRY UTILITY

SD TRENCH
7'
4' 3'

4.7'

2.7'

2.3'
11'
7'
PROP. PRIVATE
18"-42" HDPE

STORM DRAIN
PROP. PRIVATE

FIRE LINE
15' 25'
A.C. PAVEMENT
OVER A.B.

STREETS "A" & "C"
50'-55'
(PRIVATE ROAD)
SCALE: 1" = 10'

SECTION A-A
2%
10'-15'
12'
P.U.E.
.5'
CL
12'
.5'
5' 5'
R/W
PROP.

ESMT.

PROP.
2%
R/W
PROP.

ESMT.

PROP.
5'
PROP. CURB & GUTTER
PROP. SIDEWALK
5' 5' 5'
PROP. CURB & GUTTER PROP. SIDEWALK (VARIES)
S
PROP. PRIVATE 8"

PVC SEWER
PROP. PUBLIC 8"/12"

DI WATER

15.5'
W
G
C T
E E
E E
C
PROP. DRY

UTILITY TRENCH
G
C T
E E
E E
C
PROP. DRY

UTILITY TRENCH
SD

4.7'

4.4'

4.5' 7.5' 8' 4'
PROP. PRIVATE
18"-60" HDPE

STORM DRAIN
0'
200'
SCALE 1"=100'
100' 300' 400'
MP
JAD

DESIGN BY DRAWN BY

CHECK BY
MP
EXHIBIT DATE:

PROJECT NAME: COVA
MAP NUMBER:

TENTATIVE TRACT MAP NO. 39330
PLAN: PRELIMINARY UTILITY EXHIBIT
JUNE 2026
MSA CONSULTING, INC.

Civil Engineering Land Surveying Landscape Architecture Planning Environmental Services Dry Utility Coordination GIS 34200 Bob Hope Drive Rancho Mirage, CA 92270 | 760.320.9811 | MSAConsultinginc.com %%ULEGEND
PROPOSED PUBLIC 12" PVC WATER MAIN
PROPOSED PUBLIC 8" PVC WATER MAIN
PROPOSED PUBLIC 12" PVC SEWER MAIN
PROPOSED PRIVATE 8" PVC SEWER MAIN

PROPOSED PRIVATE SEWER FORCEMAIN

PROPOSED PRIVATE STORM DRAIN
PROPOSED PRIVATE 12" PVC FIRE LINE

VICINITY MAP
N.T.S.

CITY OF

COACHELLA
AVENUE 52
SITE
AVENUE 53
AVENUE 54
AVENUE 51
AVENUE 50
STREET

CALHOUN

VAN BUREN

FREDERICK

CESAR CHAVEZ
STREET
STREET
STREET
COUNTY
OF

RIVERSIDE STREET

CITY OF

INDIO JACKSON
{SEWER DESIGN NOTE
MULTIPLE GRAVITY SEWER ALIGNMENTS WERE ANALYZED; OPTION #1 IS DETERMINED TO BE THE MOST FEASIBLE SOLUTION:

A PRIVATE GRAVITY SEWER SYSTEM WILL BE INSTALLED WITHIN THE

COVA PROJECT LIMITS, CONVEYING FLOWS TO A PRIVATE LIFT STATION LOCATED AT THE SOUTHEAST CORNER OF THE SITE.

THE LIFT STATION WILL CONVEY FLOWS VIA A PRIVATE SEWER

FORCEMAIN TO THE EXISTING PUBLIC SANITARY SEWER AT THE
INTERSECTION OF 52ND AVENUE AND VAN BUREN STREET.}
R:\2811\Acad\Improvement Plansreliminary\2811 Prelim Water-Sewer-SD Exhibit.dwg, 6/11/2026 8:19:05 AM, BBojorquiz, MSA Consulting, Inc. 2649
Item 2.

For Property Located in a Portion of the Northeast ¼ of Section 12, Township 6 South, Range 7 East, SBM
Coachella, California
COVA
Tentative Tract Map 39330
June 2026
Prepared for:

RELEVANT COACHELLA OWNER, LLC
6417 Selma Avenue
Hollywood, CA 90028
JN: 2811
`

PRELIMINARY HYDROLOGY REPORT
2650
Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report

TABLE OF CONTENTS
PROJECT DESCRIPTION & LOCATION ........................................................................... 1 EXISTING SITE CONDITIONS ........................................................................................ 1 Flood Rate Map ..................................................................................................................1 Existing Topography ...........................................................................................................1 PROPOSED FLOOD CONTROL REQUIREMENTS ............................................................ 1 HYDROLOGY ANALYSIS DESIGN CRITERIA .................................................................... 1 Hydrologic Soil Group .........................................................................................................1 Antecedent Moisture Condition ...........................................................................................1 Land Use Classifications and Runoff Index Numbers .............................................................2 Precipitation Frequency Estimates .......................................................................................2 Site Infiltration ...................................................................................................................2 SUMMARY of SYNTHETIC UNIT (SHORTCUT METHOD) ANALYSES ................................ 2 RESULTS AND CONCLUSIONS ...................................................................................... 3

LIST OF APPENDICES
A. RIVERSIDE COUNTY TLMA VICINITY MAP
B. NFIP FLOOD INSURANCE RATE MAP
C. USDA NCSS HYDROLOGIC SOILS MAP
D. NOAA ATLAS 14 & RCFCD REFERENCE PLATES
E. SITE INFILTRATION EXCERPT FROM GEOCON WEST INC REPORT F. RCFCD SYNTHETIC UNIT HYDROGRAPH WORKSHEETS
G. RIVERSIDE COUNTY WHITEWATER RIVER REGION WQMP WORKSHEETS H. EXISTING CONDITIONS EXHIBIT
J. PRELIMINARY SUH EXHIBIT
K. PRELIMINARY GRADING EXHIBIT
2651
Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report
1 PROJECT DESCRIPTION & LOCATION
The proposed project site, identified as Tentative Tract Map 39330, comprises approximately 81.2 acres located on the south side of Avenue 52 between Calhoun Street and Van Buren Street, in the City of Coachella.

The site is located in a portion of Section 12, Township 6 South, Range 7 East, SBM, and is assigned Assessor’s Parcel Numbers 780-040-001, -003, 780-060-001 and -002. A vicinity map obtained from the Riverside TLMA website is included as Appendix A.

EXISTING SITE CONDITIONS
Flood Rate Map
The proposed area is covered by the unpublished FIRM Panel Number 06065C2262H, effective March 6, 2018, which indicates the subject property lies within Zone X, defined as “Areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance flood. Insurance purchase is not required in these areas.” Refer to the attached NFIP Flood Insurance Rate Map in Appendix B.

Existing Topography
The property is an existing date orchard and grape vinery with associated buildings and irrigation pond. The site is bounded to the north by Avenue 52, to the west by Calhoun Street, to the east by Van Buren Street, and to the south by various agricultural uses and/or single-family homes. Groundwater was encountered at a depth of approximately 35 feet below existing ground surface. The site is generally flat and slopes to the southeast. See the Existing Conditions Exhibit in Appendix H.

PROPOSED FLOOD CONTROL REQUIREMENTS
The purpose of this report is to provide preliminary retention basin analyses for the subject property. The drainage requirements for this project fall under the jurisdiction of the City of Coachella. Storm flows are conveyed through the site via street flow to localized low points where they will be conveyed via underground storm drain lines to the irrigation ponds.

HYDROLOGY ANALYSIS DESIGN CRITERIA
Storm runoff volumes for the 100-year event were obtained utilizing the Synthetic Unit Hydrograph as described in the RCFC&WCD Hydrology Manual. The hydrologic data used for the calculations are as follows:

Hydrologic Soil Group
The existing soil is categorized primarily as hydrologic soil group ‘B’, with a small finger of soil group ‘A’, for the subject property, as shown per the attached National Cooperative Soil Survey exhibits in Appendix C.

Soil Group ‘A’ is defined by RCFCD as – “soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands.

These soils have a high rate of water transmission.”
Soil Group ‘B’ is defined by RCFCD as – “soils having moderate infiltration rates when thoroughly wetted and consisting chiefly of moderately deep to deep, moderately well to well drained soils with moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission”.

Antecedent Moisture Condition
AMC II – Moderate runoff potential, an intermediate condition. Per RCFC & WCD Hydrology Manual (Dated:

April, 1978): “For the purposes of design hydrology using District methods, AMC II should normally be assumed for both the 10 year and 100 year frequency storm”. 2652
Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report
2 Land Use Classifications and Runoff Index Numbers
Runoff Index Numbers were obtained from RCFCD Plates E6.1, E6.2 and E6.3 are summarized below:

Condominiums (Soil Group A) 32
Condominiums (Soil Group B) 56
Paving/Hardscape (Soil Group B) 56
Percent of Impervious Cover (RCFCD Plate E-6.3):

Impervious Areas (Buildings, Pavement, Hardscape) 100%
Open Space (Landscaping & Retention Basins) 10%
Low Loss Rates: 85%
Precipitation Frequency Estimates
Precipitation depths were obtained from NOAA Atlas 14:
100 Year – 1 Hour Precipitation: 1.30 inches
100 Year – 3 Hour Precipitation: 2.08 inches
100 Year - 6 Hour Precipitation 2.75 inches
100 Year – 24 Hour Precipitation 4.38 inches

See Appendix D for the NOAA Atlas 14 Point Precipitation Frequency Estimates and respective RCFCD Plates.

Site Infiltration
A percolation testing was performed by Sladden Engineering, in accordance with Table 1 Infiltration Basin Option 2 of Appendix A of Riverside County – Low Impact Development BMP Design Handbook, more specifically in accordance with Section 2.3 Shallow Percolation Test Method. Eight percolation tests were performed with a range of 3 to 6.67 inches/hour. Per the City of Coachella design criteria for drywells, “The maximum percolation rate shall be 1” per hour, or half of the engineered percolation test, up to a maximum of 5” per hour”, giving an infiltration rate of 1.5 inches/hour based on the lowest infiltration rate. Refer to Appendix E for an excerpt from the geotechnical report.

The irrigation ponds located in the southern part of the project will also be utilized as retention basins. Since the ponds will be lined, only the ground above the pond’s nominal water surface elevation will allow infiltration. As such, the 1.5 inches/hour infiltration rate was prorated based on the percentage of the surface area around the pond that allows infiltration versus the total surface area of the ponds/retention basins. An infiltration rate of 0.86 inches/hour was used in the analysis.

SUMMARY of SYNTHETIC UNIT (SHORTCUT METHOD) ANALYSES
The proposed retention basins for the associated drainage areas were sized to retain the 100-year controlling storm event flood volumes and were analyzed utilizing the RCFCD Synthetic Unit (Shortcut Method). Per the manual, for areas of less than 100 – 200 acres, and lag times less than 7 – 8 minutes, the shortcut method is applicable. This method assumes that in a small watershed, response time to effective rainfall is very short.

Therefore, runoff rates for a given period of time can be assumed to be directly proportional to effective rain.

This method yields only approximate results (on the conservative side) and should be used only for watersheds meeting the criteria noted above.

It should be noted that the peak flow for the 1-hour storm is not necessarily representative for peak flow. Per RCFCD, peak discharges from the 3-hour storm should normally compare well with rational peaks.

The synthetic unit worksheet is included in Appendix F and is summarized on the Preliminary Synthetic Unit Hydrology Exhibit in Appendix J.
2653
Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report
3 PRELIMINARY WQMP ANALYSES
Preliminary design volume and flow for BMP measures were based on Worksheets 1 and 2 from the Riverside County – Whitewater River Region Water Quality Management Plan. Impervious area for the drainage subareas are derived from the preliminary land uses. The worksheet is included as Appendix G.

RESULTS AND CONCLUSIONS
As the above narrative and appendices confirm, the proposed retention basins are sufficiently sized to contain the flood volume from the controlling 100-year storm, therefore, meeting the hydrologic requirements established by the City of Coachella. During the final design process, a more detailed hydrology and hydraulics report will be submitted to the City for approval.
2654
Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report

Appendix A
Riverside County TLMA Vicinity Map
2655
Item 2.
*IMPORTANT* Maps and data are to be used for reference purposes only. Map features are approximate, and are not necessarily accurate to surveying or engineering standards. The County of Riverside makes no warranty or guarantee as to the content (the source is often third party), accuracy, timeliness, or completeness of any of the data provided, and assumes no legal responsibility for the information contained on this map. Any use of this product with respect to accuracy and precision shall be the sole responsibility of the user. © Riverside County GIS
Legend
Map My County Map
Notes
REPORT PRINTED ON... 7/31/2025 11:09:43 AM
0 752 1,505 Feet
County Boundary
City Boundaries
Parcels, Public
Blueline Streams
City Areas
World_Street_Map
2656
Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report

Appendix B
NFIP Flood Insurance Rate Map
2657
Item 2.

National Flood Hazard Layer FIRMette
0 250 500 1,000 1,500 2,000
Feet
Ü

SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT

SPECIAL FLOOD

HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or Depth Zone AE, AO, AH, VE, AR
Regulatory Floodway

0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile Zone X
Future Conditions 1% Annual
Chance Flood Hazard Zone X
Area with Reduced Flood Risk due to
Levee. See Notes. Zone X
Area with Flood Risk due to Levee Zone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance

17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.

The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 9/23/2025 at 6:44 PM and does not
reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or
become superseded by new data over time.

This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for
regulatory purposes.

Legend

OTHER AREAS OF

FLOOD HAZARD

OTHER AREAS

GENERAL

STRUCTURES
OTHER

FEATURES

MAP PANELS
8 B

20.2 The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
1:6,000
116°12'32"W 33°40'23"N
116°11'54"W 33°39'53"N
Basemap Imagery Source: USGS National Map 2023 SITE
2658
Item 2.

DEFINITIONS OF FEMA FLOOD ZONE DESIGNATIONS
Moderate to Low Risk Areas
In communities that participate in the NFIP, flood insurance is available to all property owners and renters in these zones:

ZONE DESCRIPTION
X (Shaded)
Areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance flood. Insurance purchase is not required in these zones.

X Areas determined to be outside the 0.2% annual chance floodplain.

High Risk Areas
In communities that participate in the NFIP, mandatory flood insurance purchase requirements apply to all of these zones:

ZONE DESCRIPTION
A
Areas with a 1% annual chance of flooding and a 26% chance of flooding over the life of a 30-year mortgage. Because detailed analyses are not performed for such areas; no depths or base flood elevations are shown within these zones.

AE
Areas with a 1% annual chance of flooding and a 26% chance of flooding over the life of a 30-year mortgage. In most instances, base flood elevations derived from detailed analyses are shown at selected intervals within these zones.

AH
Areas with a 1% annual chance of shallow flooding, usually in the form of a pond, with an average depth ranging from 1 to 3 feet. These areas have a 26% chance of flooding over the life of a 30-year mortgage.

Base flood elevations derived from detailed analyses are shown at selected intervals within these zones.

AO
River or stream flood hazard areas, and areas with a 1% or greater chance of shallow flooding each year, usually in the form of sheet flow, with an average depth ranging from 1 to 3 feet. These areas have a 26% chance of flooding over the life of a 30-year mortgage. Average flood depths derived from detailed analyses are shown within these zones. For areas of alluvial fan flooding, velocities are also determined.

AR
Areas with a temporarily increased flood risk due to the building or restoration of a flood control system (such as a levee or a dam).

Mandatory flood insurance purchase requirements will apply, but rates will not exceed the rates for unnumbered A zones if the structure is built or restored in compliance with Zone AR floodplain management regulations.

A99
Areas with a 1% annual chance of flooding that will be protected by a Federal flood control system where construction has reached specified legal requirements. No depths or base flood elevations are shown within these zones.
2659
Item 2.

High Risk – Coastal Areas
In communities that participate in the NFIP, mandatory flood insurance purchase requirements apply to all of these zones:

ZONE DESCRIPTION
V
Coastal areas with a 1% or greater chance of flooding and an additional hazard associated with storm waves. These areas have a 26% chance of flooding over the life of a 30-year mortgage. No base flood elevations are shown within these zones.

VE
Coastal areas with a 1% or greater chance of flooding and an additional hazard associated with storm waves. These areas have a 26% chance of flooding over the life of a 30-year mortgage. Base flood elevations derived from detailed analyses are shown at selected intervals within these zones.

Undetermined Risk Areas

ZONE DESCRIPTION
D
Areas with possible but undetermined flood hazards. No flood hazard analysis has been conducted. Flood insurance rates are
commensurate with the uncertainty of the flood risk.
2660
Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report

Appendix C
USDA NCSS Hydrologic Soils Map
2661
Item 2.

Hydrologic Soil Group—Riverside County, Coachella Valley Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2025

Page 1 of 4 ends

3725300 3725400 3725500 3725600 3725700 3725800 3725900 3726000 3726100 3725300 3725400 3725500 3725600 3725700 3725800 3725900 3726000 3726100 573200 573300 573400 573500 573600 573700 573800 573900 574000 574100 574200 574300 574400 574500 573200 573300 573400 573500 573600 573700 573800 573900 574000 574100 574200 574300 574400 574500 33° 40' 20'' N
116° 12' 39'' W
33° 40' 20'' N
116° 11' 46'' W
33° 39' 52'' N
116° 12' 39'' W
33° 39' 52'' N
116° 11' 46'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 300 600 1200 1800
Feet
0 50 100 200 300
Meters
Map Scale: 1:6,180 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

SITE
2662
Item 2.

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
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 17, Sep 10, 2024
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.

Hydrologic Soil Group—Riverside County, Coachella Valley Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2025

Page 2 of 4 ends

2663
Item 2.

Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CrA Coachella fine sand,
wet, 0 to 2 percent
slopes
A 10.4 6.2%
GcA Gilman fine sandy loam,
wet, 0 to 2 percent
slopes
B 118.2 70.0%
Ir Indio fine sandy loam,
wet
B 17.4 10.3%
It Indio very fine sandy
loam, wet
B 22.7 13.5%
Totals for Area of Interest 168.7 100.0%
Hydrologic Soil Group—Riverside County, Coachella Valley Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2025

Page 3 of 4 ends

2664
Item 2.

Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Riverside County, Coachella Valley Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2025

Page 4 of 4 ends

2665
Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report

Appendix D
NOAA Atlas 14
RCFCD Reference Plates
2666
Item 2.

NOAA Atlas 14, Volume 6, Version 2
Location name: Coachella, California, USA*
Latitude: 33.6694°, Longitude: -116.2039°
Elevation: -54 ft**
* source: ESRI Maps
** source: USGS

POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.063
(0.052-0.076)

0.099
(0.082-0.120)

0.150
(0.125-0.182)

0.195
(0.160-0.238)

0.260
(0.208-0.330)

0.316
(0.246-0.409)

0.376
(0.286-0.499)

0.442
(0.327-0.605)

0.542
(0.384-0.773)

0.628
(0.429-0.928)
10-min 0.090
(0.075-0.108)

0.141
(0.118-0.171)

0.215
(0.179-0.261)

0.279
(0.230-0.342)

0.373
(0.297-0.473)

0.452
(0.353-0.586)

0.538
(0.409-0.715)

0.634
(0.469-0.867)

0.777
(0.550-1.11)

0.900
(0.615-1.33)
15-min 0.108
(0.091-0.131)

0.171
(0.143-0.207)

0.260
(0.216-0.316)

0.337
(0.278-0.413)

0.451
(0.360-0.572)

0.547
(0.426-0.708)

0.651
(0.495-0.865)

0.767
(0.567-1.05)

0.939
(0.665-1.34)

1.09 (0.744-1.61)
30-min 0.155
(0.130-0.188)

0.245
(0.204-0.297)

0.372
(0.309-0.451)

0.483
(0.398-0.591)

0.646
(0.515-0.819)

0.783
(0.610-1.01)

0.932
(0.709-1.24)

1.10 (0.811-1.50)

1.34 (0.952-1.92)

1.56 (1.06-2.30)
60-min 0.217
(0.182-0.263)

0.343
(0.286-0.416)

0.521
(0.433-0.632)

0.676
(0.557-0.828)

0.905
(0.721-1.15)

1.10 (0.855-1.42)

1.30 (0.993-1.73)

1.54 (1.14-2.10)

1.88 (1.33-2.69)

2.18 (1.49-3.22)
2-hr 0.300
(0.251-0.363)

0.448
(0.374-0.543)

0.667
(0.554-0.810)

0.865
(0.713-1.06)

1.17 (0.932-1.48)

1.44 (1.12-1.86)

1.73 (1.32-2.30)

2.07 (1.53-2.83)

2.59 (1.84-3.70)

3.05 (2.09-4.51)
3-hr 0.363
(0.303-0.439)

0.531
(0.442-0.643)

0.784
(0.651-0.952)

1.02 (0.839-1.25)

1.38 (1.10-1.75)

1.71 (1.33-2.21)

2.08 (1.58-2.76)

2.51 (1.85-3.43)

3.18 (2.25-4.53)

3.77 (2.58-5.57)
6-hr 0.480
(0.401-0.581)

0.693
(0.578-0.840)

1.02 (0.847-1.24)

1.32 (1.09-1.62)

1.81 (1.44-2.29)

2.24 (1.75-2.90)

2.75 (2.09-3.65)

3.34 (2.47-4.56)

4.27 (3.03-6.09)

5.12 (3.50-7.56)
12-hr 0.576
(0.481-0.697)

0.849
(0.708-1.03)

1.26 (1.05-1.53)

1.64 (1.36-2.02)

2.25 (1.79-2.85)

2.78 (2.17-3.60)

3.40 (2.58-4.51)

4.12 (3.04-5.63)

5.24 (3.71-7.48)

6.25 (4.27-9.24)
24-hr 0.727
(0.643-0.838)

1.10 (0.974-1.27)

1.66 (1.46-1.92)

2.16 (1.89-2.52)

2.94 (2.49-3.54)

3.62 (3.00-4.44)

4.38 (3.55-5.51)

5.25 (4.15-6.79)

6.59 (5.00-8.86)

7.77 (5.70-10.8)
2-day 0.837
(0.741-0.966)

1.29 (1.14-1.49)

1.94 (1.71-2.24)

2.52 (2.20-2.94)

3.39 (2.88-4.09)

4.14 (3.43-5.08)

4.96 (4.02-6.23)

5.87 (4.64-7.59)

7.25 (5.50-9.74)

8.42 (6.18-11.7)
3-day 0.900
(0.796-1.04)

1.39 (1.23-1.60)

2.09 (1.84-2.42)

2.71 (2.37-3.17)

3.64 (3.08-4.38)

4.41 (3.66-5.42)

5.26 (4.27-6.62)

6.20 (4.90-8.01)

7.60 (5.77-10.2)

8.78 (6.45-12.2)
4-day 0.951
(0.841-1.10)

1.47 (1.30-1.70)

2.21 (1.95-2.56)

2.86 (2.50-3.34)

3.82 (3.24-4.60)

4.62 (3.84-5.68)

5.50 (4.46-6.92)

6.47 (5.11-8.35)

7.89 (5.99-10.6)

9.10 (6.68-12.6)
7-day 1.01
(0.897-1.17)

1.56 (1.38-1.80)

2.32 (2.05-2.69)

3.00 (2.62-3.49)

3.98 (3.37-4.80)

4.80 (3.99-5.90)

5.69 (4.62-7.16)

6.68 (5.27-8.63)

8.12 (6.16-10.9)

9.32 (6.84-13.0)
10-day 1.05
(0.928-1.21)

1.60 (1.42-1.85)

2.39 (2.11-2.76)

3.07 (2.69-3.59)

4.08 (3.46-4.91)

4.91 (4.08-6.04)

5.82 (4.72-7.32)

6.81 (5.38-8.80)

8.26 (6.27-11.1)

9.48 (6.96-13.2)
20-day 1.12
(0.994-1.30)

1.73 (1.53-2.00)

2.58 (2.27-2.99)

3.32 (2.90-3.87)

4.40 (3.73-5.30)

5.29 (4.39-6.50)

6.25 (5.07-7.86)

7.30 (5.76-9.43)

8.82 (6.70-11.9)

10.1 (7.41-14.0)
30-day 1.18
(1.04-1.36)

1.84 (1.62-2.12)

2.77 (2.44-3.20)

3.57 (3.13-4.17)

4.75 (4.02-5.72)

5.72 (4.75-7.02)

6.75 (5.48-8.49)

7.88 (6.22-10.2)

9.51 (7.22-12.8)

10.9 (7.97-15.1)
45-day 1.28
(1.13-1.48)

2.03 (1.80-2.34)

3.09 (2.72-3.57)

4.00 (3.50-4.67)

5.33 (4.52-6.42)

6.43 (5.34-7.90)

7.60 (6.16-9.56)

8.87 (7.00-11.5)

10.7 (8.12-14.4)

12.2 (8.96-17.0)
60-day 1.35
(1.19-1.56)

2.17 (1.92-2.50)

3.32 (2.93-3.84)

4.32 (3.78-5.04)

5.77 (4.89-6.95)

6.96 (5.78-8.55)

8.24 (6.68-10.4)

9.61 (7.59-12.4)

11.6 (8.80-15.6)

13.2 (9.70-18.4)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).

Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.

Please refer to NOAA Atlas 14 document for more information.

Large scale terrain
Large scale map
Large scale aerial
+
–
3km
2mi
+
–
100km
60mi
+
–
100km
60mi
2669
Item 2.

Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [email protected]
Disclaimer
+
–
100km
60mi
2670
Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report

Appendix E
Sladden Engineering - Percolation Test Results
2671
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COVA – Tentative Tract Map 39330
Preliminary Hydrology Report

Appendix F
RCFCD Synthetic Unit Hydrograph Worksheets
CONTECH CMP Detention Systems Design Worksheets
2695
Item 2.
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2 AMC II

AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI INFILTRATION IMPERVIOUS

DESIG GROUP CONDITION NUMBER RATE PERCENT
2 A PAVING/HARDSCAPE 1.04 D 32 0.74 1.00
6 A MF - CONDIMINIUMS 4.03 D 32 0.74 0.65
2 B PAVING/HARDSCAPE 9.42 D 56 0.51 1.00
6 B MF - CONDIMINIUMS 66.65 D 56 0.51 0.65
2,675 ft
1,120 ft
449.9 ft
ELEVATION OF CONCENTRATION POINT 440.4 ft

0.015
100
LOW LOSS RATE (Storm Events > 10 Years) 85%
POINT RAIN FROM NOAA ATLAS 14
1-HOUR 1.30 in
3-HOUR 2.08 in
6-HOUR 2.75 in
24-HOUR 4.38 in
BASIN CHARACTERISTICS: ELEVATION AREA
434.0 ft 60,573 sf
434.5 ft 64,163 sf
435.5 ft 71,428 sf
436.5 ft 78,807 sf
437.5 ft 86,298 sf
438.5 ft 93,903 sf
439.5 ft 101,621 sf
PERCOLATION RATE (in/hr) 0.9 in/hr

DRYWELL DATA
NUMBER USED 0
PERCOLATION RATE 0.00 cfs
LOWEST FLOWLINE ELEVATION 440
LOWEST PAD ELEVATION 442

PROJECT NUMBER

CONCENTRATION POINT DESIGNATION
2811
Retention Basin

AMC NUMBER

RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD

DATA INPUT SHEET
WORKSHEET PREPARED BY:

PROJECT NAME
DATE December 10, 2025
COVA

LENGTH OF WATERCOURSE (L)

AREA DESIGNATION

ELEVATION OF HEADWATER

AVERAGE MANNINGS 'N' VALUE

STORM FREQUENCY (YEAR)
LENGTH TO POINT OPPOSITE CENTROID (Lca)
Low Loss Conditions: X=Existing; D=Developed; BS=Retention Site
Data Input Sheet

Page 1 of 13 ends

Item 2.

