Rancho Mirage City Council
November 6, 2025

5.2 Paleontological Record Search
On September 14, 2023, APRMI requested a paleontological resource records search from the Western Science Center (WSC) in Hemet, California, to identify any known paleontological resources on or near the Project site.

5.3 Cultural Records Search
On September 14, 2023, APRMI requested a cultural resource records search from the Eastern Information Center (EIC) in Riverside, California to identify any known cultural resources on or near the Project site. In accordance with Assembly Bi11 52, APRMI also requested a sacred lands file 626

and Native American contact list request with Native American Heritage Commission (NAHC) in West Sacramento, California on September 14, 2023.

5.4 Field Reconnaissance
On September 28, 2023, Ms. Robin Turner, Mr. Sam Parekh, and Mr. Skyland Rice conducted a field reconnaissance of the Project area to evaluate the presence of any archaeological or paleontological resources to determine if the development of the Project might have significant direct or indirect adverse impacts on such resources. The survey began near the southeastern most boundary of the Project area on Ginger Rogers Road and towards the northeastern boundary of the project area for further evaluation. Pedestrian survey methods were conducted on undeveloped areas with clear brush access and high ground visibility. The Project area was surveyed in transects approximately 10 feet (3 m) apart towards an east direction. Vegetation, topography, and fauna observations were photographed and noted. All photos, and field notes are stored in the APRMI office.

6.0 RESULTS OF RECORDS SEARCHES

6.1 Paleontological Resources Records Check
The results of the paleontological resources records search, conducted by Collections Manager Brittney Stoneburg of the Western Science Center (see Appendix A), states that there are no known vertebrate fossil localities within one mile of the Project area. The geologic unit underlying the Project area consists of relatively modern loose fine sand dating to the Holocene epoch, and such sedimentary units are unlikely to contain fossils. However, if excavation disturbs deeper sedimentary units dating to the earliest Holocene or Pleistocene epochs, there would be high paleontological sensitivity.

6.2 Cultural Resources Records Search Results
Results of the cultural records search were received on November 27, 2023. These results are discussed in full detail below (see Sections 6.2.1-3) and referenced as catalog numbers assigned by the EIC. National, State, and local designation criterion requirements may be viewed in 2.0 Regulatory Setting section. The results provided by the EIC include primary records such as Department of Parks and Recreation (DPR) forms, assessment reports, and maps. Letter request and results can be viewed in Appendix B.

6.2.1 Prehistoric Sites and Isolate(s)
Four prehistoric sites and one prehistoric isolate have been recorded with primary record forms within a 1 -mile radius of the Project site. Of particular note are the two cremations, which indicate a higher possibility for the discovery of human remains during ground -disturbing activities. Multiple other prehistoric isolates were recorded by survey reports provided to APRMI by the EIC (see Section 6.2.3).
627

Table 2. Evaluated Prehistoric Sites and Isolates in Proiect Area or 1 -Mile Radius Primary
Number
Resource
Type
Description
Recorder(s) and
Year(s)

NRHP/CRHR
Status
Location
33-17007
Site
Two metates, two
handstones
Beth Padon, Keith
Hamm, Doug
McIntosh, 2007
Not Evaluated
Within 1-
mile radius
33-17009
Site
Cremation
Beth Padon, Keith
Hamm, Doug
McIntosh, 2007
Not Evaluated
Within 1 -
mile radius
33-17010
Site
Cremations and stone
artifacts
Beth Padon, Keith
Hamm, Doug
McIntosh, 2007
Not Evaluated
Within 1 -
mile radius
33-17011
Site
Temporary processing
site, 3-4 stone tools
Beth Padon, Keith
Hamm, Doug
McIntosh, 2007
Not Evaluated
Within 1 -
mile radius
33-17012
Isolate
Pottery sherd
Beth Padon, Keith
Hamm, Doug
McIntosh, 2007
Not Evaluated
Within 1 -
mile radius

6.2.2 Historic Sites and Isolate(s)
Six historic sites and four historic isolates have been recorded with primary record forms within a 1 - mile radius of the Project site. These primarily consist of historic refuse dating to late 1800s to early 1900s. As the field survey discovered, historic refuse is present on the Project property.

Table 3. Evaluated Historic Sites and Isolates in Project Area or 1 -Mile Radius Primary
Number
Resource
Type
Description
Recorder(s) and
Year(s)

NRHP/CRHR
Status
Location
33-003440
Site
Remains of railroad
siding station and
historic refuse
R.M. Apple, T.

Wahoff, K.

Norwood, 1988;
Brooke Arkush,
1990; S. Ashkar, E.

Prendergast, 1999;
Daniel Ballester,
2017
Not Evaluated
Within 1 -
mile radius
33-009498
Site
Railroad line
S. Ashkar, 1999;
Christeen
Taniguchi, 2005;
S. Wilson, K.

Chimel, 2009;
Scott Kremkau,
2012; T. Baurley,
J.M. Sanka, 2015;
Carrie Chasteen,
2003; Daneil
Leonard, 2016; P.

Moloney, R. Elder,
W. Blodgett, 2017
Not Evaluated
Within 1-
mile radius
628

33-009748
Site
Road and historic refuse
Beth Padon, 2007;
J. Underwood,
2004; David
Ferraro, 2000
Not Evaluated
Within 1-
mile radius
33-10953
Isolate
Two historic cans
T. Wahoff, J.

Dellert, S. Diaz, B.

Fitzsimmons, 2000
Not Evaluated
Within 1-
mile radius
33-10954
Isolate
Historic can
T. Wahoff, J.

Dellert, S. Diaz, B.

Fitzsimmons, 2000
Not Evaluated
Within 1-
mile radius
33-10955
Isolate
Historic can
T. Wahoff, J.

