CC04 — Rancho Mirage City Council, October 3, 2024 (part 2 of 3)

4-263

Native American Heritage Commission
Native American Contact List
Riverside County
11/3/2022
Agua Caliente Band of Cahuilla
Indians
Reid Milanovich, Chairperson
5401 Dinah Shore Drive
Palm Springs, CA, 92264
Phone: (760) 699 - 6800
Fax: (760) 699-6919
[email protected]
Agua Caliente Band of Cahuilla
Indians
Patricia Garcia -Plotkin, Director
5401 Dinah Shore Drive
Palm Springs, CA, 92264
Phone: (760) 699 - 6907
Fax: (760) 699-6924
[email protected]
Augustine Band of Cahuilla
Mission Indians
Amanda Vance, Chairperson
84-001 Avenue 54
Coachella, CA, 92236
Phone: (760) 398 - 4722
Fax: (760) 369-7161
[email protected]
Cahuilla
Cahuilla
Cahuilla
Cabazon Band of Mission
Indians
Doug Welmas, Chairperson
84-245 Indio Springs Parkway Cahuilla
Indio, CA, 92203
Phone: (760) 342 - 2593
Fax: (760) 347-7880
[email protected]
Cahuilla Band of Indians
Daniel Salgado, Chairperson
52701 U.S. Highway 371 Cahuilla
Anza, CA, 92539
Phone: (951) 763 - 5549
Fax: (951) 763-2808
[email protected]
Los Coyotes Band of Cahuilla
and Cupeno Indians
Ray Chapparosa, Chairperson
P.O. Box 189 Cahuilla
Warner Springs, CA, 92086-0189
Phone: (760) 782 - 0711
Fax: (760) 782-0712
Morongo Band of Mission
Indians
Robert Martin, Chairperson
12700 Pumarra Road
Banning, CA, 92220
Phone: (951) 755 - 5110
Fax: (951) 755-5177
[email protected]
Morongo Band of Mission
Indians
Ann Brierty, THPO
12700 Pumarra Road
Banning, CA, 92220
Phone: (951) 755 - 5259
Fax: (951) 572-6004
[email protected]
Quechan Tribe of the Fort Yuma
Reservation
Jill McCormick, Historic
Preservation Officer
P.O. Box 1899
Yuma, AZ, 85366
Phone: (760) 572 - 2423
historicpreservation@quechantrib
e.com
Quechan Tribe of the Fort Yuma
Reservation
Manfred Scott, Acting Chairman
Kw'ts'an Cultural Committee
P.O. Box 1899
Yuma, AZ, 85366
Phone: (928) 750 - 2516
[email protected]
Cahuilla
Serrano
Cahuilla
Serrano
Quechan
Quechan
This list is current only as of the date of this document. Distribution of this list does not relieve any person of statutory responsibility as defined in Section 7050.5 of the Health and Safety Code, Section 5097.94 of the Public Resource Section 5097.98 of the Public Resources Code.

This list is only applicable for contacting local Native Americans with regard to cultural resources assessment for the proposed Proposed Tentative Tract Map Numbers 38041, 38266, and 38273 Project, Riverside County.

PROJ-2022-
006382
11/03/2022 02:17 PM
4-264'2

Native American Heritage Commission
Native American Contact List
Riverside County
11/3/2022
Ramona Band of Cahuilla
Joseph Hamilton, Chairperson
P.O. Box 391670
Anza, CA, 92539
Phone: (951) 763 - 4105
Fax: (951) 763-4325
[email protected]
Ramona Band of Cahuilla
John Gomez, Environmental
Coordinator
P. O. Box 391670
Anza, CA, 92539
Phone: (951) 763 - 4105
Fax: (951) 763-4325
[email protected]
Santa Rosa Band of Cahuilla
Indians
Lovina Redner, Tribal Chair
P.O. Box 391820
Anza, CA, 92539
Phone: (951) 659 - 2700
Fax: (951) 659-2228
[email protected]
Soboba Band of Luiseno
Indians
Isaiah Vivanco, Chairperson
P. O. Box 487
San Jacinto, CA, 92581
Phone: (951) 654 - 5544
Fax: (951) 654-4198
[email protected]
Soboba Band of Luiseno
Indians
Joseph Ontiveros, Cultural
Resource Department
P.O. BOX 487
San Jacinto, CA, 92581
Phone: (951) 663 - 5279
Fax: (951) 654-4198
[email protected]
Cahuilla
Cahuilla
Cahuilla
Cahuilla
Luiseno
Cahuilla
Luiseno
Torres -Martinez Desert Cahuilla
Indians
Cultural Committee,
P.O. Box 1160
Thermal, CA, 92274
Phone: (760) 397 - 0300
Fax: (760) 397-8146
Cultural-
Committee@torresmartinez-
nsn.gov
Cahuilla
This list is current only as of the date of this document. Distribution of this list does not relieve any person of statutory responsibility as defined in Section 7050.5 of the Health and Safety Code, Section 5097.94 of the Public Resource Section 5097.98 of the Public Resources Code.

PROJ-2022-
006382
11/03/2022 02:17 PM
4-266Z

ll�

CRM TECH
1016 E. Cooley Drive, Suite A/B
Colton, CA 92324

MEMORANDUM
Date: June 6, 2023
From: Bai "Tom" Tang, Principal, CRM TECH
To: Phillip Fomotor, Owner, Fomotor Engineering
Subject: Addendum to Historical/Archaeological Resources Survey Report for Tentative Tract Map No. 38041, City of Rancho Mirage, Riverside County, California (CRM TECH Contract No. 4016)
Dear Phillip:

At your request, CRM TECH has completed a historical/archaeological resources survey on approximately 1.7 acres of vacant land that have been added to Tentative Tract Map (TTM) No. 38041 since the completion of the Phase I cultural resources study for the project in March 2023 (Ballester 2023). The additional project area consists of the western portion of Assessor's Parcel No. 685-080-031, which was previously excluded from TTM 38041. It is located on the east side of Via Josefma at the intersection of Victory Lane, adjacent to the western boundary of the original project area, and in the northwest quarter of Section 30, T4S R6E, San Bernardino Baseline and Meridian (Figure 1).

The purpose of the current survey is to ascertain whether any "historical resources," as defined by the California Environmental Quality Act (CEQA), are present within the additional project area and thus may be impacted by the incorporation of the area into TTM 38041. In order to accomplish this objective, CRM TECH personnel reviewed the results of the cultural resources records search and the Native American Sacred Lands File search completed for the original study, pursued supplemental historical background research on the additional property, and conducted an intensive -level field survey.

According to the records search results, the additional project area had not been surveyed for cultural resources prior to this study, and no potential "historical resources" or Native American tribal cultural resources had been identified within or adjacent to its boundaries.

Historical sources indicate no evidence of any settlement or development activities in the additional project area between 1855 and 1958 (GLO 1856; GLO 1904; 1941; 1958). By 1972, a small building had appeared in the southernmost portion of the additional project area (NETR Online 1972). As mentioned in the original study, much of the development in Section 30 of T4S R6E during the mid -20th century was the result of a wave of five -acre homestead claims on public land under provisions of the Small Tract Act (Ballester 2013:9-12). The building on this property was located on one such claim that was patented in 1958 to Charles Henry Ebblewhite (1901-1985), a salesman whose primary residence was in the Los Angeles area at the time (BLM n.d.; Ancestry.com n.d.).

These so-called "jackrabbit homesteads" were often hastily constructed using subpar materials and building practices, primarily for the purpose of substantiating the land claims, and they were often abandoned soon afterwards or fell victim to the harsh climate (Bellisi n.d.; Verdin 2000). The fact that the building in the additional project area stood isolated on the barren sandy terrain in 1972, with no road connection or any other indication of regular use, suggests a similar fate (NETR Online 1972). It may have been destroyed or removed prior to 1979, but certainly by 1996, leaving only a few domestic trees to mark its former location (NETR Online 1977-1996). The entire addition to TTM 38041 has remained vacant and undeveloped since then (NETR Online 1996-2020; Google Earth 1996-2023).

Tel: 909 824 6400 Fax: 909 824 6405
4-266

1 UA CALIE TE
24 IAN RESERVATION
k.
` •
0�"•� Original n °e0
Additional . —1.4 project area
project area T4
r
K
LJ
30 ' •
•
0 0� •
•
W
Q
0 SCALE 1:24,000
1/2
�1
1 mile
1000 0 1000 2000 3000 4000 feet
•
•
Figure 1. Location of the additional project area. (Based on USGS Cathedral City, Calif., 7.5' quadrangle, 1981 edition) 2 4-267

Figure 2. Overview of the additional project area. (Photograph taken on May 18, 2023; view to the southeast) On May 18, 2023, CRM TECH field director Daniel Ballester completed the intensive -level field survey of the additional project area by walking a series of parallel north -south transects spaced 15 meters (approximately 50 feet) apart. Like the original project area, the additional acreage lies across generally level terrain with fine dune sands mixed with some rocks covering the ground surface. Elevations on the property range approximately from 315 feet to 330 feet above mean sea level. The scattered vegetation growth consists mainly of creosote, brittlebush, wild mustard, and other small desert shrubs and grasses.

Ground visibility was good to excellent (90-100%) throughout the area (Figure 2).

The survey encountered no potential "historical resources" within or adjacent to the additional project area. The building that once occupied the southernmost portion of the property did not leave any identifiable archaeological remains Other than two clusters of tamarisk trees, no features survive to mark the former location of the building. The area around the tamarisk trees has evidently been used to dump refuse (primarily landscaping waste) in relatively recent times, but none of the items is of any historical/archaeological interest.

Based on the research results summarized above, this addendum concludes that the finding of the original survey —that the proposed project would not cause a substantial adverse change to any known "historical resources" —and the recommendations made in that study (see Ballester 2023:13) remain valid and appropriate for the project after the incorporation of the additional acreage. 3 4-268

Thank you for this opportunity to be of service.

Reference Cited:

Ancestry.com
n.d. Genealogical database entries for Charles Henry Ebblewhite. https://www.ancestry.com .

Bellisi, Lou
n.d. BLM and the Small Tract Act in the Southern California Desert: A Brief History. http://www.publicland.org/35_archives/documents/doc_1306 bellesi.html.

BLM (Bureau of Land Management, U.S. Department of the Interior) n.d. The Official Federal Land Records Site. http://www.glorecords.blm.gov .

Daniel Ballester
2023 Historical/Archaeological Resources Survey Report: Tentative Tract Map No. 38041, Assessor's Parcel Nos. 685-030-006, 685-080-010, and a Portion of 685-080-031, City of Rancho Mirage, Riverside County, California. Report prepared by CRM TECH for Fomotor Engineering.

GLO (General Land Office, U.S. Department of the Interior) 1856 Plat map: Township No. 4 South Range No. 6 East, SBBM; surveyed in 1855-1856.

Google Earth
1985-2023 Aerial photographs of the project vicinity; taken in 1985, 1996, 2002, 2004-2006, 2009, 2011-2013, 2015-2019, 2021, and 2023. Available through the Google Earth software.

NETR (Nationwide Environmental Title Research) Online
1972-2020 Aerial photographs of the project vicinity; taken in 1972, 1984, 1996, 2002, 2005, 2009, 2010, 2012, 2014, 2016, 2018, and 2020. http://www.historicaerials.com .

USGS (United States Geological Survey, U.S. Department of the Interior) 1904 Map: Indio, Calif. (30', 1:125,000); surveyed in 1901. 1941 Map: Edom, Calif. (15', 1:62,500); aerial photographs taken in 1941. 1958 Map: Thousand Palms, Calif. (15', 1:62,500); aerial photographs taken in 1951-1956, field - checked in 1958.

Verdin, Tom
2000 Homesteader Legacy Leaves Desert Littered with Abandoned Shacks. The Los Angeles Times November 5.
4 4-269

RNCH 004 Energy

INTRODUCTION TO ENERGY SCREENING TABLES
The following worksheets are used to evaluated the potential impacts of a project.

Table 1 Definition of Project
This Table is used to establish the proposed development parameters that are used the calculation of energy usage. The independent variable to be entered is identified by shading. For residential development, the number of housing units should be entered in the shaded area. For non-residential development, the total floor area of development should be entered in the shaded area.

Tables 2 Summary of Project Impacts
Consumption/Generation Rates. This table indicates the development's projected electrical consumption, natural gas consumption, water consumption, effluent generation, and solid waste generation. No modifications should be made to this table.

Tables 3 through 4 Calculation of Project Impacts
Tables 3 through 4 indicate the results of the analysis.

Table 3 Electrical Consumption - This Table calculates the projected electrical consumption for new development. Default generation rates provided in the shaded areas may be changed.

Table 4 Natural Gas Consumption - This Table calculates the projected natural gas useagefor new development. Default generation rates provided in the shaded areas may be changed.

Table 1 Project Name: RNCH 004 -17 Unit Subdivision - Energy Use Definition of Project Parameters - Enter independent variable (no. of units or floor area) in the shaded area. The independent variable to be entered is the number of units (for residential development) or the gross floor area (for non-residential development).

Land Use
Independent
Factor
Residential Uses
Variable
Total Units
Single -Family Residential
No. of Units
17 Medium Density Residential
No. of Units
0 Multiple -Family Residential
No. of Units
0 Mobile Home
No. of Units
0 Office Uses
Variable
Total Floor Area
Office
Sq. Ft.
0 Medical Office Building
Sq. Ft.
0 Office Park
Sq. Ft.
0 Bank/Financial Services
Sq. Ft.
0 Commercial Uses
Variable
Floor Area/Rooms
Specialty Retail Commercial
Sq. Ft.
0 Convenience Store
Sq. Ft.
0 Movie Theater
Sq. Ft.
0 Shopping Center
Sq. Ft.
0 Sit -Down Restaurant
Sq. Ft.
0 Fast -Food Restaurant
Sq. Ft.
0 Hotel
Rooms
0 Manufacturing Uses
Variable
Total Floor Area
Industrial Park
Sq. Ft.
0 Manufacturing
Sq. Ft.
0 General Light Industry
Sq. Ft.
0 Warehouse
Sq. Ft.
0 Public/Institutional
Variable
Total Floor Area
Public/Institutional
Sq. Ft.
0 Open Space
Sq. Ft.
0 Table 2: Projected Energy Consumption and Generation
Summary of Project Impacts - Results of analysis identified below. No modifications should be made to this Table.

Utilities Consumption and Generation
Factor
Rates
RNCH 004 Energy
4-27Oage 1

RNCH 004 Energy
Electrical Consumption
kWh/day
262.0
Natural Gas Consumption
cubic feet/day
3,776.8
Table 3: Electrical Consumption
Project
Component
Units of
Measure
Consumption Factor
Projected
Consumption
Residential Uses
No. of Units
kWh
Variable
kWh/Unit/Day
Single -Family Residential
17 5,625.00
kWh/Unit/Year
262.0
Medium Density Residential
0 5,625.00
kWh/Unit/Year

0.0 Multiple -Family Residential
0 5,625.00
kWh/Unit/Year

0.0 Mobile Home
0 4,644.00
kWh/Unit/Year

0.0 Office Uses
Sq. Ft.
kWh
Variable
kWh/Sq. Ft./Day
Office
0 20.80
kWh/Sq. Ft./Year

0.0 Medical Office Building
0 14.20
kWh/Sq. Ft./Year

0.0 Office Park
0 20.80
kWh/Sq. Ft./Year

0.0 Bank/Financial Services
0 20.80
kWh/Sq. Ft./Year

0.0 Commercial Uses
Sq. Ft./Rooms
kWh
Variable
kWh/Sq. Ft./Day
Specialty Retail Commercial
0 16.00
kWh/Sq. Ft./Year

0.0 Convenience Store
0 16.00
kWh/Sq. Ft./Year

0.0 Movie Theater
0 16.00
kWh/Sq. Ft./Year

0.0 Shopping Center
0 35.90
kWh/Sq. Ft./Year
0 Sit -Down Restaurant
0 49.10
kWh/Sq. Ft./Year

0.0 Fast -Food Restaurant
0 49.10
kWh/Sq. Ft./Year

0.0 Hotel
0 8,955.00
kWh/Sq. Ft./Year

0.0 Manufacturing Uses
Sq. Ft.
kWh
Variable
kWh/Sq. Ft./Day
Industrial Park
0 4.80
kWh/Sq. Ft./Year

0.0 Manufacturing
0 4.80
kWh/Sq. Ft./Year

0.0 General Light Industry
0 4.80
kWh/Sq. Ft./Year

0.0 Warehouse
0 4.80
kWh/Sq. Ft./Year

0.0 Public/Institutional
Sq. Ft.
kWh
Variable
kWh/Sq. Ft./Day
Public/Institutional
0 4.80
kWh/Sq. Ft./Year

0.0 Open Space
0 0.00
kWh/Sq. Ft./Year

0.0 Total Daily Electrical Consumption (kWh/day) 262.0
Sources:

Residential rates were derived from the SCAQMD's CEQA Air Quality Handbook (April 1993).

All other rates are from Common Forecasting Methodology VII Demand Forms, 1989 Table 4: Natural Gas Consumption
Project
Component
Units of
Measure
Consumption Factor
Projected
Consumption
Residential Uses
No. of Units Cu. Ft. of Nat. Gas
Variable
Cu. Ft,/Day
Single -Family Residential
17 6,665.00
Cu. Ft./Mo./Unit
3,776.8
Medium Density Residential
0 4,011.50
Cu. Ft./Mo./Unit

0.0 Multiple -Family Residential
0 4,011.50
Cu. Ft./Mo./Unit

0.0 Mobile Home
0 4,011.50
Cu. Ft./Mo./Unit

0.0 Office Uses
Sq. Ft.

Cu. Ft. of Nat. Gas
Variable
Cu. Ft,/Day
Office
0 2.00
Cu. Ft./Mo./Sq. Ft.

0.0 Medical Office Building
0 2.00
Cu. Ft./Mo./Sq. Ft.

0.0 Office Park
0 2.00
Cu. Ft./Mo./Sq. Ft.

0.0 Bank/Financial Services
0 2.00
Cu. Ft./Mo./Sq. Ft.

0.0 Commercial Uses
Sq. Ft./Rooms Cu. Ft. of Nat. Gas
Variable
Cu. Ft,/Day
Specialty Retail Commercial
0 2.90
Cu. Ft./Mo./Sq. Ft.

0.0 Convenience Store
0 2.90
Cu. Ft./Mo./Sq. Ft.

0.0 Movie Theater
0 2.90
Cu. Ft./Mo./Sq. Ft.

0.0 Shopping Center
0 2.90
Cu. Ft./Mo./Sq. Ft.

0.0 Sit -Down Restaurant
0 2.90
Cu. Ft./Mo./Sq. Ft.

0.0 Fast -Food Restaurant
0 2.90
Cu. Ft./Mo./Sq. Ft.

0.0 Hotel
0 2.90
Cu. Ft./Mo./Room

0.0 Manufacturing Uses
Sq. Ft.

Cu. Ft. of Nat. Gas
Variable
Cu. Ft,/Day
RNCH 004 Energy
4-271Page 2

RNCH 004 Energy
Industrial Park
0 4.70
Cu. Ft./Mo./Sq. Ft.

0.0 Manufacturing
0 4.70
Cu. Ft./Mo./Sq. Ft.

0.0 General Light Industry
0 4.70
Cu. Ft./Mo./Sq. Ft.

0.0 Warehouse
0 4.70
Cu. Ft./Mo./Sq. Ft.

0.0 Public/Institutional Use
Sq. Ft.

Cu. Ft. of Nat. Gas
Variable
Cu. Ft,/Day
(Total Daily Natural Gas Consumption (cubic feet/day)
3,776.8
Sources:

South Coast Air Quality Management District, CEQA Air Quality Handbook. April 1993 RNCH 004 Energy
4-272age 3

PRELIMINARY HYDROLOGY STUDY
for
TENTATIVE PARCEL MAP 38081

RANCHO MIRAGE, CALIFORNIA
Prepared for:

La Paloma Homes, Inc.

P.O. Box 10179
Palm Desert, CA 92255
Prepared by:

FOMOTOR

ENGINEERING
225 S. Civic Drive, Suite 1-5
Palm Springs, California 92262
Phone (760)323-1842
Fax (760)323-1742
June 7, 2023
4-273

Table of Contents
I. Report
II. Reference Material
a. Vicinity Map
b. Flood Insurance Rate Map ( U.S. Department of Homeland Security Federal Emergency Management Act Map Service Center)
c. Hydrologic Soils Group Map (From US Department of Agriculture Soil Conservation Service)
d. Point Precipitation Frequency (National Oceanic and Atmospheric Administration's Precipitation Frequency Data Server)
e. Log Plot of NOAA 100 -Year Precipitation for Slope of Intensity Duration Curve (As Per RCFC Hydrology Manual)
f. City of Rancho Mirage Retention Basin Standard Detail 310. g. Basin Routing Calculations
h. Geotechnical Report (LandMark Geo-Engineers and Geologists, November 9, 2018)
i. Impervious Cover for Developed Areas, Plate D-5.6 (Riverside County Flood Control District Hydrology Manual)
III. 100 -Year Rational Formula Analysis Onsite Output
i. Post -Development Onsite and Offsite Sub -Watershed 100 -Year Discharges IV. 100 -Year / 1, 3, 6, and 24hr Synthetic Unit Hydrograph (SUIT) Analysis i. Post Development SUH For Proposed Retention Storage
VI. Exhibit
i. Preliminary Hydrology Exhibit
4-274

FOMOTOR ENGINEERING Preliminary Hydrology Study
Tentative Tract Map 38041

PRELIMINARY HYDROLOGY STUDY
FOR TENTATIVE TRACT MAP 38041

PROJECT SITE LOCATION
The 8.41 -acre proposed Tentative Tract Map site is located on the east side of Via Josefina, between Via Josefina, and Key Largo Avenue, in the City of Rancho Mirage, County of Riverside, California. The proposed development site lies in Section 21, T4S, R6E, and SBBM, with APNs: 685-080-031, -010, and 685-030-006.

PROJECT SITE DESCRIPTION
The project site is presently vacant. Existing elevations vary from 326 down to 310 with an existing natural basin in the center of the lot. The land slopes from the west property into the natural basin at 8.9 -percent.

The east side of the lot slopes from the far north toward the south from appx. 312 to a high point of 317 at

1.5 -percent, then flattens out to the south. The site is entirely composed of Hydrologic Soil Type "A". A housing tract is proposed on this site. The project site area is in unshaded Zone X, which is described as:
"Area of Minimal Flood Hazard".(See Riverside County Flood Insurance Rate Map numbers 06065C1595G, Effective August 28, 2008, in Reference Materials).

PURPOSE
The entire project site as well as offsite run-on were analyzed for proposed condition basin capacity using Synthetic Unit Hydrograph analysis for the 1, 3, 6, and 24 -hour duration 100 -year storm event to determine the worst case contributing runoff volume after infiltration. This computed net runoff volume was used to size the proposed retention basin as per City of Rancho Mirage Standard Detail 310 for Retention Basins.

The runoff from the proposed onsite area and noted offsite run-on (See Preliminary Hydrology Plan in the Reference Materials) would drain from lots into the onsite driveways, collect in inlets, and be directed to the proposed retention basin. Storm drains will be sized for the 100 -year peak discharge, which will be calculated from sub -watersheds using the Rational Formula.

METHODOLOGY
The materials included with this study are presented to satisfy the criteria set forth in the Riverside County Flood Control & Water Conservation District (RCFC & WCD) Hydrology Manual. The post - developed condition design runoff volume was determined using the worst of the 3, 6, and 24 -hour duration storm for the 100 year event. Peak discharges of the 100 -year storm event were determined with the Rational Formula. Synthetic Unit Hydrograph (SUH) and Rational Formula calculations were performed in accordance with RCFC & WCD criteria using CIVLDESIGN/CWILCADD, a computer program developed by Joseph E. Bonadiman and Associates, Inc. The Hydrologic Soil Group area was determined with the Natural Resources Conservation Service's National Cooperative Soil Survey (See Reference Material). Point precipitation frequency data was obtained with the National Oceanic and Atmospheric Administration's (NOAA) Precipitation Frequency Data Server from Atlas 14 (See Reference Material.). The NOAA point precipitation data of the 100 -year event was plotted on a log - log plot to obtain the slope of intensity duration curve to be used in the Rational Method analysis (See Reference Materials). All storm drains will be modeled with the computer modeling software,

Page 1 ends

FOMOTOR ENGINEERING Preliminary Hydrology Study
Tentative Tract Map 38041
Hydraflow Storm Sewers Extensions for AutoCAD Civi13D 2014, Version 10.3 by Autodesk, Inc.

Grated storm drain inlets will be sized as per U.S. Depaitiiient of Transportation Federal Highway Administration Hydraulic Engineering Circular No. 22, Third Edition (September 2009, Revised August 2013) Urban Drainage Design Manual

RESULT OF RATIONAL METHOD ANALYSIS
Summary of results of the Rational Method 100 -year Peak Discharge offsite sub -watershed analysis are as follows: Please refer to the attached Preliminary Hydrology Plan, and Rational Method Output Files in the Reference Materials
Proposed Sub -Watershed Results:

SUB —

WATERSHED
ID:

AREA
(ACRES
)
STORM

FREQUENCY
(YEAR)
100 -YEAR
PEAK

DISCHARGE
OFF WS -1

1.98 100

5.55 OFF WS -2

0.80 100

2.03 RESULT OF SYNTHETIC UNIT HYDROGRAPH ANALYSIS
Summary of results of the Synthetic Unit Hydrograph (SUH) analysis are as follows:

Please refer to the attached Preliminary Hydrology Plan, and SUH Output Files in the Reference Materials Proposed Onsite Area Runoff to Basin

BASIN ID

CONTRIBUTING

AREA (ACRES)
STORM

FREQUENCY
(YEAR)

DURATION
(HOUR)
RUNOFF
VOLUME
(CU -FT) -POST
DEV

ONSITE &

OFFSITE
RUN-ON

10.52 100
1 46,194

ONSITE &

OFFSITE
RUN-ON

10.52 100
3 55,229

ONSITE &

OFFSITE
RUN-ON

10.52 100
6 68,120

ONSITE &

OFFSITE
RUN-ON

10.52 100
24 86,692

Page 2 ends

FOMOTOR ENGINEERING Preliminary Hydrology Study
Tentative Tract Map 38041

DISCUSSION
An infiltration test was performed onsite (See Geotechnical Report in the Reference Materials) resulting with a raw measured infiltration rate of 11.1 -inches per hour. The City of Rancho Mirage allows half the measured raw infiltration rate up to 5 -inches per hour to be used, hence 5 -inches per hour will be used as the design infiltration rate. Each of the 1, 3, 6, and 24 -hour duration of the 100 -year flood event Synthetic Unit Hydrograph output were run through the proposed onsite retention basin using the design infiltration rate as the outflow (See Basin Routing Spreadsheets in the Reference Materials), and a summary of the results are shown in the reference materials. The 6 -hour / 100 -year Synthetic Unit Hydrograph analysis produced a total net peak (after infiltration) proposed runoff volume of 43,736 cubic -feet for the contributing onsite and offsite run-on area under post -construction conditions, and was determined to be the worst case of the 1, 3, 6, and 24 -hour duration events when considering infiltration. The surface retention basin was sized to hold 47,001 cubic -feet with 3 to 1 side slopes. The peak runoff volume would have a 100 -year peak onsite basin water depth of 4.74 feet (See Preliminary Hydrology Plan in the reference Materials).

There are two offsite run-on areas (See Preliminary Hydrology Plan in the Reference Materials) directed toward the site. Offsite WS -1 directs 1.98 -acres of runoff at 5.55 cubic -feet per second to a proposed channel between lots 7, 8, and 2 which would allow the flow to be directed into the proposed retention basin. Offsite WS -2 directs 0.80 -acres toward the south boundary of the site. The retention basin has been sized with capacity to hold both offsite areas along with the proposed onsite runoff. We will look to obtain adjacent property owner permission for drainage alteration to remove the need for WS -2 to enter the site.

All proposed storm drains, inlets and streets will be sized to adequately convey their respective 100 -year Rational Method discharges to the proposed surface retention basin. Basin overflow beyond the basin capacity would spill to the south and flow along the existing flow pattern for this location.

In general, the storm drain and inlet system would more than adequately convey the post -development 100 - year peak discharge to the proposed retention basin, which would be sized to more than handle the required post -development 100 -year event / 3 -hour duration runoff (See City of Cathedral City Municipal Code

8.24.070 in the Reference Materials).

Page 3 ends

REFERENCE MATERIAL

11/4/2020
Via Josefina - Google Maps
Google Maps Via Josefina
14%*
Dr
Frail
Vicinity Map
syie
Dinah Shore Dr
The 'Westin Mission
Hills Golf Resort & Spa
r
&ferine Or
Boulder in as
Kitsis lc"
8,6tdake L'Ir
OeltnW 1t 6r
Gerald Ford Dr
3 CG r0
Dinah Shore Dr
Piney,li Dr
Gerald Ford Dr
y
Wulgreens 9 Dinah Shore Dr w McDonald's 9
CI StTh"68P'1 JOANN Fabrics r•.7
`TF
= Clemwaterway and Crafts StarbL cks' l
P•obblor Dr 0v The Home Depot9
Rancho Mirage Terrace ,; Desert Gateway'
r
111/10n Head Dr
5hnrweodRd
Bentley Rd
9 r
9 Milligan Dermatology
ruby Rd
Alan S Colt, M.D 9
Vie Marta
Chase Bank
Gelson's Market 9 ig
Go :gle
Via Wiela
Vie manta EL
Ginger Rogers Rd
1d9s Flcarewela Vin €lnra,ir:I:.

Cassis Cir
Chabad of Rancho
Mirage - The Torah Oasis
9 Calnls CIF
Gerald Ford Dr
El Polio Loco
Kohl's
Paris WeX
Dick Kelly Dt
0 a
.
m
ASt
Lowe's Home
Improvement lir
z
rt
Map data ©2020 200 m
TI
CI
PoIi
https://www.google.com/maps/place/Via+Josefina + +Mirage,+CA+92270,+USA/@33.7940455, 116.4058508,15z/data=!4m5!3m4!1s0x80dafd46fc9195d7:0xaed9a78c0a15aef 2!3 .79450... 1/2

National Flood Hazard Layer FIRMette
116°24'12"W 33°48'3"N
Feet
116°23'35"W 33°47'33"N
FEMA
USGS The Nation °al Map: Orthoimagery. Da efi�reshed October, 2020. 0 250 500
1,000
1,500
2,000
1:6,000
Legend

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

SPECIAL FLOOD

HAZARD AREAS

OTHER AREAS OF

FLOOD HAZARD

OTHER AREAS

GENERAL

STRUCTURES
OTHER

FEATURES

MAP PANELS
9 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
iihA: Future Conditions 1% Annual
Chance Flood Hazard zone
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
Effective LOMRs
Area of Undetermined Flood Hazard Zone D
- — - - Channel, Culvert, or Storm Sewer
1 1 1 1 1 1 1 Levee, Dike, or Floodwall
O 20.2 Cross Sections with 1% Annual Chance
*7•s Water Surface Elevation
©- - - Coastal Transect
.«...op.«. Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
Coastal Transect Baseline
— Profile Baseline
Hydrographic Feature
0 Digital Data Available
No Digital Data Available
Unmapped
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.

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 11/12/2020 at 7:19 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,4FlRdf ote. Map images for
unmapped and unm 17�d e n t be used for
regulatory purposes.

Hydrologic Soil Group —Riverside County, Coachella Valley Area, California (TTM 38081)
33° 47 53" N
33° 47 48" N •
555620
555640
555660
555700
555720
555740
555760
555780
555800
555820

I I I I I I I I
r(400 556680 555700 555720 555740 555760 555780 555800 555820 Map Scale: 1:1,270 if printed on A landscape (11" x 8.5") sheet.

Meters
0 15 30 60 90
0 50 100 200 300Feet
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 555640
555840
555560
a
555860
r 33° 4748" N
0 33° 47 53" N
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4-28124

Hydrologic Soil Group —Riverside County, Coachella Valley Area, California (TTM 38081)

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
u
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
ryr A/D
,.",1 B/D
C/D
r r Not rated or not available
Soil Rating Points
A
• A/D
■ I B
▪ B/D
▪ C/D
� D
o Not rated or not available
Water Features
Streams and Canals
Transportation
4--I.4 Rails
yyo Interstate Highways
US Routes
Major Roads
Local Roads
Background
In 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 13, Sep 15, 2021
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Aug 18, 2018 —Aug 22, 2018
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.

USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4-2
82f 4
22 Hydrologic Soil Group —Riverside County, Coachella Valley Area, California TTM 38081 Hydrologic Soil Group
Map unit symbol
MaB
Map unit name
Myoma fine sand, 0 to 5
percent slopes
Totals for Area of Interest
Description
Rating
A
Acres in AOI

6.0 6.0
Percent of AOI
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
100.0%
100.0%
USDA Natural Resources
� Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/17/2022

Page 3 of 4 ends

4-283

9/4/2020 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 6, Version 2
Location name: Rancho Mirage, California, USA°
Latitude: 33.7979°, Longitude: -116.3979°
Elevation: 322.04 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 1 PF graphical 1 Maps & aerials
PF tabular
PDS-based
point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years)
Durati n
1 2
5 10
25 50
100
200
500
1000
5 -min

0.058
(0.048-0.070)

0.089
(0.074-0.108)

0.136
(0.113-0.166)

0.180
(0.148-0.221)

0.250
(0.199-0.317)

0.312
(0.243-0.405)

0.384
(0.292-0.511)

0.469
(0.346-0.641)

0.603
(0.427-0.861)

0.730
(0.498-1.08)
10 -min

0.083
(0.069-0.101)

0.128
(0.106-0.155)

0.195
(0.162-0.238)

0.258
(0.213-0.317)

0.358
(0.285-0.455)

0.447
(0.348-0.580)

0.551
(0.418-0.732)

0.672
(0.496-0.919)

0.865
(0.612-1.24)

1.05 (0.714-1.55)
15 -min

0.100
(0.084-0.122)

0.154
(0.128-0.187)

0.236
(0.196-0.287)

0.313
(0.257-0.384)

0.433
(0.345-0.550)

0.541
(0.421-0.702)

0.666
(0.506-0.886)

0.812
(0.600-1.11)

1.05 (0.740-1.49)

1.26 (0.864-1.87)
30 -min

0.156
(0.130-0.189)

0.239
(0.199-0.290)

0.366
(0.304-0.446)

0.485
(0.399-0.595)

0.672
(0.535-0.853)

0.839
(0.654-1.09)

1.03 (0.785-1.37)

1.26 (0.930-1.72)

1.62 (1.15-2.32)

1.96 (1.34-2.90)
60 -min

0.232
(0.193-0.281)

0.356
(0.296-0.432)

0.545
(0.452-0.663)

0.721
(0.593-0.885)

1.00 (0.795-1.27)

1.25 (0.972-1.62)

1.54 (1.17-2.04)

1.87 (1.38-2.57)

2.41 (1.71-3.45)

2.92 (1.99-4.32)
2 -hr

0.336
(0.280-0.407)

0.503
(0.419-0.611)

0.752
(0.624-0.916)

0.980
(0.806-1.20)

1.33 (1.06-1.69)

1.63 (1.27-2.12)

1.98 (1.50-2.63)

2.37 (1.75-3.24)

2.97 (2.10-4.24)

3.51 (2.40-5.19)
3 -hr

0.406
(0.338-0.492)

0.604
(0.503-0.733)

0.895
(0.743-1.09)

1.16 (0.954-1.42)

1.56 (1.24-1.98)

1.91 (1.48-2.47)

2.29 (1.74-3.05)

2.73 (2.02-3.74)

3.40 (2.40-4.85)

3.98 (2.72-5.88)
6 -hr

0.557
(0.464-0.675)

0.828
(0.689-1.00)

1.22 (1.01-1.49)

1.58 (1.30-1.93)

2.11 (1.68-2.68)

2.56 (2.00-3.33)

3.07 (2.33-4.08)

3.64 (2.68-4.98)

4.49 (3.18-6.41)

5.22 (3.57-7.72)
12 -hr

0.663
(0.553-0.804)

1.00 (0.835-1.22)

1.50 (1.25-1.83)

1.95 (1.60.2.39)

2.62 (2.09-3.33)

3.20 (2.49-4.15)

3.85 (2.92-5.12)

4.57 (3.38-6.26)

5.67 (4.01-8.09)

6.62 (4.52-9.78)
24-hr 0.771
(0.682-0.889)

1.19 (1.06-1.38)

1.81 (1.60-2.10)

2.37 (2.08-2.77)

3.22 (2.73-3.88)

3.95 (3.28-4.85)

4.76 (3.86-5.98)

5.68 (4.48-7.34)

7.07 (5.36-9.51)

8.28 (6.07-11.5)
2 -day

0.846
(0.749-0.975)

1.33 (1.18-1.54)

2.04 (1.79-2.36)

2.66 (2.33-3.11)

3.61 (3.06-4.34)

4.41 (3.66-5.42)

5.30 (4.30-6.67)

6.30 (4.97-8.14)

7.79 (5.91-10.5)

9.07 (6.65-12.6)
3 -day

0.882
(0.781-1.02)

1.40 (1.24-1.61)

2.14 (1.89-2.48)

2.81 (2.45-3.27)

3.80 (3.22-4.57)

4.63 (3.85-5.69)

5.56 (4.51-6.99)

6.59 (5.20-8.52)

8.13 (6.16-10.9)

9.44 (6.93-13.1)
4 -day
(0.804-1.05)
(0.804-1.05)

1.44 (1.28-1.67)

2.22 (1.96-2.57)

2.91 (2.54-3.39)

3.93 (3.33-4.74)

4.80 (3.98-5.89)

5.75 (4.66-7.23)

6.81 (5.37-8.80)

8.39 (6.36-11.3)

9.73 (7.14-13.5)
7 -day

0.968
(0.856-1.12)

1.55 (1.37-1.79)

2.40 (2.12-2.78).

3.15 (2.75-3.67)

4.26 (3.61-5.13)

5.19 (4.31-6.38)

6.22 (5.04-7.82)

7.35 (5.80-9.50)

9.03 (6.85-12.2)

10.5 (7.67-14.6)
10 -day

1.02 (0.900-1.17)

1.64 (1.45-1.89)

2.54 (2.24-2.94)

3.33 (2.92-3.89)

4.51 (3.83-5.44)

5.51 (4.57-6.77)

6.59 (5.35-8.29)

7.79 (6.15-10.1)

9.57 (7.26-12.9)

11.1 (8.12-15.4)
20 -day

1.11 (0.980-1.28)

1.80 (1.59-2.07)

2.79 (2.46-3.23)

3.67 (3.21-4.29)

4.99 (4.23-6.01)

6.10 (5.06-7.50)

7.31 (5.93-9.20)

8.65 (6.83-11.2)

10.6 (8.07-14.3)

12.3 (9.03-17.1)
30 -day

1.24 (1.10-1.43)

2.01 (1.77-2.32)

3.12 (2.75-3.61)

4.12 5.61
(3.60-4.80) (4.75-6.76)

6.87 (5.70-8.44)

8.24 (6.68-10.4)

9.77 (7.71-12.6)

12.0 (9.11-16.2)

13.9 (10.2-19.4)
45 -day

1.35 (1.19-1.56)

2.19 3.42
(1.94-2.53) (3.01-3.95)

4.51 (3.95-5.27)

6.17 (5.23-7.43)

7.58 (6.29-9.31)

9.12 (7.39-11.5)

10.8 (8.55-14.0)

13.3 (10.1-18.0)

15.5 (11.3-21.5)
60 -day

1.47 (1.30-1.70)

2.38 (2.11-2.75)

3.72 (3.28-4.30)

4.92 (4.31-5.74)

6.74 (5.71-8.12)

8.29 (6.88-10.2)

9.99 (8.11-12.6)

11.9 (9.38-15.4)

14.7 (11.1-19.8)

17.1 (12.5-23.7)
t Precipitation frequency (PF) estimates in thistable 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.

Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.7979&Ion=-116.3979&data=depth&units=english&series=pds' _284 1/3

9/4/2020 Precipitation Frequency Data Server
PDS-based depth -duration -frequency (DDF) curves
Latitude: 33.7979TM, Longitude: -116.3979°
a
a`
5 10 25 50 100 200
NOAA Atlas 14, Volume 6, Versi
n2
500 1000
Average recurrence interval (years)
Created (GMT): Fn Sep 4 20:40:19 2020
Back to Top
Maps & aerials
Small scale terrain
Large scale terrain
Average recurrence
interval
{years}
—
2 — 5
— 10
— 25
— 50
— 100
— 200
— 500
— 1000
Duration
— 5-mn — 2 -day
— 10-nin — 3 -day
15 -rein — 4 -day
— 303nin — 7 -day
— 6D -min — 10 -day
— 2 -hr — 20 -day
— 3 -hr — 30 -day
— 6 -hr — 45 -day
— 12 -hr — 60 -day
— 24 -hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htnnl?lat=33.7979&Ion=-116.3979&data=depth&units=english&series=pds 4-285 2/3

9/4/2020 Precipitation Frequency Data Server
L'
Ha
- Cii
+
1'unra
Lancaster
Palmdale.

Victorville
)1sAngeleS Rivarside rCi ^'i/,O
• 4/•,,
3each anaheim Cathedral Cy f
:'
Santa Ana Palm Desertr *Indio
Muni eta •
Oceanside "I\
100km
60mi
I III r art
Lake H
Salton
Sea
1 Diego Yuma
d'1'ieXicall i.`_ f
in cas to r
,,Palnida ke
o S anta Clarita
LosAngeles
r. Riverside
Anahelrn Cathed
teach' Ci
Santa Ana
', Nl iurri eta
Large scale map
le
' eansicle
100km -
ta15a. Mexican
60mi }
ncaste
, tanta Clan a
dio
Film Desert
Large scale aerial
Los An get
tvr�pde
Anfib
alm ;:
each • :Sant Ant.'
Indio
(itnu..