PROJECT:

Job No.:

BY: DATE: 12/10/25
[1] AMC II
[2] FREQUENCY-YEARS 100
FROM NOAA ATLAS 14
[3] STORM DURATION: Point Rain
1-HOUR 1.30 in
3-HOUR 2.08 in
6-HOUR 2.75 in
24-HOUR 4.38 in
STORM DURATION 1-HOUR 3-HOUR 6-HOUR 24-HOUR
EFFECTIVE RAIN (in) 1.10 1.50 1.60 1.78
FLOOD VOLUME (cu-ft) 325,179 441,160 472,562 524,686
(acre-ft) 7.47 10.13 10.85 12.05
REQUIRED STORAGE (cu-ft) 319,900 424,813 443,609 431,345 (acre-ft) 7.34 9.75 10.18 9.90
FACTOR OF SAFETY 1.39 1.05 1.00 1.03
STORAGE PROVIDED (cu-ft)
(acre-ft)
PEAK FLOW (cfs) n/a 151.42 135.16 34.93
MAXIMUM WSEL (ft) 438.20 439.30 439.49 439.37
DEPTH (ft) 4.20 5.30 5.49 5.37
DIFFERENCE (ft) 1.80 0.70 0.51 0.63
DIFFERENCE (ft) 3.80 2.70 2.51 2.63

ESTIMATED TIME TO DEWATER BASIN
Based on Total Flood Volume &
Average Percolation Rate (days) 2.6 3.4 3.9 4.0
Retention Basin
Site
COVA
[10] H-FEET
[9] ELEVATION OF CONCENTRATION POINT

81.14 PHYSICAL DATA
[1] CONCENTRATION POINT

HYDROLOGY
MANUAL
BASIC DATA CALCULATION FORM 2811
saw

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD
[2] AREA DESIGNATION
[3] AREA - ACRES
[4] L-FEET
[5] L-MILES
2675

0.507
[13] L*LCA/S^0.5

4.33 [11] S-FEET/MILE
[6] La-FEET
[7] La-MILES
[8] ELEVATION OF HEADWATER

0.025
1120.00
[12] S^0.5

0.212

18.7 449.87
440.39

9.48 0.015
[17] 100% OF LAG-MINUTES

5.3 5.3
[14] AVERAGE MANNINGS 'N'
[15] LAG TIME-HOURS 0.09
[16] LAG TIME-MINUTES
[18] 200% OF LAG-MINUTES

RAINFALL DATA

10.6 NOTE: PEAK FLOW FOR THE 1-HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3-HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS.

LOWEST PAD ELEVATION

LOWEST FLOWLINE ELEVATION

STORM EVENT SUMMARY
442.00
440.00
444,365

10.20 Plate E-2.1

Page 2 of 13 ends

Item 2.

PROJECT:

Job No.:BY: DATE: 12/10/25

MAX LOW LOW MIN

SOIL RI PERVIOUS DECIMAL ADJUSTED AREA AREA AVERAGE LOSS LOSS RATE AVERAGE

GROUP NUMBER AREA PERCENT INFILTRATION WEIGHTED ADJUSTED CONDITION PER ADJUSTED INFILTRATION OF AREA RATE AVERAGE INFILTRATION RCFC/2322 INFILTRATION

RATE IMPERVIOUS RATE RATE
(in/hr) (in/hr) (in/hr)
[Plate C-1] [Plate E-6.1] [Plate E-6.2] [Plate E-6.3]
A 32 0.74 100% 0.07 1.04 0.013 0.0009 DEVELOPED 0.1000 0.0013A 32 0.74 65% 0.31 4.03 0.050 0.0153 DEVELOPED 0.3800 0.0189B 56 0.51 100% 0.05 9.42 0.116 0.0059 DEVELOPED 0.1000 0.0116B 56 0.51 65% 0.21 66.65 0.821 0.1739 DEVELOPED 0.3800 0.3121 SUM 81.14 SUM 0.1960 0.3439
VARIABLE LOSS RATE CURVE (24-HOUR STORM ONLY)Fm= 0.097987833 NOTE: Low loss rates established per RCFC/2322 (Dated: May-30-95) C= 0.00181 For 10 Year Storms or LessFt=C(24-(T/60))^1.55+Fm = 0.00181 0.10 in/hr Undeveloped Condition: Low Loss = 90% CONSTANT LOSS RATE (3 & 6 HOUR STORMS) = 0.1960 Developed Condition: Low Loss = 0.9 - (0.8 * %impervious) LOW LOSS RATE = 0.8500 Basin Site: Low Loss = 10%Where: For 100 Year Storm - Low Loss should be between 80% & 90%T=Time in minutes. To get an average value for each unit time period, Use T=1/2 the unit time for the first time period, of the Rainfall RateT=1 1/2 unit time for the second period, etc.

AVERAGE ADJUSTED LOSS RATE

RCFC & WCD

HYDROLOGY
MANUAL

SYNTHETIC UNIT HYDROGRAPH METHOD

BASIC DATA CALCULATION FORM
COVA
saw
2811
AMC II
(24-(T/60))^1.55 +

LAND USE

PAVING/HARDSCAPEMF - CONDIMINIUMSPAVING/HARDSCAPEMF - CONDIMINIUMS Plate E-2.1

Page 3 of 13 ends

Item 2.

PROJECT:

RCFC & WCD COVA

HYDROLOGY
MANUAL

SYNTHETIC UNIT HYDROGRAPH METHOD

SHORTCUT METHOD
1-HOUR STORM

EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY
UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM
Total In
Basin
in/hr
Time Loss Rate Basin Losses
Plate E-2.2
1-Hour Storm

Page 4 of 13 ends

Item 2.

PROJECT:

Job No.: 2811BY: saw DATE
DRAINAGE AREA-ACRES 81.14 Basin Percolation Rate 0.9 in/hrUNIT TIME-MINUTES 5LAG TIME - MINUTES 5.30 Maxwell DrywellsUNIT TIME-PERCENT OF LAG 94.3 Number 0TOTAL ADJUSTED STORM RAIN (in) 2.08 Drywell Percolation Rate 0.00 cfs 0.00 cfmCONSTANT LOSS RATE (in/hr) 0.20LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out
(Plate E-5.9) Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft 1 5 0.08 1.3 0.32 0.20 0.28 0.13 10.51 3,154 3,154 60,936 364 364 2,790 0.06 434.042 10 0.17 1.3 0.32 0.20 0.28 0.13 10.51 3,154 5,944 61,257 366 366 5,578 0.13 434.093 15 0.25 1.1 0.27 0.20 0.23 0.08 6.43 1,929 7,507 61,437 367 367 7,140 0.16 434.114 20 0.33 1.5 0.37 0.20 0.32 0.18 14.60 4,379 11,520 61,899 370 370 11,150 0.26 434.185 25 0.42 1.5 0.37 0.20 0.32 0.18 14.60 4,379 15,530 62,361 372 372 15,157 0.35 434.246 30 0.50 1.8 0.45 0.20 0.38 0.25 20.72 6,217 21,374 63,034 376 376 20,998 0.48 434.347 35 0.58 1.5 0.37 0.20 0.32 0.18 14.60 4,379 25,377 63,495 379 379 24,998 0.57 434.408 40 0.67 1.8 0.45 0.20 0.38 0.25 20.72 6,217 31,216 64,167 383 383 30,832 0.71 434.499 45 0.75 1.8 0.45 0.20 0.38 0.25 20.72 6,217 37,050 64,792 387 387 36,663 0.84 434.58 10 50 0.83 1.5 0.37 0.20 0.32 0.18 14.60 4,379 41,042 65,220 390 390 40,653 0.93 434.6411 55 0.92 1.6 0.40 0.20 0.34 0.20 16.64 4,992 45,645 65,714 392 392 45,252 1.04 434.7112 60 1.00 1.8 0.45 0.20 0.38 0.25 20.72 6,217 51,470 66,338 396 396 51,073 1.17 434.7913 65 1.08 2.2 0.55 0.20 0.47 0.35 28.89 8,668 59,741 67,225 401 401 59,340 1.36 434.9214 70 1.17 2.2 0.55 0.20 0.47 0.35 28.89 8,668 68,008 68,111 407 407 67,601 1.55 435.0415 75 1.25 2.2 0.55 0.20 0.47 0.35 28.89 8,668 76,269 68,997 412 412 75,857 1.74 435.1616 80 1.33 2.0 0.50 0.20 0.42 0.30 24.81 7,443 83,299 69,751 417 417 82,883 1.90 435.2617 85 1.42 2.6 0.65 0.20 0.55 0.45 37.06 11,118 94,001 70,898 423 423 93,578 2.15 435.4218 90 1.50 2.7 0.67 0.20 0.57 0.48 39.10 11,731 105,309 72,054 430 430 104,879 2.41 435.5819 95 1.58 2.4 0.60 0.20 0.51 0.40 32.98 9,893 114,772 72,984 436 436 114,336 2.62 435.7120 100 1.67 2.7 0.67 0.20 0.57 0.48 39.10 11,731 126,067 74,094 443 443 125,625 2.88 435.8621 105 1.75 3.3 0.82 0.20 0.70 0.63 51.36 15,407 141,032 75,564 451 451 140,580 3.23 436.0522 110 1.83 3.1 0.77 0.20 0.66 0.58 47.27 14,182 154,762 76,913 459 459 154,303 3.54 436.2423 115 1.92 2.9 0.72 0.20 0.62 0.53 43.19 12,956 167,259 78,142 467 467 166,792 3.83 436.4024 120 2.00 3.0 0.75 0.20 0.64 0.55 45.23 13,569 180,361 79,382 474 474 179,887 4.13 436.57 Total In
Basin
in/hr
MANUAL 3-HOUR STORM
UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM
Time Loss Rate Basin Losses

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD COVA

HYDROLOGY SHORTCUT METHOD
Plate E-2.2
3-Hour Storm

Page 5 of 13 ends

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PROJECT:

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD COVA

HYDROLOGY SHORTCUT METHOD
25 125 2.08 3.1 0.77 0.20 0.66 0.58 47.27 14,182 194,069 80,626 482 482 193,588 4.44 436.7426 130 2.17 4.2 1.05 0.20 0.89 0.85 69.74 20,921 214,508 82,481 493 493 214,016 4.91 436.9827 135 2.25 5.0 1.25 0.20 1.06 1.05 86.07 25,822 239,838 84,781 506 506 239,331 5.49 437.2928 140 2.33 3.5 0.87 0.20 0.74 0.68 55.44 16,632 255,963 86,244 515 515 255,448 5.86 437.4929 145 2.42 6.8 1.70 0.20 1.44 1.50 122.83 36,849 292,298 89,316 533 533 291,764 6.70 437.8930 150 2.50 7.3 1.82 0.20 1.55 1.63 133.04 39,913 331,677 92,641 553 553 331,124 7.60 438.3331 155 2.58 8.2 2.05 0.20 1.74 1.85 151.42 45,426 376,550 96,266 575 575 375,975 8.63 438.80 32 160 2.67 5.9 1.47 0.20 1.25 1.28 104.45 31,336 407,311 98,695 589 589 406,722 9.34 439.1133 165 2.75 2.0 0.50 0.20 0.42 0.30 24.81 7,443 414,164 99,236 593 593 413,571 9.49 439.1834 170 2.83 1.8 0.45 0.20 0.38 0.25 20.72 6,217 419,789 99,680 595 595 419,194 9.62 439.2435 175 2.92 1.8 0.45 0.20 0.38 0.25 20.72 6,217 425,411 100,124 598 598 424,813 9.75 439.3036 180 3.00 0.6 0.15 0.20 0.13 0.02 1.84 551 425,364 100,121 598 598 424,766 9.75 439.30

EFFECTIVE RAINFLOOD VOLUMEFLOOD VOLUMEREQUIRED STORAGEREQUIRED STORAGEMAX WSELPEAK FLOW RATETOTAL BASIN LOSSESAVERAGE PERCOLATION RATE 439.30 ft
151.42 cfs
16,394 cu-ft

91.08 cf/min

1.50 in

10.13 acft
441,160 cu-ft

9.75 acft
424,813 cu-ft

EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY
Plate E-2.2
3-Hour Storm

Page 6 of 13 ends

Item 2.

PROJECT:

Job No.: 2811BY: saw DATE 12/10/25
DRAINAGE AREA-ACRES 81.14 Basin Percolation Rate 0.9 in/hrUNIT TIME-MINUTES 5LAG TIME - MINUTES 5.30 Maxwell DrywellsUNIT TIME-PERCENT OF LAG 94.3 Number 0TOTAL ADJUSTED STORM RAIN (in) 2.75 Drywell Percolation Rate 0.00 cfs 0.00 cfmCONSTANT LOSS RATE (in/hr) 0.20LOW LOSS RATE - PERCENT 85.00% Unit Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out
(Plate E-5.9) Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft 1 5 0.08 0.5 0.17 0.20 0.14 0.02 2.02 607 607 60,643 362 362 245 0.01 434.002 10 0.17 0.6 0.20 0.20 0.17 0.00 0.17 50 295 60,607 362 295 0 0.00 434.003 15 0.25 0.6 0.20 0.20 0.17 0.00 0.17 50 50 60,579 362 50 0 0.00 434.004 20 0.33 0.6 0.20 0.20 0.17 0.00 0.17 50 50 60,579 362 50 0 0.00 434.005 25 0.42 0.6 0.20 0.20 0.17 0.00 0.17 50 50 60,579 362 50 0 0.00 434.006 30 0.50 0.7 0.23 0.20 0.20 0.04 2.87 860 860 60,672 362 362 497 0.01 434.017 35 0.58 0.7 0.23 0.20 0.20 0.04 2.87 860 1,357 60,729 363 363 994 0.02 434.028 40 0.67 0.7 0.23 0.20 0.20 0.04 2.87 860 1,854 60,786 363 363 1,491 0.03 434.029 45 0.75 0.7 0.23 0.20 0.20 0.04 2.87 860 2,351 60,844 363 363 1,987 0.05 434.03 10 50 0.83 0.7 0.23 0.20 0.20 0.04 2.87 860 2,847 60,901 364 364 2,483 0.06 434.0411 55 0.92 0.7 0.23 0.20 0.20 0.04 2.87 860 3,343 60,958 364 364 2,979 0.07 434.0512 60 1.00 0.8 0.26 0.20 0.22 0.07 5.57 1,670 4,648 61,108 365 365 4,284 0.10 434.0713 65 1.08 0.8 0.26 0.20 0.22 0.07 5.57 1,670 5,953 61,258 366 366 5,587 0.13 434.0914 70 1.17 0.8 0.26 0.20 0.22 0.07 5.57 1,670 7,257 61,409 367 367 6,890 0.16 434.1115 75 1.25 0.8 0.26 0.20 0.22 0.07 5.57 1,670 8,560 61,559 368 368 8,192 0.19 434.1316 80 1.33 0.8 0.26 0.20 0.22 0.07 5.57 1,670 9,862 61,708 369 369 9,493 0.22 434.1517 85 1.42 0.8 0.26 0.20 0.22 0.07 5.57 1,670 11,163 61,858 369 369 10,794 0.25 434.1718 90 1.50 0.8 0.26 0.20 0.22 0.07 5.57 1,670 12,463 62,008 370 370 12,093 0.28 434.1919 95 1.58 0.8 0.26 0.20 0.22 0.07 5.57 1,670 13,763 62,158 371 371 13,391 0.31 434.2120 100 1.67 0.8 0.26 0.20 0.22 0.07 5.57 1,670 15,061 62,307 372 372 14,689 0.34 434.2421 105 1.75 0.8 0.26 0.20 0.22 0.07 5.57 1,670 16,359 62,457 373 373 15,986 0.37 434.2622 110 1.83 0.8 0.26 0.20 0.22 0.07 5.57 1,670 17,655 62,606 374 374 17,281 0.40 434.2823 115 1.92 0.8 0.26 0.20 0.22 0.07 5.57 1,670 18,951 62,755 375 375 18,576 0.43 434.3024 120 2.00 0.9 0.30 0.20 0.25 0.10 8.27 2,480 21,056 62,997 376 376 20,680 0.47 434.3325 125 2.08 0.8 0.26 0.20 0.22 0.07 5.57 1,670 22,349 63,146 377 377 21,972 0.50 434.3526 130 2.17 0.9 0.30 0.20 0.25 0.10 8.27 2,480 24,452 63,388 379 379 24,073 0.55 434.3927 135 2.25 0.9 0.30 0.20 0.25 0.10 8.27 2,480 26,553 63,630 380 380 26,173 0.60 434.4228 140 2.33 0.9 0.30 0.20 0.25 0.10 8.27 2,480 28,652 63,872 381 381 28,271 0.65 434.4529 145 2.42 0.9 0.30 0.20 0.25 0.10 8.27 2,480 30,751 64,114 383 383 30,368 0.70 434.4930 150 2.50 0.9 0.30 0.20 0.25 0.10 8.27 2,480 32,847 64,342 384 384 32,463 0.75 434.5231 155 2.58 0.9 0.30 0.20 0.25 0.10 8.27 2,480 34,943 64,566 386 386 34,557 0.79 434.5532 160 2.67 0.9 0.30 0.20 0.25 0.10 8.27 2,480 37,037 64,791 387 387 36,650 0.84 434.5833 165 2.75 1.0 0.33 0.20 0.28 0.13 10.97 3,290 39,939 65,102 389 389 39,551 0.91 434.6234 170 2.83 1.0 0.33 0.20 0.28 0.13 10.97 3,290 42,840 65,413 391 391 42,450 0.97 434.6735 175 2.92 1.0 0.33 0.20 0.28 0.13 10.97 3,290 45,739 65,724 393 393 45,347 1.04 434.71 Loss Rate

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD COVA

HYDROLOGY SHORTCUT METHOD
Total In
Basin
in/hr
MANUAL 6-HOUR STORM
UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM
Time Basin Losses
Plate E-2.2
6-Hour Storm

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RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD COVA

HYDROLOGY SHORTCUT METHOD
Total In
Basin
in/hr
MANUAL 6-HOUR STORM
UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM
Time Basin Losses
36 180 3.00 1.0 0.33 0.20 0.28 0.13 10.97 3,290 48,636 66,035 394 394 48,242 1.11 434.7537 185 3.08 1.0 0.33 0.20 0.28 0.13 10.97 3,290 51,532 66,345 396 396 51,135 1.17 434.7938 190 3.17 1.1 0.36 0.20 0.31 0.17 13.67 4,100 55,235 66,742 399 399 54,836 1.26 434.8539 195 3.25 1.1 0.36 0.20 0.31 0.17 13.67 4,100 58,936 67,139 401 401 58,535 1.34 434.9040 200 3.33 1.1 0.36 0.20 0.31 0.17 13.67 4,100 62,635 67,535 403 403 62,231 1.43 434.9641 205 3.42 1.2 0.40 0.20 0.34 0.20 16.37 4,910 67,141 68,018 406 406 66,735 1.53 435.0242 210 3.50 1.3 0.43 0.20 0.36 0.23 19.07 5,720 72,454 68,588 410 410 72,045 1.65 435.1043 215 3.58 1.4 0.46 0.20 0.39 0.27 21.77 6,530 78,574 69,244 414 414 78,161 1.79 435.1944 220 3.67 1.4 0.46 0.20 0.39 0.27 21.77 6,530 84,690 69,900 417 417 84,273 1.93 435.2845 225 3.75 1.5 0.50 0.20 0.42 0.30 24.47 7,340 91,612 70,642 422 422 91,190 2.09 435.3946 230 3.83 1.5 0.50 0.20 0.42 0.30 24.47 7,340 98,530 71,384 426 426 98,103 2.25 435.4947 235 3.92 1.6 0.53 0.20 0.45 0.33 27.17 8,150 106,253 72,146 431 431 105,822 2.43 435.5948 240 4.00 1.6 0.53 0.20 0.45 0.33 27.17 8,150 113,972 72,905 435 435 113,536 2.61 435.6949 245 4.08 1.7 0.56 0.20 0.48 0.37 29.87 8,960 122,496 73,743 440 440 122,055 2.80 435.8150 250 4.17 1.8 0.59 0.20 0.50 0.40 32.56 9,769 131,825 74,659 446 446 131,379 3.02 435.9351 255 4.25 1.9 0.63 0.20 0.53 0.43 35.26 10,579 141,958 75,655 452 452 141,507 3.25 436.0752 260 4.33 2.0 0.66 0.20 0.56 0.46 37.96 11,389 152,896 76,730 458 458 152,438 3.50 436.2153 265 4.42 2.1 0.69 0.20 0.59 0.50 40.66 12,199 164,637 77,884 465 465 164,172 3.77 436.3754 270 4.50 2.1 0.69 0.20 0.59 0.50 40.66 12,199 176,372 79,020 472 472 175,900 4.04 436.5255 275 4.58 2.2 0.73 0.20 0.62 0.53 43.36 13,009 188,909 80,158 479 479 188,430 4.33 436.6756 280 4.67 2.3 0.76 0.20 0.65 0.56 46.06 13,819 202,250 81,369 486 486 201,764 4.63 436.8457 285 4.75 2.4 0.79 0.20 0.67 0.60 48.76 14,629 216,393 82,652 494 494 215,900 4.96 437.0158 290 4.83 2.4 0.79 0.20 0.67 0.60 48.76 14,629 230,529 83,936 501 501 230,028 5.28 437.1859 295 4.92 2.5 0.83 0.20 0.70 0.63 51.46 15,439 245,467 85,292 509 509 244,958 5.62 437.3660 300 5.00 2.6 0.86 0.20 0.73 0.66 54.16 16,249 261,207 86,691 518 518 260,689 5.98 437.5561 305 5.08 3.1 1.02 0.20 0.87 0.83 67.66 20,299 280,988 88,361 528 528 280,461 6.44 437.7762 310 5.17 3.6 1.19 0.20 1.01 0.99 81.16 24,349 304,810 90,372 540 540 304,270 6.99 438.0363 315 5.25 3.9 1.29 0.20 1.09 1.09 89.26 26,779 331,049 92,588 553 553 330,496 7.59 438.3264 320 5.33 4.2 1.39 0.20 1.18 1.19 97.36 29,209 359,706 94,936 567 567 359,139 8.24 438.6365 325 5.42 4.7 1.55 0.20 1.32 1.36 110.86 33,259 392,398 97,517 582 582 391,815 8.99 438.9666 330 5.50 5.6 1.85 0.20 1.57 1.65 135.16 40,549 432,364 100,673 601 601 431,763 9.91 439.3767 335 5.58 1.9 0.63 0.20 0.53 0.43 35.26 10,579 442,342 101,461 606 606 441,736 10.14 439.4768 340 5.67 0.9 0.30 0.20 0.25 0.10 8.27 2,480 444,216 101,609 607 607 443,609 10.18 439.4969 345 5.75 0.6 0.20 0.20 0.17 0.00 0.17 50 443,659 101,565 607 607 443,052 10.17 439.4970 350 5.83 0.5 0.17 0.20 0.14 0.02 2.02 607 443,660 101,565 607 607 443,053 10.17 439.49 Plate E-2.2
6-Hour Storm

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PROJECT:

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD COVA

HYDROLOGY SHORTCUT METHOD
Total In
Basin
in/hr
MANUAL 6-HOUR STORM
UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM
Time Basin Losses
71 355 5.92 0.3 0.10 0.20 0.08 0.01 1.21 364 443,418 101,546 606 606 442,811 10.17 439.4872 360 6.00 0.2 0.07 0.20 0.06 0.01 0.81 243 443,054 101,518 606 606 442,448 10.16 439.48

EFFECTIVE RAINFLOOD VOLUMEFLOOD VOLUMEREQUIRED STORAGEREQUIRED STORAGEMAX WSELPEAK FLOW RATETOTAL BASIN LOSSESAVERAGE PERCOLATION RATE 439.49 ft
135.16 cfs