Dellert, S. Diaz, B.

Fitzsimmons, 2000
Not Evaluated
Within 1-
mile radius
33-10956
Isolate
Historic can
T. Wahoff, J.

Dellert, S. Diaz, B.

Fitzsimmons, 2000
Not Evaluated
Within 1-
mile radius
33-17005
Site
Burnt slag and charcoal,
metal pieces
Beth Padon, Keith
Hamm, Doug
McIntosh, 2007
Not Evaluated
Within 1 -
mile radius
33-017008
Site
Remains of a shed
Beth Padon, Keith
Hamm, Doug
McIntosh, 2007;
Daniel Ballester,
2017
Not Evaluated
Within 1 -
mile radius
33-26824
Site
Historic refuse
Daniel Ballester,
Ben Kerridge,
2017
Not Evaluated
Within 1 -
mile radius

6.2.3 Previous Cultural Reports and Studies
27 previous cultural reports have been conducted within a 1 -mile radius. One survey recorded prehistoric isolates not reported elsewhere.

Table 4. List of EIC Cultural Re • orts and Studies Identified Within a 1/2 Mile Radius Report Author(s) Year Title
Number
Affiliation
Location Artifacts
Found
RI -1122 Christopher
Drover
1981
Environmental Impact
Evaluation: Archaeological
Assessment of the
Proposed Extensions of
Monterey and 34th Avenues
Near Thousand Palms,
California
Riverside
County Road
Department
Within a
1 -mile
radius
None
RI -1271
James
Swenson
1981
Environmental Impact
Evaluation: An
Archaeological Assessment
of a Portion of the N 1/2 of
Section 29, T4S R6E,
SBBM, Coachella Valley,
Riverside County,
Archaeological
Research Unit
University of
California
Riverside
Within a
1 -mile
radius
None
629

California
RI -18 71
Beth Padon
1984
Archaeological Resource
Assessment 130 -Acre
Parcel Along Bob Hope
Drive Riverside County,
California
LSA, Inc.

Within a
1 -mile
radius
None
RI -2350
Rebecca
McCorkle
Apple and
Jan Wooley
1988
MCI Rialto to El Paso
Fiber Optics Project
Intensive Cultural
Resource Survey San
Bernardino and Riverside
Counties, California
Dames &
Moore
Within a
1 -mile
radius
Historic
site (33 -
003440)
RI -2765
Brooke
Arkush
1990
Environmental Impact
Evaluation: An
Archaeological Assessment
of the Proposed Mid-
Valley Stormwater
Channel Located in the
Coachella Valley of
Central Riverside County,
California
Archaeological
Research Unit
University of
California
Riverside
Within a
1 -mile
radius
Historic
site (33 -
003440)
RI -3284
John Torres,
Joan
Schneider,
Bruce Love
1991
Cultural Resources
Assessment Tentative Tract
26763 (APN 618-540-014,
-015) Thousand Palms
Area of Riverside County,
California
Archaeological
Research Unit
University of
California
Riverside
Within a
1 -mile
radius
None
RI -4117
Roger
Mason,
Philippe
Lapin, Brant
Brechbiel
1998
Cultural Resources
Records Search and Survey
Report for a Pacific Bell
Mobile Services
Telecommunications
Facility: CM 204-02 in the
City of Rancho Mirage,
California
Chambers
Group, Inc.

Within a
1 -mile
radius
None
RI -4547
Joan Brown
2001
A Cultural Resources
Reconnaissance for the
Widening of Bob Hope and
Dinah Shore Drives,
Located in Riverside
County, California
RMW Paleo
Associates,
Inc.

Within a
1 -mile
radius
None
R1-5329
Adrianna
Jackson
2001
Records Search Results for
Sprint PCS Facility
RV35XC091T (Miss Flo
Site), Rancho Mirage,
Riverside County,
California
Michael
Brandman
Associates
Within a
1 -mile
radius
None
RI -5374
Bruce Love,
Bai "Tom"
Tang,
Michael
2001
Identification and
Evaluation of Historic
Properties Relocation of
Five Outdoor Advertising
CRM Tech
Within a
1 -mile
radius
None
630

Hogan,
Daniel
Ballester
Signboards on Bob Hope
Drive, City of Rancho
Mirage, Riverside County,
California
RI -6372
Bai Tang,
Michael
Hogan,
Matthew
Wetherbee,
Daniel
Ballester,
Laura
Hensley
Shaker
2005
Historical/Archaeological
Resources Survey Report
Annenberg Center Project,
City of Rancho Mirage,
Riverside County,
California
CRM Tech
Within a
1 -mile
radius
None
RI -6854
Joan Brown
2000
A Cultural Resources
Reconnaissance for the
Widening of Bob Hope
Drive, Located in Riverside
County, California
RMW Paleo
Associates,
Inc.

Within a
1 -mile
radius
None
RI -7004
Tanya
Wahoff and
Rebecca
Apple
2001
Cultural Resource Survey
for the Proposed Golden
Ridge Resort and Spa
Project Riverside County,
California
EDAW, Inc.

Within a
1 -mile
radius
Multiple
previously
recorded
historic
sites and
isolates
RI -7304
Wayne
Bonner
2006
Cultural Resource Records
Search and Site Visit
Results for Sprint Nextel
Telecommunications
Facility Candidate
CA5319B (U.U.), 72425
Via Vail, Rancho Mirage,
Riverside County,
California
Michael
Brandman
Associates
Within a
1 -mile
radius
None
RI-
11067
Bai "Tom"
Tang,
Michael
Hogan
2017
Phase I
Historical/Archaeological
Resources Survey Key
Largo Project, Assessor's
Parcel Nos. 685-010-004
and -005, City of Palm
Desert, Riverside County,
California
CRM Tech
Within a
1 -mile
radius
None
RI -7720
Beth Padon
2007
Cultural Resources
Assessment for the Section
19 Specific Plan Area (268
Acres) City of Rancho
Mirage, Riverside County,
California
Discovery
Works, Inc.