Back to Top
Oceanside
100km
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
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htnnl?lat=33.7979&Ion=-116.3979&data=depth&units=english&series=pds 4-286 3/3

NOAA ATLAS 14 DATA
Time (min) I (in/hr) Depth (in)
5 4.608 0.384
10 3.306 0.551
15 2.664 0.666
30 2.06 1.03
60 1.54 1.54
120 0.99 1.98

NOAA ATLAS INTENSITY - DURATION WORKSHEET

PROJECT

JOSEFINA
PROJ. NUMBER
20073

STORM EVENT
100 -YEAR
DATE
9/24/2020

INTENSITY VALUES FROM GRAPH

CONSTANT FROM GRAPH

EXPONENT FROM GRAPH
10 1

0.1 0.467
10 ♦ Seriesl
100 1000 Power (Seriesl)

CITY OF RANCH MIRAGE
15' MIN.

AT ACCESS SIDE
U �
V m
� W
F rj5;
J V
co

SLOPE TO DRAIN
rATG `ei.\
L1
LABEL TOP BANK ELEV. (ALL CORNERS) SLOPE TO DRAIN
100 YR. SURFACE ELEV 0 2% TYP. BUILDING
MAX. DEPTH FS=1.

DESIGN CRITERIA
1' MIN. "FREEBOARD"

FROM BUILDING PAD
MAX. PERCOLATION RATE = 1 "/HR.

MAX. DEPTH AT PEAK STORAGE = 5'
FACTOR OF SAFETY F.S. = 1.0 MINIMUM
ONE FOOT MINIMUM "FREEBOARD" BELOW LOWEST BUILDING PAD TO MAXIMIUM WATER LEVEL THE BASIN SHALL BE DESIGNED TO RETAIN THE RUNOFF FROM THE WORST CASE OF THE 1 HR., 3 HR. 6 HR., OR 24 HR. DURATION, 100 YEAR FREQUENCY STORM.

SEE SHT. 2 OF 2 FOR MINIMUM PLAN REQUIREMENTS
* SLOPES STEEPER THAN 5:1 WILL REQUIRE EROSION CONTROL APPROVED BY THE CITY ENGINEER. (TYPICAL EROSION CONTROL CONSISTS OF CONTINUOUS GROUND COVER LIKE GRASS, OR WASHED ROCK WITH A DIAMETER OF 1" OR LARGER, PLACED TO A DEPTH OF 3" OVER WEED BARRIER CLOTH.)

CITY OF RANCHO MIRAGE

REVISIONS
* 7/5/2012
- - -

RETENTION BASIN
7 /,Z//,_
•
Y: CITY ENGINEER DATE

STANDARD
DETAIL
31 0
SX7: I OF 2
A
• •
• •

CITY OF RANCH MIRAGE
LT
AT A MINIMUM, PLANS SHALL INCLUDE THE FOLLOWING INFORMATION:

1. BOUNDARY (LOT LINES) INCLUDING BEARING AND DISTANCES

2. SLOPE SYMBOLS, OR FINISH CONTOURS, WITH SLOPE RATIOS OR PERCENTAGES * 3. ELEVATION LABELS FOR: BOTTOM, WATER SURFACE AT VOL. MAX. FOR 100YR. STORM, AND TOP (HYDROLOGY CALCULATIONS SHALL BE SUBMITTED VERIFYING BASIN AREA, DEPTH, AND VOLUME.)

4. DIMENSIONS (LENGTH, WIDTH AND DEPTH) OR SCALED DRAWING.

5. FINISHED SURFACE ELEVATIONS FOR IDENTIFYING THE FLOW PATHS

6. RIP -RAP OR APPROPRIATE EROSION CONTROL IF SLOPES EXCEED 209 (5:1)

7. ANY STRUCTURES, PIPES, HEADWALLS, RIP -RAP, DRYWELLS, ETC. SHOWN WITH

REFERENCE TO STREET PLANS, STORM DRAIN PLANS, OR GRADING PLANS (A DRYWELL IS RECOMMENDED FOR LARGER RETENTION BASINS AS A WAY OF INTERCEPTING "NUISANCE WATER' THAT MIGHT CAUSE A CONSTANT SWAMPY AREA TO DEVELOP IN THE RETENTION BASIN. FLOWS TO CVWD CHANNELS OR TO LAKES TYPICALLY REQUIRE A DRYWELL TO INTERCEPT STREET RUNOFF. MAINTENANCE IS EASIEST IF THE DRYWELL IS NEAR THE STREET SO VACUUM 'RUCKS CAN ACCESS THEM.

SEE STANDARD DRAWINGS 306 AND 311.)

CITY OF RANCHO MIRAGE

REVISIONS
* 7/5/2012

RETENTION BASIN NOTES
AP O74:"...4 - -2/4//i.

VER BY: C� ITY ENGINEER DATE

STANDARD
DETAIL
31 0
SHT. 2 OF 2
4-289

BASIN ROUTING PROJECT: TTM 38041 PROJECT NO. 20073 DATE: 7 -Jun -23 100 -YEAR -1 -HOUR PROPOSED HYDROGRAPH OFFSITE AND ON
ON AND OFFSITE BASIN EMPTY IN 11.6
AVERAGE BASIN AREA FOR INFILTRATION= 1-hour=60min
INFILTRATION RATE (IN/HR)= 5 Area for Inf(sf): 10004
INFILTRATION RATE (CU-FT/SEC) 1.15787 PEAK VOL 41687
Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 5 0.0175 0.0175 762.3 762.3 347.36 414.94 414.94
10 0.0477 0.0302 1315.512 2077.812 347.36 968.15 1383.09 15 0.0822 0.0345 1502.82 3580.632 347.36 1155.46 2538.55 20 0.1194 0.0372 1620.432 5201.064 347.36 1273.07 3811.62 25 0.1613 0.0419 1825.164 7026.228 347.36 1477.80 5289.42 30 0.2104 0.0491 2138.796 9165.024 347.36 1791.43 7080.86 35 0.2696 0.0592 2578.752 11743.776 347.36 2231.39 9312.25 40 0.3483 0.0787 3428.172 15171.948 347.36 3080.81 12393.06 45 0.4817 0.1334 5810.904 20982.852 347.36 5463.54 17856.60 50 0.8407 0.359 15638.04 36620.892 347.36 15290.68 33147.28 55 1.0143 0.1736 7562.016 44182.908 347.36 7214.65 40361.94 60 1.0527 0.0384 1672.704 45855.612 347.36 1325.34 41687.28 65 1.0605 0.0078 339.768 46195.38 347.36 (7.59) 41679.69 70 46195.38 347.36 (347.36) 41332.32
75 46195.38 347.36 (347.36) 40984.96
80 46195.38 347.36 (347.36) 40637.60
85 46195.38 347.36 (347.36) 40290.24
90 46195.38 347.36 (347.36) 39942.88
95 46195.38 347.36 (347.36) 39595.52
100 46195.38 347.36 (347.36) 39248.16
105 46195.38 347.36 (347.36) 38900.80
110 46195.38 347.36 (347.36) 38553.44
4-290

BASIN ROUTING PROJECT: TTM 38041
100 -YEAR -3 -HOUR PROPOSED HYDROGRAPH

ON AND OFF
AVERAGE BASIN AREA FOR INFILTRATION=
INFILTRATION RATE (IN/HR)=

INFILTRATION RATE (CU-FT/SEC)
Time Runoff
Interval Total
(min) (AC -FT)
5 0.0088
10 0.0211
15 0.032
20 0.0451
25 0.0593
30 0.0755
35 0.0905
40 0.1067
45 0.1237
50 0.1387
55 0.1536
60 0.1701
65 0.1898
70 0.2106
75 0.2314
80 0.2508
85 0.2763
90 0.3058
95 0.3316
100 0.3599
105 0.3986
110 0.4379
Runoff per
Interval (AC -
FT)

0.0088

0.0123

0.0109

0.0131

0.0142

0.0162

0.015

0.0162

0.017

0.015

0.0149

0.0165

0.0197

0.0208

0.0194

0.0255

0.0295

0.0258

0.0283

0.0387

0.0393
5 1.15787
Total
Runoff
Runoff per Before
Interval (CU- Infiltration

FT) (CU -FT)
383.328 383.328
535.788 919.116
474.804 1393.92
570.636 1964.556
618.552 2583.108
705.672 3288.78
653.4 3942.18
705.672 4647.852
740.52 5388.372
653.4 6041.772
649.044 6690.816
718.74 7409.556
858.132 8267.688
906.048 9173.736
906.048 10079.784
845.064 10924.848
1110.78 12035.628
1285.02 13320.648
1123.848 14444.496
1232.748 15677.244
1685.772 17363.016
1711.908 19074.924
PROJECT NO. 20073

OFFSITE AND ON
3-hours=180min
Area for Inf(sf):

Infiltration per
Interval (CU -FT)
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
DATE: 7 -Jun -23

BASIN EMPTY IN
10004

PEAK VOL
Basin Storage Total
Vol Increase or Basin
Decrease per Storage
Interval (CU -FT) (CU -FT)

35.97 35.97
188.43 224.39
127.44 351.84
223.27 575.11
271.19 846.30
358.31 1204.61
306.04 1510.65
358.31 1868.96
393.16 2262.12
306.04 2568.16
301.68 2869.84
371.38 3241.22
510.77 3751.99
558.69 4310.68
558.69 4869.37
497.70 5367.07
763.42 6130.49
937.66 7068.15
776.49 7844.63
885.39 8730.02
1338.41 10068.43
1364.55 11432.98
42655

13.3 HOURS
4-295

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 115 0.4731 0.0352 1533.312 20608.236 347.36 1185.95 12618.93 120 0.5086 0.0355 1546.38 22154.616 347.36 1199.02 13817.95 125 0.5462 0.0376 1637.856 23792.472 347.36 1290.49 15108.44 130 0.6 0.0538 2343.528 26136 347.36 1996.17 17104.61
135 0.6717 0.0717 3123.252 29259.252 347.36 2775.89 19880.50 140 0.7265 0.0548 2387.088 31646.34 347.36 2039.73 21920.23 145 0.8199 0.0934 4068.504 35714.844 347.36 3721.14 25641.37 150 0.9395 0.1196 5209.776 40924.62 347.36 4862.41 30503.79 155 1.0748 0.1353 5893.668 46818.288 347.36 5546.31 36050.09 160 1.1823 0.1075 4682.7 51500.988 347.36 4335.34 40385.43 165 1.2228 0.0405 1764.18 53265.168 347.36 1416.82 41802.25 170 1.2403 0.0175 762.3 54027.468 347.36 414.94 42217.19 175 1.2573 0.017 740.52 54767.988 347.36 393.16 42610.35 180 1.2663 0.009 392.04 55160.028 347.36 44.68 42655.03 185 1.2679 0.0016 69.696 55229.724 347.36 (277.67) 42377.36 190 55229.724 347.36 (347.36) 42030.00
195 55229.724 347.36 (347.36) 41682.64
200 55229.724 347.36 (347.36) 41335.28
205 55229.724 347.36 (347.36) 40987.92
210 55229.724 347.36 (347.36) 40640.56
215 55229.724 347.36 (347.36) 40293.20
220 55229.724 347.36 (347.36) 39945.84
225 55229.724 347.36 (347.36) 39598.47
230 55229.724 347.36 (347.36) 39251.11
235 55229.724 347.36 (347.36) 38903.75
240 55229.724 347.36 (347.36) 38556.39
245 55229.724 347.36 (347.36) 38209.03
250 55229.724 347.36 (347.36) 37861.67
255 55229.724 347.36 (347.36) 37514.31

BASIN ROUTING PROJECT: KEY LARGO PROJECT NO. TTM 38041 DATE: 7 -Jun -23 100 -YEAR -6 -HOUR PROPOSED HYDROGRAPH ONSITE AND ON
ON AND OFFSITE BASIN EMPTY IN 16.4 HOURS
AVERAGE BASIN AREA FOR INFILTRATION= 6-hours=360min
INFILTRATION RATE (IN/HR)= 5 Area for Inf(sf): 10004
INFILTRATION RATE (CU-FT/SEC) 1.15787 PEAK VOL 43736
Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 5 0.0045 0.0045 196.02 196.02
10 0.0118 0.0073 317.988 514.008
15 0.0194 0.0076 331.056 845.064
20 0.027 0.0076 331.056 1176.12
25 0.0346 0.0076 331.056 1507.176
30 0.0431 0.0085 370.26 1877.436
35 0.052 0.0089 387.684 2265.12
40 0.0608 0.0088 383.328 2648.448
45 0.0697 0.0089 387.684 3036.132
50 0.0786 0.0089 387.684 3423.816
55 0.0875 0.0089 387.684 3811.5
60 0.0972 0.0097 422.532 4234.032
65 0.1074 0.0102 444.312 4678.344
70 0.1175 0.0101 439.956 5118.3
75 0.1277 0.0102 444.312 5562.612
80 0.1378 0.0101 439.956 6002.568
85 0.1479 0.0101 439.956 6442.524
90 0.1581 0.0102 444.312 6886.836
95 0.1682 0.0101 439.956 7326.792
100 0.1784 0.0102 444.312 7771.104
105 0.1885 0.0101 439.956 8211.06
110 0.1986 0.0101 439.956 8651.016
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
(151.34)
(29.37)
(16.31)
(16.31)
(16.31)

22.90 40.32

35.97 40.32

40.32 40.32

75.17 96.95

92.59 96.95

92.59 92.59

96.95 92.59

92.59 0.00

0.00 0.00

22.90 63.22

99.19 139.51
179.83
220.16
295.33
392.28
484.87
581.82
674.42
767.01
863.97
956.56
1053.51
1146.11
1238.70
6/7/2023 BASIN: AREA VOL
0 5892
1 7155 6523.5
2 8527 7841
3 10019 9273
4 11645 10832
5 13418 12531.5
VOL= 47001
AREA 1/2 10004
net peak 43736
Water depth 4.74
4-301

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 115 0.2088 0.0102 444.312 9095.328 347.36 96.95 1335.65 120 0.2198 0.011 479.16 9574.488 347.36 131.80 1467.45
125 0.2303 0.0105 457.38 10031.868 347.36 110.02 1577.47 130 0.2414 0.0111 483.516 10515.384 347.36 136.15 1713.62 135 0.2528 0.0114 496.584 11011.968 347.36 149.22 1862.85 140 0.2642 0.0114 496.584 11508.552 347.36 149.22 2012.07 145 0.2756 0.0114 496.584 12005.136 347.36 149.22 2161.29 150 0.287 0.0114 496.584 12501.72 347.36 149.22 2310.52 155 0.2984 0.0114 496.584 12998.304 347.36 149.22 2459.74 160 0.3098 0.0114 496.584 13494.888 347.36 149.22 2608.96 165 0.3221 0.0123 535.788 14030.676 347.36 188.43 2797.39 170 0.3348 0.0127 553.212 14583.888 347.36 205.85 3003.24 175 0.3475 0.0127 553.212 15137.1 347.36 205.85 3209.09 180 0.3602 0.0127 553.212 15690.312 347.36 205.85 3414.94 185 0.3728 0.0126 548.856 16239.168 347.36 201.49 3616.44 190 0.3864 0.0136 592.416 16831.584 347.36 245.05 3861.49 195 0.4004 0.014 609.84 17441.424 347.36 262.48 4123.97 200 0.4143 0.0139 605.484 18046.908 347.36 258.12 4382.09 205 0.4292 0.0149 649.044 18695.952 347.36 301.68 4683.78 210 0.4453 0.0161 701.316 19397.268 347.36 353.95 5037.73 215 0.4627 0.0174 757.944 20155.212 347.36 410.58 5448.31 220 0.4804 0.0177 771.012 20926.224 347.36 423.65 5871.96 225 0.4991 0.0187 814.572 21740.796 347.36 467.21 6339.18 230 0.5181 0.019 827.64 22568.436 347.36 480.28 6819.45 235 0.538 0.0199 866.844 23435.28 347.36 519.48 7338.94 240 0.5583 0.0203 884.268 24319.548 347.36 536.91 7875.84 245 0.5795 0.0212 923.472 25243.02 347.36 576.11 8451.96 250 0.6031 0.0236 1028.016 26271.036 347.36 680.65 9132.61 255 0.6293 0.0262 1141.272 27412.308 347.36 793.91 9926.52

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 260 0.6582 0.0289 1258.884 28671.192 347.36 911.52 10838.04 265 0.6899 0.0317 1380.852 30052.044 347.36 1033.49 11871.53 270 0.7223 0.0324 1411.344 31463.388 347.36 1063.98 12935.52 275 0.7566 0.0343 1494.108 32957.496 347.36 1146.75 14082.26 280 0.7936 0.037 1611.72 34569.216 347.36 1264.36 15346.62 285 0.8333 0.0397 1729.332 36298.548 347.36 1381.97 16728.59 290 0.8738 0.0405 1764.18 38062.728 347.36 1416.82 18145.41 295 0.9161 0.0423 1842.588 39905.316 347.36 1495.23 19640.64 300 0.9612 0.0451 1964.556 41869.872 347.36 1617.19 21257.83 305 1.0167 0.0555 2417.58 44287.452 347.36 2070.22 23328.05 310 1.0856 0.0689 3001.284 47288.736 347.36 2653.92 25981.98 315 1.1641 0.0785 3419.46 50708.196 347.36 3072.10 29054.08 320 1.2507 0.0866 3772.296 54480.492 347.36 3424.93 32479.01 325 1.3493 0.0986 4295.016 58775.508 347.36 3947.65 36426.67 330 1.4689 0.1196 5209.776 63985.284 347.36 4862.41 41289.08 335 1.5244 0.0555 2417.58 66402.864 347.36 2070.22 43359.30 340 1.5403 0.0159 692.604 67095.468 347.36 345.24 43704.54 345 1.549 0.0087 378.972 67474.44 347.36 31.61 43736.15 350 1.5557 0.0067 291.852 67766.292 347.36 (55.51) 43680.64 355 1.5602 0.0045 196.02 67962.312 347.36 (151.34) 43529.30 360 1.5631 0.0029 126.324 68088.636 347.36 (221.04) 43308.27 365 1.5638 0.0007 30.492 68119.128 347.36 (316.87) 42991.40 370 68119.128 347.36 (347.36) 42644.04
375 68119.128 347.36 (347.36) 42296.67
380 68119.128 347.36 (347.36) 41949.31
385 68119.128 347.36 (347.36) 41601.95
390 68119.128 347.36 (347.36) 41254.59
395 68119.128 347.36 (347.36) 40907.23
400 68119.128 347.36 (347.36) 40559.87

BASIN ROUTING PROJECT: TTM 38041
100 -YEAR -24 -HOUR PROPOSED HYDROGRAPH

ON AND OFFSITE
AVERAGE BASIN AREA FOR INFILTRATION=
INFILTRATION RATE (IN/HR)=

INFILTRATION RATE (CU-FT/SEC)
Time Runoff
Interval Total
(min) (AC -FT) FT)
5 1.15787
PROJECT NO. 20073 DATE: 7 -Jun -23

ONSITE AND ON

BASIN EMPTY IN
24-hours=1440min
Area for Inf(sf): 10004

PEAK VOL
Total
Runoff Basin Storage Total
Runoff per Runoff per Before Vol Increase or Basin
Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 5 0.0009 0.0009 39.204 39.204
10 0.0022 0.0013 56.628 95.832
15 0.0036 0.0014 60.984 156.816
20 0.0053 0.0017 74.052 230.868
25 0.0073 0.002 87.12 317.988
30 0.0093 0.002 87.12 405.108
35 0.0112 0.0019 82.764 487.872
40 0.0132 0.002 87.12 574.992
45 0.0152 0.002 87.12 662.112
50 0.0176 0.0024 104.544 766.656
55 0.0202 0.0026 113.256 879.912
60 0.0228 0.0026 113.256 993.168
65 0.025 0.0022 95.832 1089
70 0.027 0.002 87.12 1176.12
75 0.0289 0.0019 82.764 1258.884
80 0.0309 0.002 87.12 1346.004
85 0.0329 0.002 87.12 1433.124
90 0.0348 0.0019 82.764 1515.888
95 0.0368 0.002 87.12 1603.008
100 0.0387 0.0019 82.764 1685.772
105 0.0407 0.002 87.12 1772.892
110 0.0431 0.0024 104.544 1877.436
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
347.36
(308.16)
(290.73)
(286.38)
(273.31)
(260.24)
(260.24)
(264.60)
(260.24)
(260.24)
(242.82)
(234.11)
(234.11)
(251.53)
(260.24)
(264.60)
(260.24)
(260.24)
(264.60)
(260.24)
(264.60)
(260.24)
(242.82)

0.00 0.00

0.00 0.00
27588

24.7 HOURS
4-308

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 115 0.0458 0.0027 117.612 1995.048 347.36 (229.75) 0.00 120 0.0484 0.0026 113.256 2108.304 347.36 (234.11) 0.00 125 0.051 0.0026 113.256 2221.56 347.36 (234.11) 0.00
130 0.0536 0.0026 113.256 2334.816 347.36 (234.11) 0.00 135 0.0562 0.0026 113.256 2448.072 347.36 (234.11) 0.00 140 0.0589 0.0027 117.612 2565.684 347.36 (229.75) 0.00 145 0.0615 0.0026 113.256 2678.94 347.36 (234.11) 0.00
150 0.0641 0.0026 113.256 2792.196 347.36 (234.11) 0.00 155 0.0672 0.0031 135.036 2927.232 347.36 (212.33) 0.00 160 0.0705 0.0033 143.748 3070.98 347.36 (203.61) 0.00
165 0.0737 0.0032 139.392 3210.372 347.36 (207.97) 0.00 170 0.077 0.0033 143.748 3354.12 347.36 (203.61) 0.00
175 0.0803 0.0033 143.748 3497.868 347.36 (203.61) 0.00 180 0.0836 0.0033 143.748 3641.616 347.36 (203.61) 0.00 185 0.0869 0.0033 143.748 3785.364 347.36 (203.61) 0.00 190 0.0901 0.0032 139.392 3924.756 347.36 (207.97) 0.00 195 0.0934 0.0033 143.748 4068.504 347.36 (203.61) 0.00 200 0.0967 0.0033 143.748 4212.252 347.36 (203.61) 0.00 205 0.1 0.0033 143.748 4356 347.36 (203.61) 0.00
210 0.1032 0.0032 139.392 4495.392 347.36 (207.97) 0.00 215 0.1065 0.0033 143.748 4639.14 347.36 (203.61) 0.00
220 0.1098 0.0033 143.748 4782.888 347.36 (203.61) 0.00 225 0.1131 0.0033 143.748 4926.636 347.36 (203.61) 0.00 230 0.1168 0.0037 161.172 5087.808 347.36 (186.19) 0.00 235 0.1207 0.0039 169.884 5257.692 347.36 (177.48) 0.00 240 0.1247 0.004 174.24 5431.932 347.36 (173.12) 0.00
245 0.1286 0.0039 169.884 5601.816 347.36 (177.48) 0.00 250 0.1325 0.0039 169.884 5771.7 347.36 (177.48) 0.00
255 0.1365 0.004 174.24 5945.94 347.36 (173.12) 0.00

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 260 0.1409 0.0044 191.664 6137.604 347.36 (155.70) 0.00 265 0.1454 0.0045 196.02 6333.624 347.36 (151.34) 0.00
270 0.15 0.0046 200.376 6534 347.36 (146.99) 0.00
275 0.1546 0.0046 200.376 6734.376 347.36 (146.99) 0.00 280 0.1592 0.0046 200.376 6934.752 347.36 (146.99) 0.00 285 0.1638 0.0046 200.376 7135.128 347.36 (146.99) 0.00 290 0.1688 0.005 217.8 7352.928 347.36 (129.56) 0.00
295 0.1741 0.0053 230.868 7583.796 347.36 (116.49) 0.00 300 0.1793 0.0052 226.512 7810.308 347.36 (120.85) 0.00 305 0.1836 0.0043 187.308 7997.616 347.36 (160.05) 0.00 310 0.1876 0.004 174.24 8171.856 347.36 (173.12) 0.00
315 0.1915 0.0039 169.884 8341.74 347.36 (177.48) 0.00
320 0.1959 0.0044 191.664 8533.404 347.36 (155.70) 0.00 325 0.2005 0.0046 200.376 8733.78 347.36 (146.99) 0.00
330 0.2051 0.0046 200.376 8934.156 347.36 (146.99) 0.00 335 0.2101 0.005 217.8 9151.956 347.36 (129.56) 0.00
340 0.2154 0.0053 230.868 9382.824 347.36 (116.49) 0.00 345 0.2206 0.0052 226.512 9609.336 347.36 (120.85) 0.00 350 0.2258 0.0052 226.512 9835.848 347.36 (120.85) 0.00 355 0.2311 0.0053 230.868 10066.716 347.36 (116.49) 0.00 360 0.2363 0.0052 226.512 10293.228 347.36 (120.85) 0.00 365 0.242 0.0057 248.292 10541.52 347.36 (99.07) 0.00
370 0.2479 0.0059 257.004 10798.524 347.36 (90.36) 0.00 375 0.2538 0.0059 257.004 11055.528 347.36 (90.36) 0.00 380 0.2597 0.0059 257.004 11312.532 347.36 (90.36) 0.00 385 0.2656 0.0059 257.004 11569.536 347.36 (90.36) 0.00 390 0.2715 0.0059 257.004 11826.54 347.36 (90.36) 0.00
395 0.2779 0.0064 278.784 12105.324 347.36 (68.58) 0.00 400 0.2844 0.0065 283.14 12388.464 347.36 (64.22) 0.00

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 405 0.291 0.0066 287.496 12675.96 347.36 (59.87) 0.00
410 0.2975 0.0065 283.14 12959.1 347.36 (64.22) 0.00
415 0.3041 0.0066 287.496 13246.596 347.36 (59.87) 0.00 420 0.3106 0.0065 283.14 13529.736 347.36 (64.22) 0.00
425 0.3172 0.0066 287.496 13817.232 347.36 (59.87) 0.00 430 0.3237 0.0065 283.14 14100.372 347.36 (64.22) 0.00
435 0.3303 0.0066 287.496 14387.868 347.36 (59.87) 0.00 440 0.3373 0.007 304.92 14692.788 347.36 (42.44) 0.00
445 0.3445 0.0072 313.632 15006.42 347.36 (33.73) 0.00
450 0.3517 0.0072 313.632 15320.052 347.36 (33.73) 0.00 455 0.3594 0.0077 335.412 15655.464 347.36 (11.95) 0.00 460 0.3672 0.0078 339.768 15995.232 347.36 (7.59) 0.00
465 0.3751 0.0079 344.124 16339.356 347.36 (3.24) 0.00
470 0.3834 0.0083 361.548 16700.904 347.36 14.19 14.19
475 0.392 0.0086 374.616 17075.52 347.36 27.25 41.44
480 0.4005 0.0085 370.26 17445.78 347.36 22.90 64.34
485 0.4099 0.0094 409.464 17855.244 347.36 62.10 126.44 490 0.4198 0.0099 431.244 18286.488 347.36 83.88 210.33 495 0.4296 0.0098 426.888 18713.376 347.36 79.53 289.85 500 0.4394 0.0098 426.888 19140.264 347.36 79.53 369.38 505 0.4492 0.0098 426.888 19567.152 347.36 79.53 448.91 510 0.4591 0.0099 431.244 19998.396 347.36 83.88 532.79 515 0.4694 0.0103 448.668 20447.064 347.36 101.31 634.10 520 0.4798 0.0104 453.024 20900.088 347.36 105.66 739.76 525 0.4903 0.0105 457.38 21357.468 347.36 110.02 849.78 530 0.5013 0.011 479.16 21836.628 347.36 131.80 981.58
535 0.5124 0.0111 483.516 22320.144 347.36 136.15 1117.73 540 0.5235 0.0111 483.516 22803.66 347.36 136.15 1253.89 545 0.5356 0.0121 527.076 23330.736 347.36 179.71 1433.60

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 550 0.5481 0.0125 544.5 23875.236 347.36 197.14 1630.74 555 0.5605 0.0124 540.144 24415.38 347.36 192.78 1823.52 560 0.5734 0.0129 561.924 24977.304 347.36 214.56 2038.09 565 0.5865 0.0131 570.636 25547.94 347.36 223.27 2261.36 570 0.5996 0.0131 570.636 26118.576 347.36 223.27 2484.64 575 0.6132 0.0136 592.416 26710.992 347.36 245.05 2729.69 580 0.627 0.0138 601.128 27312.12 347.36 253.77 2983.46 585 0.6407 0.0137 596.772 27908.892 347.36 249.41 3232.87 590 0.6549 0.0142 618.552 28527.444 347.36 271.19 3504.06 595 0.6694 0.0145 631.62 29159.064 347.36 284.26 3788.32 600 0.6838 0.0144 627.264 29786.328 347.36 279.90 4068.22 605 0.6949 0.0111 483.516 30269.844 347.36 136.15 4204.38 610 0.7047 0.0098 426.888 30696.732 347.36 79.53 4283.90 615 0.7146 0.0099 431.244 31127.976 347.36 83.88 4367.79 620 0.7244 0.0098 426.888 31554.864 347.36 79.53 4447.31 625 0.7342 0.0098 426.888 31981.752 347.36 79.53 4526.84 630 0.744 0.0098 426.888 32408.64 347.36 79.53 4606.37
635 0.7562 0.0122 531.432 32940.072 347.36 184.07 4790.44 640 0.7693 0.0131 570.636 33510.708 347.36 223.27 5013.71 645 0.7824 0.0131 570.636 34081.344 347.36 223.27 5236.99 650 0.7955 0.0131 570.636 34651.98 347.36 223.27 5460.26 655 0.8086 0.0131 570.636 35222.616 347.36 223.27 5683.54 660 0.8217 0.0131 570.636 35793.252 347.36 223.27 5906.81 665 0.8344 0.0127 553.212 36346.464 347.36 205.85 6112.66 670 0.8468 0.0124 540.144 36886.608 347.36 192.78 6305.45 675 0.8593 0.0125 544.5 37431.108 347.36 197.14 6502.59 680 0.8717 0.0124 540.144 37971.252 347.36 192.78 6695.37 685 0.8842 0.0125 544.5 38515.752 347.36 197.14 6892.51 690 0.8966 0.0124 540.144 39055.896 347.36 192.78 7085.29

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 695 0.9081 0.0115 500.94 39556.836 347.36 153.58 7238.87 700 0.9192 0.0111 483.516 40040.352 347.36 136.15 7375.02 705 0.9304 0.0112 487.872 40528.224 347.36 140.51 7515.53 710 0.942 0.0116 505.296 41033.52 347.36 157.93 7673.47 715 0.9538 0.0118 514.008 41547.528 347.36 166.65 7840.12 720 0.9656 0.0118 514.008 42061.536 347.36 166.65 8006.76 725 0.9806 0.015 653.4 42714.936 347.36 306.04 8312.80
730 0.997 0.0164 714.384 43429.32 347.36 367.02 8679.83 735 1.0134 0.0164 714.384 44143.704 347.36 367.02 9046.85 740 1.0302 0.0168 731.808 44875.512 347.36 384.45 9431.29 745 1.0473 0.0171 744.876 45620.388 347.36 397.51 9828.81 750 1.0643 0.017 740.52 46360.908 347.36 393.16 10221.97 755 1.0823 0.018 784.08 47144.988 347.36 436.72 10658.69 760 1.1006 0.0183 797.148 47942.136 347.36 449.79 11108.47 765 1.119 0.0184 801.504 48743.64 347.36 454.14 11562.62 770 1.1378 0.0188 818.928 49562.568 347.36 471.57 12034.18 775 1.1568 0.019 827.64 50390.208 347.36 480.28 12514.46 780 1.1758 0.019 827.64 51217.848 347.36 480.28 12994.74 785 1.1999 0.0241 1049.796 52267.644 347.36 702.43 13697.18 790 1.2261 0.0262 1141.272 53408.916 347.36 793.91 14491.09 795 1.2523 0.0262 1141.272 54550.188 347.36 793.91 15285.00 800 1.2787 0.0264 1149.984 55700.172 347.36 802.62 16087.62 805 1.3052 0.0265 1154.34 56854.512 347.36 806.98 16894.60 810 1.3318 0.0266 1158.696 58013.208 347.36 811.33 17705.94 815 1.3502 0.0184 801.504 58814.712 347.36 454.14 18160.08 820 1.3653 0.0151 657.756 59472.468 347.36 310.39 18470.47 825 1.3803 0.015 653.4 60125.868 347.36 306.04 18776.51 830 1.3954 0.0151 657.756 60783.624 347.36 310.39 19086.91 835 1.4105 0.0151 657.756 61441.38 347.36 310.39 19397.30

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 840 1.4255 0.015 653.4 62094.78 347.36 306.04 19703.34
845 1.4425 0.017 740.52 62835.3 347.36 393.16 20096.50
850 1.4602 0.0177 771.012 63606.312 347.36 423.65 20520.15 855 1.478 0.0178 775.368 64381.68 347.36 428.01 20948.16 860 1.4952 0.0172 749.232 65130.912 347.36 401.87 21350.03 865 1.5123 0.0171 744.876 65875.788 347.36 397.51 21747.54 870 1.5293 0.017 740.52 66616.308 347.36 393.16 22140.70 875 1.5463 0.017 740.52 67356.828 347.36 393.16 22533.86 880 1.5634 0.0171 744.876 68101.704 347.36 397.51 22931.38 885 1.5804 0.017 740.52 68842.224 347.36 393.16 23324.53 890 1.597 0.0166 723.096 69565.32 347.36 375.73 23700.27 895 1.6134 0.0164 714.384 70279.704 347.36 367.02 24067.29 900 1.6297 0.0163 710.028 70989.732 347.36 362.67 24429.96 905 1.6457 0.016 696.96 71686.692 347.36 349.60 24779.56 910 1.6614 0.0157 683.892 72370.584 347.36 336.53 25116.09 915 1.6771 0.0157 683.892 73054.476 347.36 336.53 25452.62 920 1.6924 0.0153 666.468 73720.944 347.36 319.11 25771.73 925 1.7074 0.015 653.4 74374.344 347.36 306.04 26077.77 930 1.7225 0.0151 657.756 75032.1 347.36 310.39 26388.16 935 1.7357 0.0132 574.992 75607.092 347.36 227.63 26615.79 940 1.7481 0.0124 540.144 76147.236 347.36 192.78 26808.57 945 1.7606 0.0125 544.5 76691.736 347.36 197.14 27005.71 950 1.773 0.0124 540.144 77231.88 347.36 192.78 27198.50 955 1.7855 0.0125 544.5 77776.38 347.36 197.14 27395.64 960 1.7979 0.0124 540.144 78316.524 347.36 192.78 27588.42 965 1.8034 0.0055 239.58 78556.104 347.36 (107.78) 27480.64 970 1.806 0.0026 113.256 78669.36 347.36 (234.11) 27246.53 975 1.8086 0.0026 113.256 78782.616 347.36 (234.11) 27012.43 980 1.8112 0.0026 113.256 78895.872 347.36 (234.11) 26778.32

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 985 1.8138 0.0026 113.256 79009.128 347.36 (234.11) 26544.22 990 1.8165 0.0027 117.612 79126.74 347.36 (229.75) 26314.47 995 1.8186 0.0021 91.476 79218.216 347.36 (255.89) 26058.58 1000 1.8206 0.002 87.12 79305.336 347.36 (260.24) 25798.34 1005 1.8225 0.0019 82.764 79388.1 347.36 (264.60) 25533.74 1010 1.8245 0.002 87.12 79475.22 347.36 (260.24) 25273.50 1015 1.8265 0.002 87.12 79562.34 347.36 (260.24) 25013.26 1020 1.8284 0.0019 82.764 79645.104 347.36 (264.60) 24748.66 1025 1.8313 0.0029 126.324 79771.428 347.36 (221.04) 24527.63 1030 1.8346 0.0033 143.748 79915.176 347.36 (203.61) 24324.01 1035 1.8379 0.0033 143.748 80058.924 347.36 (203.61) 24120.40 1040 1.8412 0.0033 143.748 80202.672 347.36 (203.61) 23916.79 1045 1.8444 0.0032 139.392 80342.064 347.36 (207.97) 23708.82 1050 1.8477 0.0033 143.748 80485.812 347.36 (203.61) 23505.21 1055 1.851 0.0033 143.748 80629.56 347.36 (203.61) 23301.59 1060 1.8543 0.0033 143.748 80773.308 347.36 (203.61) 23097.98 1065 1.8575 0.0032 139.392 80912.7 347.36 (207.97) 22890.01 1070 1.8604 0.0029 126.324 81039.024 347.36 (221.04) 22668.97 1075 1.863 0.0026 113.256 81152.28 347.36 (234.11) 22434.87 1080 1.8656 0.0026 113.256 81265.536 347.36 (234.11) 22200.76 1085 1.8682 0.0026 113.256 81378.792 347.36 (234.11) 21966.66 1090 1.8708 0.0026 113.256 81492.048 347.36 (234.11) 21732.55 1095 1.8735 0.0027 117.612 81609.66 347.36 (229.75) 21502.80 1100 1.8761 0.0026 113.256 81722.916 347.36 (234.11) 21268.70 1105 1.8787 0.0026 113.256 81836.172 347.36 (234.11) 21034.59 1110 1.8813 0.0026 113.256 81949.428 347.36 (234.11) 20800.49 1115 1.8835 0.0022 95.832 82045.26 347.36 (251.53) 20548.96 1120 1.8854 0.0019 82.764 82128.024 347.36 (264.60) 20284.36 1125 1.8874 0.002 87.12 82215.144 347.36 (260.24) 20024.12

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 1130 1.8889 0.0015 65.34 82280.484 347.36 (282.02) 19742.10 1135 1.8902 0.0013 56.628 82337.112 347.36 (290.73) 19451.37 1140 1.8915 0.0013 56.628 82393.74 347.36 (290.73) 19160.63 1145 1.8933 0.0018 78.408 82472.148 347.36 (268.95) 18891.68 1150 1.8953 0.002 87.12 82559.268 347.36 (260.24) 18631.44 1155 1.8972 0.0019 82.764 82642.032 347.36 (264.60) 18366.84 1160 1.8997 0.0025 108.9 82750.932 347.36 (238.46) 18128.38 1165 1.9023 0.0026 113.256 82864.188 347.36 (234.11) 17894.28 1170 1.9049 0.0026 113.256 82977.444 347.36 (234.11) 17660.17 1175 1.9071 0.0022 95.832 83073.276 347.36 (251.53) 17408.64 1180 1.909 0.0019 82.764 83156.04 347.36 (264.60) 17144.05 1185 1.911 0.002 87.12 83243.16 347.36 (260.24) 16883.80 1190 1.9125 0.0015 65.34 83308.5 347.36 (282.02) 16601.78 1195 1.9138 0.0013 56.628 83365.128 347.36 (290.73) 16311.05 1200 1.9151 0.0013 56.628 83421.756 347.36 (290.73) 16020.32 1205 1.9169 0.0018 78.408 83500.164 347.36 (268.95) 15751.36 1210 1.9188 0.0019 82.764 83582.928 347.36 (264.60) 15486.77 1215 1.9208 0.002 87.12 83670.048 347.36 (260.24) 15226.53 1220 1.9228 0.002 87.12 83757.168 347.36 (260.24) 14966.28 1225 1.9247 0.0019 82.764 83839.932 347.36 (264.60) 14701.69 1230 1.9267 0.002 87.12 83927.052 347.36 (260.24) 14441.45 1235 1.9287 0.002 87.12 84014.172 347.36 (260.24) 14181.20 1240 1.9306 0.0019 82.764 84096.936 347.36 (264.60) 13916.61 1245 1.9326 0.002 87.12 84184.056 347.36 (260.24) 13656.37 1250 1.9341 0.0015 65.34 84249.396 347.36 (282.02) 13374.35 1255 1.9354 0.0013 56.628 84306.024 347.36 (290.73) 13083.61 1260 1.9367 0.0013 56.628 84362.652 347.36 (290.73) 12792.88 1265 1.9385 0.0018 78.408 84441.06 347.36 (268.95) 12523.93 1270 1.9405 0.002 87.12 84528.18 347.36 (260.24) 12263.69

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 1275 1.9424 0.0019 82.764 84610.944 347.36 (264.60) 11999.09 1280 1.9439 0.0015 65.34 84676.284 347.36 (282.02) 11717.07 1285 1.9452 0.0013 56.628 84732.912 347.36 (290.73) 11426.33 1290 1.9465 0.0013 56.628 84789.54 347.36 (290.73) 11135.60 1295 1.9483 0.0018 78.408 84867.948 347.36 (268.95) 10866.65 1300 1.9503 0.002 87.12 84955.068 347.36 (260.24) 10606.41 1305 1.9523 0.002 87.12 85042.188 347.36 (260.24) 10346.17 1310 1.9538 0.0015 65.34 85107.528 347.36 (282.02) 10064.14 1315 1.9551 0.0013 56.628 85164.156 347.36 (290.73) 9773.41 1320 1.9564 0.0013 56.628 85220.784 347.36 (290.73) 9482.68 1325 1.9582 0.0018 78.408 85299.192 347.36 (268.95) 9213.72 1330 1.9601 0.0019 82.764 85381.956 347.36 (264.60) 8949.13 1335 1.9621 0.002 87.12 85469.076 347.36 (260.24) 8688.89 1340 1.9636 0.0015 65.34 85534.416 347.36 (282.02) 8406.87 1345 1.9649 0.0013 56.628 85591.044 347.36 (290.73) 8116.13 1350 1.9662 0.0013 56.628 85647.672 347.36 (290.73) 7825.40 1355 1.9675 0.0013 56.628 85704.3 347.36 (290.73) 7534.67 1360 1.9688 0.0013 56.628 85760.928 347.36 (290.73) 7243.93 1365 1.9701 0.0013 56.628 85817.556 347.36 (290.73) 6953.20 1370 1.9714 0.0013 56.628 85874.184 347.36 (290.73) 6662.47 1375 1.9728 0.0014 60.984 85935.168 347.36 (286.38) 6376.09 1380 1.9741 0.0013 56.628 85991.796 347.36 (290.73) 6085.36 1385 1.9754 0.0013 56.628 86048.424 347.36 (290.73) 5794.62 1390 1.9767 0.0013 56.628 86105.052 347.36 (290.73) 5503.89 1395 1.978 0.0013 56.628 86161.68 347.36 (290.73) 5213.16 1400 1.9793 0.0013 56.628 86218.308 347.36 (290.73) 4922.42 1405 1.9806 0.0013 56.628 86274.936 347.36 (290.73) 4631.69 1410 1.9819 0.0013 56.628 86331.564 347.36 (290.73) 4340.96 1415 1.9832 0.0013 56.628 86388.192 347.36 (290.73) 4050.22

Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 1420 1.9845 0.0013 56.628 86444.82 347.36 (290.73) 3759.49 1425 1.9859 0.0014 60.984 86505.804 347.36 (286.38) 3473.11 1430 1.9872 0.0013 56.628 86562.432 347.36 (290.73) 3182.38 1435 1.9885 0.0013 56.628 86619.06 347.36 (290.73) 2891.65 1440 1.9898 0.0013 56.628 86675.688 347.36 (290.73) 2600.92 1445 1.9902 0.0004 17.424 86693.112 347.36 (329.94) 2270.98 1450 86693.112 347.36 (347.36) 1923.62
1455 86693.112 347.36 (347.36) 1576.26
1460 86693.112 347.36 (347.36) 1228.89
1465 86693.112 347.36 (347.36) 881.53
1470 86693.112 347.36 (347.36) 534.17
1475 86693.112 347.36 (347.36) 186.81
1480 86693.112 347.36 (347.36) 0.00
1485 86693.112 347.36 (347.36) 0.00
1490 86693.112 347.36 (347.36) 0.00
1495 86693.112 347.36 (347.36) 0.00
1500 86693.112 347.36 (347.36) 0.00
1505 86693.112 347.36 (347.36) 0.00
1510 86693.112 347.36 (347.36) 0.00
1515 86693.112 347.36 (347.36) 0.00
1520 86693.112 347.36 (347.36) 0.00
1525 86693.112 347.36 (347.36) 0.00
1530 86693.112 347.36 (347.36) 0.00
1535 86693.112 347.36 (347.36) 0.00
1540 86693.112 347.36 (347.36) 0.00
1545 86693.112 347.36 (347.36) 0.00
1550 86693.112 347.36 (347.36) 0.00
1555 86693.112 347.36 (347.36) 0.00
1560 86693.112 347.36 (347.36) 0.00

BASIN ROUTING PROJECT: TTM 38041 PROJECT NO. 20073 DATE: 7 -Jun -23 100 -YEAR -1 -HOUR PROPOSED HYDROGRAPH ONSITE
BASIN EMPTY IN 8.1
AVERAGE BASIN AREA FOR INFILTRATION= 1-hour=60min
INFILTRATION RATE (IN/HR)= 5 Area for Inf(sf): 10004
INFILTRATION RATE (CU-FT/SEC) 1.15787 PEAK VOL
Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 5 0.0158 0.0158 688.248 688.248 347.36 340.89 340.89
10 0.0387 0.0229 997.524 1685.772 347.36 650.16 991.05
15 0.0632 0.0245 1067.22 2752.992 347.36 719.86 1710.91 20 0.0895 0.0263 1145.628 3898.62 347.36 798.27 2509.18 25 0.1193 0.0298 1298.088 5196.708 347.36 950.73 3459.90 30 0.1547 0.0354 1542.024 6738.732 347.36 1194.66 4654.57 35 0.1975 0.0428 1864.368 8603.1 347.36 1517.01 6171.57 40 0.2553 0.0578 2517.768 11120.868 347.36 2170.41 8341.98 45 0.3556 0.1003 4369.068 15489.936 347.36 4021.71 12363.69 50 0.6328 0.2772 12074.832 27564.768 347.36 11727.47 24091.16 55 0.7408 0.108 4704.48 32269.248 347.36 4357.12 28448.28 60 0.7679 0.0271 1180.476 33449.724 347.36 833.11 29281.39 65 0.7726 0.0047 204.732 33654.456 347.36 (142.63) 29138.76 70 33654.456 347.36 (347.36) 28791.40
75 33654.456 347.36 (347.36) 28444.04
80 33654.456 347.36 (347.36) 28096.68
85 33654.456 347.36 (347.36) 27749.32
90 33654.456 347.36 (347.36) 27401.96
95 33654.456 347.36 (347.36) 27054.59
100 33654.456 347.36 (347.36) 26707.23
105 33654.456 347.36 (347.36) 26359.87
110 33654.456 347.36 (347.36) 26012.51
115 33654.456 347.36 (347.36) 25665.15
120 33654.456 347.36 (347.36) 25317.79
125 33654.456 347.36 (347.36) 24970.43
130 33654.456 347.36 (347.36) 24623.07
135 33654.456 347.36 (347.36) 24275.71
140 33654.456 347.36 (347.36) 23928.34
145 33654.456 347.36 (347.36) 23580.98
150 33654.456 347.36 (347.36) 23233.62
155 33654.456 347.36 (347.36) 22886.26
160 33654.456 347.36 (347.36) 22538.90
165 33654.456 347.36 (347.36) 22191.54
170 33654.456 347.36 (347.36) 21844.18
175 33654.456 347.36 (347.36) 21496.82
180 33654.456 347.36 (347.36) 21149.46
185 33654.456 347.36 (347.36) 20802.09
190 33654.456 347.36 (347.36) 20454.73
195 33654.456 347.36 (347.36) 20107.37
200 33654.456 347.36 (347.36) 19760.01
205 33654.456 347.36 (347.36) 19412.65
210 33654.456 347.36 (347.36) 19065.29
215 33654.456 347.36 (347.36) 18717.93
220 33654.456 347.36 (347.36) 18370.57
225 33654.456 347.36 (347.36) 18023.21
230 33654.456 347.36 (347.36) 17675.84
29281
4-319

235 33654.456 347.36 (347.36) 17328.48
240 33654.456 347.36 (347.36) 16981.12
245 33654.456 347.36 (347.36) 16633.76
250 33654.456 347.36 (347.36) 16286.40
255 33654.456 347.36 (347.36) 15939.04
260 33654.456 347.36 (347.36) 15591.68
265 33654.456 347.36 (347.36) 15244.32
270 33654.456 347.36 (347.36) 14896.96
275 33654.456 347.36 (347.36) 14549.59
280 33654.456 347.36 (347.36) 14202.23
285 33654.456 347.36 (347.36) 13854.87
290 33654.456 347.36 (347.36) 13507.51
295 33654.456 347.36 (347.36) 13160.15
300 33654.456 347.36 (347.36) 12812.79
305 33654.456 347.36 (347.36) 12465.43
310 33654.456 347.36 (347.36) 12118.07
315 33654.456 347.36 (347.36) 11770.71
320 33654.456 347.36 (347.36) 11423.34
325 33654.456 347.36 (347.36) 11075.98
330 33654.456 347.36 (347.36) 10728.62
335 33654.456 347.36 (347.36) 10381.26
340 33654.456 347.36 (347.36) 10033.90
345 33654.456 347.36 (347.36) 9686.54
350 33654.456 347.36 (347.36) 9339.18
355 33654.456 347.36 (347.36) 8991.82
360 33654.456 347.36 (347.36) 8644.46
365 33654.456 347.36 (347.36) 8297.09
370 33654.456 347.36 (347.36) 7949.73
375 33654.456 347.36 (347.36) 7602.37
380 33654.456 347.36 (347.36) 7255.01
385 33654.456 347.36 (347.36) 6907.65
390 33654.456 347.36 (347.36) 6560.29
395 33654.456 347.36 (347.36) 6212.93
400 33654.456 347.36 (347.36) 5865.57
405 33654.456 347.36 (347.36) 5518.21
410 33654.456 347.36 (347.36) 5170.84
415 33654.456 347.36 (347.36) 4823.48
420 33654.456 347.36 (347.36) 4476.12
425 33654.456 347.36 (347.36) 4128.76
430 33654.456 347.36 (347.36) 3781.40
435 33654.456 347.36 (347.36) 3434.04
440 33654.456 347.36 (347.36) 3086.68
445 33654.456 347.36 (347.36) 2739.32
450 33654.456 347.36 (347.36) 2391.96
455 33654.456 347.36 (347.36) 2044.59
460 33654.456 347.36 (347.36) 1697.23
465 33654.456 347.36 (347.36) 1349.87
470 33654.456 347.36 (347.36) 1002.51
475 33654.456 347.36 (347.36) 655.15
480 33654.456 347.36 (347.36) 307.79
485 33654.456 347.36 (347.36) 0.00
490 33654.456 347.36 (347.36) 0.00
495 33654.456 347.36 (347.36) 0.00
500 33654.456 347.36 (347.36) 0.00
505 33654.456 347.36 (347.36) 0.00
510 33654.456 347.36 (347.36) 0.00
515 33654.456 347.36 (347.36) 0.00
520 33654.456 347.36 (347.36) 0.00

BASIN ROUTING PROJECT: TTM 38041
PROJECT NO. 20073
100 -YEAR -3 -HOUR PROPOSED HYDROGRAPH ONSITE
DATE: 7 -Jun -23
BASIN EMPTY IN 10.2 HOURS
AVERAGE BASIN AREA FOR INFILTRATION= 3-hours=l8omin
INFILTRATION RATE (IN/HR)= 5 Area for Inf(sf): 10004
INFILTRATION RATE (CU-FT/SEC) 1.15787 PEAK VOL
Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 5 0.0085 0.0085 370.26 370.26 347.36 22.90 22.90
10 0.0194 0.0109 474.804 845.064 347.36 127.44 150.34
15 0.0289 0.0095 413.82 1258.884 347.36 66.46 216.80
20 0.0407 0.0118 514.008 1772.892 347.36 166.65 383.45
25 0.0533 0.0126 548.856 2321.748 347.36 201.49 584.94
30 0.0678 0.0145 631.62 2953.368 347.36 284.26 869.20
35 0.0809 0.0131 570.636 3524.004 347.36 223.27 1092.48 40 0.0954 0.0145 631.62 4155.624 347.36 284.26 1376.74
45 0.1104 0.015 653.4 4809.024 347.36 306.04 1682.77
50 0.1235 0.0131 570.636 5379.66 347.36 223.27 1906.05
55 0.1367 0.0132 574.992 5954.652 347.36 227.63 2133.68 60 0.1514 0.0147 640.332 6594.984 347.36 292.97 2426.65 65 0.169 0.0176 766.656 7361.64 347.36 419.29 2845.95
70 0.1874 0.0184 801.504 8163.144 347.36 454.14 3300.09 75 0.2058 0.0184 801.504 8964.648 347.36 454.14 3754.23 80 0.2229 0.0171 744.876 9709.524 347.36 397.51 4151.75 85 0.2435 0.0206 897.336 10606.86 347.36 549.97 4701.72 90 0.2659 0.0224 975.744 11582.604 347.36 628.38 5330.10 95 0.2865 0.0206 897.336 12479.94 347.36 549.97 5880.08 100 0.3086 0.0221 962.676 13442.616 347.36 615.31 6495.39 105 0.3368 0.0282 1228.392 14671.008 347.36 881.03 7376.42 110 0.3642 0.0274 1193.544 15864.552 347.36 846.18 8222.61 115 0.389 0.0248 1080.288 16944.84 347.36 732.93 8955.53 120 0.4142 0.0252 1097.712 18042.552 347.36 750.35 9705.89 125 0.4407 0.0265 1154.34 19196.892 347.36 806.98 10512.86 130 0.4802 0.0395 1720.62 20917.512 347.36 1373.26 11886.12 135 0.5325 0.0523 2278.188 23195.7 347.36 1930.83 13816.95 140 0.5701 0.0376 1637.856 24833.556 347.36 1290.49 15107.44 145 0.6409 0.0708 3084.048 27917.604 347.36 2736.69 17844.13 150 0.7281 0.0872 3798.432 31716.036 347.36 3451.07 21295.20 155 0.8274 0.0993 4325.508 36041.544 347.36 3978.15 25273.35 160 0.903 0.0756 3293.136 39334.68 347.36 2945.77 28219.12 165 0.931 0.028 1219.68 40554.36 347.36 872.32 29091.44 170 0.9464 0.0154 670.824 41225.184 347.36 323.46 29414.91 175 0.9615 0.0151 657.756 41882.94 347.36 310.39 29725.30 180 0.9687 0.0072 313.632 42196.572 347.36 (33.73) 29691.57 185 0.9698 0.0011 47.916 42244.488 347.36 (299.45) 29392.13 190 42244.488 347.36 (347.36) 29044.77
195 42244.488 347.36 (347.36) 28697.40
200 42244.488 347.36 (347.36) 28350.04
205 42244.488 347.36 (347.36) 28002.68
210 42244.488 347.36 (347.36) 27655.32
215 42244.488 347.36 (347.36) 27307.96
220 42244.488 347.36 (347.36) 26960.60
225 42244.488 347.36 (347.36) 26613.24
230 42244.488 347.36 (347.36) 26265.88
235 42244.488 347.36 (347.36) 25918.52
240 42244.488 347.36 (347.36) 25571.15
245 42244.488 347.36 (347.36) 25223.79
250 42244.488 347.36 (347.36) 24876.43
29725
4-321

255 42244.488 347.36 (347.36) 24529.07
260 42244.488 347.36 (347.36) 24181.71
265 42244.488 347.36 (347.36) 23834.35
270 42244.488 347.36 (347.36) 23486.99
275 42244.488 347.36 (347.36) 23139.63
280 42244.488 347.36 (347.36) 22792.27
285 42244.488 347.36 (347.36) 22444.90
290 42244.488 347.36 (347.36) 22097.54
295 42244.488 347.36 (347.36) 21750.18
300 42244.488 347.36 (347.36) 21402.82
305 42244.488 347.36 (347.36) 21055.46
310 42244.488 347.36 (347.36) 20708.10
315 42244.488 347.36 (347.36) 20360.74
320 42244.488 347.36 (347.36) 20013.38
325 42244.488 347.36 (347.36) 19666.02
330 42244.488 347.36 (347.36) 19318.65
335 42244.488 347.36 (347.36) 18971.29
340 42244.488 347.36 (347.36) 18623.93
345 42244.488 347.36 (347.36) 18276.57
350 42244.488 347.36 (347.36) 17929.21
355 42244.488 347.36 (347.36) 17581.85
360 42244.488 347.36 (347.36) 17234.49
365 42244.488 347.36 (347.36) 16887.13
370 42244.488 347.36 (347.36) 16539.77
375 42244.488 347.36 (347.36) 16192.40
380 42244.488 347.36 (347.36) 15845.04
385 42244.488 347.36 (347.36) 15497.68
390 42244.488 347.36 (347.36) 15150.32
395 42244.488 347.36 (347.36) 14802.96
400 42244.488 347.36 (347.36) 14455.60
405 42244.488 347.36 (347.36) 14108.24
410 42244.488 347.36 (347.36) 13760.88
415 42244.488 347.36 (347.36) 13413.52
420 42244.488 347.36 (347.36) 13066.15
425 42244.488 347.36 (347.36) 12718.79
430 42244.488 347.36 (347.36) 12371.43
435 42244.488 347.36 (347.36) 12024.07
440 42244.488 347.36 (347.36) 11676.71
445 42244.488 347.36 (347.36) 11329.35
450 42244.488 347.36 (347.36) 10981.99
455 42244.488 347.36 (347.36) 10634.63
460 42244.488 347.36 (347.36) 10287.27
465 42244.488 347.36 (347.36) 9939.90
470 42244.488 347.36 (347.36) 9592.54
475 42244.488 347.36 (347.36) 9245.18
480 42244.488 347.36 (347.36) 8897.82
485 42244.488 347.36 (347.36) 8550.46
490 42244.488 347.36 (347.36) 8203.10
495 42244.488 347.36 (347.36) 7855.74
500 42244.488 347.36 (347.36) 7508.38
505 42244.488 347.36 (347.36) 7161.02
510 42244.488 347.36 (347.36) 6813.65
515 42244.488 347.36 (347.36) 6466.29
520 42244.488 347.36 (347.36) 6118.93
525 42244.488 347.36 (347.36) 5771.57
530 42244.488 347.36 (347.36) 5424.21
535 42244.488 347.36 (347.36) 5076.85
540 42244.488 347.36 (347.36) 4729.49
545 42244.488 347.36 (347.36) 4382.13
550 42244.488 347.36 (347.36) 4034.77
555 42244.488 347.36 (347.36) 3687.40
560 42244.488 347.36 (347.36) 3340.04

565 42244.488 347.36 (347.36) 2992.68
570 42244.488 347.36 (347.36) 2645.32
575 42244.488 347.36 (347.36) 2297.96
580 42244.488 347.36 (347.36) 1950.60
585 42244.488 347.36 (347.36) 1603.24
590 42244.488 347.36 (347.36) 1255.88
595 42244.488 347.36 (347.36) 908.52
600 42244.488 347.36 (347.36) 561.15
605 42244.488 347.36 (347.36) 213.79
610 42244.488 347.36 (347.36) 0.00
615 42244.488 347.36 (347.36) 0.00
620 42244.488 347.36 (347.36) 0.00
625 42244.488 347.36 (347.36) 0.00
630 42244.488 347.36 (347.36) 0.00
635 42244.488 347.36 (347.36) 0.00
640 42244.488 347.36 (347.36) 0.00
645 42244.488 347.36 (347.36) 0.00
650 42244.488 347.36 (347.36) 0.00
655 42244.488 347.36 (347.36) 0.00
660 42244.488 347.36 (347.36) 0.00
665 42244.488 347.36 (347.36) 0.00
670 42244.488 347.36 (347.36) 0.00
675 42244.488 347.36 (347.36) 0.00
680 42244.488 347.36 (347.36) 0.00
685 42244.488 347.36 (347.36) 0.00
690 42244.488 347.36 (347.36) 0.00
695 42244.488 347.36 (347.36) 0.00
700 42244.488 347.36 (347.36) 0.00
705 42244.488 347.36 (347.36) 0.00
710 42244.488 347.36 (347.36) 0.00
715 42244.488 347.36 (347.36) 0.00
720 42244.488 347.36 (347.36) 0.00
725 42244.488 347.36 (347.36) 0.00
730 42244.488 347.36 (347.36) 0.00
735 42244.488 347.36 (347.36) 0.00
740 42244.488 347.36 (347.36) 0.00
745 42244.488 347.36 (347.36) 0.00
750 42244.488 347.36 (347.36) 0.00
755 42244.488 347.36 (347.36) 0.00
760 42244.488 347.36 (347.36) 0.00
765 42244.488 347.36 (347.36) 0.00
770 42244.488 347.36 (347.36) 0.00
775 42244.488 347.36 (347.36) 0.00
780 42244.488 347.36 (347.36) 0.00
785 42244.488 347.36 (347.36) 0.00
790 42244.488 347.36 (347.36) 0.00
795 42244.488 347.36 (347.36) 0.00
800 42244.488 347.36 (347.36) 0.00
805 42244.488 347.36 (347.36) 0.00
810 42244.488 347.36 (347.36) 0.00
815 42244.488 347.36 (347.36) 0.00
820 42244.488 347.36 (347.36) 0.00
825 42244.488 347.36 (347.36) 0.00
830 42244.488 347.36 (347.36) 0.00
835 42244.488 347.36 (347.36) 0.00
840 42244.488 347.36 (347.36) 0.00
845 42244.488 347.36 (347.36) 0.00
850 42244.488 347.36 (347.36) 0.00
855 42244.488 347.36 (347.36) 0.00
860 42244.488 347.36 (347.36) 0.00
865 42244.488 347.36 (347.36) 0.00
870 42244.488 347.36 (347.36) 0.00

BASIN ROUTING PROJECT: KEY LARGO PROJECT NO. TTM 38041 DATE: 7 -Jun -23 100 -YEAR -6 -HOUR PROPOSED HYDROGRAPH ONSITE
BASIN EMPTY IN 13.0 HOURS
AVERAGE BASIN AREA FOR INFILTRATION= 6-hours=360min
INFILTRATION RATE (IN/HR)= 5 Area for Inf(sf): 10004
INFILTRATION RATE (CU-FT/SEC) 1.15787 PEAK VOL
Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 5 0.0044 0.0044 191.664 191.664 347.36 (155.70) 0.00
10 0.0109 0.0065 283.14 474.804 347.36 (64.22) 0.00
15 0.0176 0.0067 291.852 766.656 347.36 (55.51) 0.00
20 0.0243 0.0067 291.852 1058.508 347.36 (55.51) 0.00
25 0.031 0.0067 291.852 1350.36 347.36 (55.51) 0.00
30 0.0386 0.0076 331.056 1681.416 347.36 (16.31) 0.00
35 0.0465 0.0079 344.124 2025.54 347.36 (3.24) 0.00
40 0.0543 0.0078 339.768 2365.308 347.36 (7.59) 0.00
45 0.0622 0.0079 344.124 2709.432 347.36 (3.24) 0.00
50 0.07 0.0078 339.768 3049.2 347.36 (7.59) 0.00
55 0.0779 0.0079 344.124 3393.324 347.36 (3.24) 0.00
60 0.0866 0.0087 378.972 3772.296 347.36 31.61 31.61
65 0.0955 0.0089 387.684 4159.98 347.36 40.32 71.93
70 0.1045 0.009 392.04 4552.02 347.36 44.68 116.61
75 0.1135 0.009 392.04 4944.06 347.36 44.68 161.29
80 0.1224 0.0089 387.684 5331.744 347.36 40.32 201.61
85 0.1314 0.009 392.04 5723.784 347.36 44.68 246.29
90 0.1404 0.009 392.04 6115.824 347.36 44.68 290.97
95 0.1493 0.0089 387.684 6503.508 347.36 40.32 331.30
100 0.1583 0.009 392.04 6895.548 347.36 44.68 375.97
105 0.1673 0.009 392.04 7287.588 347.36 44.68 420.65
110 0.1762 0.0089 387.684 7675.272 347.36 40.32 460.98
115 0.1852 0.009 392.04 8067.312 347.36 44.68 505.65
120 0.195 0.0098 426.888 8494.2 347.36 79.53 585.18
125 0.2043 0.0093 405.108 8899.308 347.36 57.75 642.93
130 0.2141 0.0098 426.888 9326.196 347.36 79.53 722.46
135 0.2242 0.0101 439.956 9766.152 347.36 92.59 815.05
140 0.2343 0.0101 439.956 10206.108 347.36 92.59 907.65 145 0.2444 0.0101 439.956 10646.064 347.36 92.59 1000.24 150 0.2544 0.01 435.6 11081.664 347.36 88.24 1088.48
155 0.2645 0.0101 439.956 11521.62 347.36 92.59 1181.07 160 0.2746 0.0101 439.956 11961.576 347.36 92.59 1273.67 165 0.2856 0.011 479.16 12440.736 347.36 131.80 1405.47 170 0.2968 0.0112 487.872 12928.608 347.36 140.51 1545.98 175 0.308 0.0112 487.872 13416.48 347.36 140.51 1686.49 180 0.3192 0.0112 487.872 13904.352 347.36 140.51 1827.00 185 0.3304 0.0112 487.872 14392.224 347.36 140.51 1967.51 190 0.3425 0.0121 527.076 14919.3 347.36 179.71 2147.23 195 0.3548 0.0123 535.788 15455.088 347.36 188.43 2335.65 200 0.3671 0.0123 535.788 15990.876 347.36 188.43 2524.08 205 0.3803 0.0132 574.992 16565.868 347.36 227.63 2751.71 210 0.3947 0.0144 627.264 17193.132 347.36 279.90 3031.61 215 0.4101 0.0154 670.824 17863.956 347.36 323.46 3355.08 220 0.4258 0.0157 683.892 18547.848 347.36 336.53 3691.61 225 0.4424 0.0166 723.096 19270.944 347.36 375.73 4067.34 230 0.4592 0.0168 731.808 20002.752 347.36 384.45 4451.79 235 0.4769 0.0177 771.012 20773.764 347.36 423.65 4875.44 240 0.4948 0.0179 779.724 21553.488 347.36 432.36 5307.80 245 0.5136 0.0188 818.928 22372.416 347.36 471.57 5779.37 250 0.5335 0.0199 866.844 23239.26 347.36 519.48 6298.85 255 0.5546 0.0211 919.116 24158.376 347.36 571.75 6870.61 29628
4-324

260 0.5768 0.0222 967.032 25125.408 347.36 619.67 7490.28 265 0.6 0.0232 1010.592 26136 347.36 663.23 8153.51
270 0.6236 0.0236 1028.016 27164.016 347.36 680.65 8834.16 275 0.648 0.0244 1062.864 28226.88 347.36 715.50 9549.67 280 0.6742 0.0262 1141.272 29368.152 347.36 793.91 10343.58 285 0.7023 0.0281 1224.036 30592.188 347.36 876.67 11220.25 290 0.7309 0.0286 1245.816 31838.004 347.36 898.45 12118.71 295 0.761 0.0301 1311.156 33149.16 347.36 963.79 13082.50 300 0.7931 0.0321 1398.276 34547.436 347.36 1050.91 14133.42 305 0.8333 0.0402 1751.112 36298.548 347.36 1403.75 15537.17 310 0.8835 0.0502 2186.712 38485.26 347.36 1839.35 17376.52 315 0.9404 0.0569 2478.564 40963.824 347.36 2131.20 19507.72 320 1.0034 0.063 2744.28 43708.104 347.36 2396.92 21904.64 325 1.0753 0.0719 3131.964 46840.068 347.36 2784.60 24689.24 330 1.1633 0.088 3833.28 50673.348 347.36 3485.92 28175.16 335 1.2001 0.0368 1603.008 52276.356 347.36 1255.65 29430.81 340 1.2126 0.0125 544.5 52820.856 347.36 197.14 29627.95 345 1.2201 0.0075 326.7 53147.556 347.36 (20.66) 29607.29 350 1.2259 0.0058 252.648 53400.204 347.36 (94.71) 29512.57 355 1.2298 0.0039 169.884 53570.088 347.36 (177.48) 29335.10 360 1.2323 0.0025 108.9 53678.988 347.36 (238.46) 29096.64 365 1.2328 0.0005 21.78 53700.768 347.36 (325.58) 28771.06 370 53700.768 347.36 (347.36) 28423.69
375 53700.768 347.36 (347.36) 28076.33
380 53700.768 347.36 (347.36) 27728.97
385 53700.768 347.36 (347.36) 27381.61
390 53700.768 347.36 (347.36) 27034.25
395 53700.768 347.36 (347.36) 26686.89
400 53700.768 347.36 (347.36) 26339.53
405 53700.768 347.36 (347.36) 25992.17
410 53700.768 347.36 (347.36) 25644.81
415 53700.768 347.36 (347.36) 25297.44
420 53700.768 347.36 (347.36) 24950.08
425 53700.768 347.36 (347.36) 24602.72
430 53700.768 347.36 (347.36) 24255.36
435 53700.768 347.36 (347.36) 23908.00
440 53700.768 347.36 (347.36) 23560.64
445 53700.768 347.36 (347.36) 23213.28
450 53700.768 347.36 (347.36) 22865.92
455 53700.768 347.36 (347.36) 22518.56
460 53700.768 347.36 (347.36) 22171.19
465 53700.768 347.36 (347.36) 21823.83
470 53700.768 347.36 (347.36) 21476.47
475 53700.768 347.36 (347.36) 21129.11
480 53700.768 347.36 (347.36) 20781.75
485 53700.768 347.36 (347.36) 20434.39
490 53700.768 347.36 (347.36) 20087.03
495 53700.768 347.36 (347.36) 19739.67
500 53700.768 347.36 (347.36) 19392.31
505 53700.768 347.36 (347.36) 19044.94
510 53700.768 347.36 (347.36) 18697.58
515 53700.768 347.36 (347.36) 18350.22
520 53700.768 347.36 (347.36) 18002.86
525 53700.768 347.36 (347.36) 17655.50
530 53700.768 347.36 (347.36) 17308.14
535 53700.768 347.36 (347.36) 16960.78
540 53700.768 347.36 (347.36) 16613.42
545 53700.768 347.36 (347.36) 16266.06
550 53700.768 347.36 (347.36) 15918.69
555 53700.768 347.36 (347.36) 15571.33
560 53700.768 347.36 (347.36) 15223.97
565 53700.768 347.36 (347.36) 14876.61
570 53700.768 347.36 (347.36) 14529.25

575 53700.768 347.36 (347.36) 14181.89
580 53700.768 347.36 (347.36) 13834.53
585 53700.768 347.36 (347.36) 13487.17
590 53700.768 347.36 (347.36) 13139.81
595 53700.768 347.36 (347.36) 12792.44
600 53700.768 347.36 (347.36) 12445.08
605 53700.768 347.36 (347.36) 12097.72
610 53700.768 347.36 (347.36) 11750.36
615 53700.768 347.36 (347.36) 11403.00
620 53700.768 347.36 (347.36) 11055.64
625 53700.768 347.36 (347.36) 10708.28
630 53700.768 347.36 (347.36) 10360.92
635 53700.768 347.36 (347.36) 10013.56
640 53700.768 347.36 (347.36) 9666.19
645 53700.768 347.36 (347.36) 9318.83
650 53700.768 347.36 (347.36) 8971.47
655 53700.768 347.36 (347.36) 8624.11
660 53700.768 347.36 (347.36) 8276.75
665 53700.768 347.36 (347.36) 7929.39
670 53700.768 347.36 (347.36) 7582.03
675 53700.768 347.36 (347.36) 7234.67
680 53700.768 347.36 (347.36) 6887.31
685 53700.768 347.36 (347.36) 6539.94
690 53700.768 347.36 (347.36) 6192.58
695 53700.768 347.36 (347.36) 5845.22
700 53700.768 347.36 (347.36) 5497.86
705 53700.768 347.36 (347.36) 5150.50
710 53700.768 347.36 (347.36) 4803.14
715 53700.768 347.36 (347.36) 4455.78
720 53700.768 347.36 (347.36) 4108.42
725 53700.768 347.36 (347.36) 3761.06
730 53700.768 347.36 (347.36) 3413.69
735 53700.768 347.36 (347.36) 3066.33
740 53700.768 347.36 (347.36) 2718.97
745 53700.768 347.36 (347.36) 2371.61
750 53700.768 347.36 (347.36) 2024.25
755 53700.768 347.36 (347.36) 1676.89
760 53700.768 347.36 (347.36) 1329.53
765 53700.768 347.36 (347.36) 982.17
770 53700.768 347.36 (347.36) 634.81
775 53700.768 347.36 (347.36) 287.44
780 53700.768 347.36 (347.36) 0.00
785 53700.768 347.36 (347.36) 0.00
790 53700.768 347.36 (347.36) 0.00
795 53700.768 347.36 (347.36) 0.00
800 53700.768 347.36 (347.36) 0.00
805 53700.768 347.36 (347.36) 0.00
810 53700.768 347.36 (347.36) 0.00
815 53700.768 347.36 (347.36) 0.00
820 53700.768 347.36 (347.36) 0.00
825 53700.768 347.36 (347.36) 0.00
830 53700.768 347.36 (347.36) 0.00
835 53700.768 347.36 (347.36) 0.00
840 53700.768 347.36 (347.36) 0.00
845 53700.768 347.36 (347.36) 0.00
850 53700.768 347.36 (347.36) 0.00
855 53700.768 347.36 (347.36) 0.00
860 53700.768 347.36 (347.36) 0.00
865 53700.768 347.36 (347.36) 0.00
870 53700.768 347.36 (347.36) 0.00
875 53700.768 347.36 (347.36) 0.00
880 53700.768 347.36 (347.36) 0.00
885 53700.768 347.36 (347.36) 0.00

BASIN ROUTING PROJECT: TTM 38041 PROJECT NO. 20073 DATE: 7 -Jun -23 100 -YEAR -24 -HOUR PROPOSED HYDROGRAPH OFFSITE
BASIN EMPTY IN 22.3 HOURS
AVERAGE BASIN AREA FOR INFILTRATION= 24-hours=1440min
INFILTRATION RATE (IN/HR)= 5 Area for Inf(sf): 10004
INFILTRATION RATE (CU-FT/SEC) 1.15787 PEAK VOL
Total
Runoff Basin Storage Total
Time Runoff Runoff per Runoff per Before Vol Increase or Basin Interval Total Interval (AC- Interval (CU- Infiltration Infiltration per Decrease per Storage (min) (AC -FT) FT) FT) (CU -FT) Interval (CU -FT) Interval (CU -FT) (CU -FT) 5 0.0009 0.0009 39.204 39.204 347.36 (308.16) 0.00
10 0.0021 0.0012 52.272 91.476 347.36 (295.09) 0.00
15 0.0032 0.0011 47.916 139.392 347.36 (299.45) 0.00
20 0.0048 0.0016 69.696 209.088 347.36 (277.67) 0.00
25 0.0066 0.0018 78.408 287.496 347.36 (268.95) 0.00
30 0.0083 0.0017 74.052 361.548 347.36 (273.31) 0.00
35 0.01 0.0017 74.052 435.6 347.36 (273.31) 0.00
40 0.0118 0.0018 78.408 514.008 347.36 (268.95) 0.00
45 0.0135 0.0017 74.052 588.06 347.36 (273.31) 0.00
50 0.0157 0.0022 95.832 683.892 347.36 (251.53) 0.00
55 0.018 0.0023 100.188 784.08 347.36 (247.17) 0.00
60 0.0203 0.0023 100.188 884.268 347.36 (247.17) 0.00
65 0.0222 0.0019 82.764 967.032 347.36 (264.60) 0.00
70 0.0239 0.0017 74.052 1041.084 347.36 (273.31) 0.00
75 0.0257 0.0018 78.408 1119.492 347.36 (268.95) 0.00
80 0.0274 0.0017 74.052 1193.544 347.36 (273.31) 0.00
85 0.0292 0.0018 78.408 1271.952 347.36 (268.95) 0.00
90 0.0309 0.0017 74.052 1346.004 347.36 (273.31) 0.00
95 0.0326 0.0017 74.052 1420.056 347.36 (273.31) 0.00
100 0.0344 0.0018 78.408 1498.464 347.36 (268.95) 0.00
105 0.0361 0.0017 74.052 1572.516 347.36 (273.31) 0.00
110 0.0383 0.0022 95.832 1668.348 347.36 (251.53) 0.00
115 0.0406 0.0023 100.188 1768.536 347.36 (247.17) 0.00 120 0.0429 0.0023 100.188 1868.724 347.36 (247.17) 0.00 125 0.0453 0.0024 104.544 1973.268 347.36 (242.82) 0.00 130 0.0476 0.0023 100.188 2073.456 347.36 (247.17) 0.00 135 0.0499 0.0023 100.188 2173.644 347.36 (247.17) 0.00 140 0.0522 0.0023 100.188 2273.832 347.36 (247.17) 0.00 145 0.0545 0.0023 100.188 2374.02 347.36 (247.17) 0.00
150 0.0568 0.0023 100.188 2474.208 347.36 (247.17) 0.00 155 0.0596 0.0028 121.968 2596.176 347.36 (225.39) 0.00 160 0.0625 0.0029 126.324 2722.5 347.36 (221.04) 0.00
165 0.0654 0.0029 126.324 2848.824 347.36 (221.04) 0.00 170 0.0683 0.0029 126.324 2975.148 347.36 (221.04) 0.00 175 0.0712 0.0029 126.324 3101.472 347.36 (221.04) 0.00 180 0.0741 0.0029 126.324 3227.796 347.36 (221.04) 0.00 185 0.077 0.0029 126.324 3354.12 347.36 (221.04) 0.00
190 0.0799 0.0029 126.324 3480.444 347.36 (221.04) 0.00 195 0.0828 0.0029 126.324 3606.768 347.36 (221.04) 0.00 200 0.0857 0.0029 126.324 3733.092 347.36 (221.04) 0.00 205 0.0886 0.0029 126.324 3859.416 347.36 (221.04) 0.00 210 0.0915 0.0029 126.324 3985.74 347.36 (221.04) 0.00
215 0.0944 0.0029 126.324 4112.064 347.36 (221.04) 0.00 220 0.0973 0.0029 126.324 4238.388 347.36 (221.04) 0.00 225 0.1002 0.0029 126.324 4364.712 347.36 (221.04) 0.00 230 0.1035 0.0033 143.748 4508.46 347.36 (203.61) 0.00
235 0.107 0.0035 152.46 4660.92 347.36 (194.90) 0.00
240 0.1105 0.0035 152.46 4813.38 347.36 (194.90) 0.00
245 0.1139 0.0034 148.104 4961.484 347.36 (199.26) 0.00 250 0.1174 0.0035 152.46 5113.944 347.36 (194.90) 0.00
19531
4-327

255 0.1209 0.0035 152.46 5266.404 347.36 (194.90) 0.00
260 0.1248 0.0039 169.884 5436.288 347.36 (177.48) 0.00 265 0.1289 0.0041 178.596 5614.884 347.36 (168.77) 0.00 270 0.1329 0.004 174.24 5789.124 347.36 (173.12) 0.00
275 0.137 0.0041 178.596 5967.72 347.36 (168.77) 0.00
280 0.141 0.004 174.24 6141.96 347.36 (173.12) 0.00
285 0.1451 0.0041 178.596 6320.556 347.36 (168.77) 0.00 290 0.1496 0.0045 196.02 6516.576 347.36 (151.34) 0.00
295 0.1542 0.0046 200.376 6716.952 347.36 (146.99) 0.00 300 0.1589 0.0047 204.732 6921.684 347.36 (142.63) 0.00 305 0.1626 0.0037 161.172 7082.856 347.36 (186.19) 0.00 310 0.1661 0.0035 152.46 7235.316 347.36 (194.90) 0.00
315 0.1695 0.0034 148.104 7383.42 347.36 (199.26) 0.00
320 0.1735 0.004 174.24 7557.66 347.36 (173.12) 0.00
325 0.1775 0.004 174.24 7731.9 347.36 (173.12) 0.00
330 0.1816 0.0041 178.596 7910.496 347.36 (168.77) 0.00 335 0.1861 0.0045 196.02 8106.516 347.36 (151.34) 0.00
340 0.1907 0.0046 200.376 8306.892 347.36 (146.99) 0.00 345 0.1953 0.0046 200.376 8507.268 347.36 (146.99) 0.00 350 0.2 0.0047 204.732 8712 347.36 (142.63) 0.00
355 0.2046 0.0046 200.376 8912.376 347.36 (146.99) 0.00 360 0.2092 0.0046 200.376 9112.752 347.36 (146.99) 0.00 365 0.2143 0.0051 222.156 9334.908 347.36 (125.21) 0.00 370 0.2195 0.0052 226.512 9561.42 347.36 (120.85) 0.00
375 0.2248 0.0053 230.868 9792.288 347.36 (116.49) 0.00 380 0.23 0.0052 226.512 10018.8 347.36 (120.85) 0.00
385 0.2352 0.0052 226.512 10245.312 347.36 (120.85) 0.00 390 0.2404 0.0052 226.512 10471.824 347.36 (120.85) 0.00 395 0.2461 0.0057 248.292 10720.116 347.36 (99.07) 0.00 400 0.2519 0.0058 252.648 10972.764 347.36 (94.71) 0.00 405 0.2577 0.0058 252.648 11225.412 347.36 (94.71) 0.00 410 0.2634 0.0057 248.292 11473.704 347.36 (99.07) 0.00 415 0.2692 0.0058 252.648 11726.352 347.36 (94.71) 0.00 420 0.275 0.0058 252.648 11979 347.36 (94.71) 0.00
425 0.2808 0.0058 252.648 12231.648 347.36 (94.71) 0.00 430 0.2866 0.0058 252.648 12484.296 347.36 (94.71) 0.00 435 0.2924 0.0058 252.648 12736.944 347.36 (94.71) 0.00 440 0.2986 0.0062 270.072 13007.016 347.36 (77.29) 0.00 445 0.305 0.0064 278.784 13285.8 347.36 (68.58) 0.00
450 0.3114 0.0064 278.784 13564.584 347.36 (68.58) 0.00 455 0.3182 0.0068 296.208 13860.792 347.36 (51.15) 0.00 460 0.3252 0.007 304.92 14165.712 347.36 (42.44) 0.00
465 0.3321 0.0069 300.564 14466.276 347.36 (46.80) 0.00 470 0.3395 0.0074 322.344 14788.62 347.36 (25.02) 0.00
475 0.3471 0.0076 331.056 15119.676 347.36 (16.31) 0.00 480 0.3546 0.0075 326.7 15446.376 347.36 (20.66) 0.00
485 0.363 0.0084 365.904 15812.28 347.36 18.54 18.54
490 0.3717 0.0087 378.972 16191.252 347.36 31.61 50.15
495 0.3804 0.0087 378.972 16570.224 347.36 31.61 81.76
500 0.3891 0.0087 378.972 16949.196 347.36 31.61 113.38 505 0.3978 0.0087 378.972 17328.168 347.36 31.61 144.99 510 0.4065 0.0087 378.972 17707.14 347.36 31.61 176.60
515 0.4156 0.0091 396.396 18103.536 347.36 49.03 225.63 520 0.4249 0.0093 405.108 18508.644 347.36 57.75 283.38 525 0.4341 0.0092 400.752 18909.396 347.36 53.39 336.77 530 0.4439 0.0098 426.888 19336.284 347.36 79.53 416.30 535 0.4537 0.0098 426.888 19763.172 347.36 79.53 495.82 540 0.4635 0.0098 426.888 20190.06 347.36 79.53 575.35
545 0.4743 0.0108 470.448 20660.508 347.36 123.09 698.44 550 0.4853 0.011 479.16 21139.668 347.36 131.80 830.24
555 0.4963 0.011 479.16 21618.828 347.36 131.80 962.04
560 0.5078 0.0115 500.94 22119.768 347.36 153.58 1115.61