83.65 cf/min
30,114 cu-ft

1.60 in

10.85 acft
472,562 cu-ft

10.18 acft
443,609 cu-ft

EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY
Plate E-2.2
6-Hour Storm

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Job No.: 2811BY: saw DATE 12/10/25
DRAINAGE AREA-ACRES 81.14 VARIABLE LOSS RATE (AVG) IN/HR Basin Percolation Rate 0.9 in/hrUNIT TIME-MINUTES 15 Fm = Minimum value on loss curve (in/hr) 0.10LAG TIME - MINUTES 5.30 C 0.00181 Maxwell DrywellsUNIT TIME-PERCENT OF LAG 283% Low Loss Rate (percent) 85.00% Number 0TOTAL ADJUSTED STORM RAIN (in) 4.38 Drywell Percolation Rate 0.00 cfs 0.00 cfm Unit Time Time Pattern Storm Effective Flood Volume Basin Basin Period Minutes Hours Percent Rain Rain Hydrograph In Volume Percolation Maximum Percolation WSEL in/hr Flow Area Percolation Out
(Plate E-5.9) Max Low in/hr cfs cu-ft cu-ft sf cu-ft cu-ft cu-ft ac-ft ft 1 15 0.25 0.2 0.035 0.346 0.030 0.01 0.43 387 387 60,618 1,086 387 0 0.00 434.002 30 0.50 0.3 0.053 0.342 0.045 0.01 0.65 581 581 60,640 1,086 581 0 0.00 434.003 45 0.75 0.3 0.053 0.338 0.045 0.01 0.65 581 581 60,640 1,086 581 0 0.00 434.004 60 1.00 0.4 0.070 0.334 0.060 0.01 0.86 774 774 60,662 1,087 774 0 0.00 434.005 75 1.25 0.3 0.053 0.330 0.045 0.01 0.65 581 581 60,640 1,086 581 0 0.00 434.006 90 1.50 0.3 0.053 0.326 0.045 0.01 0.65 581 581 60,640 1,086 581 0 0.00 434.007 105 1.75 0.3 0.053 0.322 0.045 0.01 0.65 581 581 60,640 1,086 581 0 0.00 434.008 120 2.00 0.4 0.070 0.318 0.060 0.01 0.86 774 774 60,662 1,087 774 0 0.00 434.009 135 2.25 0.4 0.070 0.315 0.060 0.01 0.86 774 774 60,662 1,087 774 0 0.00 434.00 10 150 2.50 0.4 0.070 0.311 0.060 0.01 0.86 774 774 60,662 1,087 774 0 0.00 434.0011 165 2.75 0.5 0.088 0.307 0.074 0.01 1.08 968 968 60,684 1,087 968 0 0.00 434.0012 180 3.00 0.5 0.088 0.303 0.074 0.01 1.08 968 968 60,684 1,087 968 0 0.00 434.0013 195 3.25 0.5 0.088 0.299 0.074 0.01 1.08 968 968 60,684 1,087 968 0 0.00 434.0014 210 3.50 0.5 0.088 0.296 0.074 0.01 1.08 968 968 60,684 1,087 968 0 0.00 434.0015 225 3.75 0.5 0.088 0.292 0.074 0.01 1.08 968 968 60,684 1,087 968 0 0.00 434.0016 240 4.00 0.6 0.105 0.288 0.089 0.02 1.29 1,161 1,161 60,707 1,088 1,088 73 0.00 434.0017 255 4.25 0.6 0.105 0.285 0.089 0.02 1.29 1,161 1,234 60,715 1,088 1,088 147 0.00 434.0018 270 4.50 0.7 0.123 0.281 0.104 0.02 1.51 1,355 1,501 60,746 1,088 1,088 413 0.01 434.0119 285 4.75 0.7 0.123 0.277 0.104 0.02 1.51 1,355 1,767 60,777 1,089 1,089 679 0.02 434.0120 300 5.00 0.8 0.140 0.274 0.119 0.02 1.72 1,548 2,227 60,829 1,090 1,090 1,137 0.03 434.0221 315 5.25 0.6 0.105 0.270 0.089 0.02 1.29 1,161 2,298 60,838 1,090 1,090 1,208 0.03 434.0222 330 5.50 0.7 0.123 0.267 0.104 0.02 1.51 1,355 2,562 60,868 1,091 1,091 1,472 0.03 434.0223 345 5.75 0.8 0.140 0.263 0.119 0.02 1.72 1,548 3,020 60,921 1,091 1,091 1,929 0.04 434.0324 360 6.00 0.8 0.140 0.260 0.119 0.02 1.72 1,548 3,477 60,973 1,092 1,092 2,384 0.05 434.0425 375 6.25 0.9 0.158 0.256 0.134 0.02 1.94 1,742 4,126 61,048 1,094 1,094 3,032 0.07 434.0526 390 6.50 0.9 0.158 0.253 0.134 0.02 1.94 1,742 4,774 61,123 1,095 1,095 3,679 0.08 434.0627 405 6.75 1.0 0.175 0.250 0.149 0.03 2.15 1,935 5,614 61,219 1,097 1,097 4,517 0.10 434.0728 420 7.00 1.0 0.175 0.246 0.149 0.03 2.15 1,935 6,452 61,316 1,099 1,099 5,353 0.12 434.0929 435 7.25 1.0 0.175 0.243 0.149 0.03 2.15 1,935 7,288 61,412 1,100 1,100 6,188 0.14 434.1030 450 7.50 1.1 0.193 0.240 0.164 0.03 2.37 2,129 8,317 61,531 1,102 1,102 7,214 0.17 434.1231 465 7.75 1.2 0.210 0.236 0.179 0.03 2.58 2,322 9,537 61,671 1,105 1,105 8,432 0.19 434.1432 480 8.00 1.3 0.228 0.233 0.194 0.03 2.80 2,516 10,947 61,833 1,108 1,108 9,839 0.23 434.1633 495 8.25 1.5 0.263 0.230 0.223 0.03 2.70 2,432 12,271 61,986 1,111 1,111 11,160 0.26 434.1834 510 8.50 1.5 0.263 0.227 0.223 0.04 2.96 2,667 13,828 62,165 1,114 1,114 12,714 0.29 434.2035 525 8.75 1.6 0.280 0.223 0.238 0.06 4.66 4,191 16,905 62,519 1,120 1,120 15,785 0.36 434.2536 540 9.00 1.7 0.298 0.220 0.253 0.08 6.35 5,713 21,498 63,048 1,130 1,130 20,368 0.47 434.3337 555 9.25 1.9 0.333 0.217 0.283 0.12 9.47 8,523 28,891 63,900 1,145 1,145 27,746 0.64 434.4438 570 9.50 2.0 0.350 0.214 0.298 0.14 11.16 10,040 37,787 64,871 1,162 1,162 36,624 0.84 434.5839 585 9.75 2.1 0.368 0.211 0.313 0.16 12.84 11,556 48,180 65,986 1,182 1,182 46,998 1.08 434.7340 600 10.00 2.2 0.385 0.208 0.328 0.18 14.52 13,069 60,067 67,260 1,205 1,205 58,862 1.35 434.9141 615 10.25 1.5 0.263 0.205 0.223 0.06 4.73 4,260 63,122 67,588 1,211 1,211 61,911 1.42 434.9542 630 10.50 1.5 0.263 0.202 0.223 0.06 4.98 4,478 66,389 67,938 1,217 1,217 65,172 1.50 435.0043 645 10.75 2.0 0.350 0.199 0.298 0.15 12.38 11,146 76,318 69,002 1,236 1,236 75,081 1.72 435.15

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD
Loss Rate
COVA

HYDROLOGY SHORTCUT METHOD
MANUAL 24-HOUR STORM
Basin Losses
in/hr
Total In Basin
UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM
Plate E-2.2
24-Hour Storm

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PROJECT:

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD
Loss Rate
COVA

HYDROLOGY SHORTCUT METHOD
MANUAL 24-HOUR STORM
Basin Losses
in/hr
Total In Basin
UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM
44 660 11.00 2.0 0.350 0.196 0.298 0.15 12.62 11,360 86,441 70,088 1,256 1,256 85,186 1.96 435.3045 675 11.25 1.9 0.333 0.193 0.283 0.14 11.42 10,282 95,468 71,055 1,273 1,273 94,195 2.16 435.4346 690 11.50 1.9 0.333 0.190 0.283 0.14 11.66 10,492 104,687 71,992 1,290 1,290 103,397 2.37 435.5647 705 11.75 1.7 0.298 0.188 0.253 0.11 9.02 8,120 111,517 72,664 1,302 1,302 110,215 2.53 435.6548 720 12.00 1.8 0.315 0.185 0.268 0.13 10.68 9,615 119,830 73,481 1,317 1,317 118,513 2.72 435.7649 735 12.25 2.5 0.438 0.182 0.372 0.26 20.94 18,849 137,362 75,204 1,347 1,347 136,015 3.12 435.9950 750 12.50 2.6 0.456 0.179 0.387 0.28 22.60 20,340 156,355 77,070 1,381 1,381 154,974 3.56 436.2551 765 12.75 2.8 0.491 0.177 0.417 0.31 25.69 23,118 178,092 79,176 1,419 1,419 176,673 4.06 436.5352 780 13.00 2.9 0.508 0.174 0.432 0.33 27.34 24,604 201,278 81,280 1,456 1,456 199,821 4.59 436.8153 795 13.25 3.4 0.596 0.171 0.506 0.42 34.72 31,248 231,070 83,985 1,505 1,505 229,565 5.27 437.1754 810 13.50 3.4 0.596 0.169 0.506 0.43 34.93 31,439 261,004 86,674 1,553 1,553 259,452 5.96 437.53 55 825 13.75 2.3 0.403 0.166 0.343 0.24 19.37 17,437 276,889 88,015 1,577 1,577 275,312 6.32 437.7156 840 14.00 2.3 0.403 0.164 0.343 0.24 19.58 17,623 292,935 89,370 1,601 1,601 291,334 6.69 437.8957 855 14.25 2.7 0.473 0.161 0.402 0.31 25.52 22,968 314,302 91,174 1,634 1,634 312,668 7.18 438.1258 870 14.50 2.6 0.456 0.159 0.387 0.30 24.29 21,859 334,527 92,881 1,664 1,664 332,863 7.64 438.3559 885 14.75 2.6 0.456 0.156 0.387 0.30 24.49 22,037 354,900 94,556 1,694 1,694 353,206 8.11 438.5760 900 15.00 2.5 0.438 0.154 0.372 0.28 23.25 20,923 374,129 96,075 1,721 1,721 372,408 8.55 438.7661 915 15.25 2.4 0.420 0.151 0.357 0.27 22.01 19,806 392,214 97,503 1,747 1,747 390,467 8.96 438.9562 930 15.50 2.3 0.403 0.149 0.343 0.25 20.76 18,687 409,154 98,841 1,771 1,771 407,383 9.35 439.1263 945 15.75 1.9 0.333 0.147 0.283 0.19 15.22 13,695 421,078 99,782 1,788 1,788 419,290 9.63 439.2464 960 16.00 1.9 0.333 0.145 0.283 0.19 15.40 13,860 433,150 100,735 1,805 1,805 431,345 9.90 439.3765 975 16.25 0.4 0.070 0.142 0.060 0.01 0.86 774 432,119 100,654 1,803 1,803 430,316 9.88 439.3666 990 16.50 0.4 0.070 0.140 0.060 0.01 0.86 774 431,090 100,573 1,802 1,802 429,288 9.86 439.3567 1005 16.75 0.3 0.053 0.138 0.045 0.01 0.65 581 429,869 100,476 1,800 1,800 428,068 9.83 439.3368 1020 17.00 0.3 0.053 0.136 0.045 0.01 0.65 581 428,649 100,380 1,798 1,798 426,850 9.80 439.3269 1035 17.25 0.5 0.088 0.134 0.074 0.01 1.08 968 427,818 100,314 1,797 1,797 426,021 9.78 439.3170 1050 17.50 0.5 0.088 0.132 0.074 0.01 1.08 968 426,988 100,249 1,796 1,796 425,192 9.76 439.3071 1065 17.75 0.5 0.088 0.130 0.074 0.01 1.08 968 426,160 100,183 1,795 1,795 424,365 9.74 439.3072 1080 18.00 0.4 0.070 0.128 0.060 0.01 0.86 774 425,139 100,103 1,794 1,794 423,345 9.72 439.2873 1095 18.25 0.4 0.070 0.126 0.060 0.01 0.86 774 424,119 100,022 1,792 1,792 422,327 9.70 439.2774 1110 18.50 0.4 0.070 0.124 0.060 0.01 0.86 774 423,101 99,942 1,791 1,791 421,311 9.67 439.2675 1125 18.75 0.3 0.053 0.123 0.045 0.01 0.65 581 421,891 99,846 1,789 1,789 420,102 9.64 439.2576 1140 19.00 0.2 0.035 0.121 0.030 0.01 0.43 387 420,489 99,736 1,787 1,787 418,702 9.61 439.2477 1155 19.25 0.3 0.053 0.119 0.045 0.01 0.65 581 419,283 99,640 1,785 1,785 417,498 9.58 439.2378 1170 19.50 0.4 0.070 0.117 0.060 0.01 0.86 774 418,272 99,561 1,784 1,784 416,488 9.56 439.2179 1185 19.75 0.3 0.053 0.116 0.045 0.01 0.65 581 417,069 99,466 1,782 1,782 415,286 9.53 439.2080 1200 20.00 0.2 0.035 0.114 0.030 0.01 0.43 387 415,673 99,355 1,780 1,780 413,893 9.50 439.1981 1215 20.25 0.3 0.053 0.113 0.045 0.01 0.65 581 414,474 99,261 1,778 1,778 412,695 9.47 439.1882 1230 20.50 0.3 0.053 0.111 0.045 0.01 0.65 581 413,276 99,166 1,777 1,777 411,499 9.45 439.1683 1245 20.75 0.3 0.053 0.110 0.045 0.01 0.65 581 412,080 99,072 1,775 1,775 410,305 9.42 439.1584 1260 21.00 0.2 0.035 0.109 0.030 0.01 0.43 387 410,692 98,962 1,773 1,773 408,919 9.39 439.1485 1275 21.25 0.3 0.053 0.107 0.045 0.01 0.65 581 409,499 98,868 1,771 1,771 407,728 9.36 439.1386 1290 21.50 0.2 0.035 0.106 0.030 0.01 0.43 387 408,115 98,758 1,769 1,769 406,346 9.33 439.11 Plate E-2.2
24-Hour Storm

Page 11 of 13 ends

Item 2.

PROJECT:

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD
Loss Rate
COVA

HYDROLOGY SHORTCUT METHOD
MANUAL 24-HOUR STORM
Basin Losses
in/hr
Total In Basin
UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM
87 1305 21.75 0.3 0.053 0.105 0.045 0.01 0.65 581 406,926 98,665 1,768 1,768 405,158 9.30 439.1088 1320 22.00 0.2 0.035 0.104 0.030 0.01 0.43 387 405,545 98,556 1,766 1,766 403,780 9.27 439.0889 1335 22.25 0.3 0.053 0.103 0.045 0.01 0.65 581 404,360 98,462 1,764 1,764 402,596 9.24 439.0790 1350 22.50 0.2 0.035 0.102 0.030 0.01 0.43 387 402,983 98,353 1,762 1,762 401,221 9.21 439.0691 1365 22.75 0.2 0.035 0.101 0.030 0.01 0.43 387 401,608 98,245 1,760 1,760 399,848 9.18 439.0492 1380 23.00 0.2 0.035 0.100 0.030 0.01 0.43 387 400,235 98,136 1,758 1,758 398,476 9.15 439.0393 1395 23.25 0.2 0.035 0.099 0.030 0.01 0.43 387 398,863 98,028 1,756 1,756 397,107 9.12 439.0294 1410 23.50 0.2 0.035 0.099 0.030 0.01 0.43 387 397,494 97,920 1,754 1,754 395,740 9.08 439.0095 1425 23.75 0.2 0.035 0.098 0.030 0.01 0.43 387 396,127 97,812 1,752 1,752 394,374 9.05 438.9996 1440 24.00 0.2 0.035 0.098 0.030 0.01 0.43 387 394,761 97,704 1,751 1,751 393,011 9.02 438.97

EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY

EFFECTIVE RAINFLOOD VOLUMEFLOOD VOLUMEREQUIRED STORAGEREQUIRED STORAGEMAX WSELPEAK FLOW RATETOTAL BASIN LOSSESAVERAGE PERCOLATION RATE 439.37 ft

34.93 cfs
131,675 cu-ft

91.44 cf/min

1.78 in

12.05 acft
524,686 cu-ft

9.90 acft
431,345 cu-ft
Plate E-2.2
24-Hour Storm

Page 12 of 13 ends

Item 2.

PROECT
JOB No.

BASIN DESIGNATION:

BASIN CHARACTERISTICS

CONTOUR

ELEVATION INCR TOTAL INCR TOTAL INCR
(ft) (ft) (sf) (sf) (cuft) (cuft) (acre-ft)
434 0 0 60,573 0 0 0.00
434.5 0.5 0.5 3,590 64,163 31,180 31,180 0.72
435.5 1 1.5 7,265 71,428 67,763 98,943 2.27
436.5 1 2.5 7,379 78,807 75,087 174,030 4.00
437.5 1 3.5 7,491 86,298 82,524 256,554 5.89
438.5 1 4.5 7,605 93,903 90,074 346,628 7.96
439.5 1 5.5 7,718 101,621 97,737 444,365 10.20
WHERE:

TOTAL
Retention Basin

BASIN VOLUME WORKSHEET

DEPTH AREA VOLUME
COVA
2811
( )( ) 212121
3 1
++−= AAAAEEV
Basin Volume Worksheet

Page 13 of 13 ends

Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report

Appendix G
Riverside County Whitewater River Region WQMP Worksheets 2709
Item 2.

ATRIB = 81.140 acres
Determine the Impervious Area Within ATRIB (AIMP) AIMP = 56.410 acres Calculate the Impervious Area Ratio (IF)
IF = AIMP/ATRIB IF = 0.70
Use the following equation based on the WEF/ASCE Method CBMP = 0.858If
3 - 0.78If
2 + 0.774If + 0.04 CBMP = 0.49
Calculate VU, the 80% Unit Storage Volume VU = 0.40 x CBMP VU = 0.20 (in*ac)/ac Calculate the design storage volume of the BMP, VBMP
VBMP (ft3) = VBMP = 57,660 ft3
QBMP = CBMP x I x ATRIB QBMP = 7.94 ft3
/s
I = Design Rainfall Intensity, 0.2 in/hr
Notes:

BMP Design Flow Rate, QBMP
Company Name
Designed By
Company Project Number/Name
Drainage Area Number/Name
COVA - MSA Job No. 2811
Site
December 10, 2025
VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
12(in/ft)
Calculate the Composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP
Legend:

Required Entries
Calculated Cells
Determine the Impervious Area Ratio
Whitewater Watershed
BMP Design Volume, VBMP & Design Flow Rate , QBMP (Rev. 06-2014) Enter the Area Tributary to this Feature (ATRIB)
MSA Consulting, Inc
SAW
Date
County/City Case No.
2710
Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report

Appendix H
Existing Conditions Exhibit

2711
Item 2.
2712
Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report

Appendix J
Preliminary SUH Exhibit
2713
Item 2.

AVENUE 52

VAN BUREN STREET

CALHOUN STREET
780-060-003
EX. ZONING:

LIGHT AGRICULTURE (A-1-20)
EX. GENERAL PLAN:

AGRICULTURE
780-040-002
EX. ZONING:

LIGHT AGRICULTURE (A-1-20)
EX. GENERAL PLAN:

RURAL COMMUNITY - ESTATE DENSITY RESIDENTIAL

CITY OF COACHELLA

COUNTY OF RIVERSIDE
780-060-004
EX. ZONING:

LIGHT AGRICULTURE (A-1-20)
EX. GENERAL PLAN:

AGRICULTURE
779-360-008
EX. ZONING:

REGIONAL COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-009
EX. ZONING:

REGIONAL COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-002
EX. ZONING:

REGIONAL COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-003
EX. ZONING:

REGIONAL COMMERCIAL
(R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-004
EX. ZONING:

REGIONAL

COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-005
EX. ZONING:

REGIONAL

COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-006
EX. ZONING:

REGIONAL COMMERCIAL
(R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL

DISTRICT
768-070-001
EX. ZONING:

REGIONAL

COMMERCIAL
(R-C)
EX. GENERAL
PLAN:

REGIONAL

RETAIL DISTRICT
LAGOON
WSE 440.0
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
POND
MAXIMUM WSE 439.5
NORMAL WSE 434.5
BOT 430.0
POND
MAXIMUM WSE 439.5
NORMAL WSE 434.5
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0

SOIL TYPE A

SOIL TYPE B

SOIL TYPE B
440
435
430
430
435
440
440
435
430
430
435
440 432
430
435
440
430
435
440
430
435
440
434
434
440
435
430
430
435
440
439
438
440
435
430
440
435
430
440
435
430
430
435
440
430
435
440
440
435
430
430
435
440
430
435
440
440
435
430
440
435
430
430
435
440
430
435
440
440
435
430
440
435
430
431
430
435
440
440
335
330
440
335
330
330
335
440
0' 120'
SCALE 1"=60'
60' 180' 240'
SAW
JAD

DESIGN BY DRAWN BY

CHECK BY
SAW
EXHIBIT DATE:

PROJECT NAME: COVA
MAP NUMBER: TENTATIVE TRACT MAP NO. 39330
PLAN: PRELIMINARY SUH EXHIBIT
JUNE 2026
MSA CONSULTING, INC.

DRAINAGE AREA BOUNDARY

CONDOMINIUMS - SOIL TYPE B

DRAINAGE SUB-AREA ID

AREA (AC)

LAND USE

SOIL TYPE A

LAND USE SUMMARY
TOTAL (ac)
CONDOMINIUMS 4.03
PAVING/HARDSCAPE 1.04
A=81.14
SITE

DURATION

EFFECTIVE RAIN

FLOOD VOLUME
(in)
(cu-ft)
(acre-ft)
3-HOUR

1.50 441,160

10.13 10.85
472,562

1.60 6-HOUR

12.05 524,686

1.7824-HOUR
1-HOUR

1.10 325,179

7.47 PEAK FLOW (cfs) 151.42 135.16 34.93 N/A

STORM EVENT SUMMARY
REQUIRED STORAGE (cu-ft)
(acre-ft)
424,813

9.75 10.18
443,609 431,345 9.90
319,900

7.34 STORAGE PROVIDED (cu-ft)
(acre-ft)
444,365

10.20 CONDOMINIUMS - SOIL TYPE A
A=81.14
SITE

HARDSCAPE - SOIL TYPE B

HARDSCAPE - SOIL TYPE A

PAVING/HARDSCAPE
TOTAL
CONDOMINIUMS 66.65

81.14 9.42

SOIL TYPE B

MAXIMUM WSE
(ft)
439.30

5.30 5.49
439.49 439.37 5.37438.20
DEPTH 4.20

BASIN VOLUME SUMMARY

CONTOUR

ELEVATION

DEPTH VOLUME

INCR TOTAL
(FT) (FT)
434.0
434.5
435.5
436.5
437.5
438.5
439.5
0 0

0.5 0.5
1 1.5
1 2.5
1 3.5
1 4.5
1 5.5
AREA

INCR TOTAL
(SF)
(SF)
3,590
60,573
7,265
64,163
7,379
71,428
7,491
78,807
7,605
86,298
7,718
93,903
101,621
INCR
(CUFT)
0 31,380
67,763
75,087
82,524
90,074
97,737
TOTAL
(CUFT)
0 31,380
98,943
174,030
256,554
346,628
444,365
(AC-FT)
0 0.72

2.27 4.00

5.89 7.96

10.20 R:\2811\Acad\Hydrologyreliminary\2811 Preliminary SUH Exhibit.dwg, 6/3/2026 1:41:29 PM, swieborg, MSA Consulting, Inc. 2714
Item 2.

COVA – Tentative Tract Map 39330
Preliminary Hydrology Report

Appendix K
Preliminary Grading Exhibit
2715
Item 2.
442.39
TP-LP
442.66
TP-HP
442.39
TP-LP
442.66
TP-HP
442.39
TP-LP
442.66
TP-HP
442.39
TP-LP
442.66
TP-HP
440.66
TP-GB
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.62
TP-HP
440.39
TP-LP
440.66
TP-GB
(449.06)
TP
448.19
FL
448.83
TP-HP
443.61
TP
440.64
TP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP 440.66
TP-GB
442.25
TP
445.05
TP
452.66
TP-GB
447.66
TP-GB
454.18
TP
454.37
TP
454.29
TP
452.66
TP-GB
451.85
TP
447.57
TP
440.65
TP
440.66
TP-GB
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.62
TP-HP
440.39
TP-LP
440.49
TP
440.66
TP-HP
440.00
TP
439.17
(440.27) TP
FL
442.87
TP
442.18
TP
(443.28) TP
458.66
TP
458.75
TP
459.26 TP-HP
440.66
TP-GB
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
443.91
TP-GB
444.06
TP-GB
447.86
TP-HP
447.86
TP-HP
441.96
TP
443.86
TP
443.71
TP
440.66
TP
442.66
TP-GB
446.66
TP-GB
452.66
TP-GB
444.41
TP
440.39
TP-LP
440.66
440.39 TP-HP
TP-LP
440.66
TP-HP
440.39
TP-LP
440.39
TP
440.66
TP-HP
440.39 TP-LP
440.66
TP-HP
440.66
TP-HP
440.39
TP-LP
440.57
TP-HP
440.39
TP-LP
440.39
TP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.44
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.48
TP-LP
440.66
440.39 TP-HP
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.42
TP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
440.66 TP-LP
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.50
TP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.60
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP
440.93
TP-GB
447.56
TP-HP
447.68
TP
(447.55) TP
446.74
FL
448.79
TP
449.91
TP-HP
449.40
TP
449.02
TP-LP
451.58
TP-HP
447.01
TP 444.99
TP
(448.92)
TP
448.04
FL
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP 440.63 TP-HP
440.39
TP-LP
440.66
TP-HP 440.39 TP-LP
440.66
TP-HP
440.39
TP-LP
440.66 TP-HP
TP-LP 440.39
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66 TP-HP
TP440.54
440.39
TP-LP440.66 TP-HP
440.39
TP-LP
440.66
TP-HP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.49
TP-HP
440.66
TP-HP
440.39
TP-LP
440.66
TP
440.39
TP-LP
440.66
TP
440.39
TP-LP
440.66
TP
440.39
TP-LP
440.66
TP-HP
439.89
TP
440.66 TP-HP
440.50
TP-LP
440.66
TP-HP
TP-LP
440.39
440.39
TP-LP
TP-LP
440.39
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39
TP-LP
440.66
TP-HP
440.39 TP-LP
440.66
TP-HP
440.39 TP-LP
440.66
TP-HP
446.66
TP-HP
446.34
TP-LP
446.66
TP-HP
446.66
TP-HP
446.39
TP-LP
446.66
TP-HP
TP-LP 446.39
446.49
TP-HP
452.51
TP-LP
452.66
TP-HP
452.39
TP-LP
452.66
TP-HP
452.39
TP-LP
452.66
TP-HP
452.39
TP-LP
454.20
TP
453.66
TP
452.66
TP-GB
450.66
TP-GB
450.07
TP
449.66
TP-GB
447.66TP-GB
447.39
TP-LP
454.66
TP-HP
TP-LP454.47
454.47
TP-LP
TP-HP 454.66
454.54
TP-LP
454.66
TP-HP
AVENUE 52

VAN BUREN STREET

CALHOUN STREET
780-060-003
EX. ZONING:

LIGHT AGRICULTURE (A-1-20)
EX. GENERAL PLAN:

AGRICULTURE
780-040-002
EX. ZONING:

LIGHT AGRICULTURE (A-1-20)
EX. GENERAL PLAN:

RURAL COMMUNITY - ESTATE DENSITY RESIDENTIAL

CITY OF COACHELLA

COUNTY OF RIVERSIDE
780-060-004
EX. ZONING:

LIGHT AGRICULTURE (A-1-20)
EX. GENERAL PLAN:

AGRICULTURE
779-360-008
EX. ZONING:

REGIONAL COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-009
EX. ZONING:

REGIONAL COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-002
EX. ZONING:

REGIONAL COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-003
EX. ZONING:

REGIONAL COMMERCIAL
(R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-004
EX. ZONING:

REGIONAL

COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-005
EX. ZONING:

REGIONAL

COMMERCIAL (R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL DISTRICT
779-360-006
EX. ZONING:

REGIONAL COMMERCIAL
(R-C)
EX. GENERAL PLAN:

REGIONAL RETAIL

DISTRICT
768-070-001
EX. ZONING:

REGIONAL

COMMERCIAL
(R-C)
EX. GENERAL
PLAN:

REGIONAL

RETAIL DISTRICT
PE 444.0 PE 444.0
PE 444.0
PE 444.0 PE 444.0
PE 444.0 PE 444.0 PE 444.0 PE 444.0 PE 444.0
PE 442.0
PE 442.0 PE 442.0
LAGOON
WSE 440.0
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
POND
MAXIMUM WSE 439.5
NORMAL WSE 434.2
BOT 430.0
POND
MAXIMUM WSE 439.5
NORMAL WSE 434.2
BOT 430.0
LAGOON
WSE 440.0
BOT 430.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0 PE 442.0 PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 448.0
PE 452.0
PE 452.0
PE 452.0
PE 452.0
PE 444.0
PE 444.0
PE 444.0
PE 444.0 PE 444.0
PE 442.0
PE 442.0
PE 442.0 PE 442.0 PE 442.0
PE 442.0
PE 442.0
PE 442.0 PE 442.0 PE 442.0 PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0 PE 442.0
PE 442.0
PE 442.0
440.52
TP
440.57
TP
446.66
TP-GB
454.66
TP-HP
454.66
TP-GB
440.41
TP-LP
457.66
TP-GB
459.09
TP-GB
457.66
TP-GB
PE 446.0 PE 448.0
PE 446.0
PE 448.0
PE 448.0 PE 448.0
PE 448.0
PE 448.0
PE 450.0 PE 454.0
PE 454.0 PE 454.0
PE 454.0
PE 456.0
PE 456.0
PE 456.0
PE 456.0
PE 456.0
FS 449.0
FS 452.0
FS 456.0
FS 456.0
FS 454.0
FS 454.0
FS 454.0
PE 454.0
PE 455.0
PE 452.0
PE 452.0
PE 451.0
PE 449.0
PE 459.0
PE 460.0
PE 454.0
PE 454.0 PE 452.0
PE 448.0
PE 448.0
PE 444.0
\pxt2;PE 450.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 443.0
PE 443.0 PE 443.0
PE 443.0
PE 443.0
PE 443.0
PE 443.0
PE 443.0
PE 443.0
PE 443.0 PE 443.0
PE 443.0 PE 443.0
PE 443.0 PE 443.0
PE 443.0 PE 443.0
PE 443.0 PE 443.0
PE 443.0 PE 443.0
PE 443.0 PE 443.0
PE 443.0
PE 443.0
PE 443.0
PE 443.0
PE 443.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0 PE 442.0
PE 442.0
PE 442.0 PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0 PE 442.0
PE 442.0
PE 444.0
PE 444.0
PE 444.0
PE 444.0
PE 444.0
PE 443.0
PE 443.0
PE 443.0 PE 443.0 PE 443.0 PE 444.0 PE 444.0 PE 445.0 PE 445.0 PE 445.0 PE 444.0 PE 444.0 PE 443.0 PE 443.0 PE 443.0 PE 443.0 PE 442.0
PE 446.0
PE 446.0
PE 446.0
PE 446.0
PE 442.0
PE 442.0 PE 442.0
PE 442.0 PE 442.0
PE 442.0 PE 442.0
PE 442.0
PE 442.0
PE 442.0 PE 442.0
PE 442.0 PE 442.0 PE 442.0
PE 442.0
PE 442.0
PE 442.0 PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0 PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 443.0
PE 442.0
PE 442.0
PE 445.0
PE 445.0
PE 445.0
PE 445.0
PE 445.0
PE 445.0
PE 445.0
PE 445.0
PE 462.0 PE 462.0
PE 462.0 PE 462.0
PE 462.0
PE 461.5
PE 461.5
PE 462.0
PE 448.0
PE 448.0
PE 448.0 PE 448.0
PE 462.0 PE 448.0 459.37
TP
459.76
TP
FS 448.0
FS 448.0 FS 442.0
FS 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
PE 442.0
FS 462.0
PE 442.0
PE 448.0
PE 450.0
FS 444.0
FS 444.0
FS 442.0
FS 446.0
PE 448.0
FS 452.0
FS 452.0
FS 444.0
(448.25) TP
447.44
FL

1.0%

0.5%

0.5% 0.5%

0.5% 0.5% 6.6%

2.4%

1.3%

0.5%

1.2%

2.9%

0.5% 0.5%

0.5% 0.5% 0.5%

5.5%

0.5%

5.2%

2.2%

0.5%

4.4%

0.5%

3.1%0.9%

1.3%

1.1%

1.9%

0.5%

0.5% 0.5%

0.5%

6.6%

9.5%

0.5%

11.4%

1.5%

9.4%
440.66
TP-GB

5.0%

8.4%

5.2% 3.4%

3.3%

3.2%

1.6%

0.5%

1.5%

1.2%

0.5%

2.8%

0.5%

2.0%

0.5%

2.0% 3.6% 2.4% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

0.5%

0.6% 0.6%

0.6%

2.0% 0.5%

0.5% 0.5%

1.5%

2.2%

0.5%

0.7%

0.5%

0.5% 0.5% 0.5% 0.5% 0.5% 0.5%

0.5%

0.5% 0.5%

0.5%

0.5% 0.5%

0.5%

0.5% 0.5% 0.5%

0.5%

0.5% 0.5% 0.5%

0.5%

0.5% 0.5% 0.5%

0.5%

0.5% 0.5% 0.5%

0.5%

0.5% 0.5% 0.6%

0.5%

0.5% 0.5%

0.5%

0.5% 0.5% 0.5%

0.5%

0.5% 0.5%

0.5% 0.5% 0.5%

0.5% 0.5% 0.5% 0.5%

0.5%

0.5% 0.5%0.5%

0.5% 0.5%

0.5%

0.5% 0.5% 0.5%

0.5%

0.7%

0.5%

0.5%
(445)
(445)
(445)
(445)
(445)
(445)
(445)
(445)
(445)
(446)
(447)
(447) (448)
(449)
(448)
(449) (449)
(448)
(449)
(449)
(449)
(447)
(448)
(449)
(450)
(449)
(450)
(451)
(450)
(448)
(448)
(449)
(448)
(449)
(448)
(448)
(447)
(448)
(448)
(449)
(450)
(448)(447)
(447)
(448)
(447)
(447)
(447)
(446)
(445)
(446)
(445)
(446)
(446)
(446)
(446)
(446)
(445)
(445)
(445)
(446)
(446)
(447)
(448)
(448)
(446)
(445)
(444)
(443)
(443) (443)
(443)
(443)
(442) (440)
(441)
(441)
(441)
(442)
(442)
(441)
(441)
(440)
(441)
(440)
(441)
(442)
(442)
(442)
(444)
(443)
(443)
(443)
(443)
(443)
(443) (442) (443) (441)
(440)
(441)
(440)
(439)
(438)
(437)
(437)
(436)
(436)
(435) (435)
(436)
(436)
(437)
(437)
(436)
(437)
(439)
(439)
(440)
(439)
(442)
(442)
(442)
(442)
(442)
(441)
(442) (443)
(444)
(443)
(443)
(445)
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(449) (450)
(448)
(447)
(447)
(447)
(446)
(445)
(444)
(444)
(444)
(443)
(445)
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(446)
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(448)
(450)
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(446)
(450)
(448)
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(450)
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(447) (446) (445) (443)
(442)
(439)
(439)
(438)
(438)
(438)
(438) (437)
(437)
(435)
(434)
(435)
(436)
(437)
(438)
LAGOON
WSE 440.0
BOT 438.0
440
435
430
430
435
440
440
435
430
430
435
440 432
430
435
440
430
435
440
430
435
440
434
434
440
435
430
430
435
440
439
438
440
435
430
440
435
430
440
435
430
430
435
440
430
435
440
440
435
430
430
435
440
430
435
440
440
435
430
440
435
430
430
435
440
430
435
440
440
435
430
440
435
430
431
430
435
440
440
335
330
440
335
330
330
335
440
440.39
TP-LP
440.66
TP-HP
440.66
TP-HP
440.39
TP-LP
440.39
TP-LP
440.49
TP-HP

0.5% 0.5% 0.5% 0.5%

0.5% 0.5%

0.5%
447.04
TP-LP
446.61
TP
444.59
TP
443.56
TP

1.6%

1.6% 1.6%

0.5%
0' 120'
SCALE 1"=60'
60' 180' 240'
SAW
JAD

DESIGN BY DRAWN BY

CHECK BY
SAW
EXHIBIT DATE:

PROJECT NAME: COVA
MAP NUMBER: TENTATIVE TRACT MAP NO. 39330
PLAN: PRELIMINARY GRADING EXHIBIT
JUNE 2026
MSA CONSULTING, INC.

RAW QUANTITIES
SUBSIDENCE 12,534 13,866
RAW ADJUSTED 362,142 244,921
SHRINKAGE 43,221
EXPORT
TOTAL EARTHWORK 630,762 630,762
SUBTOTAL 630,762 604,166
374,676 231,055

CUT (CY) FILL (CY)
OVER EXCAVATION 268,620 268,620
OVER EXCAVATION SHRINKAGE 47,404
26,596
{EARTHWORK FACTORS:

THE FOLLOWING FACTORS WERE USED IN THE PREPARATION OF
THE EARTHWORK ANALYSIS:

SHRINKAGE:15%.

SUBSIDENCE:0.20'
OVER-EX. :4'}
%%USECTION A-A
%%USOUTHERN PROPERTY LINE
N.T.S.

A
A
A
A
R:\2811\Acad\Gradingreliminary\2811 Preliminary Grading Exhibit.dwg, 6/3/2026 1:31:59 PM, swieborg, MSA Consulting, Inc. 2716
Item 2.

Whitewater River Region WQMP
Project Specific
Preliminary Water Quality Management Plan
For: COVA - Tentative Tract Map 39330
SEC of Avenue 52 and Van Buren Street
Coachella, CA 92236
DESIGN REVIEW NO. TBD
DEVELOPMENT NO. TBD
Prepared for:

Relevant Coachella Owner, LLC
6417 Selma Avenue
Hollywood, CA 90028
Telephone: (310) 270-6222
Prepared By:

Jesus Herrera-Cortes, CPSWQ, QSD/QSP
MSA Consulting, Inc.
34200 Bob Hope Drive
Rancho Mirage, CA 92270
[email protected]
Prepared Under the Direction of:

Julian A. De La Torre, PE
MSA Consulting, Inc.
34200 Bob Hope Drive
Rancho Mirage, CA 92270
Telephone: (760) 320-9811
Fax No. (760) 323-7893
[email protected]
Original Date Prepared: June 8, 2026
Revision Date(s): N/A
2717
Item 2.

Whitewater River Region WQMP
COVA - Tentative Tract Map 39330

OWNER'S CERTIFICATION
This project-specific Preliminary Water Quality Management Plan has been prepared for:

Relevant Coachella Owner, LLC by MSA Consulting, Inc. for the project known as COVA - Tentative Tract Map 39330 in the City of Coachella, CA.

This WQMP is intended to comply with the requirements of Coachella for a portion of APNs 780-040- 001, 780-040-003, 780-060-001, and 780-060-002 which includes the requirement for the preparation and implementation of a project-specific WQMP.

The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity.

The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under the City of Coachella (Coachella Code of Ordinances, Chapter 13.16, Water Quality Control).

If the undersigned transfers its interest in the subject property/project, the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. "I, the undersigned, certify under penalty of law that I am the owner of the property that is the subject of this WQMP, and that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." ATTEST
Owner's Signature
Owner's Printed Name
Owner's Title/Position
Date
6417 Selma Avenue
Hollywood, CA 90028

THIS FORM SHALL BE NOTARIZED BEFORE ACCEPTANCE OF THE

FINAL PROJECT SPECIFIC WQMP
Notary Signature
Printed Name
Title/Position
Date
2718
Item 2.

Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
June 8, 2026 i
Contents

SECTION PAGE
I. Project Description.........................................................................................................................1 II. Site Characterization .....................................................................................................................5 III. Pollutants of Concern.....................................................................................................................7 IV. Hydrologic Conditions of Concern..............................................................................................9 V. Best Management Practices........................................................................................................11 V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPS....11 V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS.................................13 V.1.B TREATMENT CONTROL BMPS ................................................................................19 V.1.C MEASURABLE GOAL SUMMARY .............................................................................20 V.2 SOURCE CONTROL BMPS .................................................................................................22 V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES ............................................25 V.4 REGIONALLY-BASED BMPS .............................................................................................25 VI. Operation and Maintenance Responsibility for BMPs..........................................................26 VII. Funding ..........................................................................................................................................29 TABLES
TABLE 1. POLLUTANT OF CONCERN SUMMARY 7
TABLE 2. BMP SELECTION MATRIX BASED UPON POLLUTANT OF CONCERN REMOVAL EFFICIENCY 12 TABLE 3. IMPLEMENTATION OF SITE DESIGN BMP CONCEPTS 14
TABLE 4. LID/SITE DESIGN BMPS MEETING THE LID/SITE DESIGN MEASURABLE GOAL 18 TABLE 5: TREATMENT CONTROL BMP SUMMARY 19
TABLE 6: MEASURABLE GOAL SUMMARY 21
TABLE 7. SOURCE CONTROL BMPS 22

APPENDICES
A. CONDITIONS OF APPROVAL
B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP (APPENDIX B INCLUDES OVERALL SITE PLAN, RETENTION BASIN PLAN AND HYDROLOGY PLANS) 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
2719
Item 2.

Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
June 8, 2026 1
I. Project Description
Project Owner: Relevant Coachella Owner, LLC
6417 Selma Avenue
Hollywood, CA 90028
Telephone: (310) 270-6222
WQMP Preparer: Under the Direct Supervision of Julian A. De La Torre MSA Consulting, Inc.
34200 Bob Hope Drive
Rancho Mirage, CA 92270
Telephone: (760) 323-7893
Fax No.: (760) 323-7893
Project Site Address: SEC of Avenue 52 and Van Buren Street Coachella, CA 92236
Planning Area: Van Buren Corridor General Plan Subarea
Community Name: Coachella
Development Name: COVA - Tentative Tract Map 39330
APN Number(s): 780-040-001, 780-040-003, 780-060-001, 780-060-002 Latitude & Longitude: 33.6686, -116.2023
Receiving Water: Coachella Valley Stormwater Channel
Hydrologic Area: 81.14 Acres
Standard Industrial Classification (SIC) Code(s):
• 7011: Hotels
• Not applicable to the residential development
Formation of Home Owners' Association (HOA)
or Property Owners Association (POA): Y N
2720
Item 2.

Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
June 8, 2026 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:

City of Coachella Grading Permit Y N
City of Coachella Building Permit Y N
• The project will not divert or obstruct the natural flow or change the bed, channel, or bank of any stream, river or lake. Therefore, a State Department of Fish and Game, 1601 Streambed Alteration Agreement is not required.
• The project will not result in discharge into navigable waters; therefore, a Clean Water Act Section 401 Water Quality Certification permit is not required. • The project will not result in the discharge of dredged or fill materials into the waters of the United States, including wetlands. A Clean Water Act Section 404 Permit is not required for this project.
• The project site is not recognized as a habitat of an endangered species nor does it form part of a Conservation Area under the Coachella Valley Multiple Species Habitat Conservation Plan. A U.S. Fish and Wildlife, Endangered Species Act Section 7 biological opinion is not required for this project.
• The project is not industrial in nature. Therefore, coverage under the General Permit for Storm Water Discharges Associated with Industrial Activities is not required. This project will obtain coverage under the State Water Board NPDES General Permit for Storm Water Discharges Associated with Construction and Land Disturbance Activities.
2721
Item 2.

Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
June 8, 2026 3
Existing Conditions and Proposed Development:

This Project-Specific Preliminary WQMP applies to the master-plan scope of COVA - Tentative Tract Map 39330. The site is located south of 52nd Avenue; east of Calhoun Street; and west of Van Buren Street in the City of Coachella, County of Riverside, California. The project site is characterized by agricultural uses and the presence of accessory structures. Other than maintained agricultural drainage and irrigation reservoir facilities, the site does include natural drainage courses, such as those associated with streams, rivers, or washes.

The scope of this project involves a master-planned destination resort and residential community with 162 residential dwelling units and 240-key condominium hotel units. Associated amenities include water recreation, well and fitness facilities, dining, and hospitality. The scope, content, and level of detail of this Preliminary WQMP is based on the master-plan development plans and preliminary engineering prepared for entitlement approvals. Future conditions of approval and engineering plans will be incorporated into the Final WQMP to provide additional design detail.

Figure 1 – Project Location and Existing Conditions
Proposed Storm Drain Improvements
Based on the preliminary grading and hydrology design, the project has a single hydrologic (tributary) area of 81.14 acres, encompassing the entire development. The Final WQMP will identify applicable delineation of sub-drainage management areas, as determined by final engineering and hydrology design. Stormwater runoff volume resulting from the controlling 100- year storm event will be conveyed southerly along surface and piped flows to the retention facility, where the available freeboard will adequately contain the flows.

The proposed method of stormwater retention will involve two designated irrigation ponds with approximately 5.0 to 5.5 feet of available freeboard in relation to the normal irrigation water 2722
Item 2.

Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
June 8, 2026 4
surface elevation. The provided freeboard has been sized to accommodate the full stormwater volume generated across the project site. Storm drain inlets connected to this retention facility may be equipped with screening methods to filter out potential trash, organic debris, and other solids.

Alternatively, the storm drain outlets may also be configured to allow for adequate screening prior to discharge into the retention area. Such details and information will be provided in the Final WQMP based on final (precise) grading, hydrology, and associated improvement plans.

The drainage management area identification, acreages, primary land uses, impervious cover, VBMP quantities, retention basin sizes, retention basin design depths, basin dewatering times, and provided storage are summarized in Table A. Final quantities and design details will be provided in the Final WQMP, resulting from plan review and conditions of approval.

Table A - Summary of Drainage Management Areas and Retention Capacities Drainage
Area ID
Tributary
Area
(In Acres)
Impervious
Area (In Acres)
WQMP
VBMP
(In Cubic Feet)
Provided Retention
Capacity
(In Cubic Feet)
Method of
Retention
Site 81.14 56.410 (70%) 57,660 447,365 Retention Pond
Freeboard
Total 81.14 56.410 (70%) 57,660 447,365 See Above
Source: Preliminary Hydrology Report for COVA, TTM 39330 As summarized in Table A and consistent with the preliminary hydrology report, each hydrologic drainage management area of the project will include a respective retention basin system capacity to retain the controlling stormwater volume to meet the City of Coachella’s hydrologic requirements, while also accounting for the smaller VBMP quantities. The provided retention capacity will ensure that the project does not result in a routine stormwater discharge into any off-site facility.

Location of Activities:

The project does not have a specific area where heightened activities would warrant additional site design, source control or treatment measures other than the proposed retention facilities for the respective drainage areas.

Waste Generation:

The proposed project is expected to generate a variety of solid waste according to land use and facility type. The project’s waste will be collected and managed by Burrtec Waste Industries on a typical schedule.

Materials Storage and Delivery Areas:

The proposed project is expected to generate non-hazardous solid waste typical of most residential and resort land uses. The project’s waste will be collected and managed by Burrtec Waste Industries on a typical schedule. Pollution prevention, waste reduction, and recycling practices will be implemented on-site. The Final WQMP will identify the final location, configuration and details of these facilities based on final engineering design.
2723
Item 2.

Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
June 8, 2026 5
Appendix A will include 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. To be provided in Final WQMP based on final engineering design, as applicable.
◼ Landscaped areas. To be provided in Final WQMP based on final engineering design.

Current preliminary hydrology calculations account for pervious cover. ◼ Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.). To be provided in Final WQMP based on final engineering design, as applicable. Current preliminary hydrology calculations account for impervious/pervious cover.
◼ 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. To be provided in Final WQMP based on final engineering design, as applicable.
◼ 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. To be provided in Final WQMP based on final engineering design, as applicable. ◼ 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. 2724
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II. Site Characterization
Existing/Proposed General Plan: Regional Retail District Existing/Proposed Zoning: Regional Commercial (R-C)

Current Property Use: Agricultural
Proposed Property Use: Residential and Hospitality
Availability of Soils Report: Y N
Phase 1 Site Assessment: Y N
2725
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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
Coachella
Valley
Stormwater
Channel
Ammonia, DDT
(Dichlorodiphenyltrichloroethane),
Dieldrin, Disulfoton, Indicator Bacteria,
Oxygen, Dissolved, PCBs (Polychlorinated
biphenyls), Toxaphene, Toxicity

FRSH, REC I
c, REC II c,
WARM,

WILD, RARE
d
Approximately 2
miles
The preceding table is based on the 2020-2022 Integrated Report (Clean Water Act Section 303(d) List/305(b) Report.

Abbreviations:

I – Intermittent Beneficial Use
FRSH – Freshwater Replenishment
REC I – Water Contact Recreation
REC II – Non-Contact Water Recreation
WARM – Warm Freshwater Habitat
WILD – Wildlife Habitat
RARE – Preservation of Rare, Threatened, or Endangered Species MUN – Municipal & Domestic Supply
AGR – Agricultural Supply
GWR – Groundwater Recharge
AQUA – Acuaculture
COLD – Cold Freshwater Habitat
POW – Hydropower Generation
a. Although it is not encouraged, children play in the water infrequently on the wildlife reserve b. Section of perennial flow from approximately Indio to the Salton Sea. c. Unauthorized use.
d. Rare, endangered, or threatened wildlife exists in or utilizes some of this waterway. 2726
Item 2.

Whitewater River Region WQMP
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June 8, 2026 8
III. Pollutants of Concern
Table 1. Pollutant of Concern Summary
Pollutant Category
Potential for
Project
Causing Receiving
Water Impairment
Bacteria/Virus (Pathogens) Yes Yes (Pathogens)
Heavy Metals No No
Nutrients Yes No
Toxic Organic Compounds No Yes
Sediment/Turbidity Yes No
Trash & Debris Yes No
Oil & Grease Yes No
Based on the 2020-2022 Integrated Report (Clean Water Act Section 303(d) List/305(b) Report, the Coachella Valley Stormwater Channel is impaired by Ammonia, DDT (Dichlorodiphenyltrichloroethane), Dieldrin, Disulfoton, Indicator Bacteria, Oxygen, Dissolved, PCBs (Polychlorinated biphenyls), Toxaphene, Toxicity
• The proposed new residential and hospitality development is not expected to be a source of DDT contamination because the use of this substance (synthetic organic compound) has been banned since 1972; therefore, it will not be handled or form part of the proposed development.
• The proposed new residential and hospitality development is not expected to be a source of Dieldrin contamination because the use of this substance (synthetic organic compound) was related to agricultural operations (found in pesticides for crops) and it has been illegal since 1987; therefore, it will not be handled or form part of the proposed development.
• The proposed new residential and hospitality development is not expected to be a source of polychlorinated biphenyls (PCBs) because manufacturing this substance (synthetic organic compound) stopped in 1977 and its application was banned in 1979; therefore, it will not be handled or form part of the proposed development. • The proposed new residential and hospitality development is not expected to be a source of toxaphene because the use of this substance (synthetic organic compound) has been illegal since 1990; therefore, it will not be handled or form part of the proposed development.
• The proposed new residential and hospitality development is not expected to be a source of Nitrogen, ammonia (Total Ammonia).
• The project has the potential to generate small amounts of pathogens (bacteria/virus). These pollutants are generally associated with various human activities, but pathogens are also present in natural environments. Moreover, pathogens can be associated with wild and domesticated animal waste. Source control measures to address this potential pollutant are discussed in the subsequent sections of this report. • The project is not expected to generate or discharge toxicants, such as toxic metals and synthetic organic compounds that would result in detrimental physiological responses in human, plant, animal, or indigenous aquatic life in the receiving waters.
2727
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Table 1 (Potential Pollutants Generated by Land Use Type) of the Riverside County Whitewater River Region Stormwater Quality Best Management Practice Design Handbook for Low Impact Development identifies eight (8) land use categories with their corresponding potential pollutants that may be generated.

Type of
Development
(Land Use)
Sediment/
Turbidity
Nutrients Toxic
Organic
Compounds
Trash
& Debris
Bacteria &
Viruses
(Also:

Pathogens)
Oil
&
Grease
Heavy
Metals
Detached Residential
Development

P P N P P P N
Attached Residential
Development
P P N P P P(2) N
Restaurants (Resort) N N N P P P N
Parking Lots P P(1) P(4) P P P P
Abbreviations:

P = Potential N = Not potential
Notes:
(1) A potential Pollutant if non-native landscaping exists or is proposed onsite; otherwise not expected. (2) A potential Pollutant if the project includes uncovered parking areas; otherwise not expected. (3) A potential Pollutant if land use involves food or animal waste products. (4) Specifically, petroleum hydrocarbons.
(5) Specifically, solvents; however, this Pollutant is not expected at commercial office or commercial retail sites, unless said retail is vehicle related.
(6) A potential Pollutant if the project includes outdoor storage or metal roofs; otherwise not expected.

Pollutants of Concern: Based on the comparison of potential project pollutants with the pollutant categories causing receiving water impairments, the pollutants of concern include bacteria/virus. The project’s proposed storm drain improvements are designed to intercept and retain the locally required stormwater volume. Therefore, the project will not produce runoff or pollutants that could affect offsite or downstream resources, such as the proximate receiving waters. 2728
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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.

The project is obligated to meet the City of Coachella’s hydrologic requirements by demonstrating that stormwater runoff from the developed condition can be adequately conveyed and retained on-site. In accordance with the hydrology report, the project’s retention facilities have been sized to adequately contain the required stormwater volume for hydrology and water quality purposes for the on-site areas. Therefore, the project will not result in changes to the hydrologic regime that will permanently impact downstream channels, receiving waters, or habitat integrity. No Hydrologic Conditions of Concern are expected to result from the project.

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 postdevelopment 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 Site-Design 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)
2729
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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. 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, subsection 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.
2730
Item 2.