Within a
1 -mile
radius
Multiple
previously
recorded
prehistoric
sites
RI -7756
Joan George
2008
Phase -I Cultural Resources
Survey, Well 4615-1
Project, Rancho Mirage,
Applied
EarthWorks,
Inc.

Within a
1 -mile
radius
None
631

California
RI -9016
Bai "Tom"
Tang
2013
Historic Property Survey
Report
CRM Tech
Within a
1 -mile
radius
Multiple
historic
properties
RI -9366
Bai "Tom"
Tang,
Michael
Hogan
2015
Phase I
Historical/Archaeological
Resources Survey, Rancho
Mirage Dog Park Project,
City of Rancho Mirage,
California
CRM Tech
Within a
1 -mile
radius
None
RI -9382
Bai "Tom"
Tang
2015
Update to
Historical/Archaeological
Resources Survey
Sunnylands Expansion
Project, APN 674-610-005,
City of Rancho Mirage,
Riverside County,
California
CRM Tech
Within a
1 -mile
radius
None
RI -9870
Bai "Tom"
Tang,
Michael
Hogan
2016
Phase I
Historical/Archaeological
Resources Survey,
Assessor's Parcel Numbers
694-130-016 and -021,
City of Palm Desert,
Riverside County,
California
CRM Tech
Within a
1 -mile
radius
None
RI -9874
Bai "Tom"
Tang,
Michael
Hogan
2016
Phase I
Historical/Archaeological
Resources Survey
Monterey Medical Center
Project, Tentative Tract
Map No. 37003, City of
Rancho Mirage, Riverside
County, California
CRM Tech
Within a
1 -mile
radius
None
RI-
10248
Curt Duke
2016
Historic Property Survey
Report, Rancho Mirage
Resignalization Project,
Highway 111/Bob Hope
Drive, Country Club Drive
Duke Cultural
Resources
Management
Within a
1 -mile
radius
None
RI-
10249
Nicolas
Hearth
2017
Archaeological Survey
Report, Rancho Mirage
Resignalization Project,
Highway 111/Bob Hope
Drive/Country Club Drive
Duke Cultural
Resources
Management
Within a
1 -mile
radius
Multiple
prehistoric
sites — not
within
radius
RI-
10299
Bai "Tom"
Tang,
Michael
Hogan
2015
Identification and
Evaluation of Historic
Properties, Chromium -6
Water Treatment Facilities
Project, Coachella Valley,
Riverside County,
California
CRM Tech
Within a
1 -mile
radius
Multiple
historic
sites
632

RI-
10550
Bai "Tom"
Tang,
Michael
Hogan, Terri
Jacqueman
2018
Attachment B
Archaeological Survey
Report/Historical
Resources Evaluation
Report, Congestion
Mitigation and Sand Fence
Project Ramon Road and
Dinah Shore Drive
CRM Tech
Within a
1 -mile
radius
None
RI-
Michael
2018
Attachment E Post -Review
CRM Tech
Within a
Multiple
10551
Hogan, Terri
Discovery and Monitoring
1 -mile
prehistoric
Jacqueman
Plan, Congestion
radius
isolates
Mitigation and Sand Fence
Project, Ramon Road and
Dinah Shore Drive

6.3 Archival Research
Resources at the libraries of University of California, Los Angeles, the University of Maryland, College Park, and the National Geographic Database were consulted by APRMI staff. A building is recorded as standing on the Project site on the 1958 USGS Topographic map, which likely represents the single-family home still standing on Project site today. ..
_—
-`
95S
`
t,
19©4
MED
30 0
30 11
4 I
1 Figure 5. Historic topographic maps from 1904 to 1958 (NGMDB). 633

97 Project Are
SCALE 1:24 000
7 I- 7
1000 0 1000 2000 3000 4000
'004
1 5
Figure 6. Aerial survey photo from 1975 (USGS).
634

201E
c 2021

VIA VA L
VIA vary
a,
:
q

VICTORY DR
YfC7ORY 8R
I.
6 P N G,

R O S ER S RAP
1 'Z
t9

,IO NGER
4 ROGErt
R
4i
N
GINGER•ROGERS
R
4 S
z
N.
0 VIA FCOREMCIA
nr
a'—
I
I
cif �.
�--
'a
'C'Ffy.
8 U C+Ylfy
x-,
I
7 It -
--
VL4 ; ARTA —

4 VIA MARIA
IF I

�!�
I
`fSSI CIA
E
r
(( fl
Figure 7. Topographic maps from 2012 to 2021 (NGMDB).

7.0 RESULTS OF FIELD RECONNAISSANCE
The field reconnaissance has determined the area to be relatively flat terrain with sparse vegetation and trees. The Project area was accessible and observable, excepting the area surrounding the existing single-family home. Project site ground surface was primarily loose fine sand, which has been blown by prevailing winds over the older alluvial gravel and sand, although in areas around the single-family home a concrete pad and mulch were observed, and hay was observed in the south- east corner (see Figure 5). Evidence that the Project area has also previously been used as an illegal dumping site was observed during the field reconnaissance. It is possible that some of the material possesses historic informational value. No known paleontological sites were located during the field reconnaissance process.
635

Figure S. View of Site facing north from the south-east corner.

Figure 9. View of Site facing northwest from the south-east corner. 636

Figure 10. View of site facing west from the south-east corner.