565 0.5194 0.0116 505.296 22625.064 347.36 157.93 1273.55 570 0.5309 0.0115 500.94 23126.004 347.36 153.58 1427.13 575 0.543 0.0121 527.076 23653.08 347.36 179.71 1606.84 580 0.5551 0.0121 527.076 24180.156 347.36 179.71 1786.56 585 0.5673 0.0122 531.432 24711.588 347.36 184.07 1970.63 590 0.5799 0.0126 548.856 25260.444 347.36 201.49 2172.12 595 0.5927 0.0128 557.568 25818.012 347.36 210.21 2382.33 600 0.6054 0.0127 553.212 26371.224 347.36 205.85 2588.18 605 0.615 0.0096 418.176 26789.4 347.36 70.81 2659.00
610 0.6237 0.0087 378.972 27168.372 347.36 31.61 2690.61 615 0.6324 0.0087 378.972 27547.344 347.36 31.61 2722.22 620 0.641 0.0086 374.616 27921.96 347.36 27.25 2749.47
625 0.6497 0.0087 378.972 28300.932 347.36 31.61 2781.08 630 0.6584 0.0087 378.972 28679.904 347.36 31.61 2812.69 635 0.6694 0.011 479.16 29159.064 347.36 131.80 2944.49 640 0.681 0.0116 505.296 29664.36 347.36 157.93 3102.43 645 0.6925 0.0115 500.94 30165.3 347.36 153.58 3256.01
650 0.7041 0.0116 505.296 30670.596 347.36 157.93 3413.94 655 0.7157 0.0116 505.296 31175.892 347.36 157.93 3571.88 660 0.7273 0.0116 505.296 31681.188 347.36 157.93 3729.81 665 0.7384 0.0111 483.516 32164.704 347.36 136.15 3865.97 670 0.7494 0.011 479.16 32643.864 347.36 131.80 3997.77 675 0.7604 0.011 479.16 33123.024 347.36 131.80 4129.56 680 0.7714 0.011 479.16 33602.184 347.36 131.80 4261.36 685 0.7825 0.0111 483.516 34085.7 347.36 136.15 4397.52 690 0.7935 0.011 479.16 34564.86 347.36 131.80 4529.32
695 0.8036 0.0101 439.956 35004.816 347.36 92.59 4621.91 700 0.8134 0.0098 426.888 35431.704 347.36 79.53 4701.44 705 0.8233 0.0099 431.244 35862.948 347.36 83.88 4785.32 710 0.8336 0.0103 448.668 36311.616 347.36 101.31 4886.63 715 0.844 0.0104 453.024 36764.64 347.36 105.66 4992.29 720 0.8544 0.0104 453.024 37217.664 347.36 105.66 5097.95 725 0.868 0.0136 592.416 37810.08 347.36 245.05 5343.01 730 0.8825 0.0145 631.62 38441.7 347.36 284.26 5627.27
735 0.897 0.0145 631.62 39073.32 347.36 284.26 5911.53
740 0.9119 0.0149 649.044 39722.364 347.36 301.68 6213.21 745 0.927 0.0151 657.756 40380.12 347.36 310.39 6523.61 750 0.942 0.015 653.4 41033.52 347.36 306.04 6829.64
755 0.958 0.016 696.96 41730.48 347.36 349.60 7179.24
760 0.9742 0.0162 705.672 42436.152 347.36 358.31 7537.55 765 0.9904 0.0162 705.672 43141.824 347.36 358.31 7895.86 770 1.0071 0.0167 727.452 43869.276 347.36 380.09 8275.96 775 1.0239 0.0168 731.808 44601.084 347.36 384.45 8660.40 780 1.0407 0.0168 731.808 45332.892 347.36 384.45 9044.85 785 1.0597 0.019 827.64 46160.532 347.36 480.28 9525.13 790 1.0794 0.0197 858.132 47018.664 347.36 510.77 10035.90 795 1.0991 0.0197 858.132 47876.796 347.36 510.77 10546.67 800 1.1188 0.0197 858.132 48734.928 347.36 510.77 11057.44 805 1.1385 0.0197 858.132 49593.06 347.36 510.77 11568.21 810 1.1582 0.0197 858.132 50451.192 347.36 510.77 12078.98 815 1.1729 0.0147 640.332 51091.524 347.36 292.97 12371.95 820 1.1863 0.0134 583.704 51675.228 347.36 236.34 12608.30 825 1.1996 0.0133 579.348 52254.576 347.36 231.99 12840.28 830 1.2129 0.0133 579.348 52833.924 347.36 231.99 13072.27 835 1.2262 0.0133 579.348 53413.272 347.36 231.99 13304.26 840 1.2395 0.0133 579.348 53992.62 347.36 231.99 13536.24 845 1.2547 0.0152 662.112 54654.732 347.36 314.75 13850.99 850 1.2703 0.0156 679.536 55334.268 347.36 332.17 14183.17 855 1.286 0.0157 683.892 56018.16 347.36 336.53 14519.70 860 1.3011 0.0151 657.756 56675.916 347.36 310.39 14830.10 865 1.3162 0.0151 657.756 57333.672 347.36 310.39 15140.49 870 1.3313 0.0151 657.756 57991.428 347.36 310.39 15450.89

875 1.3463 0.015 653.4 58644.828 347.36 306.04 15756.92 880 1.3614 0.0151 657.756 59302.584 347.36 310.39 16067.32 885 1.3764 0.015 653.4 59955.984 347.36 306.04 16373.36 890 1.391 0.0146 635.976 60591.96 347.36 288.61 16661.97 895 1.4055 0.0145 631.62 61223.58 347.36 284.26 16946.23 900 1.42 0.0145 631.62 61855.2 347.36 284.26 17230.49
905 1.434 0.014 609.84 62465.04 347.36 262.48 17492.97
910 1.4479 0.0139 605.484 63070.524 347.36 258.12 17751.09 915 1.4618 0.0139 605.484 63676.008 347.36 258.12 18009.22 920 1.4753 0.0135 588.06 64264.068 347.36 240.70 18249.91 925 1.4886 0.0133 579.348 64843.416 347.36 231.99 18481.90 930 1.5019 0.0133 579.348 65422.764 347.36 231.99 18713.89 935 1.5135 0.0116 505.296 65928.06 347.36 157.93 18871.82 940 1.5245 0.011 479.16 66407.22 347.36 131.80 19003.62 945 1.5355 0.011 479.16 66886.38 347.36 131.80 19135.42 950 1.5465 0.011 479.16 67365.54 347.36 131.80 19267.22 955 1.5575 0.011 479.16 67844.7 347.36 131.80 19399.02
960 1.5685 0.011 479.16 68323.86 347.36 131.80 19530.82 965 1.5727 0.0042 182.952 68506.812 347.36 (164.41) 19366.41 970 1.575 0.0023 100.188 68607 347.36 (247.17) 19119.24 975 1.5773 0.0023 100.188 68707.188 347.36 (247.17) 18872.06 980 1.5796 0.0023 100.188 68807.376 347.36 (247.17) 18624.89 985 1.582 0.0024 104.544 68911.92 347.36 (242.82) 18382.07 990 1.5843 0.0023 100.188 69012.108 347.36 (247.17) 18134.90 995 1.5861 0.0018 78.408 69090.516 347.36 (268.95) 17865.95 1000 1.5879 0.0018 78.408 69168.924 347.36 (268.95) 17596.99 1005 1.5896 0.0017 74.052 69242.976 347.36 (273.31) 17323.68 1010 1.5914 0.0018 78.408 69321.384 347.36 (268.95) 17054.73 1015 1.5931 0.0017 74.052 69395.436 347.36 (273.31) 16781.42 1020 1.5948 0.0017 74.052 69469.488 347.36 (273.31) 16508.11 1025 1.5975 0.0027 117.612 69587.1 347.36 (229.75) 16278.36 1030 1.6004 0.0029 126.324 69713.424 347.36 (221.04) 16057.33 1035 1.6033 0.0029 126.324 69839.748 347.36 (221.04) 15836.29 1040 1.6062 0.0029 126.324 69966.072 347.36 (221.04) 15615.25 1045 1.6091 0.0029 126.324 70092.396 347.36 (221.04) 15394.21 1050 1.612 0.0029 126.324 70218.72 347.36 (221.04) 15173.18 1055 1.6149 0.0029 126.324 70345.044 347.36 (221.04) 14952.14 1060 1.6178 0.0029 126.324 70471.368 347.36 (221.04) 14731.10 1065 1.6206 0.0028 121.968 70593.336 347.36 (225.39) 14505.71 1070 1.6231 0.0025 108.9 70702.236 347.36 (238.46) 14267.25 1075 1.6254 0.0023 100.188 70802.424 347.36 (247.17) 14020.08 1080 1.6277 0.0023 100.188 70902.612 347.36 (247.17) 13772.90 1085 1.63 0.0023 100.188 71002.8 347.36 (247.17) 13525.73 1090 1.6324 0.0024 104.544 71107.344 347.36 (242.82) 13282.91 1095 1.6347 0.0023 100.188 71207.532 347.36 (247.17) 13035.74 1100 1.637 0.0023 100.188 71307.72 347.36 (247.17) 12788.57 1105 1.6393 0.0023 100.188 71407.908 347.36 (247.17) 12541.39 1110 1.6416 0.0023 100.188 71508.096 347.36 (247.17) 12294.22 1115 1.6435 0.0019 82.764 71590.86 347.36 (264.60) 12029.62 1120 1.6452 0.0017 74.052 71664.912 347.36 (273.31) 11756.31 1125 1.647 0.0018 78.408 71743.32 347.36 (268.95) 11487.36 1130 1.6483 0.0013 56.628 71799.948 347.36 (290.73) 11196.63 1135 1.6494 0.0011 47.916 71847.864 347.36 (299.45) 10897.18 1140 1.6506 0.0012 52.272 71900.136 347.36 (295.09) 10602.09 1145 1.6522 0.0016 69.696 71969.832 347.36 (277.67) 10324.43 1150 1.6539 0.0017 74.052 72043.884 347.36 (273.31) 10051.12 1155 1.6557 0.0018 78.408 72122.292 347.36 (268.95) 9782.17 1160 1.6578 0.0021 91.476 72213.768 347.36 (255.89) 9526.28 1165 1.6602 0.0024 104.544 72318.312 347.36 (242.82) 9283.46 1170 1.6625 0.0023 100.188 72418.5 347.36 (247.17) 9036.29 1175 1.6643 0.0018 78.408 72496.908 347.36 (268.95) 8767.34 1180 1.6661 0.0018 78.408 72575.316 347.36 (268.95) 8498.38

1185 1.6678 0.0017 74.052 72649.368 347.36 (273.31) 8225.08 1190 1.6691 0.0013 56.628 72705.996 347.36 (290.73) 7934.34 1195 1.6703 0.0012 52.272 72758.268 347.36 (295.09) 7639.25 1200 1.6714 0.0011 47.916 72806.184 347.36 (299.45) 7339.81 1205 1.673 0.0016 69.696 72875.88 347.36 (277.67) 7062.14 1210 1.6748 0.0018 78.408 72954.288 347.36 (268.95) 6793.19 1215 1.6765 0.0017 74.052 73028.34 347.36 (273.31) 6519.88 1220 1.6782 0.0017 74.052 73102.392 347.36 (273.31) 6246.57 1225 1.68 0.0018 78.408 73180.8 347.36 (268.95) 5977.62 1230 1.6817 0.0017 74.052 73254.852 347.36 (273.31) 5704.31 1235 1.6835 0.0018 78.408 73333.26 347.36 (268.95) 5435.36 1240 1.6852 0.0017 74.052 73407.312 347.36 (273.31) 5162.05 1245 1.6869 0.0017 74.052 73481.364 347.36 (273.31) 4888.74 1250 1.6882 0.0013 56.628 73537.992 347.36 (290.73) 4598.00 1255 1.6894 0.0012 52.272 73590.264 347.36 (295.09) 4302.92 1260 1.6905 0.0011 47.916 73638.18 347.36 (299.45) 4003.47 1265 1.6921 0.0016 69.696 73707.876 347.36 (277.67) 3725.81 1270 1.6939 0.0018 78.408 73786.284 347.36 (268.95) 3456.85 1275 1.6956 0.0017 74.052 73860.336 347.36 (273.31) 3183.54 1280 1.6969 0.0013 56.628 73916.964 347.36 (290.73) 2892.81 1285 1.6981 0.0012 52.272 73969.236 347.36 (295.09) 2597.72 1290 1.6992 0.0011 47.916 74017.152 347.36 (299.45) 2298.28 1295 1.7008 0.0016 69.696 74086.848 347.36 (277.67) 2020.61 1300 1.7026 0.0018 78.408 74165.256 347.36 (268.95) 1751.66 1305 1.7043 0.0017 74.052 74239.308 347.36 (273.31) 1478.35 1310 1.7056 0.0013 56.628 74295.936 347.36 (290.73) 1187.62 1315 1.7068 0.0012 52.272 74348.208 347.36 (295.09) 892.53 1320 1.7079 0.0011 47.916 74396.124 347.36 (299.45) 593.08 1325 1.7095 0.0016 69.696 74465.82 347.36 (277.67) 315.42 1330 1.7113 0.0018 78.408 74544.228 347.36 (268.95) 46.46 1335 1.713 0.0017 74.052 74618.28 347.36 (273.31) 0.00
1340 1.7143 0.0013 56.628 74674.908 347.36 (290.73) 0.00 1345 1.7154 0.0011 47.916 74722.824 347.36 (299.45) 0.00 1350 1.7166 0.0012 52.272 74775.096 347.36 (295.09) 0.00 1355 1.7178 0.0012 52.272 74827.368 347.36 (295.09) 0.00 1360 1.7189 0.0011 47.916 74875.284 347.36 (299.45) 0.00 1365 1.7201 0.0012 52.272 74927.556 347.36 (295.09) 0.00 1370 1.7212 0.0011 47.916 74975.472 347.36 (299.45) 0.00 1375 1.7224 0.0012 52.272 75027.744 347.36 (295.09) 0.00 1380 1.7236 0.0012 52.272 75080.016 347.36 (295.09) 0.00 1385 1.7247 0.0011 47.916 75127.932 347.36 (299.45) 0.00 1390 1.7259 0.0012 52.272 75180.204 347.36 (295.09) 0.00 1395 1.727 0.0011 47.916 75228.12 347.36 (299.45) 0.00
1400 1.7282 0.0012 52.272 75280.392 347.36 (295.09) 0.00 1405 1.7293 0.0011 47.916 75328.308 347.36 (299.45) 0.00 1410 1.7305 0.0012 52.272 75380.58 347.36 (295.09) 0.00 1415 1.7317 0.0012 52.272 75432.852 347.36 (295.09) 0.00 1420 1.7328 0.0011 47.916 75480.768 347.36 (299.45) 0.00 1425 1.734 0.0012 52.272 75533.04 347.36 (295.09) 0.00
1430 1.7351 0.0011 47.916 75580.956 347.36 (299.45) 0.00 1435 1.7363 0.0012 52.272 75633.228 347.36 (295.09) 0.00 1440 1.7375 0.0012 52.272 75685.5 347.36 (295.09) 0.00
1445 1.7377 0.0002 8.712 75694.212 347.36 (338.65) 0.00 1450 75694.212 347.36 (347.36) 0.00
1455 75694.212 347.36 (347.36) 0.00
1460 75694.212 347.36 (347.36) 0.00
1465 75694.212 347.36 (347.36) 0.00
1470 75694.212 347.36 (347.36) 0.00
1475 75694.212 347.36 (347.36) 0.00
1480 75694.212 347.36 (347.36) 0.00
1485 75694.212 347.36 (347.36) 0.00
1490 75694.212 347.36 (347.36) 0.00

LANDMARK
Geo-Engineers and Geologists
a MBE Company
November 9, 2018
Mr. Mark Howard
La Paloma Homes, Inc.

P.O. Box 10179
Palm Desert, CA 92245
Geotechnical Report
APNs 685-030-006 & 685-080-031
Rancho Mirage, California
LCI Report No.: LP18149
Dear Mr. Howard:
780 N. 4th Street
El Centro, CA 92243
1760) 370-3000
[email protected]
77-948 Wildcat Drive
Palm Desert, CA 92211
1760) 360-0665
[email protected]
As per your request, LandMark Consultants, Inc. is providing the following geotechnical report for the proposed single-family residential project located at the southeast corner of Victory Lane and Via Josefina in the city of Rancho Mirage, California. The proposed development will consist of fifteen (15) new single-family residential homes, each with a garage and concrete driveway.

Each residential home will be a one story, wood or metal frame structure with shallow reinforced concrete foundations and slab -on -grade concrete floors.

Purpose of Work
The purpose of this study was to investigate the upper 12 feet of subsurface soil at selected locations within the site for evaluation of physical/engineering properties. From the analysis of the field and laboratory data, professional opinions were developed and are provided in this report regarding geotechnical conditions at this site and the effect on design and construction.

Field Exploration
Subsurface exploration was performed on August 30, 2018 using a backhoe to excavate five (5) exploratory test pits to an approximate depth of 10 to 12 feet below the existing ground surface.

The test pits locations are shown on the Site and Exploration Plan (Plate A-2). Bulk samples were obtained at selected depths in the test pits. The test pits were located by taped or paced measurements and should be considered approximate.
4-332

APNs 685-030-006 & 685-080-031 LCI Report No. LP18149
Our senior engineer maintained logs of the test pits during exploration. The logs were edited in final form after a review of retrieved samples and the field and laboratory data. The test pit logs are presented on Plates B-1 thru B-5 in Appendix B. Soils encountered have been classified according to the Unified Soil Classification System. A key to the test pit logs is presented on Plate B-6. The stratification lines shown on the subsurface logs represent the approximate boundaries between the various strata. However, the transition from one stratum to another may be gradual over some range of depth.

After logging and sampling the soil, the exploratory test pits were backfilled with the excavated material. The backfill was loosely placed and was not compacted to the requirements specified for engineered fill.

Laboratory Testing
Laboratory tests were conducted on selected bulk soil samples to aid in classification and evaluation of selected properties of the site soils. The tests were conducted in general conformance to the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as referenced below. The laboratory testing program consisted of the following tests:
• Grain Size Analysis (ASTM D422) — used for soil classification • Moisture -Density Relationship (ASTM D1557) — used for soil compaction determinations
• Chemical Analyses (soluble sulfates & chlorides, pH, and resistivity) (Caltrans Methods) — used for concrete mix evaluations and corrosion protection requirements
The laboratory test results are presented on the subsurface logs and on Plates C-1 through C-4 in Appendix C. Engineering parameters of soil strength, compressibility, and relative density utilized for developing design criteria provided within this report were extrapolated from data obtained from the field and laboratory testing program.

LandMark Consultants, Inc.
4-3'93

APNs 685-030-006 & 685-080-031 LCI Report No. LP18149
Site Conditions
The project site is irregular shape in plain view, elongated in the north -south direction. The site is a vacant desert land and covered in scattered native vegetation. Via Josefina, a paved two-lane residential street, abuts the west margin of the project site and Key Largo Avenue (partially developed) is located to the east. Adjacent properties are flat -lying and are approximately at the same and lower elevation with this site. Single family residential homes are located across Via Josefina to the west, a church complex to the north, and vacant desert land to the east and south.

The project site lies at an elevation of approximately 315 feet above mean sea level (AMSL) in the Coachella Valley region of the California low desert. Annual rainfall in this arid region is less than 4 inches per year with four months of average summertime temperatures above 100 °F.

Winter temperatures are mild, seldom reaching freezing.

Subsurface Soils
Subsurface soils encountered during the field exploration conducted on August 30, 2018 consist of dry, medium dense sand (SP-SM) soils to a depth of 12 feet, the maximum depth of exploration.

The near surface soils are non -expansive in nature. The subsurface logs (Plates B-1 thru B-5) depict the stratigraphic relationships of the various soil types.

Groundwater
Groundwater was not encountered in the borings during the time of exploration. The well information collected near the subject site (Well 338195N1163903W001), has indicated that the ground water level ranges from 194 feet to 205 feet below the ground surfaces in the last 7 years.

There is uncertainty in the accuracy of short-term water level measurements. Groundwater levels may fluctuate with precipitation, irrigation of adjacent properties, drainage, and site grading. The groundwater level noted should not be interpreted to represent an accurate or permanent condition.

Based on the regional topography, groundwater flow is assumed to be generally towards the north- west within the site area. Flow directions may vary locally in the vicinity of the site.

Historic groundwater records in the vicinity of the project site indicate that groundwater has fluctuated between 100 and 215 feet below the ground surface over the last 60 years according to a report "Coachella Valley Investigation" conducted by the Department of Water Resources, published July 1964.

LandMark Consultants, Inc.
4-314

APNs 685-030-006 & 685-080-031 LCI Report No. LP18149
Geologic Setting
The project site is located in the Coachella Valley portion of the Salton Trough physiographic province. The Salton Trough is a geologic structural depression resulting from large scale regional faulting. The trough is bounded on the northeast by the San Andreas Fault and Chocolate Mountains and the southwest by the Peninsular Range and faults of the San Jacinto Fault Zone.

The Salton Trough represents the northward extension of the Gulf of California, containing both marine and non -marine sediments since the Miocene Epoch. Tectonic activity that formed the trough continues at a high rate as evidenced by deformed young sedimentary deposits and high levels of seismicity. Figure 1 shows the location of the site in relation to regional faults and physiographic features.

The surrounding regional geology includes the Peninsular Ranges (Santa Rosa and San Jacinto Mountains) to the south and west, the Salton Basin to the southeast, and the Transverse Ranges (Little San Bernardino and Orocopia Mountains) to the north and east. Hundreds of feet to several thousand feet of Quaternary fluvial, lacustrine, and aeolian soil deposits underlie the Coachella Valley.

The southeastern part of the Coachella Valley lies below sea level. In the geologic past, the ancient Lake Cahuilla submerged the area. Calcareous tufa deposits may be observed along the ancient shoreline as high as elevation 45 feet above mean seal level (AMSL) along the Santa Rosa Mountains from La Quinta southward. Lacustrine (lake bed) deposits comprise the subsurface soils over much of the eastern Coachella Valley with alluvial outwash along the flanks of the valley.

Faulting
The project site is located in the seismically active Coachella Valley of southern California with numerous mapped faults of the San Andreas Fault System traversing the region. We have performed a computer -aided search of known faults or seismic zones that lie within a 43 -mile (69 kilometer) radius of the project site (Table 1).

A fault map illustrating known active faults relative to the site is presented on Figure 1, Regional Fault Map. Figure 2 shows the project site in relation to local faults. The criterion for fault classification adopted by the California Geological Survey defines Earthquake Fault Zones along active or potentially active faults.

LandMark Consultants, Inc.
4-335

APNs 685-030-006 & 685-080-031 LCI Report No. LP18149
An active fault is one that has ruptured during Holocene time (roughly within the last 11,000 years). A fault that has ruptured during the last 1.8 million years (Quaternary time), but has not been proven by direct evidence to have not moved within Holocene time is considered to be potentially active. A fault that has not moved during Quaternary time is considered to be inactive.

Review of the current Alquist-Priolo Earthquake Fault Zone maps (CGS, 2000a) indicates that the nearest mapped Earthquake Fault Zone is the San Andreas -San Bernardino (South) fault located approximately 3.3 miles northeast of the project site.

General Ground Motion Analysis
The project site is considered likely to be subjected to moderate to strong ground motion from earthquakes in the region. Ground motions are dependent primarily on the earthquake magnitude and distance to the seismogenic (rupture) zone. Acceleration magnitudes also are dependent upon attenuation by rock and soil deposits, direction of rupture and type of fault; therefore, ground motions may vary considerably in the same general area.

CBC General Ground Motion Parameters: The 2016 CBC general ground motion parameters are based on the Risk -Targeted Maximum Considered Earthquake (MCER). The U.S. Geological Survey "U.S. Seismic Design Maps Web Application" (USGS, 2018) was used to obtain the site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters. The site soils have been classified as Site Class D (stiff soil profile).

Design spectral response acceleration parameters are defined as the earthquake ground motions that are two-thirds (2/3) of the corresponding MCER ground motions. Design earthquake ground motion parameters are provided in Table 2. A Risk Category II was determined using Table 1604.5 and the Seismic Design Category is E since S, is greater than 0.75.

The Maximum Considered Earthquake Geometric Mean (MCEG) peak ground acceleration (PGAM) value was determined from the "U.S. Seismic Design Maps Web Application" (USGS, 2018) for liquefaction and seismic settlement analysis in accordance with 2016 CBC Section 1803.5.12 and CGS Note 48 (PGAM = FPGA*PGA). A PGAM value of 0.75g has been determined for the project site.

LandMark Consultants, Inc.
4-338

APNs 685-030-006 & 685-080-031 LCI Report No. LP18149
Seismic and Other Hazards
► Groundshaking. The primary seismic hazard at the project site is the potential for strong groundshaking during earthquakes along the San Andreas fault. A further discussion of groundshaking follows above.
► Surface Rupture. The project site does not lie within a State of California, Alquist-Priolo Earthquake Fault Zone. Surface fault rupture is considered to be unlikely at the project site because of the well -delineated fault lines through the Coachella Valley as shown on USGS and CDMG maps. However, because of the high tectonic activity and deep alluvium of the region, we cannot preclude the potential for surface rupture on undiscovered or new faults that may underlie the site.
► Liquefaction. Liquefaction is unlikely to be a potential hazard at the site, due to groundwater deeper than 50 feet (the maximum depth that liquefaction is known to occur).

Other Potential Geologic Hazards.
► Landsliding. The hazard of landsliding is unlikely due to the regional planar topography. No ancient landslides are shown on geologic maps of the region and no indications of landslides were observed during our site investigation.
► Volcanic hazards. The site is not located in proximity to any known volcanically active area and the risk of volcanic hazards is considered very low. ► Tsunamis, sieches, and flooding. The site does not lie near any large bodies of water, so the threat of tsunami, sieches, or other seismically -induced flooding is unlikely. The site is located within Other Flood Areas, Zone X (as shown on Plate A-8). The areas of 1% annual chance flood with average depth of less than 1 foot or with drainage area less than 1 square mile. ► Expansive soil. The near surface soils at the project site consist of silty sands/sands which are non -expansive.

Root balls should be completely excavated. Organic stripping should be hauled from the site and not used as fill. Any trash, construction debris, and buried obstructions such as sprinkler and leach lines exposed during rough grading should be traced to the limits of the foreign material by the grading contractor and removed under our supervision. Any excavations resulting from site clearing should be dish -shaped to the lowest depth of disturbance and backfilled under the observation of the geotechnical engineer's representative.

LandMark Consultants, Inc.
4-337

APNs 685-030-006 & 685-080-031 LCI Report No. LP18149
Building Pad Preparation: The existing surface soil within the proposed building pad should be removed to 18 inches below the lowest foundation grade or 36 inches below the original grade (whichever is deeper), extending five feet beyond all exterior wall/column lines (including adjacent concrete areas). Exposed sub -grade should be scarified to a depth of 8 inches, uniformly moisture conditioned to at least 2% over optimum moisture content and re -compacted a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods.

The native granular soil is suitable for use as compacted fill and utility trench backfill. The native soil should be placed in maximum 8 inches lifts (loose), uniformly moisture conditioned to at least 2% of optimum moisture content, and re -compacted to a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods.

Imported fill soil (if needed) should similar to onsite soil or non -expansive, granular soil meeting the USCS classifications of SM, SP-SM, or SW-SM with a maximum rock size of 3 inches. The geotechnical engineer should approve imported fill soil sources before hauling material to the site.

Imported granular fill should be placed in lifts no greater than 8 inches in loose thickness, uniformly moisture conditioned to at least 2% over optimum moisture content, and re -compacted to a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods.

In areas other than the house pad which are to receive concrete slabs and pavements, the ground surface should be over -excavated to a depth of 18 inches, uniformly moisture conditioned to at least 2% over optimum moisture content, and re -compacted to a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods Soil Bearing Values and Lateral Loads
The subsurface soils consist of sand with some gravel to maximum penetrated. An allowable soil bearing pressure of 1,800 psf could be used. Passive resistance of lateral earth pressure may be calculated using an equivalent fluid pressure of 300 pcf to resist lateral loadings. The top one foot of embedment should not be considered in computing passive resistance unless the adjacent area is confined by a slab or pavement. An allowable friction coefficient of 0.45 may also be used at the base of the footings to resist lateral loading. Static earth pressure equivalent to that exerted by a fluid weighing 35 pcf for unrestrained (active) conditions and 50 pcf for restrained (at -rest) conditions.

LandMark Consultants, Inc.
4-3'38

APNs 685-030-006 & 685-080-031 LCI Report No. LP 18149
Foundation
All exterior and interior foundations should be embedded a minimum of 18 inches deep.

Continuous wall footings should have a minimum width of 12 inches. Spread footings should have a minimum width of 24 inches and should not be structurally isolated. Recommended concrete reinforcement and sizing for all footings should be provided by the structural engineer.

Slabs -on -Grade
Concrete slabs and flatwork should be a minimum of 4 inches thick. The concrete floor slabs may either be monolithically placed with the foundation or dowelled after footing placement. The concrete slabs may be placed on granular subgrade that has been compacted at least 90% relative compaction (ASTM D1557). Slab thickness and steel reinforcement should be determined by the design engineer.

American Concrete Institute (ACI) guidelines (ACI 302.1R-04 Chapter 3, Section 3.2.3) provide recommendations regarding the use of moisture barriers beneath concrete slabs. The concrete floor slabs should be underlain by a 10 -mil polyethylene vapor retarder that works as a capillary break to reduce moisture migration into the slab section. All laps and seams should be overlapped 6 -inches or as recommended by the manufacturer. The vapor retarder should be protected from puncture. The joints and penetrations should be sealed with the manufacturer's recommended adhesive, pressure -sensitive tape, or both. The vapor retarder should extend a minimum of 12 inches into the footing excavations. The vapor retarder should be covered by 4 inches of clean sand (Sand Equivalent SE>30) unless placed on 2.5 feet of granular fill, in which case, the vapor retarder may lie directly on the granular fill with 2 inches of clean sand cover.

Placing sand over the vapor retarder may increase moisture transmission through the slab, because it provides a reservoir for bleed water from the concrete to collect. The sand placed over the vapor retarder may also move and mound prior to concrete placement, resulting in an irregular slab thickness. For areas with moisture sensitive flooring materials, ACI recommends that concrete slabs be placed without a sand cover directly over the vapor retarder, provided that the concrete mix uses a low-water cement ratio and concrete curing methods are employed to compensate for release of bleed water through the top of the slab. The vapor retarder should have a minimum thickness of 15 -mil (Stego-Wrap or equivalent).

LandMark Consultants, Inc.
4-339

APNs 685-030-006 & 685-080-031 LC1 Report No. LP 18149
Control joints should be provided in all concrete slabs -on -grade at a maximum spacing (in feet) of 2 to 3 times the slab thickness (in inches) as recommended by American Concrete Institute (ACI) guidelines. All joints should form approximately square patterns to reduce randomly oriented contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or sawcut (`/4 of slab depth) within 6 to 8 hours of concrete placement. Construction (cold) joints in foundations and area flatwork should either be thickened buttjoints with dowels or a thickened keyed joint designed to resist vertical deflection at the joint. All joints in flatwork should be sealed to prevent moisture, vermin, or foreign material intrusion. Precautions should be taken to prevent curling of slabs in this arid desert region (refer to ACI guidelines).

All independent concrete flatworks should be underlain by 12 inches of moisture conditioned and compacted soils. All flatwork should be jointed in square patterns and at irregularities in shape at a maximum spacing of 10 feet or the least width of the sidewalk.

Concrete Mixes and Corrosivity
Selected chemical analyses for corrosivity were conducted on bulk samples of the near surface soil from the project site (Plate C-3). The native soils have low levels of sulfate and chloride ion concentrations. Resistivity determinations on the soil indicate a low potential for metal loss because of electrochemical corrosion processes.

A minimum of 2,500 psi concrete of Type II Portland Cement with a maximum water/cement ratio of 0.60 (by weight) should be used for concrete placed in contact with native soil on this project (sitework including streets, sidewalks, driveways, patios, and other wall foundations). Landmark does not practice corrosion engineering. We recommend that a qualified corrosion engineer evaluate the corrosion potential on metal construction materials and concrete at the site.

Permanent Slopes
Cut and Fill slopes should be constructed generally no steeper than 3(H):1(V) to permit slope maintenance with motor graders and provide erosional stability from wind or rain while unprotected without landscape cover. Slopes with a 2(H):1(V) gradient are permitted, provided it is recognized that such slopes are more prone to erosion and do not permit maintenance by motorized riding equipment and require landscape cover to retard erosion.

LandMark Consultants, Inc.
4-340

APNs 685-030-006 & 685-080-031 LCI Report No. LP18149
Soil Infiltration Rate
Soil infiltration was conducted by Sladden Engineering in November 2016 in the area of the proposed development. Infiltration testing was performed utilizing a double ring infiltrometer (ASTM D3385). The test results indicate that the stabilized soil infiltration rate for the soil is

11.08 inches per hour, and may be used for the on -site storm -water retention basin design. An oil/water separator should be installed at inlets to the stormwater retention basin to prevent sealing of the basin bottom with silt and oil residues. The field and conversion calculation worksheets are included in Appendix D.

We recommend additional testing should be performed after the completion of rough grading operations, to verify the soil infiltration rate.

Observation and Density Testing
Site preparation and fill placement should be continuously observed and tested by a representative of a qualified geotechnical engineering firm. Near full-time observation services during the excavation and scarification process is necessary to detect undesirable materials or conditions and soft areas that may be encountered in the construction area. The geotechnical firm that provides observation and testing during construction shall assume the responsibility of "geotechnical engineer of record" and, as such, shall perform additional tests and investigation as necessary to satisfy themselves as to the site conditions and the recommendations for site development.

We did not encounter soil conditions that would preclude implementation of the proposed project provided the recommendations contained in this report are implemented in the design and construction of this project.

LandMark Consultants, Inc.
4-341°

APNs 685-030-006 & 685-080-031
LCI Report No. LP 18149
We appreciate the opportunity to provide our findings and professional opinions regarding geotechnical conditions at the site. If you have any questions or comments regarding our findings, please call our office at (760) 360-0665.

Respectfully Submitted,
LandMark Consultants, Inc.

Greg M. P.E., P.E., M.ASCE
Princip ngin r
Attachments:

Appendix A:

Appendix B:

Appendix C:

Appendix D:

Appendix E:

Vicinity and Site Maps
Subsurface Soil Logs and Soil Key
Laboratory Test Results
Soil Infiltration Report for Tent. Tract Map 36949, prepared by Sladden Engineering, dated December 19, 2016
References
LandMark Consultants, Inc.
4-3'42'

TABLES

Via Josefina and Victory Lane - Rancho Mirage, CA
LC1 Project No. LP18149
Table 1
Summary of Characteristics of Closest Known Active Faults Fault Name
Approximate
Distance
(miles)
Approximate
Distance (km)
Maximum
Moment
Magnitude
(Mw)
Fault Length
(km)
Slip Rate
(mm/yr)
San Andreas - San Bernardino (South)

3.3 5.4

7.4 103 ± 10
30 ± 7
Garnet Hill *

4.7 7.5
San Andreas - San Bernardino (North)

5.6 8.9

7.5 103 ± 10
24 ± 6
San Andreas - Coachella

9.5 15.2

7.2 96 f 10
25 ± 5
Indio Hills *

9.6 15.4
Blue Cut *

11.3 18.0
Eureka Peak

12.0 19.3

6.4 19±2

0.6±0.4
Burnt Mtn.

17.9 28.7

6.5 21 ± 2

0.6 f 0.4
Morongo *

19.8 31.7
San Jacinto - Anza

21.3 34.1

7.2 91 ± 9
12 ± 6
Pinto Mtn.

21.5 34.4

7.2 74 ± 7

2.5 ± 2
San Jacinto - Coyote Creek

24.4 39.0

6.8 41 ± 4
4 ± 2
Landers

25.3 40.5

7.3 83 ± 8

0.6 ± 0.4
San Jacinto - San Jacinto Valley

31.0 49.6

6.9 43 f 4
12 ± 6
Pisgah Mtn. - Mesquite Lake

31.7 50.8

7.3 89 ± 9

0.6 ± 0.4
Johnson Valley (northern)

34.7 55.5

6.7 35 ± 4

0.6 ± 0.4
S. Emerson - Copper Mtn.