Whitewater River Region WQMP
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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 Swale
2, 3
Landscape Strip
2, 3
Biofiltration
(with underdrain)
2, 3
Extended Detention
Basin
2 Sand Filter Basin
2 Infiltration Basin
2 Infiltration Trench
2 Permeable
Pavement
2 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 Product
5 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.
2731
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V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS Note: This section is not applicable Due to conformance with local retention ordinance per Section 3.5.1.2 of Whitewater River Region WQMP Guidance Document.

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.
2732
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Table 3. Implementation of Site Design BMP Concepts
Note: Completion of this sub-section is not required since the project retains urban runoff on-site in conformance with the local ordinances.

Included
Brief Reason for BMPs
Indicated as No or N/A
Design
Concept Technique Specific BMP Yes No N/A Site Design BMP Concept 1 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.

The project is not located in an environmentally
sensitive area.

Conserve natural areas by incorporating the goals of the Multi-Species Habitat Conservation Plan or other natural resource plans.

The project site is not located in an environmentally
sensitive area of the Coachella Valley MSHCP.

Preserve natural drainage features and natural depressional storage areas on the site.

The project does not have naturally occurring storage
areas.

Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs.

The project site doesn’t have canopy coverage that can
be preserved. The project’s landscape design will
follow local water efficiency and drought tolerant
requirements.

Use natural drainage systems. The site does not involve using any natural drainage systems.

Where applicable, incorporate Self-Treating Areas Not proposed.

Where applicable, incorporate Self-Retaining Areas Self-retaining areas will occur where applicable in the form of a retention facilities.

Increase the building floor to area ratio (i.e., number of stories above or below ground).

Lot coverage will follow the local development
standards.

Construct streets, sidewalks and parking lot aisles to minimum widths necessary, provided that public safety and a walkable environment for pedestrians are not compromised.

Widths of sidewalks and streets are designed per City
standards.

Reduce widths of streets where off-street parking is available. Street widths will follow the local development standards.

Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design.

Landscaping improvements are proposed to reduce
impervious surfaces.

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).

No other Site Design BMP concepts are proposed.
2733
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Whitewater River Region WQMP
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June 8, 2026 15
Table 3. Site Design BMP Concepts (continued)
Note: Completion of this sub-section is not required since the project retains urban runoff on-site in conformance with the local ordinances.

Included
Brief Reason for Each BMP
Indicated as No or N/A Design
Concept Technique Specific BMP Yes No N/A Site Design BMP Concept 2 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.

All roof runoff and other impervious runoff will be
conveyed indirectly to the designated retention
facilities.

Drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping.

Incorporate landscaped buffer areas between sidewalks and streets. Not proposed in approved site plan.

Use natural or landscaped drainage swales in lieu of underground piping or imperviously lined swales.

The project will primarily rely on imperviously lined
conveyances (piped and surface)
Where soil conditions are suitable, use perforated pipe or gravel filtration pits for low flow infiltration.

Not proposed
Maximize the permeable area by constructing walkways, trails, patios, overflow parking, alleys, driveways, low-traffic streets, and other low-traffic areas with openjointed paving materials or permeable surfaces such as pervious concrete, porous asphalt, unit pavers, and granular materials.

As designed, there are currently no proposed openjointed paving materials or other permeable surfaces (except for landscaped areas and retention facilities)
that would help maximize permeable areas.

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.

This form of improvements is not proposed.

Urban curb/swale system: street slopes to curb; periodic swale inlets drain to landscaped swale or biofilter.

This form of improvements is not proposed.

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.

Storm runoff from the site will be conveyed to the onsite retention facilities.

None are proposed.

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). Not proposed.

Uncovered temporary or guest parking on residential lots paved with a permeable surface, or designed to drain into landscaping. Not proposed 2734
Item 2.

Whitewater River Region WQMP
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June 8, 2026 16
Table 3. Site Design BMP Concepts (continued)
Note: Completion of this sub-section is not required since the project retains urban runoff on-site in conformance with the local ordinances.

Included Brief Reason for Each BMP
Design Indicated as No or N/A
Concept Technique Specific BMP Yes No N/A Site Design BMP Concept 2 (cont'd) 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).

Not proposed.

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.

The entire project, including parking areas, will be
incorporated into the drainage design.

Overflow parking (parking stalls provided in excess of the Permittee's minimum parking requirements) may be constructed with permeable pavement.

No additional comparable or equally effective BMPs
are proposed under Site Design Concept 2.

Landscaping improvements are proposed to help
minimize directly connected impervious areas.

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).

Not proposed.
2735
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Project Site Design BMP Concepts:

Note: This section is not applicable Due to conformance with local retention ordinance per Section 3.5.1.2 of Whitewater River Region WQMP Guidance Document.

Alternative Project Site Design BMP Concepts:

Not Applicable
2736
Item 2.

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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 SUB-AREA

CAUSING RECEIVING

WATER IMPAIRMENTS

EFFECTIVENESS OF LID/SITE

DESIGN BMP AT

ADDRESSING IDENTIFIED

POTENTIAL POLLUTANTS
BMP MEETS WHICH DESIGN CRITERIA? TOTAL AREA
WITHIN
DRAINAGE SUBAREA
(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) 1A Retention BMP Bacteria/virus Bacteria/virus H
VBMP = 57,660 CU-FT
Provided Capacity: 447,365 CU-FT 81.14 AC.

TOTAL PROJECT AREA TREATED WITH LID/SITE DESIGN BMPs (NEAREST 0.1 ACRE) 81.14 AC. * LID/Site Design BMPs listed in this table are those that completely address the 'Treatment Control BMP requirement' for their drainage sub-area. Conformance with the local retention requirements will be satisfied by conveying project runoff into the proposed onsite retention facilities. 2737
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Justification of infeasibility for sub-areas not addressed with LID/Site Design BMPs Not applicable.

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. 2738
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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)

N/A N/A N/A N/A N/A N/A N/A
TOTAL PROJECT AREA TREATED WITH TREATMENT CONTROL BMPs (NEAREST 0.1 ACRE) N/A Note: Conformance with the local retention requirements will be satisfied by conveying project runoff into the proposed on-site retention facilities.
2739
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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)

81.14 N/A
Due to conformance with local
retention ordinance per Section

3.5.1.2 of Whitewater River
Region WQMP Guidance
Document.
100
Note: Conformance with the local retention requirements will be satisfied by conveying project runoff into the proposed on-site retention facilities.
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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 Not part of project.

Properly Design*:

Fueling Areas Not part of project.

Air/Water Supply Area Drainage Not part of project.

Trash Storage Areas Not part of project.

Loading Docks Not part of project.

Maintenance Bays Not part of project.

Vehicle and Equipment Wash Areas Not part of project.

Outdoor Material Storage Areas Not part of project.

Outdoor Work Areas or Processing Areas Not part of project.

Provide Wash Water Controls for Food
Preparation Areas
Not part of project.
*Details demonstrating proper design must be included in Appendix F. 2741
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Non-Structural Source Control BMPs
Education Program:

Residents and maintenance staff should be informed on topics related to stormwater pollution and prevention through various means, which can include the distribution of printed materials or public posting of rules or activity restrictions. Staff may also be referred to the education materials in Appendix D of this WQMP or to the Riverside County Watershed Protection web site at the following link:
https://www.rcwatershed.org/
Activity Restrictions:

Activity restrictions should prohibit littering, dumping of waste or non-stormwater discharge into storm drain system, hosing of debris or non-stormwater materials into storm drain system, or causing nuisance non-stormwater flows into storm drain system. Improper handling of categorized hazardous materials is often prohibited under federal law. Additional activity restrictions may be established in the CC&Rs for the residential communities to be provided in the Final WQMP.

Irrigation System and Landscape Maintenance:

The irrigation and landscape maintenance will help increase the effectiveness of these systems and minimize the amount of runoff that enters the storm drain system. Erosion and the conveyance of pesticides/fertilizers in runoff should also be prevented through proper routine maintenance.

Routine irrigation system and landscape maintenance will also serve as a vector control measure due to the minimization of nuisance water runoff and stagnation.

Common Area Litter Control:

Common area litter control should be implemented to reduce pollution in runoff. Routine monitoring should be performed in the landscaped areas, trash receptacles, in common areas, and along the project edges. Any observed accumulated trash, vegetation debris or improper disposal should be addressed promptly by the designated staff. Common area litter control measures can be coordinated and improved by the landscaping maintenance is currently taking place on-site. No trash should be allowed to be stored at the base of the containers. Pick-up intervals should be determined so that the containers are not overfilled. Additional information to be provided in the Final WQMP.

Paved Area Sweeping and Cleaning:

Paved area sweeping and/or cleaning is recommended on-site to prevent sediment, litter and other debris from being washed by runoff into the on-site storm drain system and facilities. Paved area sweeping should be performed during dry weather if possible and the frequency should be flexible to accommodate climate conditions and areas of concern. All collected debris should be transported to an appropriate disposal facility. Additional information to be provided in the Final WQMP.

Structural Source Control BMPs
The project will incorporate measures to discourage illegal dumping in the proposed private storm drain system.
• MS4 Stenciling:
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Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
June 8, 2026 24
At each storm drain inlet, a stencil or fixed sign (including medallions) should contain a brief statement that prohibits dumping of improper materials into the urban runoff conveyance system. The legibility of markers and signs should be maintained throughout the life of the project.
• Rules and Regulations:

The residential management should establish and implement rules that prohibit improper non-stormwater discharge into the storm drain system. This measure may also be considered non-structural and form part of the activity restrictions associated with the site’s standard operating procedures.

Landscape and Irrigation System Design:

The site’s structural source control BMP involves an efficient landscape irrigation design consistent with the local ordinances. The system will include native or drought-tolerant plants and mechanisms to minimize excess irrigation and nuisance water into the stormwater conveyance system while working to reduce soil amendments and irrigation frequency. The system should also minimize the conveyance of landscape related chemicals, including pesticides. Additional information to be provided in the Final WQMP.

Trash Receptacles in Common Areas:

Trash containers shall be leak proof and have attached covers or lids.

Storm Drain System Facilities:

Catch basins and storm drainage facilities on-site should be inspected, cleaned, and maintained routinely. Maintenance staff should take prompt action to correct or repair malfunctioning facilities.

Protection of Slopes and Channels:

Landscaping improvements will help stabilize the proposed landscaped areas and prevent erosion.

These areas will be subject to routine maintenance to address potential instances of soil erosion.

Basin slopes should be visually inspected on a quarterly basis and after major rainfall events.

Physical obstructions caused by vegetation debris or littering should be cleared to ensure that the slopes continue to function as designed. Any material collected (e.g. landscape debris or trash) should be properly handled and disposed of. Additional information to be provided in the Final WQMP.

Building and Grounds Maintenance (CASQA SC-41): (Property management/operator) A series of maintenance practices can be implemented to prevent or reduce the discharge of potential pollutants into the storm drain system resulting from building and grounds maintenance activities. The BMP implementation will be achieved with the following guidelines under SC-41:
washing and cleaning up with as little water as possible; following good landscape management practices; preventing and cleaning up spills immediately; keeping debris from entering the storm drains; and properly maintaining the stormwater collection system. Additional information to be provided in the Final WQMP.

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. 2743
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Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
June 8, 2026 25
V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES
Not applicable.

V.4 REGIONALLY-BASED BMPS
Not Applicable
2744
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Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
June 8, 2026 26
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.

TABLE 8 -OPERATIONS AND MAINTENANCE
BMP Requiring
Maintenance
Party
Responsibility
Recommende
d Inspection
and
Maintenance
Frequency
Recommended
Self-Inspection
and Record
Keeping
Implementation
Period
Recommended
O & M
Activities and
Process
Landscaped Areas
Property Owner,
Operator, Hired
Management,
Home Owner’s
Association
At least twice
monthly or
according to a
maintenance
schedule.

Quarterly summaries of
inspection and
maintenance activities
should be appended to
the WQMP.

Post-Construction (See following page
for
Irrigation System
Property Owner,
Operator, Hired
Management,
Home Owner’s
Association
At least twice
monthly or
according to a
maintenance
schedule.

Post-Construction (See following page)
Trash Receptacles
and Common Area
Litter Control
Property Owner,
Operator, Hired
Management,
Home Owner’s
Association
Based on trash
pick-up intervals
and according to a
maintenance
schedule.

Post-Construction (See following page)
Paved Area
Sweeping
Property Owner,
Operator, Hired
Management,
Home Owner’s
Association
Based on HOA
Maintenance
Schedule to be
Determined
Post-Construction (See following page)
Storm Drain System
Property Owner,
Operator, Hired
Management,
Home Owner’s
Association
Quarterly and
after storm events
or according to a
maintenance
schedule
Post-Construction (See following page)
Retention Facilities
Property Owner,
Operator, Hired
Management,
Home Owner’s
Association
Quarterly and
after storm events
or according to an
established
maintenance
schedule
Post-Construction (See following page)
*Note: “Storm events” refer to precipitation events producing 0.5 inches of rain or greater within a 48-hour period. The occurrence of these events may be confirmed against the local rain event summaries published in the National Weather Service or National Oceanic and Atmospheric Administration web site (www.noaa.gov). The recommended inspection, maintenance, and recordkeeping practices in this WQMP may be addressed by a formal schedule, operations manual, and other standard operating procedures which may be developed for this site.

Note: The following maintenance recommendations, including the responsible parties, inspection intervals, and maintenance intervals, are not intended to be exhaustive in nature and should not serve as the sole source of on-site operating procedures. Where applicable, refer to the equipment manufacturer’s recommendations, other relevant maintenance recommendations, and the Declaration of Covenants, 2745
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Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
June 8, 2026 27
Conditions and Restrictions, Reservation of Easements that apply to this site. Additional information to be provided in the Final WQMP.

Description of Maintenance Requirements:

Landscaped Areas: All trimming, pruning, and removal of fallen organic material from plants, shrubs, and trees should be collected per an established landscape maintenance plan for proper disposal in green waste collection facilities. Mechanical equipment or associated materials temporarily staged during maintenance activities should be placed away from storm water drainage facilities, including inlets and conveyances. Where applicable, collected waste resulting from the maintenance activities should be promptly transported to the designated disposal containers or locations. In conjunction with the routine activities, maintenance staff should visually inspect for indicators of improper watering levels so that adequate adjustments can be made.

Irrigation Systems: Water conservation practices should be upheld at all times per the approved irrigation plans and established practices. Monitoring of the irrigation system should be performed as necessary to ensure that appropriate watering levels are maintained and to verify that no piping or irrigation heads are leaking. Any debris, sediment, mineral and grit deposits should be removed from the irrigation system at regular intervals to provide consistent watering levels. The irrigation and landscape maintenance will help increase the effectiveness of these systems and minimize the amount of runoff that enters the storm drain system. Erosion and the conveyance of pesticides/fertilizers in runoff will also be reduced through routine maintenance.

Trash Management and Common Area Litter Control: Common area litter control should be implemented to reduce pollution in runoff. Routine monitoring should be performed in the landscaped areas, trash receptacles, in common areas, and along the project edges. Any observed accumulated trash, vegetation debris or improper disposal should be addressed promptly by the designated staff. Common area litter control measures can be coordinated and improved by the landscaping maintenance is currently taking place on-site. No trash should be allowed to be stored at the base of the containers. Pick-up intervals should be determined so that the containers are not overfilled.

Storm Drain System: Storm water conveyance systems, including inlets, swales, outlets, cleanouts, manholes and pipelines within the project should be inspected quarterly and after each major storm event or according to a maintenance schedule. All parts of the system should be periodically cleaned to ensure that the system works properly during any storm event. Any waste collected from the cleaning activities should be collected and handled for proper disposal.

Paved Area Sweeping and Cleaning
Paved area sweeping is recommended to prevent sediment, litter and other debris from being washed by runoff into the on-site storm drain system. Paved area sweeping should be performed during dry weather if possible and the frequency should be flexible to accommodate climate conditions and areas of concern. Street sweeping equipment must be operated only by trained personnel based on the manufacturer’s specifications. Street sweeping equipment should be properly maintained off-site by the operator. Debris should be collected for proper handling and disposal.

Retention Facilities: WQMP Operation and maintenance should consider and prioritize the maintenance procedures established for the proper operation of the irrigation pond. Irrigation pond maintenance may supersede the general operation and maintenance guidelines provided herein. 2746
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COVA - Tentative Tract Map 39330
June 8, 2026 28
Retention facilities should be visually inspected on a quarterly basis or according to a landscaping maintenance schedule. Physical obstructions caused by vegetation debris or littering should be promptly cleared to ensure that the facility continues to function as designed. Any material collected (e.g. landscape debris or trash) should be properly handled and disposed of. Retention facility outlets must be inspected for signs of erosion or obstruction.

Before annual storm seasons and following rainfall events producing precipitation of 0.5 inches or more:
• Maintain landscaping and irrigation system as needed. • Remove debris and litter from the entire irrigation pond and retention freeboard to minimize clogging and improve aesthetics.
• Inspect for obvious problems and repair as needed. Address odor, insects, and overgrowth issues.
• Check for erosion and sediment laden areas in the basin shoreline. Repair as needed. • Re-stabilize the basin slopes as needed.

Perform the following inspection procedures within 72 hours after a rainfall event producing precipitation of 0.5 inches or greater:
• Examine the tributary inlet for blockage, the embankment and spillway integrity, as well as damage to any structural element.
• Check for erosion, slumping and overgrowth. Repair as needed. • Check basin depth for sediment build up and reduced total capacity. • No algae formation should be visible.

Record Keeping: A copy of this project-specific WQMP should be maintained on-site or remotely by the project owner or operator (Home Owner’s Association). Records of maintenance shall be appended to this WQMP.
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COVA - Tentative Tract Map 39330
June 8, 2026 29
VII.Funding
The funding source for operation and maintenance of each BMP identified in the Project Specific Water Quality Management Plan shall be the responsibility Relevant Coachella Owner, LLC. The owner recognizes that a source of funding is required to support the on-going operation and maintenance of BMPs, and that funding will continue for the life of the project.

By certifying the final project specific WQMP, the Project applicant is certifying that the funding responsibilities have been addressed and will be transferred to future owners. One example of how to adhere to the requirement to transfer operation and maintenance responsibilities is to record the project specific WQMP against the title to the property. 2748
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Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
Appendix A

CONDITIONS OF APPROVAL
Planning Commission Resolution To Be Provided
Dated To Be Provided
2749
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Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
Appendix B

VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP
2750
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IINNDDIIOO

LA QUINTA CCOOAACCHHEELLLLAA LA QUINTA

IINNDDIIOO

CCOOAACCHHEELLLLAA
50TH AVE
54TH AVE
M
ONR
OE ST
60TH AVE JA
C

KSON ST
62ND AVE

VAN BUREN ST
M

AD SI ON ST
48TH AVE
CESA
R

CHAVEZ ST

POLK ST
HWY 111
52ND AVE

AIRPORT BLVD
58TH AVE

JEFFERSON ST

MILES AVE

GRAPEFRUIT BLVD

INDIO BLVD

DILLON RD

TYLER ST

CL NI TON ST

GOLF CENTER PKWY
52ND AVE

TYLER ST

POLK ST
JA
C

KSON ST

TYLER ST
THE RANCH - TTM 39330
k PROJECT
SITE
¶

COACHELLA VALLEY

STORMWATER CHANNEL
0 5,000
FT
VICINITY2751 MAP
Item 2.
52ND AVE
CA
L
H
O
U
N
S
T
53RD AVE
VA
N
B
U
R
E
N
S
T
THE RANCH - TTM 39330

PROJECT SITE
0 400
FT
EXISTING CONDIT2752 IONS
Item 2.

MSA CONSULTING ,INC.

Civil Engineering LandSurveying Landscape Architecture
Planning Environmental Services DryUtilityCoordination GIS 34200 Bob Hope Drive Rancho Mirage, CA 92270 | 760.320.9811 | MSAConsultinginc.com

DRAINAGE

PRELIMINARY WQMP SUMMARY

TOTAL SITE
AREA
TOTAL
AREA
(acres)

IMPERVIOUS
AREA (acres)
(PERCENTAGE)

81.14 56.410 (70%)
DESIGN
VOLUME
(cu-ft)
57,660

STORAGE

PROVIDED
(cu-ft)
447,365

METHOD OF

RETENTION

IRRIGATION PONDS

THE PROVIDED IRRIGATION POND/RETENTION BASIN FACILITIES HAVE BEEN SIZED TO RECEIVE STORMWATER RUNOFF FROM THE PROJECT'S ENTIRE TRIBUTARY AREA. THE

GRADING INTENT IS TO CONVEY ALL STORMWATER RUNOFF INTO THE DESIGNATED RETENTION FACILITIES DEPICTED HEREIN. ADDITIONAL DETAILS WILL BE PROVIDED IN

THE FINAL WQMP BASED ON THE FINAL (PRECISE) GRADING, HYDROLOGY, STREET, AND STORM DRAIN IMPROVEMENT PLANS.

NOTE: NORMAL WATER SURFACE ELEVATION (WSE) OF THE IRRIGATION PONDS IN THE SOUTHERN PORTION OF THE SITE WILL BE 434.5'. MAXIMUM WSE IS 439.5'.

R:\2811\Acad\Grading\WQMP\2811 PWQMP_2026-06-05.dwg, 6/5/2026 11:11:24 AM, alee, MSA Consulting, Inc. 2753
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Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
Appendix C

SUPPORTING DETAIL RELATED TO HYDROLOGIC CONDITIONS OF CONCERN (NOT APPLICABLE – SEE APPENDIX F FOR HYDROLOGY REPORT SUMMARY) 2754
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Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
Appendix D

EDUCATIONAL MATERIALS

CHECKLIST FOR MINIMIZING VECTOR PRODUCTION IN STORMWATER MANAGEMENT STRUCTURES

OUTDOOR CLEANING ACTIVITIES AND PROFESSIONAL MOBILE SERVICE PROVIDERS

CALIFORNIA STORMWATER BMP HANDBOOK - MUNICIPAL
SC-10: Non-Stormwater Discharges
SC-11: Spill Prevention, Control & Cleanup
SC-41: Building and Grounds Maintenance
SC-60: Housekeeping Practices
SC-61: Safer Alternative Products
SC-70: Road and Street Maintenance
SC-71: Plaza and Sidewalk Cleaning
SC-72: Fountain and Pool Maintenance
SC-73: Landscape Maintenance
SC-74: Drainage System Maintenance
SD-10: Site Design & Landscape Planning
SD-12: Efficient Irrigation
SD-13: Storm Drain Signage
TC-11: Infiltration Basin
TC-30: TC-30 Vegetated Swale
2755
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Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
Appendix E

SOILS REPORT
2793
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2816
Item 2.

Hydrologic Soil Group—Riverside County, Coachella Valley Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2025

Page 1 of 4 ends

Soil Map may not be valid at this scale.

SITE
2817
Item 2.

Warning: Soil Map may not be valid at this 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:

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 17, Sep 10, 2024
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Hydrologic Soil Group—Riverside County, Coachella Valley Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2025

Page 2 of 4 ends

2818
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Page 3 of 4 ends

2819
Item 2.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

These soils have a moderate rate of water transmission.

Page 4 of 4 ends

2820
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Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
Appendix F

STRUCTURAL BMP AND/OR RETENTION FACILITY SIZING CALCULATIONS

AND DESIGN DETAILS

SUMMARY HYDROLOGY REPORT
2821
Item 2.

PROECT
JOB No.

BASIN DESIGNATION:

BASIN CHARACTERISTICS

CONTOUR

TOTAL
Retention Basin

BASIN VOLUME WORKSHEET

DEPTH AREA VOLUME
COVA
2811
( )( ) 212121
3 1
++−= AAAAEEV
Basin Volume Worksheet

Page 13 of 13 ends

Item 2.
saw
2 AMC II

AREA SOIL TRIBUTARY AREAS ACRES LOW LOSS RI INFILTRATION IMPERVIOUS

DRYWELL DATA
NUMBER USED 0
PERCOLATION RATE 0.00 cfs
LOWEST FLOWLINE ELEVATION 440
LOWEST PAD ELEVATION 442

PROJECT NUMBER

CONCENTRATION POINT DESIGNATION
2811
Retention Basin

AMC NUMBER

RCFCD SYNTHETIC UNIT HYDROGRAPH - SHORTCUT METHOD

DATA INPUT SHEET
WORKSHEET PREPARED BY:

PROJECT NAME
DATE December 10, 2025
COVA

LENGTH OF WATERCOURSE (L)

AREA DESIGNATION

ELEVATION OF HEADWATER

AVERAGE MANNINGS 'N' VALUE

STORM FREQUENCY (YEAR)
LENGTH TO POINT OPPOSITE CENTROID (Lca)
Low Loss Conditions: X=Existing; D=Developed; BS=Retention Site
Data Input Sheet

Page 1 of 13 ends

Item 2.

PROJECT:

Job No.:

ESTIMATED TIME TO DEWATER BASIN
Based on Total Flood Volume &
Average Percolation Rate (days) 2.6 3.4 3.9 4.0
Retention Basin
Site
COVA
[10] H-FEET
[9] ELEVATION OF CONCENTRATION POINT

81.14 PHYSICAL DATA
[1] CONCENTRATION POINT

HYDROLOGY
MANUAL
BASIC DATA CALCULATION FORM 2811
saw

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD
[2] AREA DESIGNATION
[3] AREA - ACRES
[4] L-FEET
[5] L-MILES
2675

0.507
[13] L*LCA/S^0.5

4.33 [11] S-FEET/MILE
[6] La-FEET
[7] La-MILES
[8] ELEVATION OF HEADWATER

0.025
1120.00
[12] S^0.5

0.212

18.7 449.87
440.39

9.48 0.015
[17] 100% OF LAG-MINUTES

5.3 5.3
[14] AVERAGE MANNINGS 'N'
[15] LAG TIME-HOURS 0.09
[16] LAG TIME-MINUTES
[18] 200% OF LAG-MINUTES

RAINFALL DATA

10.6 NOTE: PEAK FLOW FOR THE 1-HOUR STORM IS NOT REPRESENTATIVE. PER RCFCD PEAK DISCHARGES FROM THE 3-HOUR STORM SHOULD NORMALLY COMPARE WELL WITH RATIONAL PEAKS.

LOWEST PAD ELEVATION

LOWEST FLOWLINE ELEVATION

STORM EVENT SUMMARY
442.00
440.00
444,365

10.20 Plate E-2.1

Page 2 of 13 ends

Item 2.