Figure 11. View of north-west corner of site facing north. 637

Figure 12. Potentially historic machine parts observed in the south -center of the site.

Figure 13. Potentially historic oil or gas canister observed in the south -center of the site. 638

8.0 NATIVE AMERICAN CONTACT
APRMI staff requested a Sacred Lands File Search and a Native American Contacts list for the Project from the Native American Heritage Commission (NAHC) on September 14, 2023. The NAHC's search of the Sacred Lands Files, received on November 15, 2023, provided APRMI with a Native American Contacts list. APRMI contacted the tribes, individuals, and organizations listed by phone on November 17th to ensure that the mailing information is correct and to let them know that an informational package regarding the Project, including a Project description, was being sent to them by mail. The Project informational package along with an accompanying letter was sent to them by regular mail, on November 22, 2023. Any written responses to APRMI's outreach can be viewed in Appendix C.

On November 20, 2023, Director of Historic Preservation Patricia Garcia for the Agua Caliente Band of Cahuilla Indians, responded to APRMI through email and telephonic communication and stated that the proposed Project falls within a medium to high sensitivity area due to the previous discovery of Native American burials and cremations just to the north of the Project.

On December 5, 2023, Cultural Resources Analyst Xitlaly Madrigal of the Agua Caliente Band of Cahuilla Indians requested in an email communication to APRMI that a cultural resources inventory of the Project area by qualified archaeologist prior to any construction, a copy of any cultural resource documentation generated in connection to this project, a copy of the Information Center records search requested by APRMI, and the presence of an archaeologist and an Agua Caliente- approved Native American Cultural Resource Monitor during any ground -disturbing activities.

A full list of communications from APRMI to Native American tribes can be seen in Table 5.

Table 5. APRMI Communication with Native Americans
Personal Contact
Tribal Affiliation
Communication from
APRMI
Responses
Patricia Garcia
Agua Caliente Band of
Cahuilla Indians
Physical letter,
Telephone
Telephone, email
Xitaly Madrigal
Agua Caliente Band of
Cahuilla Indians
None — Letter
forwarded by Patricia
Garcia
Email letter
Amanda Vance
Augustine Band of
Cahuilla Mission Indians
Physical letter,
Telephone
No response
Doug Welmas
Cabazon Band of
Mission Indians
Physical letter,
Telephone
No response
BobbyRay Esaprza
Cahuilla Band of Indians
Physical letter,
Telephone
No response
Anthony Madrigal
Cahuilla Band of Indians
Physical letter,
Telephone
No response
Daniel Salgado
Cahuilla Band of Indians
Physical letter,
Telephone
No response
Ray Chapparosa
Quechan Tribe of the
Fort Yuma Reservation
Physical letter,
Telephone
No response
Robert Martin
Morongo Band of
Mission Indians
Physical letter,
Telephone
No response
Ann Brierty
Morongo Band of
Physical letter,
No response
639

Mission Indians
Telephone
Jordan Joaquin
Quechan Tribe of the
Fort Yuma Reservation
Physical letter,
Telephone
No response
Jill McCormick
Quechan Tribe of the
Fort Yuma Reservation
Physical letter,
Telephone
No response
Manfred Scott
Quechan Tribe of the
Fort Yuma Reservation
Physical letter,
Telephone
No response
John Gomez
Ramona Band of
Cahuilla
Physical letter,
Telephone
No response
Lovina Redner
Santa Rosa Band of
Cahuilla Indians
Physical letter,
Telephone, Email
No response
Joseph Ontiveros
Soboba Band of Luiseno
Indians
Physical letter,
Telephone, Email
No response
Alesia Reed
Tones -Martinez Desert
Cahuilla Indians
Physical letter,
Telephone, Email
No response
Mary Belardo
Torres -Martinez Desert
Cahuilla Indians
Physical letter,
Telephone, Email
No response
Thomas Tortez
Torres -Martinez Desert
Cahuilla Indians
Physical letter,
Telephone, Email
No response
Gary Resvaloso
Torres -Martinez Desert
Cahuilla Indians
Physical letter,
Telephone, Email
No response
Abraham Becerra
Torres -Martinez Desert
Cahuilla Indians
Physical letter,
Telephone, Email
No response

9.0 RECOMMENDATIONS
Due to the high sensitivity of the Project area for cultural and tribal resources, and at the request of the Agua Caliente Band of Cahuilla Indians, APRMI recommends that both a tribal monitor and a qualified archaeologist be present on site to monitor any ground -disturbing activities. A full list of Mitigation Measures for Cultural and Paleontological Resources can be viewed below.

MM-CR-1. Prior to the start of Project excavation, a qualified archaeologist shall be retained and create a Worker's Environmental Awareness Program (WEAP) pamphlet that will be prepared by the Project Archaeologist and provided as during the training class to Project personnel, so they understand the regulatory requirements for the protection of cultural resources. This training class shall include examples of cultural resources to look for during project excavation and the protocols to follow if discoveries are made.

MM-CR-2: Archaeological resources monitoring shall be conducted by a professional archaeological resources monitor during Project related earth -disturbing activities, per OHP standards, under the supervision of a qualified Project Archaeologist. Monitoring 640

will entail visual inspection of Project related earth -disturbing activities in native soil.

MM-CR-3: As requested by the Agua Caliente Band of Cahuilla Indians, an approved Native American monitor, with documented ancestral ties to the area consistent with the standards of the Native American Heritage Commission (NAHC), shall be present for all ground disturbing activities that involve excavation of previously undisturbed soil, until the archaeologist and Native American monitor deems that they are no longer in soil that may contain prehistoric and/or historic artifacts, sites, or features. Monitoring will entail visual inspection of all Project -related earth -disturbing activities.