34.8 55.8
7 54 ± 5

0.6 ± 0.4
North Frontal Fault Zone - Eastern

35.9 57.4

6.7 27 ± 3

0.5 ± 0.3
Lenwood - Lockhart - Old Woman Springs

40.6 65.0

7.5 145 ± 15

0.6 ± 0.4
Calico -Hidalgo

41.2 65.9

7.3 95 ± 10

0.6 ± 0.4
Hot Springs *

41.5 66.3
San Jacinto - Borrego

43.0 68.8

6.6 29 ± 3
4 ± 2
* Note: Faults not included in CGS database.
4-344

Via Josefina and Victory Lane - Rancho Mirage, CA LCI Project No. LP I 8149 Table 2
2016 California Building Code (CBC) and ASCE 7-10 Seismic Parameters CBC Reference
Soil Site Class: D Table 20.3-I
Latitude: 33.7981 N
Longitude: -116.3979 W
Risk Category: 11
Seismic Design Category: E
Maximum Considered Earthquake (MCE) Ground Motion
Mapped MCER Short Period Spectral Response SS 1.889 g Figure 1613.3.1(1) Mapped MCER 1 second Spectral Response S1 0.906 g Figure 1613.3.1(2) Short Period (0.2 s) Site Coefficient F. 1.00 Table 1613.3.3(1) Long Period (1.0 s) Site Coefficient F, 1.50 Table 1613.3.3(2) MCER Spectral Response Acceleration Parameter (0.2 s) Sms 1.889 g = Fa * Ss Equation 16-37 MCER Spectral Response Acceleration Parameter (1.0 s) S11 1.359 g = F,. * Si Equation 16-38 Design Earthquake Ground Motion
Design Spectral Response Acceleration Parameter (0.2 s) SDS Design Spectral Response Acceleration Parameter (1.0 s) Spi Risk Coefficient at Short Periods (less than 0.2 s) CRS Risk Coefficient at Long Periods (greater than 1.0 s) CRI TL
To
Ts
Peak Ground Acceleration PGAM

1.259 g = 2/3*Smrs Equation 16-39

0.906 g = 2/3*Safi Equation 16-40

0.999 ASCE Figure 22-17

0.954 ASCE Figure 22-18

8.00 sec ASCE Figure 22-12

0.14 sec =0.2*SDI/Sps

0.72 sec =Soi/Sos

0.75 g
ASCE Equation 11.8-1

2.0 Period
T (sec)
Sa
(g)
MCER Sa
(g)

0.00 0.14

0.72 0.75

0.80 0.90

1.00 1.10

1.20 1.20

1.40 1.50

1.75 2.00

2.20 2.40

2.60 2.80

3.00 3.50

4.00 0.50

1.26 1.26

1.21 1.13

1.01 0.91

0.82 0.76
D.76

0.65 0.60

0.52 0.45

0.41 0.38

0.35 0.32

0.30 0.26

0.23 0.76

1.89 1.89

1.81 170

1.51 1.36

1.24 1.13

1.13 0.97

0.91 0.78

0.68 0.62

0.57 0.52

0.49 0.45

0.39 0.34

1.8 {{
#
I
{

1.6 as

1.4 _
_
en
1 _
-
".ral Acceleration,
OD O N
a 0.6
, 9441j‘ 11%\\\\11\--
`
co
�"''

0.4 ,..
'�■+
- _ �

0.2 -
rt

0.0 - ___r

0.0 0 5 1.0 1.5 2 0 2 5 3 0 3 5 4.0
Period (sec)
MCER Response Spectra - • Design Response Spectra
4-345

FIGURES

0 almdale
Victorvil
FI3ve side o
Appik Valley
Heripp ;
Escondido
-
Source: California Geological Survey 2010 Fault Activity Map of California http://www.quake.ca.govigmaps/FAM/faultactivitymap.html# Brawley
Mexi • Ii
Lake
Havasu.City
• Imperial National
Wtldllfe Refuge
San Luis Rio
Colorado
La Pay
County P

LAMIMARK
Geo-Engineers and Geologists
Project No.: LP18149
Regional Fault Map
Figure 1
4-347

Oiamon. —�
e` 4 • '' Va'fey Lake
O.amnad Community Park
aiievYme
Source: California Geological Survey 2010 Fault Activity Map of California http:ll www.quake.ca.gov/gmaps/FAM/faultactivitymap.html# 4-348

EXPLANATION
Fault traces on land are racketed by solid lines where well boated, by dashed lines where approximately located or inferred. and by dotted lines where concealed by younger rocks or by lakes or bays Fault traces are queued where continuation or existence is uncertain Concealed Mulls In the Great Valley are based on maps of selected subsurface horizons. so locations shown are approximate and may indicate structural nendmly All offshore tapes based as sesmr reflector, pace records are shown as solid lines where well defined, dasmml wnere inferred, queued where unnemen

FAULT CLASSIFICATION COLOR CODE
(Indicating Rcecne) of blot meal)
Fault along which historic (last 200 years) displacement has occurred and assodated with one or more of the following
(a) a recorded earthquake with surface rupture (Also included are some well-defined surface breaks caused by ground shaking during earthquakes, e g extensive ground breakage, not on the White Wolf fault, caused by the Arvin -Tehachapi earthquake of 1952) The date of the associated earthquake is indicated Wnere repeated surface ruptures on the same fault have occurred, only the date of the latest movement may be indicated, especially it earlier reports are not well documented as to location of ground breaks
(b) fault creep slippage - slow ground displacement usually without accompanying earthquakes (c) displaced survey lines
e
On
A triangle to the right or left of the dale indicates termination point of observed surface displacement Solid red triangle indicates known location of rupture termination point Open black Mangle indicates uncertain or estimated location of rupture termination point
Date bracketed by triangles indicates local fault break No tnangle by date indicates an intermediate point along fault break Fault that oeh,dl fault creep egp(app Hachures indicate linear extent of fault weep Annotation (creep with leader) indicates •epresentauve tracer, where fault creep has been observed and recorded Square on fault indicates where fault creep slippage has occured that has been triggered by an earthquake an same other fault Dated causative earthquake indicated Squares to right and left of date indicate termi- nal paints between which triggered creep slippage has occurred (creep either continuous or intermittent between these end points)
Holocene fault displacement (dunng past 11,700 years) without historic record Geomorphic evidence for Holocene faulting includes sag ponds, scarps showing little erosion, or the following features in Holocene age deposit.: offset stream courses, linear scarps, shutter ridges, and triangular faceted spurs Recency of faulting offshore is based on the interpreted age of the youngest strata displaced by faulting Late Quaternary fault Inpra_ement (during past 700,000 years) Geomorphic evidence similar to that described for HataOene backs escre features are Into dsbti:t ',kitt g may be younger but lock of younger overlying deposits precludes more accurate age classification Quaternary fault (age undifferentiated) Most faults of this category show evidence of displacement some- time during the past 1 8 million years; possible exceptions are faulls which displace rocks of undlRerenO- ated Rio -Pleistocene age Unnumbered Quaternary faults were based on Fault Map of California, 1975 See Bulletin 201, Appends D for source data
Pte-Oua etnaryfarlt [older that 1 8 mihon Wail or fault wthout recognized Quatemary dsplacermmt Scene fauns era shown in tills category becreese the source Of Inappng used was of reconnaissnce nature, or was not done with the object of dating feat dspraaemmenex Faults in this category are not necessarily inactive

ADDITIONAL FAULT SYMBOLS
Bar and ball on downthrown side (relative or apparent)
Arrows along fault indicate relabve or apparent direction of lateral movement Arrow on fault indicates direction of rip
Low angle fault (barbs on upper date) Fault surface generally dips less than 45° but locally may have been subsequently steepened On offshore faults, barbs simply rw5cate a reverse fault regardess of steepness of dip

OTHER SYMBOLS
Numbers refer to annotations listed in the appendices of the accompanying report. Annotations in dude fault name, age of fault displacement, and pefllnelf refeenees rlrttudng Earlhtaake Fault Zone maps where a fault has been zoned by the AlglssPPndo Earfhoepke Fa ft Zoning Act Tins Act requires the State Geolo- gist to delineate zones to encompass faults with Holocene displacement Structural discontinuity (offshore) separating differing Neogene structural domains May indicate disconti- mntles between betterment rocks
Brawley Seismic Zone, a linear zone of seismicity locally up to 10 kin wide associated with the releasing step between the Imperial and San Andreas faults
Geologic
Titnc
Scale
Ycars
Before
Present
(Applies)
Fault
Symbol
Rexene)
or
Mot°inert)

DESCRIPTION

ON LAND

OFFSHORE
3 �■
1,u,.,,. ,� lrlunng ,o..,n,A... • gsa. rim,°w lase sal
3 11.700
-
I�
700.000
1,600.000
-
d
4 5 billion
Fauns wttwul remga.ed
guelemaryd eenmenior
Mooring evidence a re
oat
dee hlclre! during pualmnary
rime Not nm.aany lnaCNa
race .a Nib el mmme n
older age
• On !ornery non reongn2ed as extending let a Ma raWaer and vaeanwn. 2aeel quaternaryteuls in lnsmaprwm eaMsi.ned dine the eevbus l6 Ma en!! non

APPENDIX A

6:1
�ti
PALM'
PRINGS
•� • CATHEDRAL
CITY
maul. • E + �5�:'Ifl
�I
it ^�' .e { + • 'o r r wA
•

E i,�
•,13• E., nRAMED PEAK X =
--4.—""'''' U
ft WILDERNESS '• „
•d ►SAVVWL ^. AN14, A +A ...., wl •
Jr, - ,7.:• 1•,ilk n..: —.II.
1 ;; , .STATE CA.N - .� '
' M r
FOREST 1 3-.
'I'-. ~ 1.w. 3�..
} sMIYA RU A - ✓.-
i/ moan E. �'
•
1/ ... mown000,
,A w- • -
1 Lon ',me Mow•taN
rl

MONUMENT
1- •, l
REFUGE S.D i/ I `,� T �L ^1
'Lo1,, -.7.7-:;i:44..1 'f f fr,�• .L 3-_r ,'l 7/ '1 I De ..

LAN HMi11iK
Vicinity Map
Plate
A-1
Geo-Engineers and Geologists
Project No.: LP18149
4-351

Legend
® Approximate Test Pit Location

LANDMARK
Site and Exploration Plan
Plate
A-2
Geo-Engineers and Geologists
Project No.: LP18149
4-352

r flI
37P
Nnlurnl Pir.oun:r
Conseivatia! Service
F:cz°

14.XF
f+nt

LANDMARK
Geo-Engineers and Geologists
USDA Soil Conservation
Soil Service Map
Plate
A-3
Project No.: LP18149

Soil Map —Riverside County, Coachella Valley Area, California

MAP LEGEND
Area of Interest (AOI)
Area of Interest (A01)
Soils
•
u
Ci
0 416
0 0
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
l
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
4-1-► Rails
„y Interstate Highways
US Routes
Major Roads
Local Roads
Background
. Aerial Photography

MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.

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 10, Sep 13, 2018
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Jan 22, 2015 —Feb 10, 2015
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.

USDA Natural Resources
110. Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/7/2018
4Pa 54

Soil Map —Riverside County, Coachella Valley Area, California Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
MaB
MaD
Myoma fine sand, 0 to 5
percent slopes
Myoma fine sand, 5 to 15
percent slopes
Totals for Area of Interest

26.7 0.5

27.2 98.2%

1.8%
100.0%
uirm, Natural Resources Web Soil Survey 11/7/2018
Conservation Service National Cooperative Soil Survey Page 3 of 3 4-355

LANDMARK
Geo-Engineers and Geologists
Topographic Map
Plate
A-4
Project No.: LP18149
4-356

Fault Map
Legend
rotes
Los A„,,,...., .�^
•' 7
an Diego el ear call
Tijuana -
Notes
fRCI
Fd i ?ones
zr.
•
■ I: "I. M -I I I ( ..
. .. u,.. -- -. -
3 009
6,0'9 Feet
'IMPORTANT' Maps and data are to be used for reverence purposes only Map features are eppro•rmate end are not necessarily accurate to rata -Vern or engineering standards The County of Riverside mattes no wanes or guarantee as to the content the source is often third party'', accuracy Orneriness or comp!etaness of arty of trio data provided and assumes no !egetrespcns tdy fertile rnformahon ccnlmred on hie map Ally use of his productooth respect to acctaacy and precision shot be he sol* respcnsibi y of the user
REPORT PRINTEDON t1l9Qtf19969Gat AM
Rivers:de County CIS
IIAIIJMI1llI(
Riverside County
Geographic Information System (GIS)
Fault Map
Plate
A-5
Gleo-Engineers and Geologists
Project No.: LP18149
4-357

Subsidence Map
Project Site
TI�II:rI.7
Notes
•RCIT
' Legend

LANDMARK
Riverside County
Geographic Information System (GIS)
Subsidence
Plate
A-6
Geo-Engineers and Geologists
Project No.: LP18149
4-358

Liquefaction Map
'� \l �rz
i
Project Site
;
•.
.ti
.%.

Legend
Lo A.np..da
C
ilium.

Notes
`i1F' -1 V][ ] _IA.01 ] 1 E F.:" C E J. E 1 J 'CJ UI va 3c.)-, d.C• RCfiT =IC E ]I ] ] c . r e, re ne r y t]rtl 'c 3, per a r_ ., [ t t r R n r7 i
..r'r •. _.l . f .F.' _ ... -1, :1 ; 4. ,r;. . I , rt: :rh 1 . Y..

LANDMARK
Riverside County
Geo-Engineers and Geologists
Project No.: LP18149
Geographic Information System (GIS)
Liquefaction Zones
Plate
A-7
4-359

VII- l ( I ,r oll ni
.1 1 1 1 1 1 1 1 .1 1 1111 1.1 11 1(l ,t.1 l .111,1
( 1vII!i
11111,1! ;1,1;1 ic(I
11(,11_' 4

LEGEND

SPECIAL FLOOD HAZARD AREAS SUBJECT TO INUNDATION
BY THE 1% ANNUAL CHANCE FLOOD
The 1% annual flood (100 -year flood), also known as the base flood, is the flood that has a 1% chance of being equaled or exceeded In any given year. The Special Flood Hazard Area is the area subject to flooding by the 1% annual chance flood. Areas of Special Flood Hazard Include Zones A, AE, All, AO, AR, A99, V, and VE. The Base Flood 8evatlai is the water -surface aeration of the 1% annual chance flood.

ZONE A No Base Flood Elevations determined.

ZONE AE Base Flood Elevations determined.

ZONE Ali Flood depths of 1 to 3 feet (usually areas of pending); Base Flood 8evabons determined.

ZONE AO Flood depths of i tD 3 feet (usually sheet flow on sloping terrain); average depth determined. For areas of alluvial fan flooding, velodtles also debermined.

ZONE AR Special Flood Hazard Area formerly protected from the 1% annual chance flood by a flood control system that was subsequently decertified. Zone AR indicates that the former flood control system is being restored to provide protection from the 1% annual chance or greater flood.

ZONE A99 Area to be protected from 1% annual chance flood by a Federal flood protection system under construction; no Base Flood Bevatiors determined.

ZONE V Coastal flood zone with velocity hazard (wave adfon); no Base Flood Efembon5 determined.

ZONE VE Coastal flood zone with velocity hazard (wave action); Base Flood Elevations determined,

FLOODWAY AREAS IN ZONE AE
The floodway is the channel of a stream plus any adjacent floodplain areas that must be kept free of encroachment so that the 1% annual chance flood can be carried without substantial increases In flood heights.

OTHER FLOOD AREAS
ZONE X
ZONE X
ZONE D
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.

OTHER AREAS
Areas determined to be outside the 0.2% annual chance f oodplain.

Areas In which food hazards are undetermined, ermined, but possible

COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
OTHERWISE PROTECTED AREAS (OPAs)
CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas. 1% annual chance floodplain boundary

0.2% annual chance IWo(lplarn bounday
Floodway boundary
Zone D boundary
CBRS and OPA boundary
— — Boundary dividing Special Flood Hazard Area Zones and boundary dividing Special Flood Hazard Areas of different Base Flood Elevations, flood depths or flood veocttles.
513 Base Flood Elevation line and value; elevatlon in feet' (EL 987) Base Flood Elevation value where uniform within zone; elevation in feet'
° Referenced to the North American Vertical Datum of 1988 87°07'45", 32°22'30"
76C0° N
600000 FT
DX5510 x
Cross section line
Tralsee(t line
Geographic coordinates referenced CD the North American Datum of 1983 (NAD 83), Western Hemisphere
1000 -mete Universal Transverse Mercator grid values, zone 1IN
5000 -foot grid ticks: California State Pane coordinate system, zone VI (FIPSZONE 0906), lambert Conformal Conic projedion
Bench mark (see explanation in Nolen to Users section of this FIRM panel)
•M1 5 River Mile
4-361

APPENDIX B

DEPTH
FIELD
LOG OF TEST PIT NO. T-1
SHEET 1 OF 1

LABORATORY
SAMPLE
USCS
CLASS.

BLOW
COUNT
POCKET
PEN. (tsf)
DRY

DENSITY
(pcf)

MOISTURE

CONTENT
(% dry wt.)

OTHER TESTS

DESCRIPTION OF MATERIAL
\(—
=
. . . . .

SAND (SP-SM): Olive gray, dry, medium dense, fine grained 102.5

97.1 1.1

1.5 Passing #200 = 58%
5 10
Total Depth = 10.0'
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
--
15 20
25 30
DATE EXCAVATED: 08/30/18
LOGGED BY: A. Arthen
SURFACE ELEVATION:

TOTAL DEPTH. 10.0 Feet
DEPTH
DIAMETER:

TO WATER:

N/A
TYPE OF BIT: Backhoe
N/A
HAMMER WT: N/A
DROP:

N/A
PROJECT NO. LP18149

LANDMARK
PLATE B-1
Gco-Engineers and Geologist;
4-363

DEPTH
FIELD
LOG OF TEST PIT NO. T-2
SHEET 1 OF 1

LABORATORY
SAMPLE
USCS
CLASS.

BLOW
COUNT
POCKET
PEN. (tsf)
DRY

DENSITY
(pcf)

MOISTURE

CONTENT
(% dry wt.)

OTHER TESTS

DESCRIPTION OF MATERIAL
1 •
::>;
SAND (SP-SM): Olive gray, dry, medium dense, fine grained 103.2

99.6 2.3

1.4 10
Total Depth = 10.0'
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
1 15
20 25
30 DATE EXCAVATED:

LOGGED BY:

SURFACE ELEVATION:
08/30/18 TOTAL DEPTH: 10.0 Feet
DEPTH
DIAMETER:

TO WATER:

N/A
A. Arthen
TYPE OF BIT: Backhoe
N/A
N/A
HAMMER WT.: N/A DROP:

PROJECT NO. LP18149

LANDMARK
PLATE B-2
Gco-Engineers and Geologists
4-364

DEPTH
FIELD
LOG OF TEST PIT NO. T-3
SHEET 1 OF 1

LABORATORY
SAMPLE
USCS
CLASS.

BLOW
COUNT
POCKET
PEN. (tsf)
DRY

DENSITY
(pcf)

MOISTURE

CONTENT
(% dry wt.)

OTHER TESTS

DESCRIPTION OF MATERIAL
r-
•
•
•
SAND (SP-SM): Olive gray, dry, medium dense, fine grained 103.3
101.1

1.1 2.0
5 10
Total Depth = 10.0'
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
15 20
25 30
DATE EXCAVATED:

LOGGED BY:

SURFACE ELEVATION:
08/30/18
TOTAL DEPTH: 10.0 Feet
DEPTH TO WATER:

DIAMETER:

DROP:

N/A
N/A
A. Arthen
TYPE OF BIT: Backhoe
HAMMER WT.: N/A
N/A
PROJECT NO. LP18149

LANDMARK
PLATE B-3
Geo-Engin 'ers and Geologists
4-365

DEPTH I
FIELD
LOG OF TEST PIT NO. T-4
SHEET 1 OF 1

LABORATORY
SAMPLE
USCS
CLASS.

BLOW
COUNT
POCKET
PEN. (tsf)
DRY

DENSITY
(pcf)

MOISTURE

CONTENT
(% dry wt.)

OTHER TESTS

DESCRIPTION OF MATERIAL
--
•
SAND (SP-SM): Olive gray, dry, medium dense, fine grained 102.8

99.9 1 3

1.9 5
I
10 Total Depth = 12.0'
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
15 20
25 30
DATE EXCAVATED:

LOGGED BY:

SURFACE ELEVATION:
08/30/18 TOTAL DEPTH: 12.0 Feet DEPTH
TO WATER:

N/A
A. Arthen
TYPE OF BIT: Backhoe DIAMETER:

N/A
HAMMER WT.: N/A
DROP:

N/A
PROJECT NO. LP18149

LANDMARK
r
PLATE B-4
Gco-Engineers and Geologists
4-366

DEPTH
FIELD
LOG OF TEST PIT NO. T-5
SHEET 1 OF 1

LABORATORY
SAMPLE
USCS
CLASS.

BLOW
COUNT
POCKET
PEN. (tsf)
DRY

DENSITY
(pcf)

MOISTURE

CONTENT
(% dry wt.)

OTHER TESTS

DESCRIPTION OF MATERIAL
I
•
. . . .

SAND (SP-SM): Olive gray, dry, medium dense, fine grained 102.0
100.8

1.5 2.7
Passing #zoo = 52
5 10
Total Depth = 10.0'
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
15 20
I
25 30
DATE EXCAVATED: 08/30/18
LOGGED BY: A. Arthen
SURFACE ELEVATION:

TOTAL DEPTH: 10.0 Feet DEPTH
TO WATER:

N/A
TYPE OF BIT: Backhoe DIAMETER:

N/A
HAMMER WT: N/A DROP:

N/A
PROJECT NO. LP18149

LANDMARK
PLATE B-5
Geo-Engineers and Geologists
4-367

PRIMARY DIVISIONS

DEFINITION OF TERMS

SYMBOLS

SECONDARY DIVISIONS
Coarse grained soils More
than half of material is larger
that No. 200 sieve
Fine grained soils More than
half of material is smaller
than No. 200 sieve
Highly organic soils
Gravels
More than half of
coarse fraction is
larger than No. 4
sieve
Clean gravels (less
than 5% tines)
Q:D:G
`OC
GW
Well graded gravels. gravel -sand mixtures, little or no fines •
1, jij
4 r dv
w 0
GP
Poorly graded gravels, or gravel -sand mixtures, little or no fines Gravel with fines
GM
Silty gravels, gravel -sand -silt mixtures, non -plastic fines GC Clayey gravels, gravel -sand -clay mixtures, plastic fines Sands
Clean sands (less
than 5% fines)
'.:E'4i
;
SW
Wellgraded sands, ravel) sands, little or no fines
gravelly
More than half of
coarse fraction is
smaller than No. 4
sieve ^
SP
Poorly graded sands or gravelly sands, little or no fines Sands ith fines
w
1�- ''
SM
Silty sands, sand -silt mixtures, non -plastic fines
-
,�t„F
;2�rf
SC
Clayey sandssand-clay mixtures, plastic fines
Silts and clays
1111 11
ML
Inorganic silts, clayey silts with slight plasticity
Liquid limit is less than 50%
�
/#1:

CL
Inorganic clays of low to medium plasticity, gravely, sandy, or lean clays 4 1 Iyl,l
OL
Organic silts and organic clays of low plasticity
Silts and clays
1 1 1 I 1
MH
Inorganic silts, micaceous or diatomaceous silty soils, elastic silts Liquid limit is more than 50%
��
CH
Inorganic clays of high plasticity, fat clays
'VS/s�
r%/
OH
Organic clays of medium to high plasticity, organic silts PT
Peat and other highly organic soils

GRAIN SIZES
Silts and Clays
Sand
Gravel
Cobbles
Boulders
Fine
Medium
Coarse
Fine
Coarse
200 40 10
US Standard Series Sieve
Sands, Gravels, etc.

Blowsfft.'
Very Loose
0-4
Loose
4-10
Medium Dense
10-30
Dense
30-50
Very Dense
Over 50
4 3.r4" 3
Clear Square Openings
12 Clays & Plastic Silts
Strength "
Blowslft.'
Very Soft
0-025
0-2
Soft
025-0.5
2-4
Firm

0.5-1.0
48 Stiff

1.0-2.0
8-16
Very Stiff

2.0.4 0
16-32
Hard
Over 4.0
Over 32
* Number of blows of 140 Ib. hammer falling 30 inches to drive a 2 inch O.D. (1 3/8 in. I.D.) split spoon (ASTM D1586). *' Unconfined compressive strength in tons/s.f. as determined by laboratory testing or approximated by the Standard Penetration Test (ASTM D1586), Pocket Penetrometer, Torvane, or visual observation.

Type of Samples:

Drilling Notes:

LI Ring Sample Standard Penetration Test IShelby Tube N Bulk (Bag) Sample

1. Sampling and Blow Counts
Ring Sampler - Number of blows per foot of a 140 lb hammer falling 30 inches.

Standard Penetration Test - Number of blows per foot.

Shelby Tube - Three (3) inch nominal diameter tube hydraulically pushed.

2. P. P. = Pocket Penetrometer (tons/s.f.).

3. NR = No recovery.

4. GWT T = Ground Water Table observed i specified time.

LANDMARK
Geo-Engineers and Geologists
Plate
Project No. LP18149
Key to Logs
B-6
4-368

APPENDIX C

SIEVE ANALYSIS
Cobbles and Boulders
Gravel
Sand
Silt and Clay
Coarse
Fine
Coarse I Medium
Fine
90 80
-T-1®0.3R
1000.000
100.000
10 000
Particle Size (mm)

1.000

0.100
70 60
50 40
30 20
10 0

0.010
Percent Passing by Weight

LANDMARK
Gco.Ergmccr: and Gcs:og :7;
Plate
Project No.: LP16149
Grain Size Analysis
G-1
4-370

SIEVE ANALYSIS
Cobbles and Boulders
Gravel
Sand
Silt and Clay
Coarse I
Fine
Coarse Medium
Fine
90 80
g 0.3 fl.
1000.000 100.000

10.000 1.000
Particle Size (mm)
70 60
50 40
30 20
10 0

0.100 0 010
Percent Passing by Weight

LANDMARK
Geo-Ergmeer.

Project No.:

Grain Size Analysis
Plate
C-2
and Geotog.sty.

LP18149
4-371

LANDMARK CONSULTANTS, INC.

CLIENT: La Paloma Homes
PROJECT: APNs 685-030-006 & -080-031 -- Rancho Mirage, CA JOB No.: LP18149
DATE: 10/30/18

CHEMICAL ANALYSIS
Boring: T-1 Caltrans
Sample Depth, ft: 0-3 Method
pH: 9.0 643
Electrical Conductivity (mmhos): 424
Resistivity (ohm -cm): 25,000 643
Chloride (CI), ppm: 80 422
Sulfate (SO4), ppm: 22 417
General Guidelines for Soil Corrosivity
Material Chemical Amount in Degree of
Affected Agent Soil (ppm) Corrosivity
Concrete Soluble 0 - 1,000 Low
Sulfates 1,000 - 2,000 Moderate
2,000 - 20,000 Severe
> 20,000 Very Severe
Normal Soluble 0 - 200 Low
Grade Chlorides 200 - 700 Moderate
Steel 700 - 1,500 Severe
> 1,500 Very Severe
Normal Resistivity 1 - 1,000 Very Severe
Grade 1,000 - 2,000 Severe
Steel 2,000 - 10,000 Moderate
> 10,000 Low

LANDMAIIK
Geo-Engineers and Geologists
Project No.: LP18149
Selected Chemical
Test Results
Plate
C-3
4-372

Client: La Paloma Homes
Project: APN 685-030-006 & 685-080-031
Project No.: LP18149
Dry Density (pcf)
Date: 9/18/2018
Lab. No.: N/A
140
130
120
110
100
Soil Description: Olive -Gray Silty Sand (SM)
Sample Location: T-1 @ 0-3 ft.

Test Method: ASTM D-1557 A
Maximum Dry Density (pcf): 113.6
Optimum Moisture Content (%): 12.6
5 10
15 20
25 Moisture Content (%)
Curves of 100%
saturation for
specific gravity
equal to:
30 LANDMARK
Moisture Density Relationship
Plate
C-4
Geo-Engineers and Geologists
Project No.: LP18149
4-373

APPENDIX D

Sladden Engineering
45090 Golf Center Parkway, Suite F, Indio, CA. 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite C, Buena Park, CA. 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA. 92223 (951) 845-7743 Fax (95I) 845-8863 800 E. Florida Avenue, Hemet, CA. 92543 (951) 766-8777 Fax (951) 766-8778 December 19, 2016 Project No. 544-16293
16-12-514
La Paloma Homes, Inc.
42280 Beacon Hill
Palm Desert, California 92211
Project:

Proposed Residential Development
Tentative Tract Map No. 36949
SEC Victory Lane aria Josefina
'Wench° Mirage, California
-1
Subject: Percolation & Infiltration Testing for On -Site Storm Water Retention Ref: Geotechnical Investigation report prepared by Sladden Engineering dated December 19, 2016; Project No. 544-16293, Report No. 16-12-506.

As requested, we have performed percolation and infiltration testing on the subject site to evaluate the infiltration potential of the near surface soil for the proposed residential development located at the southeast comer of Victory Lane and Via Josefina in the City of Rancho Mirage. The infiltration rates determined should be useful in the assessment of on -site storm water retention needs. The approximate locations of the tests are indicated on the attached Test Location Photograph (Figure 1).

Percolation testing was performed on November 18, 2016 within one (1) shallow test bore excavated on the site in conjunction with the referenced geotechnical investigation. Testing was performed at a depth of approximately 5.0 feet below existing grade. Testing was performed by placing water within the test bore and recording the drop in the water surface with time. Testing was performed in general accordance with the United States Bureau of Reclamation (BOR) Procedure 7300-89 (1999). Test results are summarized in the following table.

PERCOLATION TEST RESULTS
Test Location
No.

Depth (ft)
Percolation Rate
(in/hour)
Infiltration Rate
Porchet's Method
(in/hr)
P-1
5M

33.5 11.08
Sladden E4in3iM 5

December 19, 2016 -2- Project No. 544-16293
16-12-514
Infiltration testing was performed on November 18, 2016 utilizing a double ring infiltrometer.

Testing was performed in general accordance with the Standard Test Method for Infiltration Rate of Soils in Field Using Double -Ring Infiltrometer (ASTM D-3385). Testing indicated an infiltration rate of 8.8 inches per hour (in/hr) for Test Location No. P-2..

The rates determined represent ultimate rates and an appropriate safety factor should be incorporated into the design to account for long-term saturation and potential "silting" of the surface soil. The safety factor should be determined with consideration to other factors considered in the storm water retention system design (specifically storm water volume estimates) and the safety factors associated with the related design components.

If you have any questions regarding this memo, please contact the undersigned.

Respectfully submitted,

SLADDEN ENGINEERING
Brett L. Anderson
Principal Engineer
Copies: 4 / Addressee
ER

ANDERSON
No. C45389
Exp. 9/30/18
CIVIL

ENGINEERING
Sladden E4irie3ri 6

P-2 C Approximate Percolation Test Location
a
I
MP' v ft
p
e
4 Lt
C P-2
O P-1
fi
40 TEST LOCATION PHOTOGRAPH
Project Number:

Report Number:
544-16293
16-12-514
FIGURE
1 Sladden Engineering
Date:

December 19, 2016
4-377

STORM. fi' ATER PERCOLATION DATA SHEET
Project: Victory Lane & Via Josefina
Test Hole: P-1
Depth of Test Hole: 5.() Feet
Check for Sandy Soil Criteria Tested by: Matt T.

Actual Percolation Tested by: Matt T.

Job No: 544-16293
Date Excavated: 11-18-16
Soil Classification: SP-SM
Date: 11-18-16
Date: 11-18-16
Reading
Number
Time of Reading
Time Interval
Minutes
Total Depth of
Hole (ft)
Initial Water
Level (in)
Final Water
Level (in)
Difference Water
Level (in)
A
9:00
9:25
25 5.0

10.0 0.0

10.0 B
9:25
9:50

25 5.0

10.0 0.0

10.0 1.
9:50
10:05
15 5.0

9.5 0.0

9.5 2.
10:05
10:20
15 5.0

8.0 0.0

8.0 3
10:20
10:35
15 5.0

8.5 0.0

8.5 4
10:35
10:50
15 5.0

8.0 0.0

8.0 5
10:50
11:05
15 5.0

8.0 0.0

8.0 6.
11:05
11:20
15 5.0

9.0 0.0

9.0 7.

8. 9.

10. 11.

12. 4-378

PERCOLATION RATE CONVERSION (PORCHET METHOD), RIVERSIDE COUNTY (t=
OH 60 R
At(r+2 Havg)
At (minutes)
Df (Final Depth to water)
r (hole radius in inches)
Do (Initial Depth to water)
Dt (Total Depth of test hole)
Ho (initial height of water at selected time interval)
Ho = DCDO
Hf (final height of water at the selected time interval) Hf = Dt Df
AH (change in head over the time interval)
AH = Ho-Hf
Havg (average head height over the time interval)
Havg = (Ho+Hf)/2
Test Hole: P-1
It=
At = 15
Df = 60
r = 4.00
Do = 51
Dt = 60.00
Ho = 9
Hf= 0
AH = 9.00
Havg = 4.50

11.08 in/hr

DOUBLE RING PERCOLATION RATE CALCULATIONS

INNER RING
Job No.

Test Hole
AVERAG
544-16296
Interval
Number
Initial
Water(cm)
Final
Water(cm)
Con. Factor
(cm to in)
Water
(in)
Area Mar.
iin2i
Volume
(in3)
Area IR
(in2)
Time
(min)
Time
(hr)
Vir
(in/hr)
P-2
1 47.0

0.0 0,39

18.5 8 9
165.5
113.1
10 0 7
8,8
9 3
4 5
6 7
8 9
10 11
12 13
RATE* = I

8.8 14
(in/hr)
15 16
17 18
19 20
21 L
23 24
25 4-380

APPENDIX E

REFERENCES
American Concrete Institute (ACI), 2013, ACI Manual of Concrete Practice 302.1R-04 American Society of Civil Engineers (ASCE), 2010, Minimum Design Loads for Buildings and Other Structures: ASCE Standard 7-10.

California Building Standards Commission, 2017, 2016 California Building Code.

California Code of Regulations, Title 24, Part 2, Vol. 2 of 2.

Caltrans, 2012, Highway Design Manual.

California Division of Mines and Geology (CDMG), 1996, California Fault Parameters:
available at http://www.consrv.ca.go%/dmg/shezp/tltindex.html .

California Geological Survey (CGS), 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 1 17A, 98p.

California Geological Survey (CGS), 2018, Fault Activity Map of California http:/i;vw w.quakc.ca.gov/maps/FAN1/faultactivit map.htmI#.

California Geological Survey (CGS), 2018, Alquist-Priolo Earthquake Fault Zone Maps. http://maps.conservation.ca.gov/cus/informationwarehouse/index.htmI?map=reuul atorymaps
Cetin, K. 0., Seed, R. B., Der Kiureghian, A., Tokimatsu, K., Harder, L. F., Jr., Kayen, R.

E., and Moss, R. E. S., 2004, Standard penetration test -based probabilistic and deterministic assessment of seismic soil liquefaction potential: ASCE JGGE, Vol., 130, No. 12. p. 1314-1340.

Geologismiki, 2017, CLiq Computer Program, www.geologismiki.gr Ishihara, K. (1985), Stability of natural deposits during earthquakes, Proc. 11th Int. Conf.

On Soil Mech. And Found. Engrg., Vol. 1, A. A. Balkema, Rotterdam, The Netherlands, 321-376.

Jones, A. L., 2003, An Analytical Model and Application for Ground Surface Effects from Liquefaction, PhD. Dissertation, University of Washington, 362 p.

McCrink, T. P., Pridmore, C. L., Tinsley, J. C., Sickler, R. R., Brandenberg, S. J., and Stewart, J. P., 2011, Liquefaction and Other Ground Failures in Imperial County, California, from the April 4, 2010, El Mayor—Cucapah Earthquake, CGS Special Report 220, USGS Open File Report 2011-1071, 84 p.
4-382

Post -Tensioning Institute (PTI), 2007a, Standard Requirements for Analysis of Shallow Concrete Foundations on Expansive Soils (3rd Edition).

Post -Tensioning Institute (PTI), 2007b, Standard Requirements for Design of Shallow Post -Tensioned Concrete Foundations on Expansive Soils (2"d Edition).

Robertson, P. K., 2014, Seismic liquefaction CPT -based methods: EERI 15t Workshop on Geotechnical Earthquake Engineering — Liquefaction Evaluation, Mapping, Simulation and Mitigation. UC San Diego Campus, 10/12/2014.

Robertson, P. K. and Wride, C. E., 1997, Cyclic Liquefaction and its Evaluation based on the SPT and CPT, Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, NCEER Technical Report 97-0022, p. 41-88.

Rymer, M.J., Treiman, J.A., Kendrick, K.J., Lienkaemper, J.J., Weldon, R.J., Bilham, R., Wei, M., Fielding, E.J., Hernandez, J.L., Olson, B.P.E., Irvine, P.J., Knepprath, N., Sickler, R.R., Tong, .X., and Siem, M.E., 2011, Triggered surface slips in southern California associated with the 2010 El Mayor-Cucapah, Baja California, Mexico, earthquake: U.S. Geological Survey Open -File Report 2010-1333 and California Geological Survey Special Report 221, 62 p., available at http://pubs.usgs.gov/of/ 2010/1333/.

U.S. Geological Survey (USGS), 1990, The San Andreas Fault System, California, Professional Paper 1515.

U.S. Geological Survey (USGS), 2017, US Seismic Design Maps Web Application, available at http://geohazards.usgs.gov/desiznmaps/us/application.php Wire Reinforcement Institute (WRI/CRSI), 2003, Design of Slab -on -Ground Foundations, Tech Facts TF 700-R-03, 23 p.

Youd, T. L., 2005, Liquefaction -induced flow, lateral spread, and ground oscillation, GSA Abstracts with Programs, Vol. 37, No. 7, p. 252.

Youd, T. L. and Garris, C. T., 1995, Liquefaction induced ground surface disruption:

ASCE Geotechnical Journal, Vol. 121, No. 1 1.
4-383

ACTUAL IMPERVIOUS COVER
Land Use (1)
Range -Percent
Recommended Value
For Average
Conditions-Percent(2;
Natural or Agriculture
Single Family Residential: (3)
40,000 S. F. (1 Acre) Lots
20,000 S. F. (1 Acre) Lots
7,200 - 10,000 S. F. Lots
Multiple Family Residential:

Condominiums
Apartments
Mobile Home Park
Commercial, Downtown
Business or Industrial
0 - 10
10 - 25
30 - 45
45 - 55
45 - 70
65 - 90
60 - 85
80 -100
0 20
40 50
65 80
75 90
Notes:

1. Land use should be based on ultimate development of the watershed.

Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions.

2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas.

3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above.

RCFC & WCD

HYDROLOGY MA NUAL

IMPERVIOUS COVER
FOR

DEVELOPED AREAS
4-3W-56

PROPOSED CONDITION 100 -YEAR

ONSITE RATIONAL METHOD DISCHARGES

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2018 Version 9.0 Rational Hydrology Study Date: 03/30/23 File:wslrevg100.out WS -1 100 -year peak discharge offsite
JN 20073
03-30-2023
Fomotor Engineering
* * * *-* *-* *-*
Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 6549
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition 2 2 year, 1 hour precipitation = 0.356(In.)
100 year, 1 hour precipitation = 1.540(In.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.540(In/Hr)
Slope of intensity duration curve = 0.4700
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 ** INITIAL AREA EVALUATION ****
Initial area flow distance = 277.500(Ft.)
Top (of initial area) elevation = 328.200(Ft.)
Bottom (of initial area) elevation = 316.400(Ft.)
Difference in elevation = 11.800(Ft.)
Slope = 0.04252 s(percent)= 4.25
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.459 min.

Rainfall intensity = 3.669(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.763
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.546(CFS)
Total initial stream area = 1.980(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 1.98 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 67.0

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2018 Version 9.0 Rational Hydrology Study Date: 03/30/23 File:WS2OFFQ100.out WS -2 OFFSITE 100 -YEAR PEAK DISCHARGE
JN 20073
03-30-2023

FOMOTOR ENGINEERING
* *-* *-* *-* *-*
Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 6549
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition 2 2 year, 1 hour precipitation = 0.356(In.)
100 year, 1 hour precipitation = 1.540(In.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.540(In/Hr)
Slope of intensity duration curve = 0.4700
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 210.000 ** INITIAL AREA EVALUATION ****
Initial area flow distance = 247.200(Ft.)
Top (of initial area) elevation = 320.300(Ft.)
Bottom (of initial area) elevation = 317.000(Ft.)
Difference in elevation = 3.300(Ft.)
Slope = 0.01335 s(percent)= 1.33
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.387 min.

Rainfall intensity = 3.363(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.753
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.026(CFS)
Total initial stream area = 0.800(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 0.80 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 67.0

100-YR SYNTHETIC UNIT

HYDROGRAPH ANALYSIS
(POST DEVELOPED CONDITION)

Unit H y d r o g r a p h Analysis
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 03/30/23 File: ONOFF100YR1HR1100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6549
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
100 -YEAR / 1 -HOUR TOTAL ON AND OFF SUH RUNOFF PROPOSED JN 20073
03-30-2023

FOMOTOR ENGINEERING
Drainage Area = 10.52(Ac.) = 0.016 Sq. Mi.

Drainage Area for Depth -Area Areal Adjustment = 10.52(Ac.) Length along longest watercourse = 200.00(Ft.)
Length along longest watercourse measured to centroid 100.00(Ft.) Length along longest watercourse = 0.038 Mi.

Length along longest watercourse measured to centroid = 0.019 Mi.

Difference in elevation = 1.00(Ft.)
Slope along watercourse = 26.4000 Ft./Mi.

Average Manning's 'N' = 0.020
Lag time = 0.016 Hr.

Lag time = 0.99 Min.
25% of lag time = 0.25 Min.
40% of lag time = 0.39 Min.

Unit time = 5.00 Min.

Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1]

10.52 Rainfall(In)[2] Weighting[1*2]

0.36 3.75
100 YEAR Area rainfall data:

Area (Ac .) [1]

10.52 Rainfall(In)[2] Weighting[1*2]

1.54 16.20
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall =
Area Averaged 100 -Year Rainfall =

0.356(In)

1.540(In)
Point rain (area averaged) = 1.540(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 1.540(In)
Sub -Area Data:

Area(Ac.) Runoff Index Impervious %

7.740 32.00 0.583

2.780 78.00 0.000
Total Area Entered = 10.52(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC -2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

32.0 32.0 0.742 0.583 0.353 0.736 0.259

78.0 78.0 0.268 0.000 0.268 0.264 0.071
Sum (F) = 0.330

0.016 Sq. Mi.
4-389

Area averaged mean soil loss (F) (In/Hr) = 0.330
Minimum soil loss rate ((In/Hr)) = 0.165
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.529
Slope of intensity -duration curve for a 1 hour storm =0.5800 U n i t H y d r o g r a p h
DESERT S -Curve
Unit Hydrograph Data
Unit time period Time of lag Distribution Unit Hydrograph (hrs)
Graph % (CFS)
1 0.083
2 0.167
506.399
1012.798

71.408

28.592
Sum = 100.000 Sum=

7.571

3.031

15.0 30.0

45.0 60.0
0+ 5 0.0175 2.54 VQ
0+10 0.0477 4.39 VQ
0+15 0.0822 5.01 Q
0+20 0.1194 5.40 QV
0+25 0.1613 6.07 Q V
0+30 0.2104 7.14 Q V
0+35 0.2696 8.59 Q
0+40 0.3483 11.42 Q
0+45 0.4817 19.37
0+50 0.8407 52.13
0+55 1.0143 25.21
1+ 0 1.0527 5.57 Q
1+ 5 1.0605 1.13
V
Q V
Q
V Q
V
V
V

Unit H y d r o g r a p h Analysis
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 03/30/23 File: ONOFF100YR1HR3100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6549
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
100 YEAR / 3 HOUR ON AND OFFSITE PROPOSED SUH RUNOFF
JN 20073
03-30-2023

FOMOTOR ENGINEERING
Drainage Area = 10.52(Ac.) = 0.016 Sq. Mi.

Length along longest watercourse measured to centroid = 0.019 Mi.

Difference in elevation = 1.00(Ft.)
Slope along watercourse = 26.4000 Ft./Mi.

Average Manning's 'N' = 0.020
Lag time = 0.016 Hr.

Lag time = 0.99 Min.
25% of lag time = 0.25 Min.
40% of lag time = 0.39 Min.

Unit time = 5.00 Min.