PROJECT:

Job No.:BY: DATE: 12/10/25

MAX LOW LOW MIN

SOIL RI PERVIOUS DECIMAL ADJUSTED AREA AREA AVERAGE LOSS LOSS RATE AVERAGE

GROUP NUMBER AREA PERCENT INFILTRATION WEIGHTED ADJUSTED CONDITION PER ADJUSTED INFILTRATION OF AREA RATE AVERAGE INFILTRATION RCFC/2322 INFILTRATION

AVERAGE ADJUSTED LOSS RATE

RCFC & WCD

HYDROLOGY
MANUAL

SYNTHETIC UNIT HYDROGRAPH METHOD

BASIC DATA CALCULATION FORM
COVA
saw
2811
AMC II
(24-(T/60))^1.55 +

LAND USE

PAVING/HARDSCAPEMF - CONDIMINIUMSPAVING/HARDSCAPEMF - CONDIMINIUMS Plate E-2.1

Page 3 of 13 ends

Item 2.

PROJECT:

RCFC & WCD COVA

HYDROLOGY
MANUAL

SYNTHETIC UNIT HYDROGRAPH METHOD

SHORTCUT METHOD
1-HOUR STORM

EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY
UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM
Total In
Basin
in/hr
Time Loss Rate Basin Losses
Plate E-2.2
1-Hour Storm

Page 4 of 13 ends

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PROJECT:

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD COVA

HYDROLOGY SHORTCUT METHOD
Plate E-2.2
3-Hour Storm

Page 5 of 13 ends

Item 2.

PROJECT:

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD COVA

EFFECTIVE RAINFLOOD VOLUMEFLOOD VOLUMEREQUIRED STORAGEREQUIRED STORAGEMAX WSELPEAK FLOW RATETOTAL BASIN LOSSESAVERAGE PERCOLATION RATE 439.30 ft
151.42 cfs
16,394 cu-ft

91.08 cf/min

1.50 in

10.13 acft
441,160 cu-ft

9.75 acft
424,813 cu-ft

EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY
Plate E-2.2
3-Hour Storm

Page 6 of 13 ends

Item 2.

PROJECT:

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD COVA

HYDROLOGY SHORTCUT METHOD
Total In
Basin
in/hr
MANUAL 6-HOUR STORM
UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM
Time Basin Losses
Plate E-2.2
6-Hour Storm

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PROJECT:

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD COVA

Page 8 of 13 ends

Item 2.

PROJECT:

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD COVA

EFFECTIVE RAINFLOOD VOLUMEFLOOD VOLUMEREQUIRED STORAGEREQUIRED STORAGEMAX WSELPEAK FLOW RATETOTAL BASIN LOSSESAVERAGE PERCOLATION RATE 439.49 ft
135.16 cfs

83.65 cf/min
30,114 cu-ft

1.60 in

10.85 acft
472,562 cu-ft

10.18 acft
443,609 cu-ft

EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY
Plate E-2.2
6-Hour Storm

Page 9 of 13 ends

Item 2.

PROJECT:

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD
Loss Rate
COVA

HYDROLOGY SHORTCUT METHOD
MANUAL 24-HOUR STORM
Basin Losses
in/hr
Total In Basin
UNIT HYDROGRAPH and EFFECTIVE RAIN CALCULATION FORM
Plate E-2.2
24-Hour Storm

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PROJECT:

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD
Loss Rate
COVA

Page 11 of 13 ends

Item 2.

PROJECT:

RCFC & WCD SYNTHETIC UNIT HYDROGRAPH METHOD
Loss Rate
COVA

EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY

EFFECTIVE RAINFLOOD VOLUMEFLOOD VOLUMEREQUIRED STORAGEREQUIRED STORAGEMAX WSELPEAK FLOW RATETOTAL BASIN LOSSESAVERAGE PERCOLATION RATE 439.37 ft

34.93 cfs
131,675 cu-ft

91.44 cf/min

1.78 in

12.05 acft
524,686 cu-ft

9.90 acft
431,345 cu-ft
Plate E-2.2
24-Hour Storm

Page 12 of 13 ends

Item 2.

Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
Appendix 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
2836
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Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
Appendix H
PHASE 1 ENVIRONMENTAL SITE ASSESSMENT – SUMMARY OF SITE

REMEDIATION CONDUCTED AND USE RESTRICTIONS
(NOT AVAILABLE)
2837
Item 2.

Whitewater River Region WQMP
COVA - Tentative Tract Map 39330
Appendix I

PROJECT-SPECIFIC WQMP SUMMARY DATA FORM
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Item 2.

Project-Specific WQMP Summary Data Form
Applicant Information
Name and Title Jeremy Smith
Company Relevant Coachella Owner, LLC
Phone (310) 270-6222
Email [email protected]
Project Information
Project Name
(as shown on project application/project-specific WQMP) The Ranch - Tentative Tract Map 39330
Street Address SEC of Avenue 52 and Van Buren Street
Nearest Cross Streets Van Buren Street
Municipality
(City or Unincorporated County)
Coachella
Zip Code 92236
Tract Number(s) and/or Assessor Parcel Number(s) APNs 780-040-001, 780-040-003, 780-060-001, 780-060-002 Other
(other information to help identify location of project) Indicate type of project. Priority Development Projects (Use an "X" in cell preceding project type):

SF hillside residence; impervious area ≥ 10,000 sq. ft.; Slope ≥ 25% SF hillside residence; impervious area ≥ 10,000 sq. ft.; Slope ≥ 10% & erosive soils Commercial or Industrial ≥ 100,000 sq. ft.

Automotive repair shop
Retail Gasoline Outlet disturbing > 5,000 sq. ft.

Restaurant disturbing > 5,000 sq. ft.

X Home subdivision ≥ 10 housing units
X Parking lot ≥ 5,000 sq. ft. or ≥ 25 parking spaces
Date Project-Specific WQMP Submitted October 1, 2025, June 8, 2026 Size of Project Area (nearest 0.1 acre) 81.14 Acres
Will the project replace more than 50% of the impervious surfaces on an existing developed site?
No
Project Area managed with LID/Site Design BMPs (nearest 0.1 acre)

81.14 Acres
Are Treatment Control BMPs required? No
Is the project subject to onsite retention by ordinance or policy? Yes Did the project meet the 100% LID/Site Design Measurable Goal?
Yes
Name of the entity that will implement, operate, and maintain the post-construction BMPs
Relevant Coachella Owner, LLC
Contact Name Grant King
Street or Mailing Address 6417 Selma Avenue
City Hollywood, CA
Zip Code 90028
Phone (310) 270-6222
Space Below for Use by City/County Staff Only
Preceding Information Verified by
(consistent with information in project-specific WQMP)
Name:

Date:

Date Project-Specific WQMP Approved:

Data Entered by Name:

Date:

Other Comments
2839
Item 2.
1 Water Supply Assessment
for the Proposed
Cova Project
Prepared for:

City of Coachella
Coachella Water Authority
1515 Sixth Street
Coachella, CA 92236
Prepared by:

MSA Consulting, Inc.
34200 Bob Hope Drive
Rancho Mirage, CA 92270
June 2026
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Item 2.
2 Table of Contents
List of Figures................................................................................................................................................4 List of Tables.................................................................................................................................................4 1 Summary and Requirements ...............................................................................................................5

1.1 Regulatory Requirements..................................................................................................................6

1.1.1 Senate Bill 610.............................................................................................................................6

1.1.2 Senate Bill 1262...........................................................................................................................7

1.2 Water Management Planning Documents........................................................................................7

1.2.1 Urban Water Management Planning Act...................................................................................7

1.2.2 Sustainable Groundwater Management Act..............................................................................8

1.2.3 Groundwater Replenishment………………………………………………………………………………………….……..7 2 Public Water System ..........................................................................................................................11

2.1 Coachella Water Authority ..............................................................................................................11

2.2 Coachella Valley Hydrology .............................................................................................................14 3 Public Water System – Existing Supply and Demand........................................................................14

3.1 Groundwater....................................................................................................................................15

3.1.1 Coachella Valley Groundwater Basin .......................................................................................15

3.1.2 Groundwater Demand ..............................................................................................................17

3.1.3 Groundwater Sustainability......................................................................................................17

3.2 Imported Water................................................................................................................................20

3.2.1 Colorado River Water................................................................................................................21

3.3 Surface Water...................................................................................................................................24

3.3.1 River/Stream Diversion.............................................................................................................24

3.3.2 Stormwater Capture..................................................................................................................24

3.4 Wastewater and Recycled Water....................................................................................................25

3.5 Conservation.....................................................................................................................................25

3.6 Landscape Ordinance .......................................................................................................................26

3.7 Water Shortage Contingency Planning............................................................................................26 4 Public Water System – Projected Supply and Demand ....................................................................27

4.1 Projected Urban Demand and Supply .............................................................................................27

4.2 Normal, Single-Dry, Multiple-Dry Year Comparison.......................................................................27 5 Project Description.............................................................................................................................29 6 Project Water Demands.....................................................................................................................33 2841
Item 2.
3 6.1 Projected Indoor Residential Water Demand .................................................................................33

6.2 Projected Indoor Commercial and Industrial Water Demand........................................................34

6.3 Projected Outdoor Irrigation Water Demand .................................................................................35

6.4 Projected Outdoor Water Features Demand ..................................................................................35

6.5 Projected Total Water Demand.......................................................................................................36

6.6 Projected Water Sources .................................................................................................................36

6.7 Conservation Measures ...................................................................................................................37

6.7.1 Project Specific Water Conservation Measures……………………………………………………………………….36 7 Assessment – Availability of Sufficient Supplies...............................................................................38

7.1 Water Supply Assessment................................................................................................................38

7.2 Requirement for Written Verification of Water Supply Availability..............................................39 8 References..........................................................................................................................................40 2842
Item 2.
4 List of Figures
Figure 2-1: Coachella Water Authority Service Map.................................................................................12 Figure 3-1: Coachella Valley Groundwater Basin and Subbasins .............................................................15 Figure 3-2: Water Level Monitoring Wells in Indio Subbasin ...................................................................17 Figure 3-3: Historical Annual Change in Groundwater Storage in the Indio Subbasin ............................18 Figure 3-4: Change in Groundwater Elevation, WY 2009-2024 (Indio Subbasin).....................................19 Figure 5-1: Project Regional Location Map................................................................................................29 Figure 5-2: Project Vicinity Map ................................................................................................................30 Figure 5-3: Project Site Plan.......................................................................................................................31 List of Tables
Table 2-1: Monthly Average Climate Data for Palm Springs 13 Table 2-2: Monthly Average Climate Data for Indio 13
Table 3-1: Groundwater Storage in the Coachella Valley Groundwater Basin 16 Table 3-2: CWA Groundwater Demand in the Coachella Valley Groundwater Basin 16 Table 3-3: CVWD Colorado River Entitlements (AFY) 22
Table 3-4: Colorado River Deliveries to CVWD at the Imperial Dam/Coachella Canal 22 Table 3-5: CVWD Groundwater Recharge of Colorado River Water 23 Table 3-6: Urban Water Shortage Contingency Plan Levels 25 Table 4-1: CWA Projected Demands for Water 26
Table 4-2: Normal Year Supply and Demand Comparison 26
Table 4-3: Single-Dry Year Supply and Demand Comparison 27 Table 4-4: Multiple-Dry Year Supply and Demand Comparison 27 Table 5-1: Project Land Use Summary 32
Table 6-1: Projected Indoor Residential Water Demand 35 Table 6-2: Projected Indoor Commercial Water Demand 34
Table 6-3: Projected Outdoor Irrigation Water Demand 36 Table 6-4: Projected Outdoor Recreation Water Demand 35 Table 6-5: Projected Total Water Demand 35
Table 6-4: Projected Water Sources 36
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Item 2.
5 1 Summary and Requirements
The environmental review of the Cova (Project) is being prepared in compliance with the California Environmental Quality Act (CEQA) process. The City of Coachella is the Lead Agency for the planning and environmental review of the proposed Project. The City of Coachella has identified the Coachella Water Authority (CWA) as the Public Water System (PWS) that will supply water for the proposed Project and has requested that CWA assist in preparing a Water Supply Assessment (WSA) as part of the environmental review for the Project.

The Project is located on the southwestern corner Avenue 52 and Van Buren Street in the City of Coachella, Riverside County. The Applicant is proposing a mixed-use development on the 87-acre site. The project will feature two primary components: a private sector and public sector. The private sector will consist of up to 165 single-family residential units comprised of estate lots, zero lot line lots, bungalow lots, and VIP suites; and 244 condo hotel recreational home units, which will operate similar to the single-family lots. These units will operate under fractional ownership, timeshare, second homes, and/or short-term and long-term rental models. These accommodations will be complemented by on-site resort amenities (i.e., recreational courts, spa/pool, lagoon and water features, bar and entertainment, library, restaurant), which will be used by guests/owners of this sector.

This WSA determined that the total projected water demand for the Project is 225.96 AFY. This WSA demonstrates that sufficient water supplies exist, or will exist based on current water planning assumptions, to meet the projected demands of the Project, in addition to current and future projected water demands within CWA’s service area in normal, single-dry, and multipledry years over a 20-year projection. This WSA will be reviewed every five years, or in the event that the water planning assumptions have changed, until the Project begins construction to ensure it remains accurate and no significant changes to either the Project or available water supply has occurred. Consistent with the provisions of SB 610, neither this WSA nor its approval shall be construed to create a right or entitlement to water service or any specific level of water service, and shall not impose, expand, or limit any duty concerning the obligation of CWA to provide certain service to its existing customers or to any future potential customers.

This WSA does not constitute an agreement to provide water service to the Project, and does not entitle the Project, Project Applicant, or any other person or entity to any right, priority or allocation in any supply, capacity, or facility. To receive water service, the Project will be subject to an agreement with CWA, together with any and all applicable fees, charges, plans and specifications, conditions, and any and all other applicable CWA requirements in place and as amended from time to time. Nor does anything in this WSA prevent or otherwise interfere with CWA’s discretionary authority to declare a water shortage emergency in accordance with the Water Code.
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Item 2.
6 1.1 Regulatory Requirements
This WSA provides an assessment of the availability of sufficient water supplies during normal, single-dry, and multiple-dry years over a 20-year projection to meet the projected demands of the Project, in addition to existing and planned future water demands of CWA, as required by Senate Bill (SB) 610 and SB 1262. This WSA also includes identification of existing water supply entitlements, water rights, water service contracts, or agreements relevant to the identified water supply for the Project and quantities of water received in prior years pursuant to those entitlements, rights, contracts, and agreements.

This WSA has been prepared in compliance with the requirements under SB 610 and SB 1262 by MSA Consulting Inc. in consultation with CWA and the City of Coachella. This WSA does not relieve the Project from complying with all applicable state, county, city, and local ordinances or regulations, including the Model Water Efficient Landscape Ordinance (MWELO) and indoor water use performance standards provided in the California Water Code (CWC). This WSA will be reviewed every five years, or in the event that the water planning assumptions have changed, until the Project begins construction, to ensure it remains accurate and no significant changes to either the Project or available water supply has occurred. The Project applicant shall notify CWA when construction of the project begins.

1.1.1 Senate Bill 610
On January 1, 2002, Senate Bill 610 (SB 610) was enacted and codified in CWC Section 10910 et seq., requiring the preparation of a Water Supply Assessment (WSA) for certain new development projects. As stated in SB 610, the purpose of a WSA is to determine whether the PWS’s “total projected water supplies available during normal, single-dry, and multiple-dry water years during a 20-year projection will meet the projected water demand associated with the proposed project, in addition to the PWS’s existing and planned future uses, including agricultural and manufacturing uses.”
CWC Section 10912 defines a “project” as any of the following:
 A proposed residential development of more than 500 dwelling units;  A proposed shopping center or business establishment employing more than 1,000 persons or having more than 500,000 square feet of floor space;  A proposed commercial office building employing more than 1,000 persons or having more than 250,000 square feet of floor space;
 A proposed hotel or motel, or both, having more than 500 rooms;  A proposed industrial, manufacturing, or processing plant, or industrial park, planned to house more than 1,000 persons, occupying more than 40 acres of land, or having more than 650,000 square feet of floor space;
 A mixed-use project that includes one or more of the projects specified in this subdivision; or
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Item 2.
7  A project that would demand an amount of water equivalent to, or greater than, the amount of water required by a 500 dwelling unit project (about 250 acre-feet per year).

The intent of SB 610 is to improve the link between information on water supply availability and certain land-use decisions made by cities and counties.

1.1.2 Senate Bill 1262
On January 1, 2017, Senate Bill 1262 (SB 1262) was enacted and amended CWC Section 10910, requiring that information regarding the Sustainable Groundwater Management Act (SGMA) be included in a WSA if the water supply for a proposed project includes groundwater from a basin that is not adjudicated and was designated medium- or high-priority by the California Department of Water Resources (DWR).

1.2 Water Management Planning Documents
CWA has prepared long-term planning documents to project future was use and manage the water supplies within its service area. These planning documents can be used for compliance with SB 610 and SB 1262 and are discussed in further detail in the following sections.

1.2.1 Urban Water Management Planning Act
The Urban Water Management Planning Act (UWMPA) was established by Assembly Bill 797 (AB 797) on September 21, 1983, and passage of this law recognized that water is a limited resource and that efficient water use and conservation would be actively pursued throughout the State.

The UWMPA requires that municipal water suppliers providing either directly or indirectly to more than 3,000 customers or supplying more the 3,000 acre-feet per year (AFY), prepare and adopt an Urban Water Management Plan (UWMP) every five years which defines their current and future water use, source of supply, source reliability, and existing conservation measures.

1.2.1.1 Urban Water Management Plan
CWA is required to prepare a UWMP every five years in response to the requirements of the UWMP Act and Water Conservation Act of 2009 (SBx7-7). CWA prepared and adopted its 2010 and 2015 UWMP to document CWA’s projected water demands and plans for delivering water supplies to its water service area during normal, single-dry, and multiple-dry years over a 20-year projection.

The six urban water suppliers in the Coachella Valley (CWA), Coachella Valley Water District (CVWD), Desert Water Agency (DWA), Indio Water Authority (IWA), Mission Springs Water District (MSWD), and Myoma Dunes Mutual Water Company) collaboratively prepared the 2020 Coachella Valley Regional UWMP, including regional and individual agency content and other necessary elements as set forth in DWR’s 2020 UWMP Guidebook. The 2025 Coachella Valley Regional UWMP was finalized on June 26, 2026.
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Item 2.
8 1.2.2 Sustainable Groundwater Management Act
In September 2014, Governor Brown signed three bills into law: Assembly Bill 1739, Senate Bill 1319, and Senate Bill 1168, which became collectively known as the SGMA, creating a framework for sustainable, local groundwater management for the first time in California history. DWR evaluated and prioritized the 515 groundwater basins identified in Bulletin 118, and 94 of these groundwater basins were designated as high- or medium-priority basins, as of December 2019, requiring them to be sustainably managed within 20 years. SGMA required local authorities to form local Groundwater Sustainability Agencies (GSAs) by June 30, 2017, to evaluate conditions in their local groundwater basins and adopt locally-based Groundwater Sustainability Plans (GSPs), or Alternatives to a GSP (Alternative Plans), tailored to their regional economic and environmental needs.

As defined by DWR, the subbasins of the Coachella Valley Groundwater Basin are the Indio, Mission Creek, San Gorgonio Pass, and Desert Hot Springs Subbasins. CWA service area overlies the Indio Subbasin; therefore, the Project is located within the Indio Subbasin. The Indio Subbasin has been designated medium-priority by DWR and is subject to the requirements of SGMA. Basin prioritization is based on a variety of factors such as population, number of wells, and other information determined to be relevant by DWR.

1.2.2.1 Alternative Plan for the Indio Subbasin
Twenty years before the adoption of SGMA, CVWD began the development of the initial water management plan for the Coachella Valley in 1994 after recognizing the need to sustainably manage the Coachella Valley Groundwater Basin. The original planning document is the 2002 Coachella Valley Water Management Plan (CVWMP). The 2002 CVWMP was updated in 2010 and adopted in 2012.

CWA, CVWD, DWA, and IWA, are the Indio Subbasin GSAs designated by DWR for their respective service areas. On December 29, 2016, CWA, CVWD, DWA, and IWA collaboratively submitted the 2010 CVWMP Update as an Alternative Plan for the Indio Subbasin, with an associated Bridge Document and supporting documents, to DWR for review and evaluation. On July 17, 2019, DWR determined that the Alternative Plan for the Indio Subbasin satisfies the objectives of SGMA and notified the Indio Subbasin GSAs that the Alternative Plan was approved, and that they would be required to submit an assessment and update of the Alternative Plan pursuant to the SGMA by January 1, 2022, and every five years thereafter. The 2022 Alternative Plan Update for the Indio Subbasin was submitted to DWR on December 29, 2021. On June 27, 2024, DWR approved the 2022 Alternative Plan Update for the Indio Subbasin finding that it continues to satisfy the objectives of SGMA.

On February 1, 2018, DWR notified all GSAs who submitted Alternative Plans that they would be required to submit annual reports pursuant to SGMA by April 1, 2018, and every year thereafter. 2847
Item 2.
9 CWA, CVWD, DWA, and IWA have collaboratively prepared and submitted the Indio Subbasin Annual Reports for Water Years 2016-2017 through 2023-2024. 2848
Item 2.
10 1.2.3 Groundwater Replenishment
Colorado River water has been a major source of supply for the Coachella Valley since 1949 with the completion of the Coachella Canal. The Coachella Canal (Canal) is a branch of the AllAmerican Canal that brings Colorado River water into the Imperial and Coachella Valleys. The Canal originates at Drop 1 on the All-American Canal and extends approximately 122 miles, terminating in CVWD’s Lake Cahuilla. This water is used for agricultural, golf courses, and landscape irrigation purposes, as well as groundwater replenishment. The Colorado River is managed and operated in accordance with the Law of the River, the collection of interstate compacts, federal and state legislation, various agreements and contracts, an international treaty, a U.S. Supreme Court decree, and federal administrative actions that govern the rights to use of Colorado River water within the seven Colorado River Basin states.

State Water Code (SWC) 31630-31639 provides CVWD with the authority to levy and collect water Replenishment Assessment Charges (RACs) to implement groundwater replenishment programs (GRPs) within its jurisdictional boundary. Groundwater replenishment is necessary to mitigate overdraft of the groundwater basin and associated undesirable results. The jurisdictional areas that benefit from the GRPs, and where CVWD levies replenishment assessments on groundwater production, are termed Areas of Benefit (AOBs). There are three AOBs within CVWD’s boundary: the Mission Creek Subbasin AOB, the West Whitewater River Subbasin AOB, and the East Whitewater River Subbasin AOB. The GRP for the West Whitewater River Subbasin AOB was formed in 1976, the GRP for the Mission Creek Subbasin AOB was formed in 2003, and the GRP for the East Whitewater River Subbasin AOB was formed in 2004. To recover the cost of the GRP, a RAC is applied to all non-exempt groundwater production. These RACs are calculated and managed separately by each agency for each of the AOBs. The Project is located within the East Whitewater River Subbasin AOB.

1.2.3.1 Annual Engineer’s Reports
CVWD is required to prepare and present to its Board of Directors annually an Engineer’s Report on Water Supply and Replenishment Assessment on the conditions of the groundwater supplies and recommend RACs to be levied upon groundwater production greater than 25 AFY within each AOB in accordance with SWC 31630-31639. The Engineer’s Report must include the following information: a summary of the conditions of groundwater supplies; the need for replenishment; a description of the replenishment programs, including the source and amount of replenishment waters, the costs associated with the GRP, the areas directly and indirectly benefited by the GRP, and the amount of groundwater produced in each area during the prior year; and a recommendation for the RAC to be levied on each AOB. The 2026-2027 Engineer’s Report on Water Supply and Replenishment Assessment was prepared and presented to CVWD’s Board of Directors on April 28, 2026.
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Item 2.
11 The significance of CVWD’s Annual Engineers Report extends to CWA, as CWA is obligated to pay RACs to guarantee water availability to its service population. These RACs help ensure that the Coachella Valley Groundwater Basin is properly managed. 2 Public Water System
The City of Coachella is the Lead Agency for the planning and environmental review of the proposed COVA Project (Project). The City of Coachella has identified the Coachella Water Authority (CWA) as the Public Water System (PWS) that will supply water for the proposed Project and has requested that CWA assist in preparing a Water Supply Assessment (WSA) as part of the environmental review for the Project.

2.1 Coachella Water Authority
The City of Coachella provides domestic water delivery, wastewater collection and reclamation, and local drainage control. In addition, the City manages the Coachella Sanitary District that operates a 4.5 MGD secondary treatment wastewater facility.

The Coachella Water Authority (CWA) was established in 1957 and is administered and managed by the Utilities General Manager under direct supervision of the City Manager. CWA’s existing water system consists of different pressure zones, groundwater wells, storage reservoirs, booster pumping stations, and distribution facilities. The current water system is divided into two pressure zones, the Low Zone and the 150 Zone. The Low Zone Area is generally south of 48th Avenue, bounded by Van Buren on the west, the Coachella Valley Storm Channel on the east, and 54th Avenue on the south. The Low Zone provides water service to the majority of the City and as the City continues to grow, the Low Zone will extend further east. The 150 Zone service area is generally north of 48th Avenue and supplies primarily commercial and light industrial users along the Interstate 10 freeway corridor.

There are currently six wells within the City’s distribution system. The total pumping capacity of active wells is approximately 11,400 gallons per minute (gpm) or 16.5 million gallons per day (MGD). There are three storage reservoirs within the City, the 1.5-million-gallon (MG) Dillion Road Reservoir, the 3.6 MG Mecca Reservoir, and the 5.4 MG Well 18 Reservoir. CWA has a total reservoir storage capacity of approximately 10.5 MG; of which approximately 1.5 MG lies within the 150 Zone.

CWA operates two booster pumping stations, the Mecca Reservoir booster pump station (Well 12 Booster) and the Well 18 Reservoir booster pump station (Well 18 Booster). The Well 12 Booster supplies the Low Zone and takes suction from the Mecca Reservoir, and the Well 18 Booster supplies both the 150 Zone and Low Zone and takes suction from the Well 18 Reservoir.

CWA’s distribution system network consists of approximately 120 miles of pipeline. It is estimated that a majority of pipes in the City’s water distribution system network were installed between the year 1940 and year 1990. The older pipes reside in the southerly section of the lower zone, and the newer pipes are in the northerly section. 2850
Item 2.
12 CWA’s current water supply source is groundwater from the Indio Subbasin produced from CWA owned and operated wells. While CWA is responsible for the water supply for its residents, the City pays RACs to CVWD to ensure necessary groundwater management and replenishment is achieved for the East White Water River Subbasin AOB.