MM-CR-4: If an archaeological resource is encountered during excavation when a monitor is not on site, all excavation shall cease within at least 50 feet of the discovery and the Principal Investigator and Lead Archaeologist must be notified. Work cannot resume in the direct area of the discovery until it is assessed by the Principal Investigator and/or Lead Archaeologist and indicates that excavation can resume.

MM-CR-5A: If an archaeological discovery cannot be preserved in situ and requires an excavation team or requires additional time to collect cultural resources, a Discovery and Treatment Plan (DTP) will be developed by the Lead Archaeologist, and the area will be cordoned off and secured so that an archaeological resources excavation team, led by the Principal Investigator and Lead Archaeologist, may recover the cultural resources out of that area. Once the Principal Investigator has determined that the collection process is complete for a given area or locality, construction activity will resume in that localized area.

MM-CR-5B: If human remains are encountered, work on the project will be suspended and the City of Rancho Mirage will be contacted immediately. The City of Rancho Mirage will contact the Riverside County coroner. If the remains are deemed Native American in origin, the coroner will contact the NAHC, which will identify a most likely descendant in compliance with Public Resources Code Section 5097.98 and California Code of Regulations Section 15064.5. The most likely descendant will have up to 48 hours to visit the site and make recommendations as to the treatment and fmal deposition of the remains. Work may be resumed at the landowner's discretion but will only commence after consultation and treatment have been concluded to the satisfaction of the lead agency.

MM-CR-6: All significant cultural resources collected by the archaeologist will be prepared in a properly equipped laboratory to a point ready for curation. All significant artifacts collected will be prepared in a properly equipped archaeological laboratory to a point ready for curation. Artifacts will be identified, photographed, catalogued, analyzed, and delivered to an accredited museum repository for permanent curation and storage or to the appropriate Tribe. Accompanying notes, maps, and photographs shall also be filed at the repository. The cost of curation is assessed by the repository and is the responsibility of the Project proponent.

MM-CR-7: At the conclusion of laboratory work but prior to museum curation, a fmal (negative 641

or positive) findings report will be prepared describing the results of the cultural mitigation monitoring efforts associated with the project. The report will include a summary of the field and laboratory methods, an overview of the cultural background within the project vicinity, a list of cultural resources recovered (if any), an analysis of cultural resources recovered (if any) and their scientific significance, and recommendations. A copy of the report will be prepared for the City of Rancho Mirage, the EIC, and be submitted to the designated museum repository (if applicable).

MM PAL -1: Prior to the commencement of grading or excavation activities, the Lead Paleontologist retained for the construction of Rancho Mirage 9 Lot Subdivision Project, shall create a Worker's Environmental Awareness Program (WEAP) pamphlet that will be prepared and provided by the Project Paleontologist and provided as during the training class to Project personnel, so they understand the regulatory requirements for the protection of paleontological resources. This training class shall include examples of paleontological resources to look for during project excavation and the protocols to follow if discoveries are made.

MM PAL -2: In the event that a paleontological resource is encountered when a monitor is not on site, all construction shall cease within at least 50 feet of the discovery and the Principal Investigator and/or Lead Paleontologist must be notified immediately. If the monitor is present at the time of discovery, then the monitor will have the authority to temporarily divert the construction equipment around the find and notify the Principal Investigator and/or Lead Paleontologist until it is assessed for scientific significance. Work cannot resume in the direct area of the discovery until it is assessed by the Principal Investigator and/or Lead Paleontologist and he/she indicates that construction can resume.

MM PAL -3: In the event that a paleontological resource is encountered, the Lead Paleontologist will implement the Paleontological Management Treatment Plan (PMTP) prepared for Rancho Mirage 9 Lot Subdivision Project. The purpose of the PMTP is to achieve compliance with the California Environmental Quality Act (CEQA), and local governmental agencies concerning the treatment of unexpected paleontological finds which are significant at the federal, state, and/or local level. Based on the sensitivity of the area, APRMI recommends the following monitoring mitigation measures that would comply with the Paleontological Management Treatment Plan and reduce the potential affects to any paleontological resource to a less than significant impact.

MM PAL -4: If a paleontological discovery requires an excavation team or requires additional time to collect specimens, or the size of the discovery is more than a monitor can collect during standard daily monitoring services, a Discovery and Treatment Plan (DTP) will be developed and the area will be cordoned off and secured so that a paleontological resources excavation team, led by the Principal Investigator and/or Lead Paleontologist, may recover the fossilized specimens out of that area once the DTP has been approved.

Once the Principal Investigator and/or Lead Paleontologist has determined that the collection process is complete for a given area or locality, construction activity will resume in that localized area.
642

MM PAL -5: Once construction activities are complete, all significant fossils collected will be prepared in a properly equipped paleontology laboratory to a point ready for curation. Laboratory preparation will include, but not be limited to, the careful removal of excess matrix from fossil remains, stabilizing and repairing specimens, identified to the lowest taxonomic level, analyzed, photographed, and catalogued before they are sent to the local repository for curation and permanent storage.

Accompanying notes, maps, and photographs shall also be filed at the repository.

The cost of curation is assessed by the repository and is the responsibility of the Project proponent.

MM PAL -6: At the conclusion of laboratory work and museum curation, a final report of findings will be prepared describing the results of the paleontological mitigation monitoring efforts associated with the project. The report will include a summary of the field and laboratory methods, an overview of the geology and paleontology in the project vicinity, a list of taxa recovered (if any), an analysis of fossils recovered (if any) and their scientific significance, and recommendations. If the monitoring efforts produced fossils, then a copy of the report will also be submitted to a designated museum repository.
1531 Pontius Ave., Suite 200 Office: (424) 246-3316
Los Angeles, CA 90025
643
Fax: (424) 248-3417

11.0 REFERENCES
Bean, Lowell John. 1978. "Cahuilla". In Handbook of North American Indians Volume 8, edited by Robert Heizer, 575-587. Washington: Smithsonian Institution.