Duration of storm = 3 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1]

10.52 Rainfall(In)[2] Weighting[1*2]

0.60 6.35
100 YEAR Area rainfall data:

Area (Ac .) [1]

10.52 Rainfall(In)[2] Weighting[1*2]

2.29 24.09
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall =
Area Averaged 100 -Year Rainfall =

0.604(In)

2.290(In)
Point rain (area averaged) = 2.290(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 2.290(In)
Sub -Area Data:

Area(Ac.) Runoff Index Impervious %

7.740 32.00 0.583

2.780 78.00 0.000
Total Area Entered = 10.52(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC -2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

32.0 32.0 0.742 0.583 0.353 0.736 0.259

78.0 78.0 0.268 0.000 0.268 0.264 0.071
Sum (F) = 0.330

0.016 Sq. Mi.
4-391

Area averaged mean soil loss (F) (In/Hr) = 0.330
Minimum soil loss rate ((In/Hr)) = 0.165
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.529
Unit Hydrograph
DESERT S -Curve
Unit Hydrograph Data
Unit time period Time % of lag Distribution Unit Hydrograph (hrs)
Graph % (CFS)
1 0.083
2 0.167
506.399
1012.798

71.408

28.592
Sum = 100.000 Sum=

7.571

3.031

10.602
The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain
(Hr.) Percent (In/Hr)
1 0.08 1.30 0.357
2 0.17 1.30 0.357
3 0.25 1.10 0.302
4 0.33 1.50 0.412
5 0.42 1.50 0.412
6 0.50 1.80 0.495
7 0.58 1.50 0.412
8 0.67 1.80 0.495
9 0.75 1.80 0.495
10 0.83 1.50 0.412
11 0.92 1.60 0.440
12 1.00 1.80 0.495
13 1.08 2.20 0.605
14 1.17 2.20 0.605
15 1.25 2.20 0.605
16 1.33 2.00 0.550
17 1.42 2.60 0.714
18 1.50 2.70 0.742
19 1.58 2.40 0.659
20 1.67 2.70 0.742
21 1.75 3.30 0.907
22 1.83 3.10 0.852
23 1.92 2.90 0.797
24 2.00 3.00 0.824
25 2.08 3.10 0.852
26 2.17 4.20 1.154
27 2.25 5.00 1.374
28 2.33 3.50 0.962
29 2.42 6.80 1.869
30 2.50 7.30 2.006
31 2.58 8.20 2.253
32 2.67 5.90 1.621
33 2.75 2.00 0.550
34 2.83 1.80 0.495
35 2.92 1.80 0.495
36 3.00 0.60 0.165
(Loss Rate Not Used)
Sum = 100.0
Flood volume = Effective rainfall 1.45(In)
times area 10.5(Ac.)/[(In)/(Ft.)] _
Total soil loss = 0.84(In)
Total soil loss = 0.740(Ac.Ft)
Total rainfall = 2.29(In)
Flood volume = 55229.1 Cubic Feet
Total soil loss = 32216.4 Cubic Feet
Loss rate(In./Hr) Effective
Max 1 Low (In/Hr)

0.330) 0.189 0.168

0.330) 0.160 0.142

0.330) 0.218 0.194

0.330) 0.262 0.233

0.330) 0.218 0.194

0.330) 0.262 0.233

0.330) 0.218 0.194

0.330) 0.233 0.207

0.330) 0.262 0.233

0.330) 0.320 0.285

0.330) 0.291 0.259

0.330 ( 0.378) 0.384

0.330 ( 0.392) 0.412

0.330 ( 0.349) 0.329

0.330 ( 0.392) 0.412

0.330 ( 0.480) 0.577

0.330 ( 0.451) 0.522

0.330 ( 0.422) 0.467

0.330 ( 0.436) 0.494

0.330 ( 0.451) 0.522

0.330 ( 0.611) 0.824

0.330 ( 0.727) 1.044

0.330 ( 0.509) 0.632

0.330 ( 0.988) 1.538

0.330 ( 1.061) 1.676

0.330 ( 1.192) 1.923

0.330 ( 0.858) 1.291

0.330) 0.291 0.259

0.330) 0.262 0.233

0.330) 0.087 0.078
Sum = 17.4

1.3(Ac.Ft)
Peak flow rate of this hydrograph = 19.649(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -HOURR STORM
Runoff Hydrograph
Hydrograph in 5 Minute intervals ((CFS))

Time(h+m) Volume Ac.Ft Q(CFS) 0

5.0 10.0

15.0 20.0
0+ 5 0.0088 1.27
0+10 0.0211 1.78
0+15 0.0320 1.59
0+20 0.0451 1.90
0+25 0.0593 2.06
0+30 0.0755 2.35
0+35 0.0905 2.18
0+40 0.1067 2.35
0+45 0.1237 2.47
0+50 0.1387 2.18
0+55 0.1536 2.16
1+ 0 0.1701 2.39
1+ 5 0.1898 2.86
1+10 0.2106 3.02
1+15 0.2314 3.02
1+20 0.2508 2.82
1+25 0.2763 3.70
1+30 0.3058 4.28
1+35 0.3316 3.74
1+40 0.3599 4.12
1+45 0.3986 5.62
1+50 0.4379 5.70
1+55 0.4731 5.12
2+ 0 0.5086 5.16
2+ 5 0.5462 5.45
2+10 0.6000 7.82
2+15 0.6717 10.40
2+20 0.7265 7.95
2+25 0.8199 13.57
2+30 0.9395 17.36
2+35 1.0748 19.65
2+40 1.1823 15.61
2+45 1.2228 5.88
2+50 1.2403 2.55 I Q
2+55 1.2573 2.47 I Q
3+ 0 1.2663 1.29 I Q
3+ 5 1.2679 0.24 Q
✓ Q'
✓ Q
IV Q
IV Q
IV Q
✓ Q
✓ Q
VQ
VQ
I Q
I Q
QV
I Q
I Q
QV
Q V
QV
QV
Q V
Q IV
IQV
IQ V
Q V
Q V
Q V
Q V
Q
QV
Q V
V Q
V
Q
V Q
Q V
V
V
V
V
V

Unit H y d r o g r a p h Analysis
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 03/30/23 File: ONOFF100YR1HR6100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6549
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
100 -YEAR / 6 -HOUR ON AND OFF PROPOSED SUH RUNOFF
JN 20073
03-30-2023

FOMOTOR ENGINEERING
Drainage Area = 10.52(Ac.) = 0.016 Sq. Mi.

Drainage Area for Depth -Area Areal Adjustment = 10.52(Ac.) Length along longest watercourse = 200.00(Ft.)
Length along longest watercourse measured to centroid = 100.00(Ft.) Length along longest watercourse = 0.038 Mi.

Length along longest watercourse measured to centroid = 0.019 Mi.

Difference in elevation = 1.00(Ft.)
Slope along watercourse = 26.4000 Ft./Mi.

Average Manning's 'N' = 0.020
Lag time = 0.016 Hr.

Lag time = 0.99 Min.
25% of lag time = 0.25 Min.
40% of lag time = 0.39 Min.

Unit time = 5.00 Min.

Duration of storm = 6 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1]

10.52 Rainfall(In)[2] Weighting[1*2]

0.83 8.71
100 YEAR Area rainfall data:

Area (Ac .) [1]

10.52 Rainfall(In) [2] Weighting[1*2]

3.07 32.30
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall =
Area Averaged 100 -Year Rainfall =

0.828(In)

3.070(In)
Point rain (area averaged) = 3.070(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 3.070(In)
Sub -Area Data:

Area(Ac.) Runoff Index Impervious %

7.740 32.00 0.583

2.780 78.00 0.000
Total Area Entered = 10.52(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC -2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

32.0 32.0 0.742 0.583 0.353 0.736 0.259

78.0 78.0 0.268 0.000 0.268 0.264 0.071
Sum (F) = 0.330

0.016 Sq. Mi.
4-394

71.408

28.592
Sum = 100.000 Sum=

7.571

3.031

10.602
The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max 1 Low (In/Hr)
1 0.08 0.50 0.184 ( 0.330) 0.097 0.087
2 0.17 0.60 0.221 ( 0.330) 0.117 0.104
3 0.25 0.60 0.221 ( 0.330) 0.117 0.104
4 0.33 0.60 0.221 ( 0.330) 0.117 0.104
5 0.42 0.60 0.221 ( 0.330) 0.117 0.104
6 0.50 0.70 0.258 ( 0.330) 0.136 0.121
7 0.58 0.70 0.258 ( 0.330) 0.136 0.121
8 0.67 0.70 0.258 ( 0.330) 0.136 0.121
9 0.75 0.70 0.258 ( 0.330) 0.136 0.121
10 0.83 0.70 0.258 ( 0.330) 0.136 0.121
11 0.92 0.70 0.258 ( 0.330) 0.136 0.121
12 1.00 0.80 0.295 ( 0.330) 0.156 0.139
13 1.08 0.80 0.295 ( 0.330) 0.156 0.139
14 1.17 0.80 0.295 ( 0.330) 0.156 0.139
15 1.25 0.80 0.295 ( 0.330) 0.156 0.139
16 1.33 0.80 0.295 ( 0.330) 0.156 0.139
17 1.42 0.80 0.295 ( 0.330) 0.156 0.139
18 1.50 0.80 0.295 ( 0.330) 0.156 0.139
19 1.58 0.80 0.295 ( 0.330) 0.156 0.139
20 1.67 0.80 0.295 ( 0.330) 0.156 0.139
21 1.75 0.80 0.295 ( 0.330) 0.156 0.139
22 1.83 0.80 0.295 ( 0.330) 0.156 0.139
23 1.92 0.80 0.295 ( 0.330) 0.156 0.139
24 2.00 0.90 0.332 ( 0.330) 0.175 0.156
25 2.08 0.80 0.295 ( 0.330) 0.156 0.139
26 2.17 0.90 0.332 ( 0.330) 0.175 0.156
27 2.25 0.90 0.332 ( 0.330) 0.175 0.156
28 2.33 0.90 0.332 ( 0.330) 0.175 0.156
29 2.42 0.90 0.332 ( 0.330) 0.175 0.156
30 2.50 0.90 0.332 ( 0.330) 0.175 0.156
31 2.58 0.90 0.332 ( 0.330) 0.175 0.156
32 2.67 0.90 0.332 ( 0.330) 0.175 0.156
33 2.75 1.00 0.368 ( 0.330) 0.195 0.174
34 2.83 1.00 0.368 ( 0.330) 0.195 0.174
35 2.92 1.00 0.368 ( 0.330) 0.195 0.174
36 3.00 1.00 0.368 ( 0.330) 0.195 0.174
37 3.08 1.00 0.368 ( 0.330) 0.195 0.174
38 3.17 1.10 0.405 ( 0.330) 0.214 0.191
39 3.25 1.10 0.405 ( 0.330) 0.214 0.191
40 3.33 1.10 0.405 ( 0.330) 0.214 0.191
41 3.42 1.20 0.442 ( 0.330) 0.234 0.208
42 3.50 1.30 0.479 ( 0.330) 0.253 0.226
43 3.58 1.40 0.516 ( 0.330) 0.273 0.243
44 3.67 1.40 0.516 ( 0.330) 0.273 0.243
45 3.75 1.50 0.553 ( 0.330) 0.292 0.260
46 3.83 1.50 0.553 ( 0.330) 0.292 0.260
47 3.92 1.60 0.589 ( 0.330) 0.312 0.278
48 4.00 1.60 0.589 ( 0.330) 0.312 0.278
49 4.08 1.70 0.626 0.330 ( 0.331) 0.296
50 4.17 1.80 0.663 0.330 ( 0.351) 0.333
51 4.25 1.90 0.700 0.330 ( 0.370) 0.370
52 4.33 2.00 0.737 0.330 ( 0.390) 0.407
53 4.42 2.10 0.774 0.330 ( 0.409) 0.443
54 4.50 2.10 0.774 0.330 ( 0.409) 0.443

55 4.58 2.20 0.810 0.330
56 4.67 2.30 0.847 0.330
57 4.75 2.40 0.884 0.330
58 4.83 2.40 0.884 0.330
59 4.92 2.50 0.921 0.330
60 5.00 2.60 0.958 0.330
61 5.08 3.10 1.142 0.330
62 5.17 3.60 1.326 0.330
63 5.25 3.90 1.437 0.330
64 5.33 4.20 1.547 0.330
65 5.42 4.70 1.731 0.330
66 5.50 5.60 2.063 0.330
67 5.58 1.90 0.700 0.330
68 5.67 0.90 0.332 ( 0.330)
69 5.75 0.60 0.221 ( 0.330)
70 5.83 0.50 0.184 ( 0.330)
71 5.92 0.30 0.111 ( 0.330)
72 6.00 0.20 0.074 ( 0.330)
(Loss Rate Not Used)
Sum = 100.0
Flood volume = Effective rainfall 1.78(In)
times area 10.5(Ac.)/[(In)/(Ft.)] =
Total soil loss = 1.29(In)
Total soil loss =
Total rainfall =
Flood volume =
Total soil loss =

1.127(Ac.Ft)

3.07 (In)
68119.8 Cubic Feet
49111.9 Cubic Feet

0.429)

0.448)

0.468)

0.487)

0.507)

0.604)

0.702)

0.760)

0.818)

0.916)

1.091)

0.370)

0.175

0.117

0.097

0.058

0.039

0.480

0.517

0.554

0.591

0.628

0.812

0.996

1.107

1.217

1.401

1.733

0.370

0.156

0.104

0.087

0.052

0.035
Sum = 21.4

1.6(Ac.Ft)
Peak flow rate of this hydrograph = 17.375(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -HOURR STORM
Runoff Hydrograph
Hydrograph in 5 Minute intervals ((CFS))
Time(h+m) Volume Ac.Ft Q(CFS) 0

5.0 10.0

15.0 20.0
0+ 5 0.0045 0.66 VQ
0+10 0.0118 1.05 V Q
0+15 0.0194 1.10 V Q
0+20 0.0270 1.10 V Q
0+25 0.0346 1.10 V Q
0+30 0.0431 1.24 VQ
0+35 0.0520 1.29 VQ
0+40 0.0608 1.29 VQ
0+45 0.0697 1.29 VQ
0+50 0.0786 1.29 Q
0+55 0.0875 1.29 Q
1+ 0 0.0972 1.42 Q
1+ 5 0.1074 1.47 Q
1+10 0.1175 1.47 QV
1+15 0.1277 1.47 QV
1+20 0.1378 1.47 QV
1+25 0.1479 1.47 QV
1+30 0.1581 1.47 Q V
1+35 0.1682 1.47 Q V
1+40 0.1784 1.47 Q V
1+45 0.1885 1.47 Q V
1+50 0.1986 1.47 Q V
1+55 0.2088 1.47 Q V
2+ 0 0.2198 1.60 Q V
2+ 5 0.2303 1.53 Q V
2+10 0.2414 1.60 Q V
2+15 0.2528 1.66 Q V
2+20 0.2642 1.66 Q V
2+25 0.2756 1.66 Q V
2+30 0.2870 1.66 Q V
2+35 0.2984 1.66 Q V
2+40 0.3098 1.66 Q V
2+45 0.3221 1.79 Q V
2+50 0.3348 1.84 Q V
2+55 0.3475 1.84 Q V
3+ 0 0.3602 1.84 Q V
3+ 5 0.3728 1.84 Q V
3+10 0.3864 1.97 Q V
3+15 0.4004 2.02 Q V
3+20 0.4143 2.02 Q V

3+25 0.4292 2.16 Q V
3+30 0.4453 2.34 Q V
3+35 0.4627 2.52 Q V
3+40 0.4804 2.58 Q V
3+45 0.4991 2.71 Q V
3+50 0.5181 2.76 Q V
3+55 0.5380 2.89 Q V
4+ 0 0.5583 2.94 Q V
4+ 5 0.5795 3.08 Q V
4+10 0.6031 3.42 Q V
4+15 0.6293 3.81 Q V
4+20 0.6582 4.20 Q V
4+25 0.6899 4.59 Q V
4+30 0.7223 4.70 Q V
4+35 0.7566 4.98 Q V
4+40 0.7936 5.37 Q V
4+45 0.8333 5.76 Q IV
4+50 0.8738 5.88 Q I V
4+55 0.9161 6.16 Q V
5+ 0 0.9612 6.55 Q I V
5+ 5 1.0167 8.05 Q I V
5+10 1.0856 10.01 Q V
5+15 1.1641 11.40 Q V
5+20 1.2507 12.57 Q
5+25 1.3493 14.31 Q
5+30 1.4689 17.38
5+35 1.5244 8.06 Q,
5+40 1.5403 2.30 Q
5+45 1.5490 1.26 Q
5+50 1.5557 0.97 Q
5+55 1.5602 0.66 Q
6+ 0 1.5631 0.42 Q
6+ 5 1.5638 0.11 Q
V
V
Q V
V
V
V
V
V
V
V

Unit H y d r o g r a p h Analysis
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 03/30/23 File: ONOFF100YR1HR24100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6549
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
100 -YEAR / 24 -HOUR ON AND OFF SUH PROPOSED RUNOFF
JN 20073
03-30-2023

FOMOTOR ENGINEERING
Drainage Area = 10.52(Ac.) = 0.016 Sq. Mi.

Length along longest watercourse measured to centroid = 0.019 Mi.

Difference in elevation = 1.00(Ft.)
Slope along watercourse = 26.4000 Ft./Mi.

Average Manning's 'N' = 0.020
Lag time = 0.016 Hr.

Lag time = 0.99 Min.
25% of lag time = 0.25 Min.
40% of lag time = 0.39 Min.

Unit time = 5.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1]

10.52 Rainfall(In)[2] Weighting[1*2]

1.19 12.52
100 YEAR Area rainfall data:

Area (Ac .) [1]

10.52 Rainfall(In)[2] Weighting[1*2]

4.76 50.08
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall =
Area Averaged 100 -Year Rainfall =

1.190(In)

4.760(In)
Point rain (area averaged) = 4.760(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 4.760(In)
Sub -Area Data:

Area(Ac.) Runoff Index Impervious %

7.740 32.00 0.583

2.780 78.00 0.000
Total Area Entered = 10.52(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC -2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

32.0 32.0 0.742 0.583 0.353 0.736 0.259

78.0 78.0 0.268 0.000 0.268 0.264 0.071
Sum (F) = 0.330

0.016 Sq. Mi.
4-398

71.408

28.592
Sum = 100.000 Sum=

7.571

3.031

10.602
The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max 1 Low (In/Hr)
1 0.08 0.07 0.038 ( 0.585) 0.020 0.018
2 0.17 0.07 0.038 ( 0.583) 0.020 0.018
3 0.25 0.07 0.038 ( 0.581) 0.020 0.018
4 0.33 0.10 0.057 ( 0.579) 0.030 0.027
5 0.42 0.10 0.057 ( 0.576) 0.030 0.027
6 0.50 0.10 0.057 ( 0.574) 0.030 0.027
7 0.58 0.10 0.057 ( 0.572) 0.030 0.027
8 0.67 0.10 0.057 ( 0.570) 0.030 0.027
9 0.75 0.10 0.057 ( 0.567) 0.030 0.027
10 0.83 0.13 0.076 ( 0.565) 0.040 0.036
11 0.92 0.13 0.076 ( 0.563) 0.040 0.036
12 1.00 0.13 0.076 ( 0.561) 0.040 0.036
13 1.08 0.10 0.057 ( 0.558) 0.030 0.027
14 1.17 0.10 0.057 ( 0.556) 0.030 0.027
15 1.25 0.10 0.057 ( 0.554) 0.030 0.027
16 1.33 0.10 0.057 ( 0.552) 0.030 0.027
17 1.42 0.10 0.057 ( 0.550) 0.030 0.027
18 1.50 0.10 0.057 ( 0.547) 0.030 0.027
19 1.58 0.10 0.057 ( 0.545) 0.030 0.027
20 1.67 0.10 0.057 ( 0.543) 0.030 0.027
21 1.75 0.10 0.057 ( 0.541) 0.030 0.027
22 1.83 0.13 0.076 ( 0.539) 0.040 0.036
23 1.92 0.13 0.076 ( 0.537) 0.040 0.036
24 2.00 0.13 0.076 ( 0.534) 0.040 0.036
25 2.08 0.13 0.076 ( 0.532) 0.040 0.036
26 2.17 0.13 0.076 ( 0.530) 0.040 0.036
27 2.25 0.13 0.076 ( 0.528) 0.040 0.036
28 2.33 0.13 0.076 ( 0.526) 0.040 0.036
29 2.42 0.13 0.076 ( 0.524) 0.040 0.036
30 2.50 0.13 0.076 ( 0.521) 0.040 0.036
31 2.58 0.17 0.095 ( 0.519) 0.050 0.045
32 2.67 0.17 0.095 ( 0.517) 0.050 0.045
33 2.75 0.17 0.095 ( 0.515) 0.050 0.045
34 2.83 0.17 0.095 ( 0.513) 0.050 0.045
35 2.92 0.17 0.095 ( 0.511) 0.050 0.045
36 3.00 0.17 0.095 ( 0.509) 0.050 0.045
37 3.08 0.17 0.095 ( 0.507) 0.050 0.045
38 3.17 0.17 0.095 ( 0.505) 0.050 0.045
39 3.25 0.17 0.095 ( 0.502) 0.050 0.045
40 3.33 0.17 0.095 ( 0.500) 0.050 0.045
41 3.42 0.17 0.095 ( 0.498) 0.050 0.045
42 3.50 0.17 0.095 ( 0.496) 0.050 0.045
43 3.58 0.17 0.095 ( 0.494) 0.050 0.045
44 3.67 0.17 0.095 ( 0.492) 0.050 0.045
45 3.75 0.17 0.095 ( 0.490) 0.050 0.045
46 3.83 0.20 0.114 ( 0.488) 0.060 0.054
47 3.92 0.20 0.114 ( 0.486) 0.060 0.054
48 4.00 0.20 0.114 ( 0.484) 0.060 0.054
49 4.08 0.20 0.114 ( 0.482) 0.060 0.054
50 4.17 0.20 0.114 ( 0.480) 0.060 0.054
51 4.25 0.20 0.114 ( 0.478) 0.060 0.054
52 4.33 0.23 0.133 ( 0.476) 0.071 0.063
53 4.42 0.23 0.133 ( 0.474) 0.071 0.063
54 4.50 0.23 0.133 ( 0.472) 0.071 0.063

55 4.58 0.23 0.133 ( 0.470) 0.071 0.063
56 4.67 0.23 0.133 ( 0.467) 0.071 0.063
57 4.75 0.23 0.133 ( 0.465) 0.071 0.063
58 4.83 0.27 0.152 ( 0.463) 0.081 0.072
59 4.92 0.27 0.152 ( 0.461) 0.081 0.072
60 5.00 0.27 0.152 ( 0.459) 0.081 0.072
61 5.08 0.20 0.114 ( 0.457) 0.060 0.054
62 5.17 0.20 0.114 ( 0.455) 0.060 0.054
63 5.25 0.20 0.114 ( 0.453) 0.060 0.054
64 5.33 0.23 0.133 ( 0.452) 0.071 0.063
65 5.42 0.23 0.133 ( 0.450) 0.071 0.063
66 5.50 0.23 0.133 ( 0.448) 0.071 0.063
67 5.58 0.27 0.152 ( 0.446) 0.081 0.072
68 5.67 0.27 0.152 ( 0.444) 0.081 0.072
69 5.75 0.27 0.152 ( 0.442) 0.081 0.072
70 5.83 0.27 0.152 ( 0.440) 0.081 0.072
71 5.92 0.27 0.152 ( 0.438) 0.081 0.072
72 6.00 0.27 0.152 ( 0.436) 0.081 0.072
73 6.08 0.30 0.171 ( 0.434) 0.091 0.081
74 6.17 0.30 0.171 ( 0.432) 0.091 0.081
75 6.25 0.30 0.171 ( 0.430) 0.091 0.081
76 6.33 0.30 0.171 ( 0.428) 0.091 0.081
77 6.42 0.30 0.171 ( 0.426) 0.091 0.081
78 6.50 0.30 0.171 ( 0.424) 0.091 0.081
79 6.58 0.33 0.190 ( 0.422) 0.101 0.090
80 6.67 0.33 0.190 ( 0.420) 0.101 0.090
81 6.75 0.33 0.190 ( 0.419) 0.101 0.090
82 6.83 0.33 0.190 ( 0.417) 0.101 0.090
83 6.92 0.33 0.190 ( 0.415) 0.101 0.090
84 7.00 0.33 0.190 ( 0.413) 0.101 0.090
85 7.08 0.33 0.190 ( 0.411) 0.101 0.090
86 7.17 0.33 0.190 ( 0.409) 0.101 0.090
87 7.25 0.33 0.190 ( 0.407) 0.101 0.090
88 7.33 0.37 0.209 ( 0.405) 0.111 0.099
89 7.42 0.37 0.209 ( 0.404) 0.111 0.099
90 7.50 0.37 0.209 ( 0.402) 0.111 0.099
91 7.58 0.40 0.228 ( 0.400) 0.121 0.108
92 7.67 0.40 0.228 ( 0.398) 0.121 0.108
93 7.75 0.40 0.228 ( 0.396) 0.121 0.108
94 7.83 0.43 0.248 ( 0.394) 0.131 0.117
95 7.92 0.43 0.248 ( 0.393) 0.131 0.117
96 8.00 0.43 0.248 ( 0.391) 0.131 0.117
97 8.08 0.50 0.286 ( 0.389) 0.151 0.135
98 8.17 0.50 0.286 ( 0.387) 0.151 0.135
99 8.25 0.50 0.286 ( 0.385) 0.151 0.135
100 8.33 0.50 0.286 ( 0.384) 0.151 0.135
101 8.42 0.50 0.286 ( 0.382) 0.151 0.135
102 8.50 0.50 0.286 ( 0.380) 0.151 0.135
103 8.58 0.53 0.305 ( 0.378) 0.161 0.143
104 8.67 0.53 0.305 ( 0.376) 0.161 0.143
105 8.75 0.53 0.305 ( 0.375) 0.161 0.143
106 8.83 0.57 0.324 ( 0.373) 0.171 0.152
107 8.92 0.57 0.324 ( 0.371) 0.171 0.152
108 9.00 0.57 0.324 ( 0.369) 0.171 0.152
109 9.08 0.63 0.362 ( 0.368) 0.191 0.170
110 9.17 0.63 0.362 ( 0.366) 0.191 0.170
111 9.25 0.63 0.362 ( 0.364) 0.191 0.170
112 9.33 0.67 0.381 ( 0.362) 0.201 0.179
113 9.42 0.67 0.381 ( 0.361) 0.201 0.179
114 9.50 0.67 0.381 ( 0.359) 0.201 0.179
115 9.58 0.70 0.400 ( 0.357) 0.212 0.188
116 9.67 0.70 0.400 ( 0.355) 0.212 0.188
117 9.75 0.70 0.400 ( 0.354) 0.212 0.188
118 9.83 0.73 0.419 ( 0.352) 0.222 0.197
119 9.92 0.73 0.419 ( 0.350) 0.222 0.197
120 10.00 0.73 0.419 ( 0.349) 0.222 0.197
121 10.08 0.50 0.286 ( 0.347) 0.151 0.135
122 10.17 0.50 0.286 ( 0.345) 0.151 0.135
123 10.25 0.50 0.286 ( 0.344) 0.151 0.135
124 10.33 0.50 0.286 ( 0.342) 0.151 0.135
125 10.42 0.50 0.286 ( 0.340) 0.151 0.135
126 10.50 0.50 0.286 ( 0.339) 0.151 0.135
127 10.58 0.67 0.381 ( 0.337) 0.201 0.179
128 10.67 0.67 0.381 ( 0.335) 0.201 0.179
129 10.75 0.67 0.381 ( 0.334) 0.201 0.179
130 10.83 0.67 0.381 ( 0.332) 0.201 0.179
131 10.92 0.67 0.381 ( 0.330) 0.201 0.179
132 11.00 0.67 0.381 ( 0.329) 0.201 0.179
133 11.08 0.63 0.362 ( 0.327) 0.191 0.170

134 11.17 0.63 0.362 ( 0.326) 0.191 0.170
135 11.25 0.63 0.362 ( 0.324) 0.191 0.170
136 11.33 0.63 0.362 ( 0.322) 0.191 0.170
137 11.42 0.63 0.362 ( 0.321) 0.191 0.170
138 11.50 0.63 0.362 ( 0.319) 0.191 0.170
139 11.58 0.57 0.324 ( 0.318) 0.171 0.152
140 11.67 0.57 0.324 ( 0.316) 0.171 0.152
141 11.75 0.57 0.324 ( 0.314) 0.171 0.152
142 11.83 0.60 0.343 ( 0.313) 0.181 0.161
143 11.92 0.60 0.343 ( 0.311) 0.181 0.161
144 12.00 0.60 0.343 ( 0.310) 0.181 0.161
145 12.08 0.83 0.476 ( 0.308) 0.252 0.224
146 12.17 0.83 0.476 ( 0.307) 0.252 0.224
147 12.25 0.83 0.476 ( 0.305) 0.252 0.224
148 12.33 0.87 0.495 ( 0.304) 0.262 0.233
149 12.42 0.87 0.495 ( 0.302) 0.262 0.233
150 12.50 0.87 0.495 ( 0.301) 0.262 0.233
151 12.58 0.93 0.533 ( 0.299) 0.282 0.251
152 12.67 0.93 0.533 ( 0.298) 0.282 0.251
153 12.75 0.93 0.533 ( 0.296) 0.282 0.251
154 12.83 0.97 0.552 ( 0.295) 0.292 0.260
155 12.92 0.97 0.552 ( 0.293) 0.292 0.260
156 13.00 0.97 0.552 0.292 ( 0.292) 0.261
157 13.08 1.13 0.647 0.290 ( 0.342) 0.357
158 13.17 1.13 0.647 0.289 ( 0.342) 0.359
159 13.25 1.13 0.647 0.287 ( 0.342) 0.360
160 13.33 1.13 0.647 0.286 ( 0.342) 0.362
161 13.42 1.13 0.647 0.284 ( 0.342) 0.363
162 13.50 1.13 0.647 0.283 ( 0.342) 0.365
163 13.58 0.77 0.438 ( 0.281) 0.232 0.206
164 13.67 0.77 0.438 ( 0.280) 0.232 0.206
165 13.75 0.77 0.438 ( 0.279) 0.232 0.206
166 13.83 0.77 0.438 ( 0.277) 0.232 0.206
167 13.92 0.77 0.438 ( 0.276) 0.232 0.206
168 14.00 0.77 0.438 ( 0.274) 0.232 0.206
169 14.08 0.90 0.514 ( 0.273) 0.272 0.242
170 14.17 0.90 0.514 0.271 ( 0.272) 0.243
171 14.25 0.90 0.514 0.270 ( 0.272) 0.244
172 14.33 0.87 0.495 ( 0.269) 0.262 0.233
173 14.42 0.87 0.495 ( 0.267) 0.262 0.233
174 14.50 0.87 0.495 ( 0.266) 0.262 0.233
175 14.58 0.87 0.495 ( 0.265) 0.262 0.233
176 14.67 0.87 0.495 ( 0.263) 0.262 0.233
177 14.75 0.87 0.495 ( 0.262) 0.262 0.233
178 14.83 0.83 0.476 ( 0.261) 0.252 0.224
179 14.92 0.83 0.476 ( 0.259) 0.252 0.224
180 15.00 0.83 0.476 ( 0.258) 0.252 0.224
181 15.08 0.80 0.457 ( 0.257) 0.242 0.215
182 15.17 0.80 0.457 ( 0.255) 0.242 0.215
183 15.25 0.80 0.457 ( 0.254) 0.242 0.215
184 15.33 0.77 0.438 ( 0.253) 0.232 0.206
185 15.42 0.77 0.438 ( 0.251) 0.232 0.206
186 15.50 0.77 0.438 ( 0.250) 0.232 0.206
187 15.58 0.63 0.362 ( 0.249) 0.191 0.170
188 15.67 0.63 0.362 ( 0.248) 0.191 0.170
189 15.75 0.63 0.362 ( 0.246) 0.191 0.170
190 15.83 0.63 0.362 ( 0.245) 0.191 0.170
191 15.92 0.63 0.362 ( 0.244) 0.191 0.170
192 16.00 0.63 0.362 ( 0.242) 0.191 0.170
193 16.08 0.13 0.076 ( 0.241) 0.040 0.036
194 16.17 0.13 0.076 ( 0.240) 0.040 0.036
195 16.25 0.13 0.076 ( 0.239) 0.040 0.036
196 16.33 0.13 0.076 ( 0.238) 0.040 0.036
197 16.42 0.13 0.076 ( 0.236) 0.040 0.036
198 16.50 0.13 0.076 ( 0.235) 0.040 0.036
199 16.58 0.10 0.057 ( 0.234) 0.030 0.027
200 16.67 0.10 0.057 ( 0.233) 0.030 0.027
201 16.75 0.10 0.057 ( 0.232) 0.030 0.027
202 16.83 0.10 0.057 ( 0.230) 0.030 0.027
203 16.92 0.10 0.057 ( 0.229) 0.030 0.027
204 17.00 0.10 0.057 ( 0.228) 0.030 0.027
205 17.08 0.17 0.095 ( 0.227) 0.050 0.045
206 17.17 0.17 0.095 ( 0.226) 0.050 0.045
207 17.25 0.17 0.095 ( 0.225) 0.050 0.045
208 17.33 0.17 0.095 ( 0.224) 0.050 0.045
209 17.42 0.17 0.095 ( 0.222) 0.050 0.045
210 17.50 0.17 0.095 ( 0.221) 0.050 0.045
211 17.58 0.17 0.095 ( 0.220) 0.050 0.045
212 17.67 0.17 0.095 ( 0.219) 0.050 0.045

213 17.75 0.17 0.095 ( 0.218) 0.050 0.045
214 17.83 0.13 0.076 ( 0.217) 0.040 0.036
215 17.92 0.13 0.076 ( 0.216) 0.040 0.036
216 18.00 0.13 0.076 ( 0.215) 0.040 0.036
217 18.08 0.13 0.076 ( 0.214) 0.040 0.036
218 18.17 0.13 0.076 ( 0.213) 0.040 0.036
219 18.25 0.13 0.076 ( 0.212) 0.040 0.036
220 18.33 0.13 0.076 ( 0.211) 0.040 0.036
221 18.42 0.13 0.076 ( 0.210) 0.040 0.036
222 18.50 0.13 0.076 ( 0.209) 0.040 0.036
223 18.58 0.10 0.057 ( 0.208) 0.030 0.027
224 18.67 0.10 0.057 ( 0.207) 0.030 0.027
225 18.75 0.10 0.057 ( 0.206) 0.030 0.027
226 18.83 0.07 0.038 ( 0.205) 0.020 0.018
227 18.92 0.07 0.038 ( 0.204) 0.020 0.018
228 19.00 0.07 0.038 ( 0.203) 0.020 0.018
229 19.08 0.10 0.057 ( 0.202) 0.030 0.027
230 19.17 0.10 0.057 ( 0.201) 0.030 0.027
231 19.25 0.10 0.057 ( 0.200) 0.030 0.027
232 19.33 0.13 0.076 ( 0.199) 0.040 0.036
233 19.42 0.13 0.076 ( 0.198) 0.040 0.036
234 19.50 0.13 0.076 ( 0.197) 0.040 0.036
235 19.58 0.10 0.057 ( 0.196) 0.030 0.027
236 19.67 0.10 0.057 ( 0.195) 0.030 0.027
237 19.75 0.10 0.057 ( 0.194) 0.030 0.027
238 19.83 0.07 0.038 ( 0.193) 0.020 0.018
239 19.92 0.07 0.038 ( 0.193) 0.020 0.018
240 20.00 0.07 0.038 ( 0.192) 0.020 0.018
241 20.08 0.10 0.057 ( 0.191) 0.030 0.027
242 20.17 0.10 0.057 ( 0.190) 0.030 0.027
243 20.25 0.10 0.057 ( 0.189) 0.030 0.027
244 20.33 0.10 0.057 ( 0.188) 0.030 0.027
245 20.42 0.10 0.057 ( 0.188) 0.030 0.027
246 20.50 0.10 0.057 ( 0.187) 0.030 0.027
247 20.58 0.10 0.057 ( 0.186) 0.030 0.027
248 20.67 0.10 0.057 ( 0.185) 0.030 0.027
249 20.75 0.10 0.057 ( 0.184) 0.030 0.027
250 20.83 0.07 0.038 ( 0.184) 0.020 0.018
251 20.92 0.07 0.038 ( 0.183) 0.020 0.018
252 21.00 0.07 0.038 ( 0.182) 0.020 0.018
253 21.08 0.10 0.057 ( 0.182) 0.030 0.027
254 21.17 0.10 0.057 ( 0.181) 0.030 0.027
255 21.25 0.10 0.057 ( 0.180) 0.030 0.027
256 21.33 0.07 0.038 ( 0.179) 0.020 0.018
257 21.42 0.07 0.038 ( 0.179) 0.020 0.018
258 21.50 0.07 0.038 ( 0.178) 0.020 0.018
259 21.58 0.10 0.057 ( 0.177) 0.030 0.027
260 21.67 0.10 0.057 ( 0.177) 0.030 0.027
261 21.75 0.10 0.057 ( 0.176) 0.030 0.027
262 21.83 0.07 0.038 ( 0.176) 0.020 0.018
263 21.92 0.07 0.038 ( 0.175) 0.020 0.018
264 22.00 0.07 0.038 ( 0.174) 0.020 0.018
265 22.08 0.10 0.057 ( 0.174) 0.030 0.027
266 22.17 0.10 0.057 ( 0.173) 0.030 0.027
267 22.25 0.10 0.057 ( 0.173) 0.030 0.027
268 22.33 0.07 0.038 ( 0.172) 0.020 0.018
269 22.42 0.07 0.038 ( 0.172) 0.020 0.018
270 22.50 0.07 0.038 ( 0.171) 0.020 0.018
271 22.58 0.07 0.038 ( 0.171) 0.020 0.018
272 22.67 0.07 0.038 ( 0.170) 0.020 0.018
273 22.75 0.07 0.038 ( 0.170) 0.020 0.018
274 22.83 0.07 0.038 ( 0.169) 0.020 0.018
275 22.92 0.07 0.038 ( 0.169) 0.020 0.018
276 23.00 0.07 0.038 ( 0.168) 0.020 0.018
277 23.08 0.07 0.038 ( 0.168) 0.020 0.018
278 23.17 0.07 0.038 ( 0.168) 0.020 0.018
279 23.25 0.07 0.038 ( 0.167) 0.020 0.018
280 23.33 0.07 0.038 ( 0.167) 0.020 0.018
281 23.42 0.07 0.038 ( 0.167) 0.020 0.018
282 23.50 0.07 0.038 ( 0.166) 0.020 0.018
283 23.58 0.07 0.038 ( 0.166) 0.020 0.018
284 23.67 0.07 0.038 ( 0.166) 0.020 0.018
285 23.75 0.07 0.038 ( 0.166) 0.020 0.018
286 23.83 0.07 0.038 ( 0.165) 0.020 0.018
287 23.92 0.07 0.038 ( 0.165) 0.020 0.018
288 24.00 0.07 0.038 ( 0.165) 0.020 0.018
(Loss Rate Not Used)
Sum 100.0 Sum = 27.2
Flood volume = Effective rainfall 2.27(In)

times area 10.5(Ac.)/[(In)/(Ft.)] =
Total soil loss = 2.49(In)

2.0(Ac.Ft)
Total soil loss =
Total rainfall =
Flood volume =
Total soil loss =

2.183(Ac.Ft)

4.76(In)
86691.5 Cubic Feet
95077.8 Cubic Feet
Peak flow rate of this hydrograph = 3.862(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R STORM
Runoff Hydrograph
Hydrograph in 5 Minute intervals ((CFS))
Time(h+m) Volume Ac.Ft Q(CFS) 0

2.5 5.0

7.5 10.0
0+ 5 0.0009 0.14 Q
0+10 0.0022 0.19 Q
0+15 0.0036 0.19 Q
0+20 0.0053 0.26 VQ
0+25 0.0073 0.29 VQ
0+30 0.0093 0.29 VQ
0+35 0.0112 0.29 VQ
0+40 0.0132 0.29 VQ
0+45 0.0152 0.29 VQ
0+50 0.0176 0.35 VQ
0+55 0.0202 0.38 VQ
1+ 0 0.0228 0.38 VQ
1+ 5 0.0250 0.31 VQ
1+10 0.0270 0.29 VQ
1+15 0.0289 0.29 VQ
1+20 0.0309 0.29 VQ
1+25 0.0329 0.29 VQ
1+30 0.0348 0.29 VQ
1+35 0.0368 0.29 VQ
1+40 0.0387 0.29 VQ
1+45 0.0407 0.29 VQ
1+50 0.0431 0.35 VQ
1+55 0.0458 0.38 VQ
2+ 0 0.0484 0.38 VQ
2+ 5 0.0510 0.38 Q
2+10 0.0536 0.38 Q
2+15 0.0562 0.38 Q
2+20 0.0589 0.38 Q
2+25 0.0615 0.38 Q
2+30 0.0641 0.38 Q
2+35 0.0672 0.45 Q
2+40 0.0705 0.48 Q
2+45 0.0737 0.48 Q
2+50 0.0770 0.48 Q
2+55 0.0803 0.48 Q
3+ 0 0.0836 0.48 Q
3+ 5 0.0869 0.48 Q
3+10 0.0901 0.48 Q
3+15 0.0934 0.48 Q
3+20 0.0967 0.48 Q
3+25 0.1000 0.48 QV
3+30 0.1032 0.48 QV
3+35 0.1065 0.48 QV
3+40 0.1098 0.48 QV
3+45 0.1131 0.48 QV
3+50 0.1168 0.54 Q
3+55 0.1207 0.57 Q
4+ 0 0.1247 0.57 Q
4+ 5 0.1286 0.57 Q
4+10 0.1325 0.57 Q'
4+15 0.1365 0.57 Q
4+20 0.1409 0.64 Q
4+25 0.1454 0.67 Q
4+30 0.1500 0.67 QV
4+35 0.1546 0.67 QV
4+40 0.1592 0.67 QV
4+45 0.1638 0.67 QV
4+50 0.1688 0.73 QV
4+55 0.1741 0.76 Q
5+ 0 0.1793 0.76 Q
5+ 5 0.1836 0.63 QV