Agricultural areas are not served by CWA’s water system and rely on Coachella Canal water and privately owned and operated wells. As undeveloped and agricultural lands are developed into residential or other land uses, they will be served by CWA and become part of CWA’s service area. For the purpose of developing baselines and targets, CWA delineated the existing water service area based on the existing distribution system as shown in Figure 2-1. 2851
Item 2.
13 Figure 2-1: Coachella Water Authority Service Map
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Item 2.
14 2.2 Coachella Valley Hydrology
The bulk of natural groundwater replenishment comes from runoff from the adjacent mountains.

The climate in the Coachella Valley is characterized by low humidity, high summer temperatures, and mild dry winters. Average annual precipitation varies from 3 to 6 inches of rain on the Coachella Valley floor to more than 30 inches in the surrounding mountains. Most of the precipitation occurs between December and February, except for summer thundershowers.

Prevailing winds in the area are usually gentle but occasionally increase to velocities as high as 30 miles per hour or more. Mid-summer temperatures commonly exceed 100 degrees Fahrenheit (
oF), frequently reach 110 oF, and periodically reach or exceed 120 oF, and the average winter temperature is approximately 60 oF as shown in Table 2-1 and Table 2-2. Data from the climate station in Indio represents climate in the CWA service area.

Table 2-1: Monthly Average Climate Data for Palm Springs Source: 2025 Coachella Valley Regional Urban Water Management Plan Final Draft 1 National Weather Service Forecast, Station Palm Springs Airport, 1991-2020 2 CIMIS Station 208 – La Quinta II, 2007-2020
Table 2-2: Monthly Average Climate Data for Indio
Source: 2025 Coachella Valley Regional Urban Water Management Plan Final Draft Data from California Irrigation Management Information System (CIMIS) Station 200, Indio II. Data from May 2006 through December 2020.
3 Public Water System – Existing Supply and Demand
Currently, all CWA’s urban potable water uses are supplied using groundwater from the East Whitewater River Subbasin, which is continually replenished by CVWD. As defined by the SWC, CWA is a producer who files a sworn statement with the district setting forth the total quantity of water production in acre-feet which is subject to the Replenishment Assessment Charge (RAC).

The RAC partially funds CVWD’s groundwater replenishment program. There are three separate RACs based on geography because of the varying costs and benefits of the replenishment program for each geography. CWA pays RACs to ensure that the East Whitewater River Subbasin is replenished. To replenish the East Whitewater River Subbasin, CVWD receives imported water from the Colorado River.

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Annual
Max (oF)1 71 73 80 86 94 104 108 107 102 90 78 69 89
Min (oF)1 47 49 54 59 65 73 80 79 74 64 53 46 62
Rain (in)1 1.1 1.1 0.5 0.1 0.0 0.00 0.3 0.1 0.2 0.2 0.2 0.7 4.6 ETo (in)2 2.5 3.4 5.6 7.1 8.3 8.7 8.1 7.5 6.2 4.7 2.9 2.2 67.2 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Annual
Max (oF) 72 75 82 93 103 103 106 106 101 90 80 65 88
Min (oF) 42 45 52 58 63 70 76 75 69 59 49 39 58
Rain (in) 0.5 0.6 0.7 0.3 0.3 0.1 0.2 0.1 0.1 0.4 0.2 0.7 3.8 ETo (in) 2.7 3.6 6.0 7.7 9.2 9.8 9.8 9.1 7.2 5.2 3.3 2.3 75.7 2853
Item 2.
15 3.1 Groundwater
Groundwater is the principal source of potable supply in the Coachella Valley and CWA obtains water from the East Whitewater River Subbasin of the Coachella Valley Groundwater Basin.

CVWD has statutory authority to replenish local groundwater supplies and collect RACs necessary to support a groundwater replenishment program as provided in the County Water District Law (California Water Code section 30000, et seq.) and as a GSA under the SGMA. CWA pays the RAC to ensure the East Whitewater River Subbasin Area of Benefit is properly managed.

3.1.1 Coachella Valley Groundwater Basin
The Coachella Valley Groundwater Basin is bounded on the north and east by the San Bernardino and Little San Bernardino Mountains, on the south and west by the Santa Rosa and San Jacinto Mountains, and on the south by the Salton Sea. At the west end of the San Gorgonio Pass, between Beaumont and Banning, the basin boundary is defined by a surface drainage divide separating the Coachella Valley Groundwater Basin from the Beaumont Groundwater Basin of the Upper Santa Ana Drainage Area.

The southern boundary is formed primarily by the watershed of the Mecca Hills and by the northwest shoreline of the Salton Sea running between the Santa Rosa Mountains and Mortmar.

Between the Salton Sea and Travertine Rock, at the base of the Santa Rosa Mountains, the southern boundary crosses the Riverside County Line into Imperial and San Diego Counties.

Although there is interflow of groundwater throughout the Coachella Valley Groundwater Basin, fault barriers, constrictions in the basin profile, and areas of low permeability limit and control movement of groundwater. Based on these factors, the Coachella Valley Groundwater Basin has been divided into subbasins and subareas as described by DWR in 1964 and 2003, and by the United States Geological Survey (USGS) in 1974.

3.1.1.1 Coachella Valley Groundwater Basin – Subbasins
As shown on Figure 3-1, the subbasins of the Coachella Valley Groundwater Basin are the Indio, Mission Creek, San Gorgonio Pass, and Desert Hot Springs Subbasins. The subbasins are defined without regard to water quantity or quality. They delineate areas underlain by formations which readily yield stored groundwater through water wells and offer natural reservoirs for the regulation of water supplies.

The boundaries between subbasins within the Coachella Valley Groundwater Basin are generally defined by faults that impede the lateral movement of groundwater. Minor subareas have also been delineated based on one or more of the following geologic or hydrologic characteristics:
types of water-bearing formations, water quality, areas of confined groundwater, forebay areas, groundwater divides, and surface drainage divides.
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Item 2.
16 Figure 3-1: Coachella Valley Groundwater Basin and Subbasins Source: Indio Subbasin Annual Report for Water Year 2020-2021 The following is a list of the subbasins in the Coachella Valley Groundwater Basin as designated by DWR in Bulletin 118:
 Indio Subbasin (Subbasin 7-21.01)
 Mission Creek Subbasin (Subbasin 7-21.02)
 San Gorgonio Pass Subbasin (Subbasin 7-21.03)
 Desert Hot Springs Subbasin (Subbasin 7-21.04)
DWR designated the Indio, Mission Creek, and San Gorgonio Pass Subbasins as medium-priority, and the Desert Hot Springs Subbasin as very low priority. None of the subbasins are adjudicated or in a state of overdraft.

In 1964, DWR estimated that the subbasins in the Coachella Valley Groundwater Basin contained approximately 39,200,000 acre-feet (AF) of water in the first 1,000 feet below the groundwater surface. The capacities of the subbasins are shown in Table 3-1. 2855
Item 2.
17 Table 3-1: Groundwater Storage in the Coachella Valley Groundwater Basin Subbasin/Subarea Storage (AF) 1
Indio Subbasin
Palm Springs Subarea 4,600,000
Thousand Palms Subarea 1,800,000
Oasis Subarea 3,000,000
Garnet Hill Subarea 1,000,000
Thermal Subarea 19,400,000
Indio Subbasin Subtotal 29,800,000
Mission Creek Subbasin 2,600,000
San Gorgonio Subbasin 2,700,000
Desert Hot Springs Subbasin 4,100,000
Total 39,200,000
Source: DWR Bulletin 108 (1964)
1 First 1,000 feet below ground surface. (DWR, 1964)

3.1.2 Groundwater Demand
Groundwater is the principal source of potable supply in the Coachella Valley and CWA obtains groundwater from the Indio Subbasin of the Coachella Valley Groundwater Basin, which is continually replenished by CVWD. CWA’s groundwater demand in the Coachella Valley Groundwater Basin for 2016 through 2020 is shown in Table 3-2.

Table 3-2: CWA Groundwater Demand in the Coachella Valley Groundwater Basin Groundwater Production
(AF) 2020 2021 2022 2023 2024 2025
Indio Subbasin 7,216 7,523 7,207 7,190 7,851 7,782
Source: 2025 Coachella Valley Regional Urban Water Management Plan Final Draft

3.1.3 Groundwater Sustainability
Long-term sustainability is typically assessed based on changes in groundwater storage over a period on the order of ten to twenty years that includes wet and dry periods.

3.1.3.1 Indio Subbasin
The 2022 Indio Subbasin Alternative Plan Update identified 57 Key Wells across the subbasin to represent local groundwater levels, shown in Figure 3-2. The plan set metrics to demonstrate sustainability, including a Minimum Threshold (MT) at each Key Well. MTs are numeric values used to define undesirable results under SGMA. In WY 2023-2024, water levels in all 57 Key Wells remained above their respective MTs. This confirms that the significant undesirable results of chronic lowering of groundwater levels, depletion of groundwater storage, and potential subsidence are not occurring in the Indio Subbasin.
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18 Figure 3-2: Water Level Monitoring Wells in the Indio Subbasin Source: Indio Subbasin Annual Report for Water Year 2023-2024 Figure 3-3 shows the historical annual change in groundwater storage from 1970 through Water Year (WY) 2023-2024 in the Indio Subbasin. The figure also shows annual inflows, outflows, groundwater production, and 10-year and 20-year running-average change in groundwater storage. During periods of high artificial recharge, the change in storage tends to be positive. In dry years or periods of high groundwater pumping, the change in storage can be negative.

As shown in Figure 3-3, annual inflows to the Indio Subbasin are highly variable with years of high inflows corresponding to wet years when State Water Project (SWP) delivery volumes were greater. Higher inflows in the mid-1980s occurred when the Metropolitan Water District of Southern California (MWD) commenced large-scale advanced water deliveries to the Indio Subbasin. After an extended period of decline, both the 10-year and 20-year running-average change in storage have shown positive trends since 2009, and the 10-year running-average has been positive since 2009. The 10-year and 20-year running-averages have been positive since 2017 and 2023 respectively. Thomas E. Levy Groundwater Replenishment Facility (GRF) that services CWA does not receive SWP water; however, it is important to understand what deliverables occur for the whole Indio Subbasin.
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19 Figure 3-3: Historical Annual Change in Groundwater Storage in the Indio Subbasin Source: Indio Subbasin Annual Report for Water Year 2023-2024 As shown in Figure 3-4, groundwater levels have increased significantly in the Indio Subbasin from WY 2008-2009 to WY 2023-2024. The Indio Subbasin Annual Report uses 2009 water levels as a metric of sustainability because historical low groundwater levels occurred in the years around 2009 throughout most of the Indio Subbasin. The Indio Subbasin shows a long-term positive trend in sustainability resulting from implementation of the Indio Subbasin Alternative Plan.
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20 Figure 3-4: Change in Groundwater Elevation, WY 2009-2024 (Indio Subbasin) Source: Indio Subbasin Annual Report for Water Year 2023-2024 CWA, CVWD, DWA, and IWA represent the GSA responsible for sustainably managing the Indio Subbasin in compliance with the SGMA. The GSAs have continued efforts to advance the project management actions (PMAs) to maintain the Indio Subbasin in sustainable conditions, able to meet Plan Area water demands, and groundwater levels and quality that avoid undesirable results. With continued implementation of these PMAs, the GSAs are anticipated to meet their water management goals and comply effectively with SGMA. PMAs regarding CWA and its service population discussed in the Indio Subbasin 2023-2024 Annual Report include outreach and costumer programs, costumer rebates, grant funding, and developing a Water Shortage Contingency Plan (WSCP). Water shortage contingency planning is further discussed below in Section 3.7 - Water Shortage Contingency Planning.

3.2 Imported Water
CWA’s current water supply source is groundwater from the Indio Subbasin produced from CWA owned and operated wells. There are currently six wells within the City’s distribution system. The East Whitewater River Subbasin is regionally managed by CWA, CVWD, and IWA. CVWD has statutory authority to replenish local groundwater supplies and collect assessments necessary to 2859
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21 support a groundwater replenishment program as provided in the Country Water District Law.

CWA pays RACs according to groundwater use to ensure that the East Whitewater River Subbasin is replenished.

CVWD has two sources of imported water available: Colorado River water delivered via the Coachella Canal and SWP water exchanged for Colorado River water delivered through the Colorado River Aqueduct. These imported water sources are used to recharge the groundwater basin and as an alternative to meet non-potable demands from irrigation of agriculture, golf, and urban uses that would have otherwise been met by pumping groundwater. The source of replenishment water for Thomas E. Levy is Colorado River water via the Coachella Canal and does not include SWP water. CWA receives benefits from the Thomas E. Levy GRF; therefore, CWA pays RACs to ensure the eastern portion (East Whitewater River Subbasin) of the Indio Subbasin receives enough water from the Colorado River to replenish water needed to service CWA customers.

3.2.1 Colorado River Water
Colorado River water has been a significant water supply source for the Indio Subbasin since the Coachella Canal was completed in 1949. CVWD is the only agency in the Indio Subbasin that receives Colorado River water allocations. The Colorado River is managed and operated in accordance with the Law of the River, a collection of interstate compacts, federal and state legislation, various agreements and contracts, an international treaty, a U.S. Supreme Court decree, and federal administrative actions that govern the rights to use Colorado River water within the seven Colorado River Basin states. The 1922 Colorado River Compact apportioned the waters of the Colorado River Basin between the Upper Colorado River Basin (i.e., Colorado, Wyoming, Utah, and New Mexico) and the Lower Basin (i.e., Nevada, Arizona, and California).

The 1922 Colorado River Compact allocates 15 million AFY of Colorado River water as follows:

7.5 million AFY to the Upper Basin and 7.5 million AFY to the Lower Basin, plus up to 1 million AFY of surplus supplies. The Lower Basin’s water was further apportioned among the three Lower Basin states by the 1928 Boulder Canyon Project Act and the 1931 Boulder Canyon Project Agreement, typically called the 1931 Seven Party Agreement, which allocates California’s apportionment of Colorado River water among Palo Verde Irrigation District, Imperial Irrigation District (IID), CVWD, Metropolitan Water District of Southern California (MWD), City of Los Angeles, City of San Diego, and County of San Diego. The 1964 U.S. Supreme Court decree in Arizona v. California established Arizona’s basic annual apportionment at 2.8 million AFY, California’s at 4.4 million AFY, and Nevada’s at 0.3 million AFY. Mexico is entitled to 1.5 million AFY of the Colorado River under the 1944 United States-Mexico Treaty for Utilization of Waters of the Colorado and Tijuana Rivers and of the Rio Grande. However, this treaty did not specify a required quality for water entering Mexico. In 1973, the United States and Mexico signed Minute No. 242 of the International Boundary and Water Commission requiring certain water quality standards for water entering Mexico. California’s Colorado River supply is protected by the 1968 Colorado River Basin Project Act, which provides that in years of insufficient supply on the main 2860
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22 stem of the Colorado River, supplies to the Central Arizona Project shall be reduced to zero before California will be reduced below 4.4 million AF in any year. This assures full supplies to the Coachella Valley, except in periods of extreme drought.

The Coachella Canal is a branch of the All-American Canal that brings Colorado River water into the Imperial and Coachella Valleys. Under the 1931 Seven Party Agreement, CVWD receives 330,000 AFY of Priority 3A Colorado River water diverted from the All-American Canal at the Imperial Dam. The Coachella Canal originates at Drop 1 on the All-American Canal and extends approximately 123 miles, terminating in CVWD’s Lake Cahuilla. The service area for Colorado River water delivery under CVWD’s contract with the U.S. Bureau of Reclamation (USBR) is defined as Improvement District No. 1 (ID-1), which encompasses 136,400 acres covering most of the East Valley and a portion of the West Valley north of Interstate 10. Under the 1931 Seven Party Agreement, CVWD has water rights to Colorado River water as part of the first 3.85 million AFY allocated to California. CVWD is in the third priority position along with IID.

In 2003, CVWD, IID, and MWD successfully negotiated the 2003 Quantification Settlement Agreement (2003 QSA), which quantifies Colorado River allocations through 2077 and supports the transfer of water between agencies. Under the 2003 QSA, CVWD has a base entitlement of 330,000 AFY. CVWD negotiated water transfer agreements with MWD and IID that increased CVWD supplies by an additional 123,000 AFY. CVWD’s net QSA supply will increase to 424,000 AFY by 2026 and remain at that level until 2047, decreasing to 421,000 AFY until 2077, when the agreement terminates. As of 2021, CVWD’s available Colorado River water diversions at Imperial Dam under the QSA were 399,000 AFY. This includes the base entitlement of 330,000 AFY, the MWD/IID Transfer of 20,000 AFY, IID/CVWD First Transfer of 50,000 AFY, and IID/CVWD Second Transfer of 28,000 AFY. CVWD’s QSA diversions also deducts the -26,000 AFY transferred to San Diego County Water Authority (SDCWA) as part of the Coachella Canal Lining Project and the - 3,000 AFY transfer to Indian Present Perfected Rights. Additionally, under the 2003 QSA, MWD transferred 35,000 AFY of its State Water Project (SWP) Table A Amount to CVWD. This SWP water is exchanged for Colorado River water and can be delivered at Imperial Dam for delivery via the Coachella Canal to the eastern portion of the Indio Subbasin or at Lake Havasu for delivery via the Colorado River Aqueduct to the western portion of the Indio Subbasin at the Whitewater River Groundwater Replenishment Facility (WWR-GRF). The 2019 Second Amendment guaranteed delivery of the 35,000 AFY from 2019 to 2026, for a total of 280,000 AFY of water to the WWR-GRF during that timeframe. MWD can deliver the water through CVWD’s Whitewater Service Connections (for recharge at WWR-GRF) or via the Advance Delivery account.

The MWD/IID Transfer originated in a 1989 agreement with MWD to receive 20,000 AF of its Colorado River supply. The 2019 Amended and Restated Agreement for Exchange and Advance Delivery of Water defined the exchange and delivery terms between MWD, CVWD, and DWA.

The 2019 Second Amendment to Delivery and Exchange Agreement reduced CVWD’s annual delivery of the MWD/IID Transfer to 15,000 AFY, for a total of 105,000 AF, if taken at the Whitewater Service Connections (for recharge at WWR-GRF) between 2020 and 2026. For those 2861
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23 seven years, MWD keeps the remaining 5,000 AFY, after which CVWD’s allocation increases back up to 20,000 AFY. CVWD’s total allocations under the QSA, including MWD’s transfer of 35,000 AFY and the MWD/IID Transfer, will increase from 424,000 AFY in 2020 to 459,000 AFY by 2026 and remain at that level for the remainder of the 75-year term of the QSA. Table 3-3 lists total Colorado River entitlements under existing agreements.

Table 3-3: CVWD Colorado River Entitlements (AFY)
Source: 2022 Alternative Plan Update for the Indio Subbasin 1 The Second IID/CVWD Transfer began in 2018 with 13,000 AF of water. This amount increases annually by 5,000 AFY for a total of 53,000 AFY in 2026.
2 The 35,000 AFY MWD/CVWD SWP Transfer may be delivered at either Imperial Dam or Whitewater River and is not subject to SWP or Colorado River reliability.
3 Accounts for -5,000 AFY reduction in MWD/IID Approval Agreement deliveries from 2020-2026 per the 2019 Amendments with MWD.

The Colorado River deliveries to CVWD at the Imperial Dam/Coachella Canal from 2017 through 2021 are shown in Table 3-4.

Table 3-4: Colorado River Deliveries to CVWD at the Imperial Dam/Coachella Canal Diversions (AF) 2018 2019 20201 20211 20221 20231 20241 Imperial Dam/Coachella
Canal 338,035 343,971 350,618 357,543 330,387 286,506 318,380 Source: U.S. Bureau of Reclamation, Lower Colorado Region, Colorado River Accounting and Water Use Reports for Arizona, California, and Nevada.
1 15,000 AFY of 1988 MWD/IID Approval Agreement water was delivered at WWR-GRF from 2020 to 2023. CVWD’s recharge volumes of Colorado River water from 2017 through 2025 are shown in Table 3-5. The source of replenishment water for the Palm Desert GRF and Thomas E. Levy GRF is Colorado River water via the Coachella Canal. CWA receives benefits from the Thomas E. Levy GRF.

Diversion 2020 2025 2030 2035 2040 2045
Base Entitlement 330,000 330,000 330,000 330,000 330,000 330,000 1988 MWD/IID Approval Agreement 20,000 20,000 20,000 20,000 20,000 20,000 IID/CVWD First Transfer 50,000 50,000 50,000 50,000 50,000 50,000 IID/CVWD Second Transfer1 23,000 48,000 53,000 53,000 53,000 53,000 Coachella Canal Lining -26,000 -26,000 -26,000 -26,000 -26,000 -26,000 Indian Present Perfected Rights Transfer -3,000 -3,000 -3,000 -3,000 -3,000 -3,000 QSA Diversions 394,000 419,000 424,000 424,000 424,000 424,000 MWD SWP Transfer2 35,000 35,000 35,000 35,000 35,000 35,000 Total Diversions 429,000 454,000 459,000 459,000 459,000 459,000 Assumed Conveyance Losses (5%) -21,200 -22,700 -22,950 -22,950 -22,950 -22,950 MWD/IID Approval Agreement Transfer3-5,000 -5,000 0 0 0 0 Total Available Deliveries 402,800 426,300 436,050 436,050 436,050 436,050 2862
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24 Table 3-5: CVWD Groundwater Recharge of Colorado River Water Groundwater
Recharge (AF)
2017 2018 2019 2020 2021 2022 2023 2024 2025
Thomas E. Levy
GRF
34,614 33,348 36,143 37,536 37,971 27,993 2,076 2,076 2,076 Palm Desert
GRF
0 0 7,757 9,700 10,633 10,949 11,178 11,292 10,013
Total 34,614 33,348 43,900 47,236 48,604 38,942 13,254 13,368 12,089 Source: 2026-2027 CVWD Annual Engineer’s Reports on Water Supply and Replenishment Assessment

3.3 Surface Water
CWA does not currently use, nor does it have plans to use, any local surface water for its urban potable drinking water supply. Local runoff is collected and utilized for the purpose of recharging groundwater.

3.3.1 River/Stream Diversion
Precipitation that falls in the San Jacinto, Santa Rosa, and Little San Bernardino Mountains is the primary source of natural recharge in the Indio Subbasin with only minor recharge from precipitation in the Little San Bernardino Mountains. Mountain-front recharge includes subsurface inflow from canyons and surface runoff from minor tributaries along the mountain fronts. The Whitewater River is the major stream channel contributing recharge with additional infiltration along other channels such as Snow and Falls Creeks in the upper valley and several smaller streams in the lower portion of the valley that only flow during wet years. The annual volume of natural recharge varies significantly as the annual volume of precipitation varies widely. The 50-year hydrologic period from 1970 to 2019 had an annual average watershed runoff of 52,506 AFY, with approximately 43,300 AFY in natural infiltration. Runoff during the 25- year period from 1995 to 2019 was below average, with 39,196 AFY in watershed runoff and 29,200 AFY in natural infiltration. During normal and wet years, mountain front recharge from these streams and smaller watersheds percolate into the Subbasin as additional subsurface flow.

3.3.2 Stormwater Capture
The Coachella Valley drainage area is approximately 65 percent mountainous and 35 percent typical desert valley with alluvial fan topography buffering the valley floor from the steep mountain slopes. The mean annual precipitation ranges from 30 inches or more in the San Bernardino Mountains to less than 3 inches at the Salton Sea. Three types of storms produce precipitation in the drainage area: general winter storms, general thunderstorms, and local thunderstorms. Longer duration, lower intensity rainfall events tend to have higher recharge rates, but runoff from flash flooding can result from all three types of storms. Otherwise, there is little to no flow in most of the streams in the drainage area.

Large-scale stormwater capture is not expected to yield sufficient water to be worth the investment as a single purpose project. Small-scale stormwater retention systems located in 2863
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25 areas of suitable geology to allow percolation could capture small intensity storms as well as street runoff. The potential yield of these systems is not known at this time, but stormwater capture should be considered in conjunction with projects that construct stormwater and flood control facilities.

3.4 Wastewater and Recycled Water
Wastewater that has been highly treated and disinfected can be reused for landscape irrigation and other purposes. Recycled wastewater has historically been used for irrigation of golf courses and municipal landscaping in the Coachella Valley since as early as the 1960s. As growth occurs in the eastern Coachella Valley, the supply of recycled water is expected to increase, creating an additional opportunity to maximize local water supply.

The City of Coachella manages the Coachella Sanitary District that operates a 4.5 MGD secondary treatment wastewater facility. In addition, the City also plans to develop a recycled water system in the future and is currently participating in a recycled water feasibility study spearheaded by the Coachella Valley Regional Water Management Group (CVRWMG) as part of the Coachella Valley Integrated Regional Water Management (IRWM) Plan. The Coachella Water Reclamation Facility has a 4.5 MGD capacity and current average daily discharge of 2.9 MGD. The plant is a full secondary treatment facility with oxidation ditches for denitrification. Waste activated sludge is sent to drying beds for dewatering and then hauled away to landfill for alternate daily cover material.

In addition to the wastewater percolation that occurs at wastewater treatment ponds, some inflow occurs from septic tank/leach field systems that are used to treat and percolate wastewater. These are grouped with return flows because they are individually small and distributed across rural portions of the Indio Subbasin and a few urban areas without access to sewer systems. There are also some septic systems in areas with access to sewer services that have not connected.

3.5 Conservation
Water conservation, and the reduced groundwater production associated with water conservation, benefits the groundwater basin and is an important element of the Alternative Plans and the 2025 Regional Coachella Valley UWMP.

The City of Coachella has a prohibition for wasting water in Municipal Code Section 13.03.044 which states it is unlawful for any person to willfully or neglectfully waste water in any manner whatsoever. Additionally, the City has mandatory prohibitions on water wasting that they enforce during a water shortage. These prohibitions include voluntary and mandatory provisions, audits, and fines that can be imposed. CWA also implements comprehensive water conservation practices such as tiered water rates, turf rebate programs, outreach, and education.

The City’s Utilities Director serves the City as its water conservation coordinator along with the staff Environmental/Regulatory Program Manager. They work closely with agencies in the region, 2864
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26 particularly through the CVRWMG and CV Watercounts, to implement and provide successful execution of water conservation programs in the City. The City continues to investigate Federal, State, and local funding to develop new programs throughout its service area.