Chase, J Smeaton. 1920. Our Araby: Palm Springs and the Garden of the Sun. Pasadena: Star - News Publishing Company.

City of Rancho Mirage. "General Plan 2017 — Chapter 2 Land Use". Accessed October 6, 2023. https://ranchomirageca.gov/wn-content/uploads/2019/01/Chapter 2 Land Use.pdf City of Rancho Mirage. "General Plan 2017 — Chapter 5 Conservation and Open Space".

Accessed October 4, 2023.
https://ranchomirageca.gov/wp-
content/uploads/2019/01/Chapter 5 Conservation and Open Space.pdf https ://sc ahome. org/page-18546
City of Rancho Mirage. 2019. "Section 31 — Specific Plan Draft Environmental Report".

Accessed October 8, 2023.
https://weblink.ranchomirageca.gov/ W ebLinklDoc V iew.aspx?id=573695&dbid=U&repo=Ranch oMirage& g1=1*1xo067z*_ga*MTE5MzU3MTEwNi4xNjk2MzYzNjEw* ga 81F8B0B3WJ* MTY5Njg2MjQxNi40LjAuMTY5Njg2MjQxNi4wLjAuMA..& ga=2.80705623.1334992848.16 96862417-1193571106.1696363610&cr=1
Coachella Valley Economic Partnership (CVEP). 2022. "Emergence: 2022 Greater Palm Springs Economic Report". Coachella Valley Economic Partnership, October 31, 2022.

Dibblee, T.W. 1954. "Geology of the Imperial Valley Region, California. In Geology of Southern California, vol. 1, edited by Richard Jahns. San Francisco: State of California Department of Natural Resources Division of Mines.

Jahns, Richard H. 1954. "Geology of the Peninsular Range Province." In Geology of Southern California, vol. 1, edited by Richard Jahns. San Francisco: State of California Department of Natural Resources Division of Mines.

James, Harry. 1960. The Cahuilla Indians. Banning: Malki Museum Press.

Justice, Noel. 2002. Stone Age Spear and Arrow Points of California and the Great Basin.

Indianapolis: Indiana University Press.

Kray, Ryan. 2004. "The Path to Paradise: Expropriation, Exodus, and Inclusion in the Making of Palm Springs". Pacific Historical Review 73, no. 1: 85-126. https://doi.org/10.1525/phr.2004.73.1 . 85
Lech, Steve. 2004. Along the Old Roads: A History of the Portion of Southern California That Became Riverside County. Self -published.
46 ArchaeoPaleo Resource Management, Inc. Rancho Mirage 9 Lot Subdivision January 2024
644
2023-16

Lewis, Larea. 2013. "The Desert Cahuilla: A Study of Cultural Landscapes and Historic Settlements". M.A. diss., University of Arizona.

Nuttal, Arwen. 2019. "Section 14: The Agua Caliente Tribe's Struggle for Sovereignty in Palm Springs, California". American Indian Magazine 20, no. 2: 28-34.

Rae, David. 2022. "Does Palm Springs Need A Luxury Gay Retirement Community? This Developer Thinks So" Forbes, March 17, 2022.

Rockwell, Thomas, Aron Meltzner, Erik Haaker, and Danielle Madugo. 2022. "The late Holocene history of Lake Cahuilla: Two thousand years of repeated fillings within the Salton Trough, Imperial Valley, California". Quaternary Science Reviews 282. https://doi . org/10.1016/j .quascirev.2022.107456.

Schaeffer, Jerry. 1994. "The Challenge of Archaeological Research in the Colorado Desert:

Recent Approaches and Discoveries". Journal of California and Great Basin Anthropology 16, no. 1: 60-80.

Society for California Archaeology. "Ceramic Types". Accessed October 4, 2023. https : //www. scahome. org/page-
18546#:—:text=The%20series%20includes%20Parker%20buff,beige%2C%20and%20Colorado %20red%20types.

Strong, William. 1929. Aboriginal Society in Southern California. Berkeley: University of California Press.

Sunnylands Trust. "Sunnylands in History". Accessed October 6, 2023. https://sunnylands.org/history/
USGS. "Topoviewer". United States Geological Survey. Accessed January 5, 2024. https ://ngmdb.usgs.gov/topoview/viewer/#15/3 3.9706/-118.3538 Warren, Claude. 1984. "The Desert Region". In California Archaeology, edited by Michael Moratto, 339-430. Orlando: Academic Press Inc.

Woodford, Alfred, John Shelton, Donald Doehring, and Richard Morton. 1971. "Pliocene - Pleistocene History of the Perris Block, Southern California." GSA Bulletin 82, no 12. 47 ArchaeoPaleo Resource Management, Inc. Rancho Mirage 9 Lot Subdivision January 2024
645
2023-16

APPENDIX A
NHM Paleontological Resources Report
48 ArchaeoPaleo Resource Management, Inc. Rancho Mirage 9 Lot Subdivision January 2024
646
2023-16

E\VESTERN Sc.i1 TcI1: CENTER
December 2It"', 2023
ArchaeoPaleo Resource Management, Inc.