5+10 0.1876 0.57
5+15 0.1915 0.57
5+20 0.1959 0.64
5+25 0.2005 0.67
5+30 0.2051 0.67
5+35 0.2101 0.73
5+40 0.2154 0.76
5+45 0.2206 0.76
5+50 0.2258 0.76
5+55 0.2311 0.76
6+ 0 0.2363 0.76
6+ 5 0.2420 0.83
6+10 0.2479 0.86
6+15 0.2538 0.86
6+20 0.2597 0.86
6+25 0.2656 0.86
6+30 0.2715 0.86
6+35 0.2779 0.92
6+40 0.2844 0.95
6+45 0.2910 0.95
6+50 0.2975 0.95
6+55 0.3041 0.95
7+ 0 0.3106 0.95
7+ 5 0.3172 0.95
7+10 0.3237 0.95
7+15 0.3303 0.95
7+20 0.3373 1.02
7+25 0.3445 1.05
7+30 0.3517 1.05
7+35 0.3594 1.11
7+40 0.3672 1.14
7+45 0.3751 1.14
7+50 0.3834 1.21
7+55 0.3920 1.24
8+ 0 0.4005 1.24
8+ 5 0.4099 1.37
8+10 0.4198 1.43
8+15 0.4296 1.43
8+20 0.4394 1.43
8+25 0.4492 1.43
8+30 0.4591 1.43
8+35 0.4694 1.49
8+40 0.4798 1.52
8+45 0.4903 1.52
8+50 0.5013 1.59
8+55 0.5124 1.62
9+ 0 0.5235 1.62
9+ 5 0.5356 1.75
9+10 0.5481 1.81
9+15 0.5605 1.81
9+20 0.5734 1.88
9+25 0.5865 1.90
9+30 0.5996 1.90
9+35 0.6132 1.97
9+40 0.6270 2.00
9+45 0.6407 2.00
9+50 0.6549 2.07
9+55 0.6694 2.09
10+ 0 0.6838 2.09
10+ 5 0.6949 1.62
10+10 0.7047 1.43
10+15 0.7146 1.43
10+20 0.7244 1.43
10+25 0.7342 1.43
10+30 0.7440 1.43
10+35 0.7562 1.77
10+40 0.7693 1.90
10+45 0.7824 1.90
10+50 0.7955 1.90
10+55 0.8086 1.90
11+ 0 0.8217 1.90
11+ 5 0.8344 1.83
11+10 0.8468 1.81
11+15 0.8593 1.81
11+20 0.8717 1.81
11+25 0.8842 1.81
11+30 0.8966 1.81
11+35 0.9081 1.67
11+40 0.9192 1.62
QV
QV
QV
Q V
Q V
Q V
QV
QV
QV
QV
QV
QV
QV
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q V
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
Q
0 V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V

11+45 0.9304 1.62
11+50 0.9420 1.69
11+55 0.9538 1.71
12+ 0 0.9656 1.71
12+ 5 0.9806 2.19
12+10 0.9970 2.38
12+15 1.0134 2.38
12+20 1.0302 2.45
12+25 1.0473 2.47
12+30 1.0643 2.47
12+35 1.0823 2.61
12+40 1.1006 2.66
12+45 1.1190 2.66
12+50 1.1378 2.73
12+55 1.1568 2.76
13+ 0 1.1758 2.76
13+ 5 1.1999 3.50
13+10 1.2261 3.80
13+15 1.2523 3.82
13+20 1.2787 3.83
13+25 1.3052 3.85
13+30 1.3318 3.86
13+35 1.3502 2.67
13+40 1.3653 2.19
13+45 1.3803 2.19
13+50 1.3954 2.19
13+55 1.4105 2.19
14+ 0 1.4255 2.19
14+ 5 1.4425 2.46
14+10 1.4602 2.57
14+15 1.4780 2.58
14+20 1.4952 2.51
14+25 1.5123 2.47
14+30 1.5293 2.47
14+35 1.5463 2.47
14+40 1.5634 2.47
14+45 1.5804 2.47
14+50 1.5970 2.41
14+55 1.6134 2.38
15+ 0 1.6297 2.38
15+ 5 1.6457 2.31
15+10 1.6614 2.28
15+15 1.6771 2.28
15+20 1.6924 2.22
15+25 1.7074 2.19
15+30 1.7225 2.19
15+35 1.7357 1.92
15+40 1.7481 1.81
15+45 1.7606 1.81
15+50 1.7730 1.81
15+55 1.7855 1.81
16+ 0 1.7979 1.81
16+ 5 1.8034 0.79
16+10 1.8060 0.38
16+15 1.8086 0.38
16+20 1.8112 0.38
16+25 1.8138 0.38
16+30 1.8165 0.38
16+35 1.8186 0.31
16+40 1.8206 0.29
16+45 1.8225 0.29
16+50 1.8245 0.29
16+55 1.8265 0.29
17+ 0 1.8284 0.29
17+ 5 1.8313 0.42
17+10 1.8346 0.48
17+15 1.8379 0.48
17+20 1.8412 0.48
17+25 1.8444 0.48
17+30 1.8477 0.48
17+35 1.8510 0.48
17+40 1.8543 0.48
17+45 1.8575 0.48
17+50 1.8604 0.41
17+55 1.8630 0.38
18+ 0 1.8656 0.38
18+ 5 1.8682 0.38
18+10 1.8708 0.38
18+15 1.8735 0.38
Q
0 0
Q
Q
0 Q
Q
Q
0 0
Q
Q
0 Q
Q
Q
0 Q
Q
Q
Q
Q
0 Q
Q
Q
Q
Q
Q
Q
Q
0 Q
Q
Q
Q
Q
Q
Q
Q
IQ
IQ
Q I
Q I
Q I
Q I
Q I
QI
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
0 0
0 0
0 0
Q
0 0
0 0
✓ I
✓ I
VI
VI
VI
V
V
V
V
V
V
V
V
V
V
V
0 V
Q V
O V
Q V
Q V
Q V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V

18+20 1.8761 0.38 10
18+25 1.8787 0.38 IQ
18+30 1.8813 0.38 IQ
18+35 1.8835 0.31 IQ
18+40 1.8854 0.29 IQ
18+45 1.8874 0.29 IQ
18+50 1.8889 0.22 Q
18+55 1.8902 0.19 Q
19+ 0 1.8915 0.19 Q
19+ 5 1.8933 0.26 IQ
19+10 1.8953 0.29 IQ
19+15 1.8972 0.29 IQ
19+20 1.8997 0.35 IQ
19+25 1.9023 0.38 IQ
19+30 1.9049 0.38 IQ
19+35 1.9071 0.31 IQ
19+40 1.9090 0.29 10
19+45 1.9110 0.29 IQ
19+50 1.9125 0.22 Q
19+55 1.9138 0.19 Q
20+ 0 1.9151 0.19 0
20+ 5 1.9169 0.26 IQ
20+10 1.9188 0.29 IQ
20+15 1.9208 0.29 IQ
20+20 1.9228 0.29 IQ
20+25 1.9247 0.29 IQ
20+30 1.9267 0.29 IQ
20+35 1.9287 0.29 IQ
20+40 1.9306 0.29 IQ
20+45 1.9326 0.29 IQ
20+50 1.9341 0.22 Q
20+55 1.9354 0.19 Q
21+ 0 1.9367 0.19 Q
21+ 5 1.9385 0.26 IQ
21+10 1.9405 0.29 IQ
21+15 1.9424 0.29 IQ
21+20 1.9439 0.22 Q
21+25 1.9452 0.19 Q
21+30 1.9465 0.19 Q
21+35 1.9483 0.26 IQ
21+40 1.9503 0.29 IQ
21+45 1.9523 0.29 IQ
21+50 1.9538 0.22 Q
21+55 1.9551 0.19 Q
22+ 0 1.9564 0.19 Q
22+ 5 1.9582 0.26 10
22+10 1.9601 0.29 IQ
22+15 1.9621 0.29 IQ
22+20 1.9636 0.22 Q
22+25 1.9649 0.19 Q
22+30 1.9662 0.19 0
22+35 1.9675 0.19 Q
22+40 1.9688 0.19 Q
22+45 1.9701 0.19 0
22+50 1.9714 0.19 Q
22+55 1.9728 0.19 Q
23+ 0 1.9741 0.19 Q
23+ 5 1.9754 0.19 Q
23+10 1.9767 0.19 Q
23+15 1.9780 0.19 Q
23+20 1.9793 0.19 Q
23+25 1.9806 0.19 Q
23+30 1.9819 0.19 Q
23+35 1.9832 0.19 Q
23+40 1.9845 0.19 Q
23+45 1.9859 0.19 Q
23+50 1.9872 0.19 0
23+55 1.9885 0.19 Q
24+ 0 1.9898 0.19 Q
24+ 5 1.9902 0.05 Q
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V

EXHIBITS

IN THE CITY OF RANCHO MIRAGE, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA

PRELIMINARY HYDROLOGY PLAN
RDR1H
FDA
TENTATIVE TRACT IV AP NO.38041
APNS: 685-080-031, —010 8c 685-030-006
OPP We -1 \
we ACRES
I 1
I 1
/ 1
ipm
%♦ OFF WO -2 I '
♦ OROsn s
I '
11 ♦V/
PR.. AEMMEN BMX WORST.. HMO'
ONSET EM -ON MD pRons. (Pala,
sNMR,00� co-,.
trirrfM'FONTANLEI

PRELIMINARY
4-
MGM POKE Ila
6 NA 9 �VUE SITE

VICINITY MAP
LEGEND

WATERSHED AREA
SUB —WATERSHED AREA

PROPOSED FLOW PATH

ONSITE FLOW DIRECTION
OFFSITE RUN—ON FLOW DIRECTION

EXISTING CONTOUR ELEVATION
FOMOTOR ENGINEERING FEr 1
225 3.

DRIVE,
PPnx',sa) 323_„« of
FOR REVIEW PURPOSES o.TE 06/07/2023
PHILLIP K . FOUDTOR, RCE 47784
SHEET 1
4-408

December 15, 2023
Mr. Mark Howard
La Paloma Homes
P.O. Box 10179
Palm Desert, CA 92255
Subject:

LANDMARK
Geo- Ergi reers and Geologists
TTM 38041
Rancho Mirage, California
LCI Report No.: LP18149
780 N. 4th Street
El Centro, CA 92243
(760) 370-3000
(760) 337-8900 fax
77-948 Wildcat Drive
Palm Desert, CA 92211
(760) 360-0665
(760) 360-0521 fax
References: Geotechnical Report for APNs 685-030-006 & 685-080-031, prepared by LandMark Consultants, Inc., dated November 9, 2018.

Preliminary Grading Plan for TTM 38041, prepared by Fomotor Engineering, preparation date October 3, 2023.

Dear Mr. Howard:

As requested, LandMark Consultants, Inc., is providing an update letter for the referenced geotechnical report for APNs 685-030-006 & 685-080-010 and 031 located on the south-east corner of Victory Lane and Via Josefina, Rancho Cucamonga, California. The initial field investigation was conducted in September 2016.

Our site visit on December 11, 2023, found that the site conditions were similar as those encountered during the initial site investigation conducted in October 2018. Based on our present field observations and the proposed single-family residential project, it is our opinion that the findings, recommendations, and conclusions in the referenced geotechnical investigation report are still applicable, except for the seismic parameters and site preparation.

TTM 38041 LCI Report No. LP18149
Review of the current AlquistPriolo Earthquake Fault Zone maps (CGS, 2000a) indicates that the nearest mapped Earthquake Fault Zone is the San Andreas — San Bernardino (south) fault located approximately 3.3 mile north-east of the project site.

11.4.8 (ASCE, 2016) for structures on Site Class D with Si greater than or equal to 0.2 and Site Class E sites with Ss greater than or equal to 1.0 (CBC, 2022). This project site has been classified as Site Class D and has an Si value of 0.76, which would require a site -specific ground motion hazard analysis. However, ASCE 7-16 Section 11.4.8 Supplement 3 provides exceptions which permit the use of conservative values of design parameters for certain conditions for Site Class D and E sites in lieu of a site -specific hazard analysis. The exceptions are:
• Site Class D sites: A ground motion hazard analysis is not required where the value of the parameter SMr determined by Equation 11.4-2 is increased by 50% for all applications of SMI in ASCE 7-16. The resulting value of the parameter SDI determined by ASCE 7-16 Equation 11.4-4 shall be used for all applications of SDI in ASCE 7-16. • Site Class E sites: A ground motion hazard analysis is not required:
a. Where the equivalent lateral force procedure is used for design and the value of CS is determined by ASCE 7-16 Equation 12.8-2 for all values of T, or b. Where (i) the value of Sai is determined by ASCE 7-16 Equation 15.7-10 for all values of Ti and (ii) the value of the parameter is replaced with 1.5 in ASCE 7-16 Equation 15.7-10 and ASCE 7-16 Equation 15.7-11.

Based on our understanding of the proposed development, the seismic design parameters presented in Table 2 were calculated assuming that one of the exceptions listed above applies to the proposed structures at this site. However, the structural engineer should verify that one of the exceptions LandMark Consultants, Inc.
4-4P'igO2

TTM 38041 LCI Report No. LP18149
is applicable to the proposed structures. If none of the exceptions apply, our office should be consulted to perform a site -specific ground motion hazard analysis.

The 2022 CBC general ground motion parameters are based on the Risk -Targeted Maximum Considered Earthquake (MCER). The Structural Engineers Association of California (SEAOC) and Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps Web Application (SEAOC, 2020) was used to obtain the site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters. Design spectral response acceleration parameters are defined as the earthquake ground motions that are two-thirds (2/3) of the corresponding MCER ground motions. The Maximum Considered Earthquake Geometric Mean (MCEG) peak ground acceleration adjusted for soil site class effects (PGAM) value to be used for liquefaction and seismic settlement analysis in accordance with 2022 CBC Section 1803A.5.12 (PGAM = FPGA*PGA) is estimated at 0.87g for the project site. Design earthquake ground motion parameters are provided in Table 2.

Site Preparation
Clearing and Grubbing: Any surface improvements, debris or vegetation including grass, brush, and weeds, on the site at the time of construction should be removed from the construction area. Root balls should be completely excavated. Organic stripping should be hauled from the site and not used as fill. Any trash, construction debris, concrete slabs, old pavement, landfill, and buried obstructions such as old foundations, swimming pool and utility lines exposed during rough grading should be traced to the limits of the foreign material by the grading contractor and removed under our supervision. Any excavations resulting from site clearing should be dish -shaped to the lowest depth of disturbance and backfilled under the observation of the geotechnical engineer's representative.

Building Pad Preparation: The existing surface soil within the proposed house pad areas should be removed to 18 inches below the lowest foundation grades or 36 inches below the existing grade (whichever deeper), extending five feet beyond all exterior wall/column lines (including adjacent concrete areas). The exposed sub -grade should be scarified to a depth of 8 inches, uniformly moisture conditioned to at least 2% over optimum moisture content and re -compacted to a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods.

LandMark Consultants, Inc.
4-4Pigf

TTM 38041 LCI Report No. LP18149
Auxiliary Structures Foundation Preparation: Auxiliary structures such as free standing or retaining walls should have footings extended to a minimum of 18 inches below grade. The existing soil beneath the structure foundation prepared in the manner described for the house pad except the preparation needed only to extend 18 inches below and beyond the footing.

Sidewalk and Concrete Hardscape Areas: In areas other than the building pad which are to receive concrete slabs, the ground surface should be over -excavated to a depth of 8 to 12 inches, uniformly moisture conditioned to at least 2% over optimum moisture, and re -compacted to at least 90% of ASTM D1557 maximum density.

Street Subgrade Preparation: The native soils in street areas should be removed and recompacted to 12 inches below the design subgrade elevation Engineered fill in street areas should be uniformly moisture conditioned to at least 2% over optimum moisture, placed in layers not more than 6 to 8 inches in thickness and mechanically compacted to a minimum of 90% of the ASTM D1557 maximum dry density.

The native granular soil is suitable for use as compacted fill and utility trench backfill. The native soil should be placed in maximum 8 -inch lifts (loose), uniformly moisture conditioned to at least 2% of optimum moisture content and re -compacted to a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods.

Imported fill soil (if needed) should be like onsite soil or non -expansive, granular soil meeting the USCS classifications of SM, SP-SM, or SW-SM with a maximum rock size of 3 inches. The geotechnical engineer should approve imported fill soil sources before hauling material to the site.

Imported granular fill should be placed in lifts no greater than 8 inches in loose thickness, uniformly moisture conditioned to at least 2% over optimum moisture content and re -compacted to a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods.

Closure
We have prepared this report for your exclusive use in accordance with the generally accepted geotechnical engineering practice as it existed within the site area at the time of our study. No warranty is expressed or implied. It should be noted that the submitted plans were not reviewed for conformance with other clients', governmental or consultant requirements.

LandMark Consultants, Inc.
4-4P1�4

TTM 38041 LCI Report No. LP18149
We recommend that Landmark Consultants, Inc. be retained to provide tests and observations services during construction. The geotechnical engineering firm providing such tests and observations shall become the geotechnical engineer of record and assume responsibility for the project.

Landmark Consultants, Inc. recommendations for this site are, to a high degree, dependent upon appropriate quality control of subgrade preparation, fill placement, and foundation construction.

Accordingly, the findings and professional opinions in this report are contingent upon the opportunity for Landmark Consultants, Inc. to observe grading operations and foundation excavations for the proposed construction.

If parties other than Landmark Consultants, Inc. are engaged to provide observation and testing services during construction, such parties must be notified that they will be required to assume complete responsibility as the geotechnical engineer of record for the geotechnical phase of the project by concurring with the recommendations in this report and/or by providing alternative recommendations.

Additional information concerning the scope and cost of these services can be obtained from our office. We appreciate the opportunity to be of service. Should you have any questions, please call our office at (760)360-0665.

Sincerely Yours,
LandMark Consultants, Inc.

Greg M. Chandra, P.E., M.ASCE
Principal Engineer
Attachment: Geotechnical Report for APNs 685-030-006 & 685-080-031, prepared by Landmark Consultants, Inc., dated September 9, 2018.

LandMark Consultants, Inc.
4 -411

TTM 38041
LCI Project No. LP18149
Table 1
Summary of Characteristics of Closest Known Active Faults Fault Name
Approximate
Distance
(miles)
Approximate
Distance (km)
Maximum
Moment
Magnitude
(Mw)
Fault Length
(km)
Slip Rate
(mm/yr)
San Andreas - San Bernardino (South)

3.3 5.4

7.4 103 ± 10
30 + 7
Garnet Hill *

4.7 7.5
San Andreas - San Bernardino (North)

5.6 8.9

7.5 103 ± 10
24 ± 6
San Andreas - Coachella

9.5 15.2

7.2 96 ± 10
25 ± 5
Indio Hills *

9.6 15.4
Blue Cut *

11.3 18.0
Eureka Peak

12.0 19.3

6.4 19 ± 2

0.6 ± 0.4
Burnt Mtn.

17.9 28.7

6.5 21±2

0.6±0.4
Morongo *

19.8 31.7
San Jacinto -Anza

21.3 34.1

7.2 91±9
12±6
Pinto Mtn.

21.5 34.4

7.2 74±7

2.5±2
San Jacinto - Coyote Creek

24.4 39.0

6.8 41 ± 4
4 ± 2
Landers

25.3 40.5

7.3 83 ± 8

0.6 ± 0.4
San Jacinto - San Jacinto Valley

31.0 49.6

6.9 43 ± 4
12 ± 6
Pisgah Mtn. - Mesquite Lake

31.7 50.8

7.3 89 ± 9

0.6 ± 0.4
Johnson Valley (northern)

34.7 55.5

6.7 35 ± 4

0.6 ± 0.4
S. Emerson - Copper Mtn.

34.8 55.8
7 54 ± 5

0.6 ± 0.4
North Frontal Fault Zone - Eastern

35.9 57.4

6.7 27 ± 3

0.5 ± 0.3
Lenwood - Lockhart - Old Woman Springs

40.6 65.0

7.5 145 ± 15

0.6 ± 0.4
Calico -Hidalgo

41.2 65.9

7.3 95 ± 10

0.6 ± 0.4
Hot Springs *

41.5 66.3
San Jacinto - Borrego

43.0 68.8

6.6 29 ± 3
4 ± 2
* Note: Faults not included in CGS database.
4-414

TTM 38041
LCI Project No. LP18149
Table 2
2022 California Building Code (CBC) and ASCE 7-16 Seismic Parameters ASCE 7-16 Reference
Table 20.3-1
Soil Site Class:

Latitude:

Longitude:

Risk Category:

Seismic Design Category:

33.7981 N
-116.3979 W
II
E
Maximum Considered Earthquake (MCE) Ground Motion
Mapped MCE0 Short Period Spectral Response
Mapped MCER 1 second Spectral Response
Short Period (0.2 s) Site Coefficient
Long Period (1.0 s) Site Coefficient
MCE0 Spectral Response Acceleration Parameter (0.2 s)
MCE0 Spectral Response Acceleration Parameter (1.0 s)
SS
Si
F.

F,
Sims
SMI

1.826 g

0.760 g

1.00 1.70

1.826 g

1.292 g
ASCE Figure 22-1
ASCE Figure 22-2
ASCE Table 11.4-1
ASCE Table 11.4-2
=Fa*Ss
= Fv * S1
ASCE Equation 11.4-1
ASCE Equation 11.4-2
Design Earthquake Ground Motion
Design Spectral Response Acceleration Parameter (0.2 s) Design Spectral Response Acceleration Parameter (1.0 s) Risk Coefficient at Short Periods (less than 0.2 s)
Risk Coefficient at Long Periods (greater than 1.0 s)
Peak Ground Acceleration
SDS
SDI
CRS
CRI
TL
To
Ts
PGAM

1.217 g = 2/3*SMs

0.861 g = 2/3*SMi

0.892

0.878

8.00 sec

0.14 sec =0.2*Soi/Sos

0.71 sec =SDi/Sps

0.87 g
ASCE Equation 11.4-3
ASCE Equation 11.4-4
ASCE Figure 22-17
ASCE Figure 22-18
ASCE Figure 22-12
ASCE Equation 11.8-1

2.0 Period
T (sec)
Sa
(9)
MCER Sa
(9)
.
..o.....

0.00 0.14

0.71 0.75

0.80 0.90

1.00 1.10

1.20 1.20

1.50 1.75

2.00 2.20

2.40 2.60

2.80 3.00

4.00 5.00

0.49 1.22

1.22 1.15

1.08 0.96

0.86 0.78

0.72 0.72

0.62 0.57

0.49 0.43

0.39 0.36

0.33 0.31

0.29 0.22

0.17 0.73

1.83 1.83

1.72 1.62

1.44 1.29

1.17 1.08

1.08 0.92

0.86 0.74

0.65 0.59

0.54 0.50

0.46 0.43

0.32 0.26

1.8 ,
u nim.i
li
MI
ii
;'

1.6 La
ii::
4 1.4
RI
Si
Spectral Acceleratior
0 0 0
A 0) 0) O N
-
ills
....M.Msita=�
....M..o......r•�...i�
anni:'�•i
Y`�i�►�
r...','va.
aho.
lMERt
�_
24,-.1
.
co
K
1111•11•111111MINIARINIIIIIRIMINIMMIll
"'
:A..4 1.40
3'
=1121a
"..MAIIMINIMINAMMIE_MI11=
-•wil••.••••••..-----
+�
--nom
....

0.0 -----��

0.0 0.5 1.0 1 5 2.0 2.5 3.0 3 5 4.0 4 5 5.0
Period (sec)
MCER Response Spectra - Design Response Spectra
•
4-415

APPENDIX A

LANDMARK
Geo-Engineers and Geologists
a MBE Company
November 9, 2018
Mr. Mark Howard
La Paloma Homes, Inc.

P.O. Box 10179
Palm Desert, CA 92245
Geotechnical Report
APNs 685-030-006 & 685-080-031
Rancho Mirage, California
LCI Report No.: LP18149
Dear Mr. Howard:
780 N. 4th Street
El Centro, CA 92243
(760) 370-3000
[email protected]
77-948 Wildcat Drive
Palm Desert, CA 92211
1760) 360-0665
[email protected]
As per your request, LandMark Consultants, Inc. is providing the following geotechnical report for the proposed single-family residential project located at the southeast corner of Victory Lane and Via Josefina in the city of Rancho Mirage, California. The proposed development will consist of fifteen (15) new single-family residential homes, each with a garage and concrete driveway.

Each residential home will be a one story, wood or metal frame structure with shallow reinforced concrete foundations and slab -on -grade concrete floors.

LandMark Consultants, Inc.
4-418

Winter temperatures are mild, seldom reaching freezing.

The near surface soils are non -expansive in nature. The subsurface logs (Plates B-1 thru B-5) depict the stratigraphic relationships of the various soil types.

Based on the regional topography, groundwater flow is assumed to be generally towards the north- west within the site area. Flow directions may vary locally in the vicinity of the site.

LandMark Consultants, Inc.
4-419

LandMark Consultants, Inc.
4-420

Design spectral response acceleration parameters are defined as the earthquake ground motions that are two-thirds (2/3) of the corresponding MCER ground motions. Design earthquake ground motion parameters are provided in Table 2. A Risk Category 11 was determined using Table 1604.5 and the Seismic Design Category is E since SI is greater than 0.75.

The Maximum Considered Earthquake Geometric Mean (MCEG) peak ground acceleration (PGAM) value was determined from the "U.S. Seismic Design Maps Web Application" (USGS, 2018) for liquefaction and seismic settlement analysis in accordance with 2016 CBC Section 1803.5.12 and CGS Note 48 (PGAM = FpGA*PGA). A PGAM value of 0.75g has been determined for the project site.

LandMark Consultants, Inc.
4-421

LandMark Consultants, Inc.
4-422

LandMark Consultants, Inc.
4-423

APNs 685-030-006 & 685-080-031 LCI Report No. LP 18149
Foundation
All exterior and interior foundations should be embedded a minimum of 18 inches deep.

LandMark Consultants, Inc.
4-424

APNs 685-030-006 & 685-080-031 LCI Report No. LP18149
Control joints should be provided in all concrete slabs -on -grade at a maximum spacing (in feet) of 2 to 3 times the slab thickness (in inches) as recommended by American Concrete Institute (ACI) guidelines. All joints should form approximately square patterns to reduce randomly oriented contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or sawcut (`A of slab depth) within 6 to 8 hours of concrete placement. Construction (cold) joints in foundations and area flatwork should either be thickened buttjoints with dowels or a thickened keyed joint designed to resist vertical deflection at the joint. All joints in flatwork should be sealed to prevent moisture, vermin, or foreign material intrusion. Precautions should be taken to prevent curling of slabs in this arid desert region (refer to ACI guidelines).

LandMark Consultants, Inc.
4-425

We recommend additional testing should be performed after the completion of rough grading operations, to verify the soil infiltration rate.

LandMark Consultants, Inc.
4-426°

Respectfully Submitted,
LandMark Consultants, Inc.

Greg M./ghandr . P.E., M.ASCE
Princip ngin er
Attachments:

Appendix A:

Appendix B:

Appendix C:

Appendix D:

Appendix E:

TABLES

Via Josefina and Victory Lane - Rancho Mirage, CA
LCI Project No. LP18149
Table 1
Summary of Characteristics of Closest Known Active Faults Fault Name
Approximate
Distance
(miles)
Approximate
Distance (km)
Maximum
Moment
Magnitude
(Mw)
Fault Length
(km)
Slip Rate
(mm/yr)
San Andreas - San Bernardino (South)

3.3 5.4

7.4 103 ± 10
30 ± 7
Garnet Hill *

4.7 7.5
San Andreas - San Bernardino (North)

5.6 8.9

7.5 103 ± 10
24 ± 6
San Andreas - Coachella

9.5 15.2

7.2 96 ± 10
25 ± 5
Indio Hills *

9.6 15.4
Blue Cut *

11.3 18.0
Eureka Peak

12.0 19.3

6.4 19 ± 2

0.6 ± 0.4
Burnt Mtn.

17.9 28.7

6.5 21 ± 2

0.6 ± 0.4
Morongo *

19.8 31.7
San Jacinto -Anza

21.3 34.1

7.2 91±9
12±6
Pinto Mtn.

21.5 34.4

7.2 74±7

2.5±2
San Jacinto - Coyote Creek

24.4 39.0

6.8 41 ± 4
4 ± 2
Landers

25.3 40.5

7.3 83 ± 8

0.6 ± 0.4
San Jacinto - San Jacinto Valley

31.0 49.6

6.9 43 ± 4
12 ± 6
Pisgah Mtn. - Mesquite Lake

31.7 50.8

7.3 89 ± 9

0.6 ± 0.4
Johnson Valley (northern)

34.7 55.5

6.7 35 ± 4

0.6 ± 0.4
S. Emerson - Copper Mtn.

34.8 55.8
7 54 ± 5

0.6 ± 0.4
North Frontal Fault Zone - Eastern

35.9 57.4

6.7 27 ± 3

0.5 ± 0.3
Lenwood - Lockhart - Old Woman Springs

40.6 65.0

7.5 145 ± 15

0.6 ± 0.4
Calico -Hidalgo

41.2 65.9

7.3 95 ± 10

0.6 ± 0.4
Hot Springs *

41.5 66.3
San Jacinto - Borrego

43.0 68.8

6.6 29 ± 3
4 ± 2
* Note: Faults not included in CGS database.
4-429

Ts
Peak Ground Acceleration PGAM
Via Josefina and Victory Lane - Rancho Mirage, CA LCI Project No. LPI8149 Table 2
2016 California Building Code (CBC) and ASCE 7-10 Seismic Parameters CBC Reference
Soil Site Class: D Table 203-1
Latitude: 33.7981 N
Longitude: -116.3979 W
Risk Category: I1
Seismic Design Category: E
Maximum Considered Earthquake (MCE) Ground Motion
Mapped MCER Short Period Spectral Response SS 1.889 g Figure 1613.3.1(1) Mapped MCER 1 second Spectral Response S1 0.906 g Figure 1613.3.1(2) Short Period (0.2 s) Site Coefficient F„ 1.00 Table 1613.3.3(1) Long Period (1.0 s) Site Coefficient F„ 1.50 Table 1613.3.3(2) MCER Spectral Response Acceleration Parameter (0.2 s) SMs 1.889 g = Fa * SS Equation 16-37 MCER Spectral Response Acceleration Parameter (1.0 s) SM1 1.359 g = F,* S1 Equation 16-38 Design Earthquake Ground Motion
Design Spectral Response Acceleration Parameter (0.2 s) SDS Design Spectral Response Acceleration Parameter (1.0 s) SDI Risk Coefficient at Short Periods (less than 0.2 s) CRS Risk Coefficient at Long Periods (greater than 1.0 s) CR1 TL

1.259 g = 2/3*SMs Equation 16-39

0.906 g = 2/3*SMi Equation 16-40

0.999 ASCE Figure 22-17

0.954 ASCE Figure 22-18

8.00 sec ASCE Figure 22-12
To 0.14 sec =0.2*SDI/SDs

0.72 sec =SDi/SDs

0.75 g
ASCE Equation 11.8-1

2.0 Period
T (sec)
Sa
(9)
MCER Sa
(9)

0.00 0.14

0.72 0.75
0 80

0.90 1.00

1.10 1.20

1.20 1.40

1.50 1.75

2.00 2.20

2.40 2.60

2.80 3.00

3.50 4.00

0.50 1.26

1.26 1.21

1.13 1.01

0.91 0.82

0.76 0.76

0.65 0.60

0.52 0.45

0.41 0.38

0.35 0.32

0.30 0.26

0.23 0.76

1.89 1.89

1.81 1.70

1.51 1.36

1.24 1.13

1.13 0.97

0.91 0.78

0.68 0.62

0.57 0.52

0.49 0.45

0.39 0.34

1.8 1.6
as

1.4 al
rn
0 1.2
(
_
_
co

1.0 \
m
u
Q
-

0.8 0.6
a
f
co

0.4 '
.-

0.2 •

0.0 0.0

0.5 MCER

1.0 Response
1 Spectra
5 Period

2.0 (sec)
-
2 5
• Design
3 Response
0 Spectra
3 5 4.0
4-430

FIGURES

Fulierit
Anahel
oneach
Irvine
Huntington
,Beach Vie
'Oceansidec Vista s
Carlsba .Escondido
'�,., Encinitas
\s'41,
� •'\
santeep7t_
AEI Cajon
g
t'uhula Vista{
°Tijuana Tecate_ �--
20mi l r
cif1 km Rosarnto
4 /
•
r . A i - 100 kITIK

14. •
t4
Brawley
411--
3�.
.5.

Lake
Havasu,City
•
La Pa,
County r
r
BIy1t e'=
'4
► ..

Imperial National
Wildlife Refuge
_ �yl
Me*i
44 t%''
San Luis Rio
4M Colorado
Source: California Geological Survey 2010 Fault Activity Map of California http://www.quake.ca.gov/gmaps/FAM/faultactivitymap.html# LunMA1!K
Geo-Engineers and Geologists
Project No.: LP18149
Regional Fault Map
Figure 1
4-432

Source: California Geological Survey 2010 Fault Activity Map of California http://www.quake.ca.gov/gmaps/FAM/faultactivitymap.html# 4-433

EXPLANATION
Fault traces on land are Indicated by solid lines where well located, by dashed lines where approximately located or inferred, and by dotted lines where concealed by younger rocks or by lakes or bays Fault traces are queried where continuation or existence is uncertain Concealed fault in the Great Valley are based on maps of selected subsurface horizons. so locations shown are approximate and may indicate structural truss they All enshee tuns based onsereno reflection pr -he records are shown as solid lines where well defined, tarn d wnnm inferred, quened where uncertain

FAULT CLASSIFICATION COLOR CODE
(Indicating Rcccrct of Moscmcn )
Fault along which historic (last 200 years) displacement has occurred and is associated with one or more of the following
(a) a recorded earthquake with surface rupture (Also included are some well-defined surface tweaks caused by ground shaking during earthquakes, e g extensive ground breakage, not on the White Wolf fault, caused by the Arvin -Tehachapi earthquake of 1952) The date of the associated earthquake is inflated Wnere repeated surface ruptures an the same fault have occurred, only the date of the latest movement may be indicated, especially if earlier reports are not well documented as to location of ground breaks
(b) fault creep slippage - stow ground displacement usually without accompanying earthquakes (c) displaced survey lines
ae
In 4
■
A triangle to the right or left of the date indicates termination point of observed surface displacement Solid red triangle indicates known location of rupture termination point Open Nark mangle indicates uncertain or estimated location of rupture termination point
Date bracketed by triangles indicates local fault break No mangle by date indicates an intermediate point along fault break Fault that aahellbe tacit zreep seepage Hachures indicate linear extent of fault creep Annotation (creep calm leader) indicates rehrawrntagve laaton where fault creep has been observed and recorded Square on fault indicates where fault creep slippage has natured mat has teen triggered by en earthquake on some other fault Date of causative earthquake indicated Squares to right and left of date indicate termi- nal points between which triggered creep slippage has occurred (creep either continuous or intermittent between these end point)
Holocene fault displacement (dunng past 11,700 years) without Nstoric record Geomorphic evidence for Holocene faulting includes sag ponds, scarps shoving little erosion, or the following features in Holocene age deposit: offset stream courses, linear scarps, shutter ridges, and triangular faceted spurs Recency of faulting offshore is based on the interpreted age of the youngest strata displaced by faulting Late Quatamvy fault dsdacement (during past 700,000 years) Geomorphic evidence similar to that described for rldncene faults co -not features are less dso-ct Faulting may Pe younger but lock of younger overlying deposits precludes more accurate age dassihcaton Quaternary fault (age undifferentiated) Most faults of this category show evidence of displacement some- time dunng the past 1 0 million years: possible exceptions are faults which displace rocks of undifferenti- ated Plio-Plestocene age Unnumbered Quaternary fault were based on Fault Map of California, 1975 See Bulletin 201, Appendix D for source data
pre-G+alereary fault (older that 15 million yen) or fault without recognized Quaternary daplaGemmt Some faults are shown in pee category ter.exe Lie source of mapping used was of reconnaissnce nature, or was not done with the object of dating faun disdaoemehb Faults in this category are not necessarily inactive

ADDITIONAL FAULT SYMBOLS
Bar and ball on downthrown side (relative or apparent)
Arrows along fault indicate relative or apparent direction of lateral movement Arrow on fault indicates drecaon of rip
Low angle fault (barbs on upper plate) Fault surface generally dips less than 45° butloally may have been subsequently steepened On offshore fault, barbs simply indicate a reverse fault regardless of steepness of dip

OTHER SYMBOLS
Numbers refer to annotations listed in the appendices of the accompanying report Annotations in dude fault nem& age notault displacement, nine pertinent references inducting Eadhrraake Fault Zone maps where a fault has been zoned by the Alquat-Pndo Earthoueke Fault Zomngrkt This Ad, requires the State Geolo- gist to delineate zones to encompass faults with Holocene displacement Structural discontinuity (offshore) separating differing Neogene structural domains May indicate discontr- neeles between easement roots
Brawley Seismic Zone, a linear zone of seismiaty locally up to 10 km wide associated with the releasing step between the Imperial and San Andreas faults
Geologic
Time
Scale
Ycrrs
Before
Present
(Approx)
Fault
Sri robot
Rcecccs
of
Moh ement

DESCRIPTION

ON LAND

OFFSHORE
0'
=
sp....men! during nsfork woe s •,ee
.m pne.Jona.,ds,n.T faun drew a s�nan�easnun l
11,700
I
—700000
1,500,000
—
a
45 beton
Faueswihoul ramanted
ouelemandspzamml On
•howng end... ar m
dinar freemen! during anevin n
e Na1 nsrte mvanily inward
gran
FPO hale Prom ei Pleune5.
[Manage
• 00 lerrary nag Iecognued es earning lo: a Ma (ysrrker end oeeenma.30091 oualer., raults,n 'Pam pvare oslaouNod using the wev:wa 1 e lea mien.

APPENDIX A

1X I
r.

12. PALM >
PRINGS
3_M
; - l r M _ � RANCHO
I:. C J Jt ,1 :, —� . 7' d ;MIRAGE
INDIAN ! 0 _ -.T CATHEDRAL -•
_ ,,.. — E: _ L CITY
IR4.n,f. •fit`: -ail , w ' '
iC
�d nrAALro PEA !10
t
y......".. v- —; ��
V.A.

WILDERNESS . I "-11:::'..1 •
A \14 L
1 •
►1AN.REG:J^ ARIAAl „.,„„141„
-- -- -,i � E STATE UM
... a , • i
FORFSTk.

OM'
NATIONAL �'�
C/J? y-, I l .W.
�' j
<F Z
•.:`.A qN WI . . ,` F
��'•4yp/ MONUMENT

NO MOUNT
ALM '
DESERT
•
V:.`s
AIYU
COUNTY ts I

MA( ITY I
•
0,0
INDIO
REFUGE 4.0 !, s . 'I ._:
1 imiewiwt' `ir MLA n, . '/ -,...,..• SANTA ROSH E �A ,fie -•-�• =L':5 V ��+I ..�ii�. — rr Tq�c4NdOC, - i, WI WERNESS t •��`. S` See E.

C • HELu

41.64 Project Site
i-s4\nOCR
I f
LI\DMill1K
Vicinity Map
Plate
A-1
Geo-Engineers and Geologists
Project No.: LP18149
4-436

it �'':• ,44;74(44.0
L��i
•
170*
•
T-5 •4 a
.,
•
Legend
Approximate Test Pit Location
T-2
T-3
1 1
1 1
1 1
1 1
'Jf�J �axiu
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 S
i
T-4 M. 1
j
'111";t7:10.

LANDMARK
Site and Exploration Plan
Plate
A-2
Geo-Engineers and Geologists
Project No.: LP18149
4-437

4 b .e
. ▪ I.
� •y�► t Imo.
4 fig*
•
•
a 1 6••is 1
f
•
• 0
t A 1 1
•
• Project Site
1 1
1 1
1 1
4 v ilia t t A.
. 1.
1 1
1 ----IM
•
1 1
1 1
1 1
1 1
1 1
1 1
,1 Nnlurnl Piynitt!;u4
CotliSlv4llotl ServiG^
-

LANDMARK
USDA Soil Conservation
Soil Service Map
Plate
A-3
Geo-Engineers and Geologists
Project No.: LP18149

Soil Map —Riverside County, Coachella Valley Area, California Area of Interest (AOI)
Soils
1 •

MAP LEGEND
Area of Interest (AOI)
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
V Blowout
Borrow Pit
• Clay Spot
O Closed Depression
• Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
+ Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot

4.0 0
!i
0 0
6 Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
4-1-4 Rails
N Interstate Highways
US Routes
Major Roads
Local Roads
Background
. Aerial Photography

MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.

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 10, Sep 13, 2018
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/7/2018
4'9439

Soil Map —Riverside County, Coachella Valley Area, California Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
MaB
Myoma fine sand, 0 to 5
percent slopes

26.7 98.2%
MaD Myoma fine sand, 5 to 15
percent slopes

0.5 27.2

1.8%
Totals for Area of Interest
100.0%
te,00k Natural Resources Web Soil Survey 11812018

0.00 Conservation Service National Cooperative Soil Survey Page 3 of 3 4-440

T1t,tkuin?i Pal,nt
•
i D 1ryo0ueds Cap prie&f :c 1 Delano. V.rnmwh \IE OM !ins t Qua: (J,CS Project Site
U0 ft Sta.: 1 : 2.40(0 Una if. I Daum; 11(,1 i
T
C:' 0

LANDMARK
Topographic Map
Plate
A-4
Geo-Engineers and Geologists
Project No.: LP18149
4-441

Fault Map
Legend
• 8t173
Los An 9.4. A
an Diego Nealcatl
Tijuana -
Notes
!AC I
0 =8t1" _'ocobs
= T.: z
111 :,;'t - Z:: r.
: u g g.
0 3 009 6,019 Feet
'IMPORTANT' Maps and rata are to he used for reference pi:Tpcses only !rap features ire apprmr.are ar:d are not rocessan1y accurate to surveying or engrreenrg standards The County of Rarersde makes no wanary or guarantee as to the content ides source rs often third party,, accuracy lereimess or comp:ate mess of any of ova data provided end assrnes m legal respcns t.trty fcrtha :nformahen ccrrlaced on this map Any use of Mrs product'+nth respect to accuracy and precision :ha I be the sale respcnnib::uty 2, the user
REPORT PR,NTED ON 11/9/7019909 cA AM
Rrer..de Court,/ 3iS

LANDMARK
Riverside County
Geographic Information System (GIS)
Fault Map
Plate
A-5
Geo-Engineers and Geologists
Project No.: LP18149
4-442

Subsidence Map
Project Site
Legend
Ley!, ramp -I.
tz3-'
:in No,
Notes
RCIT
0 a 3': O:F -:3(3 .....c�
— -cr•a�lec
�. clv.r.:rneq s f

LANDMARK
Riverside County
Geographic Information System (GIS)
Subsidence
Plate
A-6
Geo-Engineers and Geologists
Project No.: LP18149
4-443

I
Liquefaction Map
•
Project Site
....,`
,
.ti
Legend
Lo Anq.l<.. • _ . ., .
•
Iyu.na
Notes
RCI� 0 . ,0 a rnl 3r l ct.._ o ' r: , c. no G ctnrde c e 1.3,IS n' c '3F r.jK ,. -r rP I [ n'1',1271:7-'1"71:- .n[ n .rr .r. . 4 '' r
.r - .: .�? n1:, Jn
. . E . TC
_ .. . .,�; .r J;,. •7 ' 1, . .. .. :.IJ- .. 4 ., -_ , ,J ''! .r

LANDMARK
Riverside County
Geo-Engineers and Geologists
Project No.: LP18149
Geographic Information System (GIS)
Liquefaction Zones
Plate
A-7
4-444

VIII I ( .l lIL II . I;.Int ui
( .lh!nlLI Intil:ul
1-:1% S Is ( +'ii i
1 uinr nln,r:lic(I \IS:Is
(I(.II.J�

LEGEND

SPECIAL FLOOD HAZARD AREAS SUBJECT TO INUNDATION
BY THE 1% ANNUAL CHANCE FLOOD
The 1% annual flood (100 -year flood), also (mown as the base flood, is the flood that has a 1% diance of being equaled or exceeded in any given year. The Special Flood Hazard Area is the area subla[t to flooding try the 1% annual chance flood. Areas of Special Flood Hazard Include Zones A, AE, Ali, AO, AR, A99, V, and VE. The Base Flood Eevation is the water -surface elevation of the 1% annual chance flood.