3.6 Landscape Ordinance
The City of Coachella abides by the Model Water Efficient Landscape Ordinance (MWELO) developed by the California Department of Water Resources (DWR). DWR worked with local agencies, water suppliers, landscape industry groups and public interested parties to prepare the current (2025) updated MWELO. The ordinance encourages limited use of turf areas and reduces landscape irrigation consumption by mandating high efficiency irrigation systems and low water use landscaping. The City conducts plan checking for compliance with the landscape ordinance prior to the construction of new and/or rehabilitated landscape sites.

3.7 Water Shortage Contingency Planning
The RUWMP participating agencies have elected to use the six standard shortage levels included in guidance documents prepared by DWR. The six standard water shortage levels correspond to progressively increasing estimated shortage conditions (up to 10-, 20-, 30-, 40-, 50- percent, and greater than 50-percent shortage compared to the normal reliability condition). These levels are identified in Table 3-6.

Table 3-6: Urban Water Shortage Contingency Plan Levels Shortage
Level
Percent Shortage
Range Description Narrative Summary of Shortage Response Actions 1 Up to 10% Normal water
supplies
Mandatory prohibitions defined by the
State, ongoing rebate programs
2 Up to 20% Slightly limited water
supplies
Outdoor water use restrictions on time of
day, increased water waste patrols
3 Up to 30% Moderately limited
water supplies
Outdoor water use restrictions on days per
week, restrictions on filling swimming pools
4 Up to 40% Limited water
supplies
Limits on new landscaping, expanded
public information campaign
5 Up to 50% Significantly limited
water supplies
Limits on watering of parks or school
grounds
6 Greater than 50% Severe shortage or
catastrophic incident No potable water use for outdoor purposes Source: 2025 Coachella Water Authority Water Shortage Contingency Plan These supply reductions could be the result of a variety of potential causes including natural forces, system component failure or interruption, regulatory actions, contamination, or any combination of factors. CWA may need to activate shortage levels across its entire service area or within certain areas that are impacted by an event. The levels involve voluntary and mandatory conservation measures and restrictions, depending on the causes, severity, and anticipated 2865
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27 duration of the water supply shortage. The locally appropriate shortage response actions that would be taken at each level to address the resulting gap between supplies and demands. 4 Public Water System – Projected Supply and Demand
Coachella Water Authority (CWA) projects that water use for the City will generally increase at a similar rate to that of the projected population increase within the City and its sphere of influence (SOI). For long-range planning, CWA continues to evaluate opportunities for transfers, exchanges, and other purchases of imported water to increase supply reliability.

CVWD and DWA collaborate to replenish the groundwater aquifer with imported water, creating a stored supply that can be used for emergencies or longer-term shortages. The RUWMP participating agencies continue to implement water conservation measures and increase use of recycled water usage to reduce groundwater demand.

4.1 Projected Urban Demand and Supply
The following table from the 2025 Coachella Valley Regional UWMP provides the CWA’s future water demand projections by water use sector over the next 20+ years. Potable water demand projections for the CWA service area are summarized in Table 4-1.

Table 4-1: CWA Projected Demands for Water
Use Type
Additional
Description
Projected Water Use (AFY)
2030 2035 2040 2045 2050
Single Family Potable 4,938 5,790 6,696 7,613 8,531
Multi-Family Potable 791 892 1,001 1,115 1,229
Commercial / Industrial / Institutional Potable 1.055 1.214 1.332 1.451 1.570 Landscape Potable 1,250 1,508 1,808 2,108 2,400
Other Potable 83 83 83 83 83
Losses Potable 435 512 602 693 783
Total 8,552 9,999 11,522 13,063 14,604
Source: 2025 Coachella Valley Regional UWMP

4.2 Normal, Single-Dry, Multiple-Dry Year Comparison
The following tables from the 2025 Regional UWMP provide CWA’s projected water supplies and demands in a normal year, single-dry year, and multiple-dry years. During normal years, CWA will be able to meet current and future urban water demand needs projected in the 2025 Regional UWMP as shown in Table 4-2.

Table 4-2: Normal Year Supply and Demand Comparison
2030 2035 2040 2045 2050
Supply Totals (AFY) 8,552 9,999 11,522 13,063 14,604
Demand Totals (AFY) 8,552 9,999 11,522 13,063 14,604
Difference 0 0 0 0 0
Source: 2025 Regional Urban Water Management Plan
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28 Note: CWA and the other Regional UWMP agencies collaborate on groundwater management plans for long-term sustainability. During a normal year, single-dry year, or five-dry year period, the agencies could produce additional groundwater if demands exceeded the estimates shown here.

During single-dry years, CWA will be able to meet current and future urban water demand needs asshown in Table 4-3. Water supplies during the single-dry year are 100 percent reliable. CVWD’s groundwater replenishment program replenishes the basin to increase groundwater storage during wet years and that supply is available for use during dry years which benefits all water districts using groundwater, including CWA. Thus, the supply and demand comparison for the single-dry year is the same as the normal year.

Table 4-3: Single-Dry Year Supply and Demand Comparison 2030 2035 2040 2045 2050
Supply Totals (AFY) 9,447 11,045 12,729 14,431 16,133
Use Totals (AFY) 9,447 11,045 12,729 14,431 16,133
Difference 0 0 0 0 0
Source: 2025 Regional Urban Water Management Plan
Note: CWA and the other Regional UWMP agencies collaborate on groundwater management plans for long-term sustainability. During a normal year, single-dry year, or five-dry year period, the agencies could produce additional groundwater if demands exceeded the estimates shown here.

During multiple-dry years, CWA will be able to meet current and future urban water demand needs as shown in Table 4-4. Similar to the single-dry year, the multiple-dry year water supply reliability is 100 percent. Thus, the supply and demand comparison for the multiple-dry years is the same as the normal year. CWA and the other Regional UWMP agencies collaborate on groundwater management plans for long-term sustainability. During a normal year, single-dry year, or five-dry year period, the agencies could produce additional groundwater if demands exceeded the estimates shown here.

Table 4-4: Multiple-Dry Years Supply and Demand Comparison 2030 2035 2040 2045 2050
First
Year
Supply Totals (AFY) 8,809 10,298 11,868 13,455 15,042
Demand Totals (AFY) 8,809 10,298 11,868 13,455 15,042
Difference 0 0 0 0 0
Second
Year
Supply Totals (AFY) 8,980 10,498 12,099 13,717 15,334
Demand Totals (AFY) 8,980 10,498 12,099 13,717 15,334
Difference 0 0 0 0 0
Third
Year
Supply Totals (AFY) 9,151 10,698 12,329 13,978 15,626
Demand Totals (AFY) 9,151 10,698 12,329 13,978 15,626
Difference 0 0 0 0 0
Fourth
Year
Supply Totals (AFY) 9,322 10,898 12,560 14,239 15,918
Demand Totals (AFY) 9,322 10,898 12,560 14,239 15,918
Difference 0 0 0 0 0
Fifth
Year
Supply Totals (AFY) 9,493 11,098 12,790 14,500 16,211
Demand Totals (AFY) 9,493 11,098 12,790 14,500 16,211
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29 Difference 0 0 0 0 0
Source: 2025 Regional Urban Water Management Plan
Note: The RUWMP participating agencies collaborate on groundwater management plans for long-term sustainability. During a normal year, single-dry year, or five-dry year period, the agencies could produce additional groundwater if demands exceeded the estimates shown here. Conversely, any water use reduction as a result of WSCP implementation will result in reduced groundwater production and groundwater will remain in storage for future use. 5 Project Description
The COVA Project (Project) is located in the southwestern portion of the incorporated limits of the City of Coachella, in Riverside County as shown in Figure 5-1: Project Regional Location Map.

The Project will be accessible from the northern frontage along Avenue 52, the eastern frontage along Van Buren Street, and the western frontage along Calhoun Street. The Project is bounded by agricultural properties to the south. The vicinity map is shown in Figure 5-2: Project Vicinity Map. The Project proposes to develop approximately 87 acres of agricultural land in the Coachella Valley to include the development of a mixed-use community, as shown below in Figure 5-3: Project Site Plan and Table 5-1: Project Land Use Summary. These accommodations will be complemented by on-site resort amenities (i.e., recreation center, courts, spa/pool, beaches, bar and entertainment, library, restaurant), which will be used by guests/owners of this sector. The public sector will consist of a beach club, restaurant, and event tent. 2868
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30 Figure 5-1: Project Regional Location Map
2869
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31 Figure 5-2: Project Vicinity Map
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32 Figure 5-3: Project Site Plan
2871
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33 Table 5-1: Project Land Use Summary
Acreages from Technical Site Plan and Tentative Tract Map. 6 Project Water Demands
The COVA Project (Project) proposes to develop approximately 86 acres of agricultural land in the Coachella Valley to include 165 single-family residential units, 244 condo hotel recreational home units, and 278,784 square feet (sf) of commercial amenities (30,461-sf analyzed for water use). The Project also proposes 12.3 acres of water amenities, including a 9.4-acre hotel lagoon, a 2.5-acre irrigation lake, and 0.4-acre beach club lagoon. Additionally, the project will have open space areas.

The Project proposes a 287,640 square feet (sf) Condo Hotel, 32,640-sf of Beach Club Suites, and a total of 277,804-sf amenity facilities. However, only 18,444-sf of Club Amenities and 12,017-sf of Public Amenities were determined to impact water demand, resulting in a total of 30,461-sf of amenity facilities being analyzed.

6.1 Projected Indoor Residential Water Demand
The Project proposesresidential uses, so the indoor residential water usage for this Water Supply Assessment (WSA) is 30.84 AFY. The proposed residential uses include 165 single family units, consisting of six-bedroom units, four- and five-bedroom units, and three- and four-bedroom units.

Specific Plan/Land Use Designation Land Area
(Acres)
Non-Residential
Building Area
(ft2)
Single Family Residential
6 Bedroom – Grand Estate Lot 3.09 0
4-5 Bedroom – Estate Lot (Long) 5.86 0
4-5 Bedroom – Estate Lot (Compact) 3.10 0
4-5 Bedroom – Zero Lot Line (Long) 2.50 0
3-4 Bedroom – Bungalow (Cart Access) 3.64 0
3-4 Bedroom – Bungalow (Vehicular Access) 3.04 0
Commercial
Condo Hotel 5.00 287,640
Beach Club VIP Suites 3.00 32,245
Open Space 19.92 0
Other
Amenity Spaces 6.40 277,804
Water Amenities 12.30 0
Open Space 4.30 0
Private Streets 9.10 0
Total 81.25 597,689
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34 Table 6-1: Projected Indoor Residential Water Demand Planning Area
Land
Area
(Acres)
Estimated
Dwelling
Units
(EDUs)
Estimated
Occupants
per Home1
Gallons per
Day per
Occupant2
Water
Demand
(gpd)
Water
Demand
(AFY)3
Single Family Residential 21.23 165 3.55 47 27,530.25 30.84 Total 21.23 165 27,530.25 30.84
1 Fehr and Peers population estimates.
2 CA Indoor Water Use Performed Standards.
3 One AFY = 892.742 gallons per day; Conversion used above.

6.2 Projected Indoor Commercial and Industrial Water Demand The projected indoor commercial and industrial unit usage for this WSA are based on the American Water Works Association Research Foundations (AWWARF’s) Commercial and Industrial End Uses of Water.

The Project proposes a 287,640 square feet (sf) Condo Hotel, 32,640-sf of Beach Club Suites, and 277,804-sf of total amenities. However, only 18,444-sf of Club Amenities and 12,017-sf of Public Amenities were found to impact overall water demand, for a total of 30,461-sf of amenity space analyzed. The combined total of commercial space analyzed, including the Condo Hotel, Beach Club Suites, and applicable amenities, was 350,346-sf. The Project does not propose industrial uses. The projected indoor commercial water demand for the Project totals 26.57 AFY as shown in Table 6-2.
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35 Table 6-2: Projected Indoor Commercial Water Demand
Planning Area Indoor Area
(ft2)
Water
Demand
Factor 1
(gal/sf/year)
Water
Demand
(gpd)
Water
Demand 2
(AFY)
Condo Hotel / Beach Club VIP Suites 319,885 162 108.30 0.12 Club Amenity Spaces (Food) 12,960 331 11,752.77 13.16
Club Amenity Spaces (Retail) 5,484 64 961.58 1.08
Public Beach Club/Restaurants 12,017 331 10,897.61 12.21 Total 350,346 23,720.25 26.57
1 AWWARF Commercial and Industrial End Uses of Water, 2000. 2 One AFY = 892.742 gallons per day; Conversion used above.

6.3 Projected Outdoor Irrigation Water Demand
The projected outdoor irrigation water usage is based on the Maximum Applied Water Allowance (MAWA) equation from Appendix D of Coachella Valley Water District’s (CVWD’s) Landscape Ordinance No. 1302.5, which meets the water conservation goals of the California Department of Water Resources (DWR) Model Efficient Landscape Ordinance (MWELO). The projected outdoor irrigation water demand is 99.32 AFY as shown in Table 6-3 below.

Table 6-3: Projected Outdoor Irrigation Water Demand
Planning Area Landscaped
Area (ft2)
ETo
(in/yr) 1
ETAF 2
Conversion
Factor
(gal/ft2) 3
Water
Demand
(gpd)
Water
Demand
(AFY)
Single Family Residential
Single Family
Residential 323,672.58 76.46 0.45 0.62 18,916.97 21.19
Commercial
Condo Hotel / Beach
Club VIP Suites 87,120.00 76.46 0.45 0.62 5,091.71 5.70 Open Space4 780,943.68 76.46 0.45 0.62 45,624.16 51.11
Other
Amenity Spaces 97,574.40 76.46 0.45 0.62 5,702.71 6.39
Open Space 168,577.20 76.46 0.45 0.62 9,852.46 11.04
Private Streets 59,459.40 76.46 0.45 0.62 3,475.09 3.89 Total 1,517,347.26 88,663.1 99.32
1 Reference Evapotranspiration (ETo) for ETo Zone 4 from CVWD Landscape Ordinance 1302.5, Appendix C 2 Evapotranspiration Adjustment Factor (ETAF) from CVWD Landscape Ordinance 1302.5, Appendix D 3 Conversion Factor from CVWD Landscape Ordinance 1302.5, Appendix D 4 Commercial Open Space exhibits grove, dense landscaping

6.4 Projected Outdoor Water Features Demand
The Project proposes 12.3 acres of water features, consisting of a 9.4-acre hotel lagoon, a 2.5- acre irrigation lake, and 0.4-acre beach club lagoon. The projected outdoor water features demand for the Project is 69.23 AFY, as shown in Table 6-4 below. 2874
Item 2.
36 Table 6-4: Projected Outdoor Recreation Water Demand Planning Area Water Feature
Area (ft2)
ETo
(in/yr) 1
Plant
Factor 2
Conversion
Factor
(gal/ft2) 3
Water
Demand
(gpd)
Water
Demand
(AFY)
Hotel Lagoon 409,464 76.46 1 0.62 53,180.06 59.57
Irrigation and
Stormwater Lake 108,900 76.46 0.45 0.62 6,364.64 7.13
Beach Club Lagoon 17,424 76.46 1 0.62 2,262.98 2.53
Total 535,788 61,807.68 69.23
1 Reference Evapotranspiration (ETo) for ETo Zone 4 from CVWD Landscape Ordinance 1302.5, Appendix C 2 Evapotranspiration Adjustment Factor (ETAF) from CVWD Landscape Ordinance 1302.5, Appendix D 3 Conversion Factor from CVWD Landscape Ordinance 1302.5, Appendix D

6.5 Projected Total Water Demand
The total projected water demand for the Project is 225.96 AFY as shown in Table 6-5 below.

Table 6-5: Projected Total Water Demand
Planning Area
Land
Area
(Acres)
Indoor
Residential
Demand
(AFY)
Indoor
Commercial
and
Industrial
Demand
(AFY)
Outdoor
Irrigation
Demand
(AFY)
Outdoor
Recreation
Demand
(AFY)
Total
Water
Demand
(AFY)
Single Family Residential
Single Family Residential 21.23 30.84 0 21.19 0 52.03
Commercial
Condo Hotel / Beach
Club VIP Suites 8.00 0

0.12 5.7 0 5.82
Open Space 19.92 0 0 51.11 0 51.11
Other
Amenity Spaces 6.40 0 26.45 6.39 0 32.84
Water Amenities 12.30 0 0 0 69.23 69.23
Open Space 4.30 0 0 11.04 0 11.04
Private Streets 9.10 0 0 3.89 0 3.89
Total 81.25 30.84 26.57 99.32 69.23 225.96

6.6 Projected Water Sources
The Project is anticipated to utilize the CWA Domestic System to provide water to a majority of the project.

A private, on-site well will be utilized for the hotel lagoon. A breakdown of water sources can be seen in Table 6-6.
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Item 2.
37 Table 6-6: Projected Water Sources
Planning Area
Land
Area
(Acres)
Water Source
Residential Single Family
6 Bedroom – Grand Estate 3.09 CWA Domestic System
4-5 Bedroom – Estate 11.46 CWA Domestic System
3-4 Bedroom – Bungalow 6.68 CWA Domestic System
Commercial
Condo Hotel 5.00 CWA Domestic System
Beach Club VIP Suites 3.00 CWA Domestic System
Open Space 19.92 CWA Domestic System
Other
Amenity Spaces 6.40 CWA Domestic System
Open Space 4.30 CWA Domestic System
Private Streets 9.10 CWA Domestic System
Water Amenities
Hotel Lagoon 9.40 Private Water Well
Irrigation and Stormwater Lake 2.50 CWA Domestic Water
Beach Club Lagoon 0.40 CWA Domestic Water

6.7 Conservation Measures
The following section describes the water conservation measures to be implemented by the proposed Project.

6.7.1 Project Specific Water Conservation Measures
Project developers will be required to implement the following measures in order to assure the most efficient use of water resources and to meet and maintain the most recent UWMP goals throughout the life of the Project:

1. In addition to following DWR’s MWELO, to the greatest extent practicable, native plant materials and other drought-tolerant plants shall be used in all non-turf areas of Project landscaping. Large expanses of lawn and other water-intensive landscaped areas shall be kept to the minimum necessary and consistent with the functional and aesthetic needs of the Project, while providing soil stability to resist erosion.

2. In the event recycled water becomes available to the Project, the potential use of tertiary treated water will be reviewed to determine feasibility of its use for on-site landscaped areas to reduce the use of groundwater for irrigation.

3. The installation and maintenance of efficient on-site irrigation systems will minimize runoff and evaporation and maximize effective watering of plant roots. Drip irrigation 2876
Item 2.
38 and moisture detectors will be used to the greatest extent practicable to increase irrigation efficiency.

4. The use of low-flush toilets and water-conserving faucets shall be required in conformance with Section 17921.3 of the Health and Safety Code, Title 20, California Code of Regulations Section 1601(b), and applicable sections of Title 24 of the State Code.
7 Assessment – Availability of Sufficient Supplies

7.1 Water Supply Assessment
Based on the analysis in this Water Supply Assessment (WSA), the projected total water demand for the COVA (Project) will be 225.96 acre-feet per year (AFY). CWA’s long-term water management planning ensures that adequate water supplies are available to meet existing and future water needs within its service area. CWA’s urban water demand for 2025 was 7,782 Acre Feet (AF). The water demand presented for 2025 was obtained from the 2025 Regional UWMP document. Additionally, CWA’s projected urban water demand for 2045 is 13,063 AF.

This Project’s water demand of 225.96 AFY accounts for approximately 4.28 percent of the total planned increase in demand of 5,281 AF from 2025 to 2045.

This WSA provides an assessment of the availability of sufficient water supplies during normal, single-dry, and multiple-dry years over a 20-year projection to meet the projected demands of the Project, in addition to existing and planned future water demands of CVWD, as required by Senate Bill (SB) 610 and SB 1262. This WSA also includes identification of existing water supply entitlements, water rights, water service contracts, and agreements relevant to the identified water supply for the Project and quantities of water received in prior years pursuant to those entitlements, rights, contracts, and agreements.

This WSA has been prepared in compliance with the requirements of SB 610 and SB 1262 by MSA Consulting Inc. in consultation with CWA and the City of Coachella. This WSA does not relieve the Project from complying with all applicable state, county, city, and local ordinances or regulations including the Department of Water Resources (DWR) Model Water Efficient Landscape Ordinance (MWELO), and indoor water use performance standards provided in the California Water Code now or in the future.

Consistent with the provisions of SB 610, neither this WSA nor its approval shall be construed to create a right or entitlement to water service or any specific level of water service, and shall not impose, expand, or limit any duty concerning the obligation of CVWD to provide certain service to its existing customers or to any future potential customers.

This WSA does not constitute an agreement to provide water service to the Project, and does not entitle the Project, Project applicant, or any other person or entity to any right, priority, or allocation in any supply, capacity, or facility. To receive water service, the Project will be subject 2877
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39 to an agreement with CVWD, together with any and all applicable fees, charges, plans and specifications, conditions, and any and all other applicable CVWD requirements in place and as amended from time to time. Nor does anything in this WSA prevent or otherwise interfere with CVWD’s discretionary authority to declare a water shortage emergency in accordance with the Water Code.

This WSA will be reviewed every five years, or in the event that the water planning assumptions have changed, until the Project begins construction to ensure it remains accurate and no significant changes to either the Project or available water supply has occurred. The Project applicant shall notify CVWD when construction of the Project begins.

7.2 Requirement for Written Verification of Water Supply Availability Government Code §66473.7 requires that a Written Verification of Water Supply (WV) be prepared in connection with the approval of a development agreement or tentative map that includes a subdivision. A subdivision is defined as a proposed residential development of more than 500 units, except that for a water agency with fewer than 5,000 service connections, a subdivision includes a residential development project that would account for an increase of 10 percent or more in the number of the agency’s existing service connections. The COVA Project proposes 409 residential units, consisting of 165 single family resort residential units and 244 hotel units. It also includes a variety of public and private Water Amenities and Open Space. The entirety of the project was anticipated to include water use comparable to at least 500 residential uses.

This WSA is not a WV. If the City of Coachella determines that the Project or any planning area meets the definition of a subdivision and therefore requires preparation of a WV, a WV shall be prepared by CWA in compliance with the requirements of SB 221. This WSA may be used to support the WV. Depending on circumstances including but not limited to new water efficiency regulations or changes in water supply availability, CWA may recommend preparation of an updated supply and demand assessment to support the WV. 2878
Item 2.
40 8 References
American Water Works Association Research Foundation, Commercial and Institutional End Uses of Water, 2000
California Department of Water Resources, Final State Water Project Delivery Capability Report 2019, August 2020
Coachella Valley Water District, Coachella Water Authority, Desert Water Agency, Indio Water Authority, Mission Springs Water District, Myoma Dunes Mutual Water Company, 2020 Coachella Valley Regional Urban Water Management Plan, Water Systems Consulting, Inc., June 2021 Coachella Valley Water District, Coachella Water Authority, Desert Water Agency, Indio Water Authority, Mission Springs Water District, Myoma Dunes Mutual Water Company, 2025 Coachella Valley Regional Urban Water Management Plan, Todd Groundwater, Rincon Consultants, Inc., May 2026
City of Coachella Website, Utilities Department Water Division page Coachella Valley Water District, 2026-2027 Engineer’s Report on Water Supply and Replenishment Assessment, Wildermuth Environmental Inc., April 2026 Coachella Valley Water District, Landscape Ordinance 1302.5, July 2020 Department of Water Resources, Model Water Efficient Landscape Ordinance Coachella Valley Water District, Coachella Water Authority, Desert Water Agency, and Indio Water Authority, Indio Subbasin Annual Report for Water Year 2023-2024, Todd Groundwater Inc., March 2025
Coachella Valley Water District, Coachella Water Authority, Desert Water Agency, and Indio Water Authority, 2022 Indio Subbasin Water Management Plan Update/Alternative Plan Update, Todd Groundwater Inc., December 2021
United States Bureau of Reclamation, Colorado River Accounting and Water Use Reports for Arizona, California, and Nevada
2879
Item 2.

TYPICAL COMMON ACCESS &

SECTION D-D

MEANDERING
25' PRIVATE ACCESS EASEMENT
VARIES 10' VARIES
PROP. RIBBON
GUTTER
PATH
ESMT.

PROP.

ESMT.

PROP.

PROP. CONCRETE

EDGEBAND

INTERLOCKING PAVERS
(H-20 RATED)
PROP. CONCRETE

EDGEBAND

EMERGENCY VEHICLE EASEMENT
(PRIVATE DRIVE)
SCALE: 1" = 10'
15' 25'
A.C. PAVEMENT
OVER A.B.

STREETS "A" & "C"
50'-55'
(PRIVATE ROAD)
SCALE: 1" = 10'

SECTION A-A
2%
10'-15'
12'
P.U.E.
.5'
CL 12'
.5'
5' 5'
R/W
PROP.

ESMT.

PROP.
2%
R/W
PROP.

ESMT.

PROP.
5'
PROP. CURB & GUTTER
PROP. SIDEWALK
5' 5' 5'
PROP. CURB & GUTTER
PROP. SIDEWALK (VARIES)

VICINITY MAP
N.T.S.

CITY OF

COACHELLA
AVENUE 52
SITE
AVENUE 53
AVENUE 54
AVENUE 51
AVENUE 50
STREET

CALHOUN

VAN BUREN

FREDERICK

CESAR CHAVEZ
STREET
STREET
STREET
COUNTY
OF

RIVERSIDE STREET

CITY OF

INDIO JACKSON
NOTICE

NO PARKING IN

AREAS MARKED AS

VIOLATING VEHICLES

WILL BE CITED

OR TOWED AT
OWNER’S EXPENSE

LAW ENFORCEMENT (XXX)XXX-XXXX
TOWING COMPANY NAME & PHONE # CVC 22658(a) CVC 22500.1
NO

PARKING

VIOLATING VEHICLES

WILL BE CITED

OR TOWED AT
OWNER’S EXPENS
CV 22500.1
CV 22658(a)
MSA CONSULTING, INC.

Civil Engineering Land Surveying Landscape Architecture Planning Environmental Services Dry Utility Coordination GIS 34200 Bob Hope Drive Rancho Mirage, CA 92270 | 760.320.9811 | MSAConsultinginc.com RESIDENTIAL UNIT UNCOVERED BY 150-FT HOSE PULL 57 TOTAL STAND PIPE/WHARF HYDRANT FOR UNCOVERED ZONES 2 TOTAL
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* R:\2811\Acad\Improvement Plans\Fire Access\2811 Fire Access and Hose Reach Exhibit.dwg, 6/9/2026 4:42:04 PM, BBojorquiz, MSA Consulting, Inc. 2880
Item 2.

Coachella City CouncilOctober 7, 2026

Coachella City Council
October 7, 2026