RObin Turner
1531 Pontius Ave., Suite 200
Los Angeles, CA 90025
Hello,
This letter presents the results of a record search conducted for Rancho Mirage 9 Lots Project located in the City of Rancho Mirage, Riverside County, CA. The project is located at 72094 Ginger Rogers Rd_, on Township 4 South, Range 6 East, Section 30 on the Cathedral City, CA ILS_ Geological Survey 7.5'quadrangle,
The geologic units underlying this project are mapped as units of loose fine sand from the Holocene epoch (Dibblee and fvtinch 20OS). Holocene alluvial units are considered to be of high preservation value, but material found Is unlikely to be fossil nnaterial due to the relatively modern associated dates of the deposits,. The Western Science Center does not have localities within the project area or within a 1 mile radius.

While the presence of any fossil material is unlikely, if excavation activity disturbs deeper sediment dating to the earliest parts of the Holocene or Late Pleistocene periods, the material would be scientifically significant. Excavation activity associated with the development of the project area is unlikely to be paleontological ly sensitive, but caution during development should be observed,
If you have any questions, or would like further information, please feel free to contact me at bstoneburgiwest€rncenterrnuseum.ore,_
Sincerely,
Brlttrley Elizabeth Stoneburg, MSC
Collections Manager
2345 Sean Parkway • Hemet. CA 92543 • phone 951.791.003 • fax 951.791.0032 • WestemSclenceCenter_org 49 ArchaeoPaleo Resource Management, Inc. Rancho Mirage 9 Lot Subdivision January 2024
647
2023-16

APPENDIX B
EIC Cultural Resources Report
50 ArchaeoPaleo Resource Management, Inc. Rancho Mirage 9 Lot Subdivision January 2024
648
2023-16

EASTERN INFORMATION CENTER
California Historical Resources Information System
Department ofAnthropolggy, University of California, Riverside, CA 9252 1-04 1& (951)827-5745 - cikltwrr, ucr.edu
Inye. Mono, and Riverside Counties
November 20, 2023
CHRIS Access and Ilse Agreement No.: 107
ST-RIV-7268
Robin Turner
ArchaeoPaleo Resources Management Inc_
1531 Pontius Avenue #x200
Los Angeles, CA 40(125
Re: Cultural Resources Records Search for the Rancho Mime 9 Lots Project Dear Robin Turner:

We received your request on August 2L 2023 for a cultural resources records search for the Rancho Mirage 4 Lots project located %n Section, 30, T4S. R 6E, S1313M, in the South Eastern off the Ague. Caliente Indian Reservation area in Riverside County. We have reviewed our site records, maps. and manuscripts against the location map you provided.

Our records indi to that 27 cultural a-rsourccs studies have been conducted within a one -mile radius of your project arca. None of thews; studies involved the project area. PDF copies of these reports arc included for your reference_ All of these reports arc Listed on the attachment entitled "Faster Information Center Report I.istingt",
Our records indicate that 13 cultural resources properties have been recorded within a (tire -mile radius of your project area, None or these properties involved the project arca. PDF copies oldie records are included for your reference. All of these resources are listed un the attachment entitled -astern. Inf€rrmarticrn Center Resource Muir.

The above information is reflected on the enclosed maps_ Areas that have been surveyed arc highlighted in yellow. Numbers marked in blue ink rifer to the report number {RI#}. Cultural resources properties are marked in red; numbers in black refer to Trinomial designations, those in green to Primary Number designations. National Register properties are indicated in light blue, Additional sr:rurces of infortnatiotl cnnbolted are identified below.

National Register of Historic Places: rto listed properties are located within the latundarics of the project arca.

Office oil Iistoric Preservation (OHP), Archaeological Resource Directory (ARE»: One properly (P-33-009498 [CA-RIV-006381 j} is listed and is Jetermancci eligible for inclusion on the Nattr real Register of Historic Places, Two properties ((P-33-OQ949S ICA-RIV-t 38I ] and P-33-017008 [CA-RIV- 51 ArchaeoPaleo Resource Management, Inc.

January 2024
649
Rancho Mirage 9 Lot Subdivision
2023-16

00885.5i) arc listed and are ineligible for inclusion on the National Register of Historic Places. The applicable port ion of this director) is enclosed for your study needs.

Note: not all prrperfr'es era fhe Girl /ot'nia Hisiorical Resources Information System are listed in,* O1IP ARD and l3ERD_ the ARD and BERD comprise lists rr properties .submitted fc+ Me °HP firr review,
A copy of the relevant portions of the 1904 USGS Indio 7.5' Minute Series, 1444 USGS atom 15'Minute Series, 1956 USGS Santa Ana 30' Minute Series, 1958 USGS Cathedral City 7.5' Minute Series, 1958 Thousand Palms 15' Minute Series. 19.65 USGS Santa Ana 30' Minute Series topographic maps are included for your reference -
As the Information Center for Riverside.. lnyo, and Mono Counties, it is necessary that we receive a copy of all cultural resources 'twits and site information pertaining to these counties in ender to maintain our map and manuscript files. Confidential information provided with this records siearch regarding the location of Qul tural resources outside the boundaries of your project area should not be included in reports addre=ssing the project arcar.

Due to processing delays and other factors, not all oldie historical resource reports and resource records that have been submitted to the Offkcc of Historic Preservation arc available via this records t=ear 1i. Additional information may be available through the federal, staate and local agencies that produced or paid for historical resource management work in the srmreh area.

Additionally, Native American tribes have historical resource information nest in the California Ilistnrieal Resources Infbnnation System (C'IIR1S) !memory, and you should contact the Caliti nii a Native American Heritage Commission Ior inllorrrtaticn. tnt local/regional tribal contacts.

The California Office of Historic Preservation ICII1P) contracts with the California Ilistorieal Resources lnfonnation System's (CHRIS) regional Information Centers KO to maintain intormation in the CHRIS inventory and make it available to local, state, and I'ederstl agencies, cultural resource professionals, Native American tribes, researchers, and the public.