ZONE A No Base Flood Elevations determined.

ZONE AE Base Flood Elevations determined.

ZONE AH Flood depths of 1 to 3 feet (usually areas of bonding); Base Rood Elevations determined.

ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial tan flooding, velocities also determined.

ZONE AR Special Flood Hazard Area formerly protected from the 1% annual chance flood try a flood control system that was subsequently decertified. Zone AR indicates that the fora flood control system is bang restored to provide protection from the 1% annual chance or greater flood,
ZONE A99 Area to be protected from 1% annual chance food by a Federal flood protection system under construction; no Base Flood Elevations determined.

ZONE V Coastal flood zone with velocity hazard (wave action); no Base Flood Elevations determined.

ZONE VE Coastal flood zone with velocity hazard (wave action); Base Rood Elevations determined.

FLOODWAY AREAS IN ZONE AE
The floodway is the channel of a stream plus any adjacent floodpizen areas that must be kept free of encroachment so that the 1% annal chance flood can be carried without substantial increases In flood heights.

OTHER FLOOD AREAS
ZONE X
ZONE X
ZONE
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 rile; and areas protected by levees from 1% annual chance flood.

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

Areas In which flood hazards are undetermined, but possible

0.2% annual chance floodpain boundary
Medway boundary
Zone D boundary
CBRS and CPA boundary
Boundary dividing Special Flood Hazard Area Zones and
boundary dividing Special Flood Hazard Areas of deferent Base Flood Elevations, flood depths or flood velocities.
513 Base Flood Elevation lire and value; elevation in feet* (EL 987) Base Flood Elevation value where uniform within zone; elevation in feet.
" Referenced to the North Amencan Vertical Datum of 1988 Cross section line
Transect line
87°07'45", 32°22'30" Geographic coonflnates referenced to the North Al Datum of 1983 (NAD 83), Western HerJsyf - e
'76C°°"N
1000 -meter Universal Transverse Mercator grid values, zone 11N
600000 FT 5000 -foot grid ticks: California State Plane coordinate system, zone VI (FIPSZONE 0106), lambert Conformal Conic projection
Bench mark (see explanation in Notes to Users section of this FIRM panel)
DX5510 x
•M1.5 River Mile
4-446

APPENDIX B

DEPTH
FIELD
LOG OF TEST PIT NO. T-1
SHEET 1 OF 1

LABORATORY
SAMPLE
USCS
CLASS.

BLOW
COUNT
POCKET
PEN. (tsf)
DRY

DENSITY
(pcf)

MOISTURE

CONTENT
(% dry wt.)

OTHER TESTS

DESCRIPTION OF MATERIAL
SAND (SP-SM): Olive gray, dry, medium dense, fine grained 102.5

97.1 1.1

1.5 Passing #200 = 5 8
5 10
Total Depth = 10.0'
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
15 20
25 30
DATE EXCAVATED: 08/30/18
LOGGED BY: A. Arthen
SURFACE ELEVATION:

TOTAL DEPTH 10.0 Feet DEPTH
TO WATER:

N/A
TYPE OF BIT: Backhoe DIAMETER:

N/A
HAMMER WT.: N/A
DROP:

N/A
PROJECT NO. LP18149

LANDMARK
PLATE B-1
Geo-Engineers and Gcologst;
4-448

DEPTH
FIELD
LOG OF TEST PIT NO. T-2
SHEET 1 OF 1

LABORATORY
SAMPLE
USCS
CLASS.

BLOW
COUNT
POCKET
PEN. (tsf)
DRY

DENSITY
(pcfl

MOISTURE

CONTENT
(% dry wt.)

OTHER TESTS

DESCRIPTION OF MATERIAL
SAND (SP SM): Olive gray, dry, medium dense, fine grained 103.2

99.6 2 3

1.4 .. . . . .
5 10
Total Depth = 10.0'
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
15 20
25 30
DATE EXCAVATED:

LOGGED BY:

SURFACE ELEVATION:
08/30/18 TOTAL DEPTH: 10.0 Feet
DEPTH
DIAMETER:

TO WATER:

N/A
A. Arthen
TYPE OF BIT: Backhoe
N/A
HAMMER WT.: N/A DROP:

N/A
PROJECT NO. LP18149

LANDMARK
PLATE B-2
Gco-Enginccrs and Geologists
4-449

DEPTH
FIELD
LOG OF TEST PIT NO. T-3
SHEET 1 OF 1

LABORATORY
SAMPLE
USCS
CLASS.

BLOW
COUNT
POCKET
PEN. (tsf)
DRY

DENSITY
(pcf)

MOISTURE

CONTENT
(% dry wt.)

OTHER TESTS

DESCRIPTION OF MATERIAL
SAND (SP-SM): Olive gray, dry, medium dense, fine grained 103.3
101.1

1.1 2.0
5 10
I
Total Depth = 10.0'
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
15 I
20 t
25 30
DATE EXCAVATED:

LOGGED BY:

SURFACE ELEVATION:
08/30/18
TOTAL DEPTH: 10.0 Feet
DEPTH TO WATER:

DIAMETER:

DROP:

N/A
N/A
A. Arthen
TYPE OF BIT: Backhoe
HAMMER WT.: N/A
N/A
PROJECT NO. LP18149

LANDMARK

PLATE B-3
Sco-Eaginccrz and Gcclogsts
4-450

DEPTH
FIELD
LOG OF TEST PIT NO. T-4
SHEET 1 OF 1

LABORATORY
SAMPLE
USCS
CLASS.

BLOW
COUNT
POCKET
PEN. (tsf)
DRY

DENSITY
(pcf)

MOISTURE

CONTENT
(% dry wt.)

OTHER TESTS

DESCRIPTION OF MATERIAL
•
•
SAND (SP-SM): Olive gray, dry, medium dense, fine grained 102.8

99.9 1.3

1.9 10
-
1 I -
-
Total Depth = 12.0'
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
15 -
20 25
30 DATE EXCAVATED: 08/30/18
LOGGED BY: A- Arthen
SURFACE ELEVATION:

TOTAL DEPTH: 12.0 Feet
DEPTH
DIAMETER:

TO WATER:
_N/A
TYPE OF BIT: Backhoe
N/A
HAMMER WT.: N/A
DROP:

N/A
PROJECT NO. LP18149

LANDMARK
PLATE B-4
Gco-Engineers and Geologists
4-451

DEPTH
FIELD
LOG OF TEST PIT NO. T-5
SHEET 1 OF 1

LABORATORY
SAMPLE
USCS
CLASS.

BLOW
COUNT
POCKET
PEN. (tsf)
DRY

DENSITY
(pcf)

MOISTURE

CONTENT
(% dry wt.)

OTHER TESTS

DESCRIPTION OF MATERIAL
- -
•
:..-
SAND (SP-SM): Olive gray, dry, medium dense, fine grained 102.0
100.8

1.5 2.7
Passing #200 = 5.2
5 10
Total Depth = 10.0'
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
15 20
25 30
DATE EXCAVATED:

LOGGED BY:

SURFACE ELEVATION:
08/30/18 TOTAL DEPTH: 10.0 Feet
DEPTH
DIAMETER:

TO WATER:

N/A
A. Arthen
TYPE OF BIT: Backhoe
N/A
HAMMER WT.: N/A DROP:

N/A
PROJECT NO. LP18149

LANDMARK
PLATE B-5
Gco-Engineers and Geologists
4-452

PRIMARY DIVISIONS

DEFINITION OF TERMS

SYMBOLS

SECONDARY DIVISIONS
Coarse grained soils More
than half of material is larger
that No. 200 sieve
Fine grained soils More than
half of material is smaller
than No. 200 sieve
Highly organic soils
Gravels
Clean gravels (less
than 5%fines)
fa: 0:5
-*.e.
.i • is 'P
GW
Well graded gravels, gravel -sand mixtures, little or no fines More than half of
coarse fraction is
larger than No 4
sieve
%%7
�. •
Gp
Poorly graded gravels, or gravel -sand mixtures, little or no fines Gravel with fines
,'t
GM
Silty gravels, gravel -sand -silt mixtures, non -plastic fines n
GC
Clayey gravels, gravel -sand -clay mixtures, plastic fines Sands
More than half of
coarse fraction is
smaller than No. 4
sieve
Clean sands (less
than 5% fines)
SW
Well graded sands, gravelly sands, little or no fines
SP
Poorly graded sands or gravelly sands, little or no fines Sands with fines -.�
,Ffi SC Clayey sands, sand -clay mixtures, plastic fines SM
Silty sands, sand -silt mixtures, non -plastic fines
Silts and clays
1111111
ML
Inorganic silts, clayey silts with slight plasticity
Liquid limit is less than 50%
/�///
CL
Inorganic clays of low to medium plasticity, gravely, sandy, or lean clays

!ill 1
CL
Organic silts and organic clays of low plasticity
Silts and clays
1 1 1 1
MH
Inorganic silts, micaceous or diatomaceous silty soils, elastic silts Liquid limit is more than 50% //��
%/
CH
Inorganic clays of high plasticity. fat clays
'i✓'Lrs OH
Organic clays of medium to high plasticity, organic silts Vpi'
allAs
Peat and other highly organic soils

GRAIN SIZES
Silts and Clays
Sand
Gravel
Cobbles
Boulders
Fine
Medium
Coarse
Fine
Coarse
200 40 10
US Standard Series Sieve
Sands, Gravels, etc.

Blows/ft. •
Very Loose
0-4
Loose
4-10
Medium Dense
10-30
Dense
30-50
Very Dense
Over 50
4 3/4" 3
Clear Square Openings
12'
Clays & Plastic Silts
Strength "
Blows/ft. •
Very Soft
0-0.25
0-2
Soft
0 25-0.5
2-4
Firm

0.5-1 0
4-8
Stiff

1.0.2.0 8-16
Very Stiff

2.04 0
16-32
Hard
Over 4.0
Over 32
* Number of blows of 140 Ib. hammer falling 30 inches to drive a 2 inch O.D. (1 3/8 in. I.D.) split spoon (ASTM D1586). ** Unconfined compressive strength in tons/s.f. as determined by laboratory testing or approximated by the Standard Penetration Test (ASTM D1586), Pocket Penetrometer, Torvane, or visual observation.

Type of Samples:
111 Ring Sample ®Standard Penetration Test IShelby Tube ® Bulk (Bag) Sample Drilling Notes:

1. Sampling and Blow Counts
Ring Sampler- Number of blows per foot of a 140 lb hammer falling 30 inches.

Standard Penetration Test - Number of blows per foot.

Shelby Tube - Three (3) inch nominal diameter tube hydraulically pushed.

2. P. P. = Pocket Penetrometer (tons/s.f.).

3. NR = No recovery.

4. GWT = Ground Water Table observed @ specified time.

LANDMARK
Geo-Engineers and Geologists
Plate
Project No. LP18149
Key to Logs
B-6
4-453

APPENDIX C

SIEVE ANALYSIS
Cobbles and Boulders
Gravel
Sand
Silt and Clay
Coarse I
Fine
Coarse I
Medium
Fine
90 80
-T--1 (d10-3 R
1000.000
100.000

10.000
Particle Size (mm)

1.000

0.100
70 60
50 40
30 20
10 0

0.010
Percent Passing by Weight

LANDMARK
Grain Size Analysis
Plate
C-1
Gco•Ergmccrs and Gco',1 c.

Project No.: LP18149
4-455

SIEVE ANALYSIS
Cobbles and Boulders
Gravel
Sand
Silt and Clay
Coarse I
Fine
Coarse Medium
Fine
•�T-5®0.3fl.

0.100
1000.000
100.000
10 000
Particle Size (mm)
1 000
90 80
70 60
50 40
30 20
10 0

0.010
Percent Passing by Weight

LANDMARK
Gro.Ergaurrs
Project
Grain Size Analysis
Plate
C-2
and Geolog :t;
No.: LP18149
4-456

LANDMARK CONSULTANTS, INC.

CLIENT:

PROJECT:

JOB No.:

DATE:

La Paloma Homes
APNs 685-030-006 & -080-031 -- Rancho Mirage, CA
LP18149
10/30/18

CHEMICAL ANALYSIS
Boring:

Sample Depth, ft:
pH:

Electrical Conductivity (mmhos):

Resistivity (ohm -cm):

Chloride (CI), ppm:

Sulfate (SO4), ppm:

T-1
0-3

9.0 25,000
80 22
General Guidelines for Soil Corrosivity
Material Chemical
Affected Agent
Concrete Soluble
Sulfates
Normal Soluble
Grade Chlorides
Steel
Normal Resistivity
Grade
Steel
Amount in
Soil (ppm)
0 - 1,000
1,000 - 2,000
2,000 - 20,000
> 20,000
0-200
200 - 700
700 - 1,500
> 1,500
1 -1,000
1,000 - 2,000
2,000 - 10,000
> 10,000
Degree of
Corrosivity
Low
Moderate
Severe
Very Severe
Low
Moderate
Severe
Very Severe
Very Severe
Severe
Moderate
Low
Caltrans
Method
643
424
643
422
417

LANDMARK
Geo-Engineers and Geologists
Project No.: LP18149
Selected Chemical
Test Results
Plate
C-3
4-457

Client: La Paloma Homes
Project: APN 685-030-006 & 685-080-031
Project No.: LP18149
Dry Density (pct)
Date: 9/18/2018
Lab. No.: N/A
140
130
120
110
100
10 15
20 25
Soil Description: Olive -Gray Silty Sand (SM)
Sample Location: T-1 c 0-3 ft.

Test Method: ASTM D-1557 A
Maximum Dry Density (pcf): 113.6
Optimum Moisture Content (%): 12.6
Curves of 100%
saturation for
specific gravity
equal to:

2.75 2.70

2.65 0
5 Moisture Content (%)
30 LANDMARK
Moisture Density Relationship
Plate
C-4
Geo-Engineers and Geologists
Project No.: LP18149
4-458

APPENDIX D

Sladden Engineering
45090 Golf Center Parkway, Suite F, Indio, CA. 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite C, Buena Park, CA. 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA. 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA. 92543 (951) 766-8777 Fax (951) 766-8778 December 19, 2016 Project No. 544-16293
16-12-514
La Paloma Homes, Inc.
42280 Beacon Hill
Palm Desert, California 92211
Project:

Proposed Residential Development
Tentative Tract Map No. 36949
SEC Victory Lane anfilliria josefina
iikaneho Mirage, California $
Subject: Percolation & Infiltration Testing for On -Site Storm Water Retention Ref: Geotechnical Investigation report prepared by Sladden Engineering dated December 19, 2016; Project No. 544-16293, Report No. 16-12-506.

PERCOLATION TEST RESULTS
Test Location
No.

Depth (ft)
Percolation Rate
(in/hour)
Infiltration Rate
Porchet's Method
(in/hr)
P-1

5.0 33.5

11.08 Sladden E4ine4i o

December 19, 2016 -2- Project No. 544-16293
16-12-514
Infiltration testing was performed on November 18, 2016 utilizing a double ring infiltrometer.

If you have any questions regarding this memo, please contact the undersigned.

Respectfully submitted,

SLADDEN ENGINEERING
Brett L. Anderson
Principal Engineer
Copies: 4 / Addressee
BRETTt—
ANDERSON i
No. C45389
Exp.9/30/18
CIVIL
* ENGINEERING 1
fiOr �'Al.1F�,
Sladden'4—'T€ 1

w V

EXPLANATION OF MAP SYMBOLS
P-2 (,} Approximate Percolation Test Location
r
4 gen
e
A
r
•
e
$
44 C P-2
$
a
a

TEST LOCATION PHOTOGRAPH
Project Number:

Report Number:
544-16293
16-12-514
FIGURE
1 Sladden Engineering
Date:

December 19, 2016
4-462

STORM WATER TER PERCOLATION DATA SHEET
Project: Victory Lane & Via Josefina
Test Hole: P-1
Depth of Test Hole: 5.0 Feet
Check for Sandy Soil Criteria Tested by: Matt T.

Actual Percolation Tested by: Matt T.

10.0 0.0

10.0 B
9:25
9:50
25 5.0

10.0 0.0

10.0 1.
9:50
10:05
15 5.0

9.5 0.0

9.5 2.
10:05
10:20
15 5.0

8.0 0.0

8.0 3
10:20
10:35
15 5.0

8.5 0.0

8.5 4.
10:35
10:50
15 5.0

8.0 0.0

8.0 5
10:50
11:05
15 5.0

8.0 0.0

8.0 6
11:05
11:20
15 5.0

9.0 0.0

9.0 7.

8. 9-

10. 11.

12. 4-463

PERCOLATION RATE CONVERSION (PORCHET METHOD), RIVERSIDE COUNTY It=
OH 60 R
At(r+2Havg)
At (minutes)
Df (Final Depth to water)
r (hole radius in inches)
Do (Initial Depth to water)
Dt (Total Depth of test hole)
Ho (initial height of water at selected time interval)
Ho = DrD0
Hf (final height of water at the selected time interval) Hf = Dc Df
AH (change in head over the time interval)
OH = Ho-Hf
Han (average head height over the time interval)
Havg = (Ho+Hf)/2
Test Hole: P-1
It=
At = 15
Df= 60
r = 4.00
Do = 51
Dt = 60.00
Ho = 9
Hf= 0
OH = 9.00
Havg = 4.50

11.08 in/hr

DOUBLE RING PERCOLATION RATE CALCULATIONS

INNER RING
Job No.

Test Hole
AVERAG
544-16296
Interval
Number
Initial
Watencml
Final
Water(cm)
Con. Factor
(cm to inn
Water
(inl
Area Mar.
iin21
Volume
yn3)
Area IR
(in2)
Time
tmin}
Time
(hr)
Vir
(in/hr)
P-2
1 47.0

0.0 0.39

18.5 3 9
165,5
113.1
10 0.17

8.8 n
3 4
5 6
7 8
9 10
11 •1
13 1
E RATE* = I 8.8
14 (in/hr)
15 16
17 18
19 20
21 23
24 25
4-465

APPENDIX E

California Building Standards Commission, 2017, 2016 California Building Code.

California Code of Regulations, Title 24, Part 2, Vol. 2 of 2.

Caltrans, 2012, Highway Design Manual.

California Division of Mines and Geology (CDMG), 1996, California Fault Parameters:
available at http://www.consrv.ca.aov/dmg/shezp/lltindex.html .

California Geological Survey (CGS), 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 1 17A, 98p.

California Geological Survey (CGS), 2018, Fault Activity Map of California http://www.quake.ca.,ov/umaps/FAht/fau Itactivity map.htm I#.

California Geological Survey (CGS), 2018, Alquist-Priolo Earthquake Fault Zone Maps. http://maps.conservation.ca.� ov/etas/in formationwarehouse/index.htmI ?map=reau1 atorymaps
Cetin, K. 0., Seed, R. B., Der Kiureghian, A., Tokimatsu, K., Harder, L. F., Jr., Kayen, R.

E., and Moss, R. E. S., 2004, Standard penetration test -based probabilistic and deterministic assessment of seismic soil liquefaction potential: ASCE JGGE, Vol., 130, No. 12, p. 1314-1340.

Geologismiki, 2017, CLiq Computer Program, www.geologismiki.gr Ishihara, K. (1985), Stability of natural deposits during earthquakes, Proc. l 1`h Int. Conf.

On Soil Mech. And Found. Engrg., Vol. 1, A. A. Balkema, Rotterdam, The Netherlands, 321-376.

Jones, A. L., 2003, An Analytical Model and Application for Ground Surface Effects from Liquefaction, PhD. Dissertation, University of Washington, 362 p.

Post -Tensioning Institute (PTI), 2007a, Standard Requirements for Analysis of Shallow Concrete Foundations on Expansive Soils (3rd Edition).

Post -Tensioning Institute (PTI), 2007b, Standard Requirements for Design of Shallow Post -Tensioned Concrete Foundations on Expansive Soils (2nd Edition).

U.S. Geological Survey (USGS), 1990, The San Andreas Fault System, California, Professional Paper 1515.

U.S. Geological Survey (USGS), 2017, US Seismic Design Maps Web Application, available at http://geohazards.usgs.gov/designmaps/us/application.php Wire Reinforcement Institute (WRI/CRSI), 2003, Design of Slab -on -Ground Foundations, Tech Facts TF 700-R-03, 23 p.

Youd, T. L., 2005, Liquefaction -induced flow, lateral spread, and ground oscillation, GSA Abstracts with Programs, Vol. 37, No. 7, p. 252.

Youd, T. L. and Garris, C. T., 1995, Liquefaction induced ground surface disruption:

ASCE Geotechnical Journal, Vol. 121, No. 11.
4-468

Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 12/28/2023
Case Description: RNCH 004
---- Receptor #1 ----
Baselines (dBA)
Description Land Use Daytime Evening Night
Residential Homes Residential 60 55 50
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Backhoe No 40 77.6 100 10
Compactor (ground) No 20 83.2 100 10
Concrete Mixer Truck No 40 78.8 100 10
Concrete Pump Truck No 20 81.4 100 10
Dump Truck No 40 76.5 100 10
Excavator No 40 80.7 100 10
Grader No 40 85 100 10
Front End Loader No 40 79.1 100 10
Roller No 20 80 100 10
Paver No 50 77.2 100 10
Tractor No 40 84 100 10
Flat Bed Truck No 40 74.3 100 10
Results
Calculated (dBA) Noise Limits (dBA) Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax L10 Lmax L10 Lmax L10 Lmax L10 Lmax L10 Lmax L10 Lmax L10 Backhoe 61.5 60.6 85 75 85 60 80 55 None None None 0.6 None 5.6 Compactor (ground) 67.2 63.2 85 75 85 60 80 55 None None None 3.2 None 8.2 Concrete Mixer Truck 62.8 61.8 85 75 85 60 80 55 None None None 1.8 None 6.8 Concrete Pump Truck 65.4 61.4 85 75 85 60 80 55 None None None 1.4 None 6.4 Dump Truck 60.4 59.5 85 75 85 60 80 55 None None None None None 4.4 Excavator 64.7 63.7 85 75 85 60 80 55 None None None 3.7 None 8.7 Grader 69 68 85 75 85 60 80 55 None None None 8 None 13 Front End Loader 63.1 62.1 85 75 85 60 80 55 None None None 2.1 None 7.1 Roller 64 60 85 75 85 60 80 55 None None None None None 5 Paver 61.2 61.2 85 75 85 60 80 55 None None None 1.2 None 6.2 Tractor 68 67 85 75 85 60 80 55 None None None 7 None 12 Flat Bed Truck 58.2 57.3 85 75 85 60 80 55 None None None None None 2.3 Total 69 74 85 75 85 60 80 55 None None None 14 None 19 *Calculated Lmax is the Loudest value.
4-469

CITY OF RAMC 0 MIRAGE
November 22, 2023
Agua Caliente Band of Cahuilla Indians
Attn: Patricia Garcia, Director of Historic Preservation 5401 Dinah Shore Drive
Palm Springs, CA 92264
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Director of Historic Preservation,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

The project will be located on a 8.41 -acre project site located at the east side of Via Josefina at the terminus of Victory Drive (APNs: 685-080-031 685-080-010, & 685-030-006). The project proposes to subdivide the 8.41 acre project site into a 17 residential lots gated community with lots ranging in size from 12,510 square feet to 22,323 square feet. Private streets are proposed in addition to a retention basin and perimeter landscaping within the common areas of the development. Access to the site will be via a gated entry along Via Josefina. A General Plan Zoning Map Amendment is also proposed to modify the land use designation of APN: 685-080-031 for approximately 1.5 acres from Very Low Density Residential (R -L-2) to Medium Density Residential (R -M).

California Government Code provides that tribal organizations must request consultation within 90 days of receiving notice of a project. However, in the interest of expediting review and meeting other state - mandated deadlines, we ask that you respond in writing to this correspondence at your earliest convenience.

The City of Rancho Mirage is committed to a productive AB 52 & SB 18 consultation process and positive working relationships with the Tribal government. Should you have questions regarding this letter, please contact me at 760-328-2266 or via e-mail at bent(a,ranchoinirageca.gov.

Sincerely,
'ecc %red
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-470

CITY OF RAMC 0 MIRAGE
November 22, 2023
Augustine Band of Cahuilla Mission Indians
Attn: Amanda Vance, Chairperson
84001 Avenue 54
Coachella, CA 92236
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Chairperson,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

The project will be located on a 8.41 -acre project site located at the east side of Via Josefina at the terminus of Victory Drive (APNs: 685-080-031 685-080-010, & 685-030-006). The project proposes to subdivide the 8.41 acre project site into a 17 residential lots gated community with lots ranging in size from 12,510 square feet to 22,323 square feet. Private streets are proposed in addition to a retention basin and perimeter landscaping within the common areas of the development. Access to the site will be via a gated entry along Via Josefma. A General Plan Zoning Map Amendment is also proposed to modify the land use designation of APN: 685-080-031 for approximately 1.5 acres from Very Low Density Residential (R -L-2) to Medium Density Residential (R -M).

Sincerely,
Eat %nne4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-471

CITY OF RAMC 0 MIRAGE
November 22, 2023
Cabazon Band of Mission Indians
Attn: Doug Welmas, Chairperson
84245 Indio Springs Parkway
Indio, CA 92203
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Chairperson,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

The project will be located on a 8.41 -acre project site located at the east side of Via Josefina at the terminus of Victory Drive (APNs: 685-080-031 685-080-010, & 685-030-006). The project proposes to subdivide the 8.41 acre project site into a 17 residential lots gated community with lots ranging in size from 12,510 square feet to 22,323 square feet. Private streets are proposed in addition to a retention basin and perimeter landscaping within the common areas of the development. Access to the site will be via a gated entry along Via Josefma. A General Plan Zoning Map Amendment is also proposed to modify the land use designation of APN: 685-080-031 for approximately 1.5 acres from Very Low Density Residential (R -L-2) to Medium Density Residential (R -M).

Sincerely,
Eat %nne4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-472

CITY OF RAMC 0 MIRAGE
November 22, 2023
Cahuilla Band of Indians
Attn: Anthony Madrigal, Tribal Historic Preservation Officer 52701 CA Highway 371
Anza, CA 92539
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Tribal Historic Preservation Officer,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

The project will be located on a 8.41 -acre project site located at the east side of Via Josefina at the terminus of Victory Drive (APNs: 685-080-031 685-080-010, & 685-030-006). The project proposes to subdivide the 8.41 acre project site into a 17 residential lots gated community with lots ranging in size from 12,510 square feet to 22,323 square feet. Private streets are proposed in addition to a retention basin and perimeter landscaping within the common areas of the development. Access to the site will be via a gated entry along Via Josefma. A General Plan Zoning Map Amendment is also proposed to modify the land use designation of APN: 685-080-031 for approximately 1.5 acres from Very Low Density Residential (R -L-2) to Medium Density Residential (R -M).

Sincerely,
Eat %nne4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-473

CITY OF RAMC 0 MIRAGE
November 22, 2023
Cahuilla Band of Indians
Attn: Daniel Salgado, Chairperson
52701 CA Highway 371
Anza, CA 92536
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Chairperson,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

The project will be located on a 8.41 -acre project site located at the east side of Via Josefina at the terminus of Victory Drive (APNs: 685-080-031 685-080-010, & 685-030-006). The project proposes to subdivide the 8.41 acre project site into a 17 residential lots gated community with lots ranging in size from 12,510 square feet to 22,323 square feet. Private streets are proposed in addition to a retention basin and perimeter landscaping within the common areas of the development. Access to the site will be via a gated entry along Via Josefma. A General Plan Zoning Map Amendment is also proposed to modify the land use designation of APN: 685-080-031 for approximately 1.5 acres from Very Low Density Residential (R -L-2) to Medium Density Residential (R -M).

Sincerely,
Eat %nne4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-474

CITY OF RAMC 0 MIRAGE
November 22, 2023
Cahuilla Band of Indians
Attn: BobbyRay Esparza, Cultural Director
52701 CA Highway 371
Anza, CA 92539
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Cultural Director,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

The project will be located on a 8.41 -acre project site located at the east side of Via Josefina at the terminus of Victory Drive (APNs: 685-080-031 685-080-010, & 685-030-006). The project proposes to subdivide the 8.41 acre project site into a 17 residential lots gated community with lots ranging in size from 12,510 square feet to 22,323 square feet. Private streets are proposed in addition to a retention basin and perimeter landscaping within the common areas of the development. Access to the site will be via a gated entry along Via Josefma. A General Plan Zoning Map Amendment is also proposed to modify the land use designation of APN: 685-080-031 for approximately 1.5 acres from Very Low Density Residential (R -L-2) to Medium Density Residential (R -M).

Sincerely,
Eat %nne4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-475

CITY OF RAMC 0 MIRAGE
November 22, 2023
Campo Band of Diegueno Mission Indians
Attn: Ralph Goff, Chairperson
36130 Church Road, Suite 1
Campo, CA 91306
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Chairperson,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

The project will be located on a 8.41 -acre project site located at the east side of Via Josefina at the terminus of Victory Drive (APNs: 685-080-031 685-080-010, & 685-030-006). The project proposes to subdivide the 8.41 acre project site into a 17 residential lots gated community with lots ranging in size from 12,510 square feet to 22,323 square feet. Private streets are proposed in addition to a retention basin and perimeter landscaping within the common areas of the development. Access to the site will be via a gated entry along Via Josefma. A General Plan Zoning Map Amendment is also proposed to modify the land use designation of APN: 685-080-031 for approximately 1.5 acres from Very Low Density Residential (R -L-2) to Medium Density Residential (R -M).

Sincerely,
Eat %nne4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-476

CITY OF RAMC 0 MIRAGE
November 22, 2023
Ewiiaapaayp Band of Kumeyaay Indians
Attn: Michael Garcia, Vice Chairperson
4054 Willows Road
Alpine, CA 91301
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Vice Chairperson,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

The project will be located on a 8.41 -acre project site located at the east side of Via Josefina at the terminus of Victory Drive (APNs: 685-080-031 685-080-010, & 685-030-006). The project proposes to subdivide the 8.41 acre project site into a 17 residential lots gated community with lots ranging in size from 12,510 square feet to 22,323 square feet. Private streets are proposed in addition to a retention basin and perimeter landscaping within the common areas of the development. Access to the site will be via a gated entry along Via Josefma. A General Plan Zoning Map Amendment is also proposed to modify the land use designation of APN: 685-080-031 for approximately 1.5 acres from Very Low Density Residential (R -L-2) to Medium Density Residential (R -M).

Sincerely,
Eat %nne4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-477

CITY OF RAMC 0 MIRAGE
November 22, 2023
Ewiiaapaayp Band of Kumeyaay Indians
Attn: Robert Pinto, Chairperson
4054 Willows Road
Alpine, CA 91301
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Chairperson,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

The project will be located on a 8.41 -acre project site located at the east side of Via Josefma at the terminus of Victory Drive (APNs: 685-080-031 685-080-010, & 685-030-006). The project proposes to subdivide the 8.41 acre project site into a 17 residential lots gated community with lots ranging in size from 12,510 square feet to 22,323 square feet. Private streets are proposed in addition to a retention basin and perimeter landscaping within the common areas of the development. Access to the site will be via a gated entry along Via Josefina. A General Plan Zoning Map Amendment is also proposed to modify the land use designation of APN: 685-080-031 for approximately 1.5 acres from Very Low Density Residential (R -L-2) to Medium Density Residential (R -M).

Sincerely,
Feel 7a/vre4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-478

CITY OF RAMC 0 MIRAGE
November 22, 2023
La Posta Band of Diegueno Mission Indians
Attn: Gwendolyn Parada, Chairperson
8 Crestwood Road
Boulevard, CA 91305
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Chairperson,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
Feel 7a/vre4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-479

CITY OF RAMC 0 MIRAGE
November 22, 2023
La Posta Band of Diegueno Mission Indians
Attn: Javaughn Miller, Tribal Administrator
8 Crestwood Road
Boulevard, CA 91305
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Tribal Administrator,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
Feel 7a/vre4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-480

CITY OF RAMC 0 MIRAGE
November 22, 2023
Los Coyotes Band of Cahuilla and Cupeno Indians
Attn: Ray Chapparosa, Chairperson
P.O. Box 189
Warner Springs, CA 92086-0189
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Chairperson,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
Feel 7o/vre4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-481

CITY OF RAMC 0 MIRAGE
November 22, 2023
Manzanita Band of Kumeyaay Nation
Attn: Angela Elliott Santos, Chairperson
P.O. Box 1302
Boulevard, CA 91305
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Chairperson,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
Feel 7o/vre4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-482

CITY OF RAMC 0 MIRAGE
November 22, 2023
Mesa Grand Band of Diegueno Mission Indians
P.O Box 270
Santa Ysabel, CA 92070
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefina Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Mesa Grand Band of Diegueno Mission Indians,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
%nnea
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-483

CITY OF RAMC 0 MIRAGE
November 22, 2023
Morongo Band of Mission Indians
Attn: Robert Martin, Chairperson
12700 Pumarra Road
Banning, CA 92220
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josef -ma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Chairperson,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
Feel 7o/vre4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-484

CITY OF RAMC 0 MIRAGE
November 22, 2023
Morongo Band of Mission Indians
Attn: Aim Brierty, THPO
12700 Pumarra Road
Banning, CA 92220
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Tribal Historic Preservation Officer,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
Feel 7a/vre4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-485

CITY OF RA IBC 0 MIRAGE
November 22, 2023
Quechan Tribe of the Fort Yuma
Attn: Manfred Scott, Acting Chairman
P.O. Box 1899
Yuma, CA 85366
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Acting Chairman,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
Eat %nne4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-486

CITY OF RAMC 0 MIRAGE
November 22, 2023
Quechan Tribe of the Fort Yuma Reservation
Attn: Jill McCormick, Historic Preservation Officer
P.O. Box 1899
Yuma, AZ 85366
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Historic Preservation Officer,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
Eat %nne4
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-487

CITY OF RAMC 0 MIRAGE
November 22, 2023
Quechan Tribe of the Fort Yuma Reservation
Attn: Jordan Joaquin, President
P.O. Box 1899
Yuma, AZ 85366
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear President,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
'ecc %red
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-488

CITY OF RAMC 0 MIRAGE
November 22, 2023
Ramona Band of Cahuilla
Attn: Joseph Hamilton, Chairperson
P.O. Box 391670
Anza, CA 92539
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Chairperson,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

The project will be located on a 8.41 -acre project site located at the east side of Via Josefina at the terminus of Victory Drive (APNs: 685-080-031 685-080-010, & 685-030-006). The project proposes to subdivide the 8.41 acre project site into a 17 residential lots gated community with lots ranging in size from 12,510 square feet to 22,323 square feet. Private streets are proposed in addition to a retention basin and perimeter landscaping within the common areas of the development. Access to the site will be via a gated entry along Via Josefma. A General Plan Zoning Map Amendment is also proposed to modify the land use designation of APN: 685-080-031 for approximately 1.5 acres from Very Low Density Residential (R -L-2) to Medium Density Residential (R -M).

Sincerely,
'ea %rvzeo
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-489

CITY OF RAMC 0 MIRAGE
November 22, 2023
Santa Rosa Band of Cahuilla Indians
Attn: Lovina Redner, Tribal Chair
P.O. Box 391820
Anza, CA 92539
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Tribal Chair,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
'ecc %red
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-490

CITY OF RAMC 0 MIRAGE
November 22, 2023
Soboba Band of Luiseno Indians
Attn: Jessica Valdez, Cultural Resource Specialist
P.O. Box 487
San Jacinto, CA 92581
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Cultural Resource Specialist,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
'ecc %red
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-491

CITY OF RAMC 0 MIRAGE
November 22, 2023
Soboba Band of Luiseno Indians
Attn: Joseph Ontiveros, Tribal Historic Preservation Officer P.O. Box 478
San Jacinto, CA 92581
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Tribal Historic Preservation Officer,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
'ecc %red
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-492

CITY OF RAMC 0 MIRAGE
November 22, 2023
Torres -Martinez Desert Cahuilla Indians
Attn: Thomas Tortez, Chairperson
P.O. Box 1160
Thermal, CA 92274
RE: AB 52 & SB 18 Consultation: 17 Lot Via Josefma Subdivision — Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23-0004, and Tentative Tract Map Case No. TTM23-0003
Dear Chairperson,
The Native American Heritage Commission (NAHC) has identified your organization as having or potentially having traditional lands or cultural places located within the boundaries of the City of Rancho Mirage. In addition, the City of Rancho Mirage has been notified that your agency requests AB52 notification when an environmental action pursuant to the California Environmental Quality Act (CEQA) is being processed. In compliance with California Government Code Section 65352.3, this letter is to inform you of the proposed 17 lot subdivision project and to initiate the AB 52 & SB 18 consultation process.

Below you will find a description of the proposed project.

Sincerely,
'ecc %red
Ben Torres
Planning Manager

DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMirageCA.gov • (760) 328-2266
4-493

AUGUSTINE BAND OF CAHUILLA INDIANS
84-481 Avenue 54, Coachella CA 92236
Telephone: (760) 398-4722
Fax (760) 369-7161
Tribal Chairperson: Amanda Vance
Tribal Vice -Chairperson: Victoria Martin
Tribal Secretary: Geramy Martin
Date: 11/29/2023
Dear: Ben Torres
Planning Manager
SUBJECT: AB 52 &SB 18 Consultation: 17 Lot Via Josefma Subdivision- Environmental Assessment Case No. EA23-0010, General Plan Zoning Map Amendment Case No. GPZMA23- 0004, and Tentative Tract Map Case No. TTM23-0003.

Thank you for the opportunity to offer input concerning the development of the above - identified project. We appreciate your sensitivity to the cultural resources that may be impacted by your project and the importance of these cultural resources to the Native American peoples that have occupied the land surrounding the area of your project for thousands of years.

Unfortunately, increased development and lack of sensitivity to cultural resources have resulted in many significant cultural resources being destroyed or substantially altered and impacted.

Your invitation to consult on this project is greatly appreciated.

At this time, we are unaware of specific cultural resources that may be affected by the proposed project, however, in the event, you should discover any cultural resources during the development of this project please contact our office immediately for further evaluation.

Very truly yours,
71i tz
Geramy Martin, Tribal Secretary
Augustine Band of Cahuilla Indians
4-494

June 4, 2024
www.iid.com
A century of service.

Ben Torres
Planning Manager
City of Rancho Mirage
69-825 Highway 111
Rancho Mirage, CA 92270
Since 1911
SUBJECT: NOI to Adopt a MND for the 17 Lot Subdivision Project in Rancho Mirage, CA; TTM38041
Dear Mr. Torres:

On May 3, 2024, the Imperial Irrigation District received from the City Of Rancho Mirage Planning Division, a request for agency comments on the Notice of intent to adopt a Mitigated Negative Declaration for the 17 Lot Subdivision project in Rancho Mirage, California; Tentative Tract Map No. 38041. The project proposes to subdivide the 8.42 - acre project site, located on the east side of Via Josefina at the terminus of Victory Drive (APNs 685-080-031, -010 & 685-030-006) in Rancho Mirage, CA; into a 17 -lot gated residential community with lots ranging in size from approximately 12,511 sq. ft. to 22,323 sq. ft.

IID has reviewed the project information and has the following comments:

1. Based on the preliminary information provided to the IID, to accommodate the power load to service the proposed project will require the site acquisition, design, construction and commissioning of a new substation with two (2) 50 MVA 92/13.2 kV transformer banks in addition to distribution getaways and transmission line extensions. The required substation is currently anticipated to be constructed under a cost -share agreement concept on a per KVA basis, with a high-level cost estimate of $28 Million, based on 2024 IID rates. As a result the project is not likely solely responsible for the entire cost, but the plan of service for the project is contingent upon the implementation of the substation and related upgrades, and the project will be required to contribute to the cost share arrangement. To the extent the cost share arrangement is not finalized, the project may be required to facilitate construction of the substation.

2. The extension of two (2) 92 kV transmission lines with an in and out configuration is also needed to serve the substation from IID's existing 92 kV transmission system in the project vicinity.
4-495
IMPERIAL IRRIGATION DISTRICT • P.O. BOX 937 • IMPERIAL, CA 92251

Ben Torres
June 4, 2024

Page 2 ends

Rancho Mirage City CouncilOctober 3, 2024

Rancho Mirage City Council
October 3, 2024