Recommendations made by the IC. coordinators or their staff regarding the interpretation and application of this information are advisory only. Such recommendations do riot necessarily represent the evaluation nr opinion of the State Historic Preserv'at'ion Officer in carrying out the OH P's regulatory authority unaer federal and state law, Sincerely,
Kenedy Jacaane
information Officer
Enclosures
52 ArchaeoPaleo Resource Management, Inc. Rancho Mirage 9 Lot Subdivision January 2024
650
2023-16

APPENDIX C
NAHC Sacred Lands Search
Responses by Native American Tribes
53 ArchaeoPaleo Resource Management, Inc. Rancho Mirage 9 Lot Subdivision January 2024
651
2023-16

ArchaeoPaleo Resource Management, Inc.

A full service Archaeology and Paleontology company
SBEASEIW0SB/DBEJUDEIE/EBE/LBE/SLBE/Cf3E/VSGE/MicroBE Certified September 14, 2023
Native American Heritage Commission
1550 Harbor Blvd, Suite 100
West Sacramento, CA 95501
(916)373-3710
[email protected]
1 would like to request a sacred lands file and Native American contacts list for the Rancho Mirage 9 Lots (Project) listed below. The proposed Project will be located at Assessor Parcel No. 685080002. The -project is located at 72094 Ginger Rogers Rd, Ranch Mirage, CA 92270. within the County of Riverside. This lot is approximately 5.04 acres and is located in Township 4 S, Range 6 E, Section 30 within the Cathedral City, CA Quadrangle. There project area is currently occupied by a small single story house and vacant lot.

The land will be used to develop a 9 lot subdivision. Please let me know if you need additional information.

Thanks,
•
Robin Turner, President/CEO
ArchaeoPaleo Resource Management Inc.
1531 Pontius Ave., Suite 200
Los. Angeles, CA 90025
(424) 248-3316 ph.
(424)248-3417 fax
rturnerfra archaeopaleo.com
54 ArchaeoPaleo Resource Management, Inc. Rancho Mirage 9 Lot Subdivision January 2024
652
2023-16

CHASE ETSON
Reginald Pagdlrtg
Cl'+la'i r4:JJ�1
V CE -C FLATRFER:Ora
Mary hteQ n
Yakarra Frimi, 3L1µ
NrafrIbki

SECRETARY
Stee Dube hke
r' Aiwa k
P0.R11fkiEM RiSra
WWI* RUIREITI
LTARA,hr3
COTATAISSI17NC
bane Selma ute
Chkoe-CCil[ait'xirl
!Valley Itodttookt
KwYleydifyy
ConneASSlevalR
laireeeti laden
SarCxio
Ca rAawssloNER
Redd hlRacunvk:h
C MIhila
CC*AfA145ICCIER
AtOrVK�
E. EC ONE SECRETARY
REIrE651161 C.

Hileh[a[k
I'Aiwok. M1/15.6nran
NAM KEikDQLIa3,RTERS
0550 Hditoul
Suit& 1110
wee Sectmlerilo,
Calf &rill 954691
1916I 373-3710
r ire, ,c 1r,o h e. on. acre
NAJIC.cd.gav
[TAW al Fr iinFraNl8
C.nvin t.rnrrm.

NATIVE AMERICAN HERITAGE COMMISSION
November I S, 2C23
Robin Turner
ArchaeoPaleo Resource Management
Via Email to: r
umerhIarc
Ioe000leo cc -
Re: Rancho Mirage if Loh Project, Riverside County
Dear Ms. Turner:

Arecord search of the t4alive American Heritage Commission [NAHC) Sacred Lands File [SLFJ was competed for the information you have submitted For the above referenced project_ The results were negative_ However, the absence of specific site information in the SLF does not indicate the absence of cultural resourcesin any project area. Other sources of cultural resources should also be contacted fcr infomnation regarding known and recorded sites_ Attached is a 5st of Native American Hoes who may also have knowledge of cultural resources in the project area_ This ist should provide a starting place in locating areas of potential adverse impact withi i the proposed project areo. I suggest you contact all of those indicated; if they cannot supply information, they :night recommend others with specific knowledge. By contacting al those isted, your organization wi be, utter able to respond lo claims of failure to cansuft with the appropriate tribe. If a response has not been received within two weeks of notification, the Comn-asion requests that you foiow-up with a telephone coil or email to ensurethat the project information has been received_
If you receive notification of change of addresses and phone numbers from tribes , please notify me_ With your assi (once, we can assure that our its contain current information.

If you have any questions or need additional informationplease contact me of my email address: Andrew_Cree«ndnahc_ca.gov.

Sincerely,
anirike(Ar
Andrew Green
Cultural Resources Anays
Aitochment
Page I of 1
55 ArchaeoPaleo Resource Management, Inc. Rancho Mirage 9 Lot Subdivision January 2024
653
2023-16

AQUA CALIENTE BAND OF CAHUILLA INDIANS
Tfl IDiL W14TI31ncE P11SiftflVATIDN
December 05, 2023
VIA EMAIL Taaprmr¢aareltaeopaleo.com]
ArchaeoPaleo Resource M iageneern Inc.

Robin Turner
I5#I Pontius Ave., Suite 200
Los Angeles, CA 470025
Rez 72014 Ginger Rogers Rd
Dear Robin Turner,
01498-21723.(45
The .Ague. Caaliente Band of Cahui [la Indians (AC BC1) appreciates your efforts to include the Tribal Historic Preservation Office ( I IPD) in the 72094 Ginger Rogers Rd project, The promo area is not located within the bormdaries of the ACBCI Reservation- However, it is within the Tribe's Traditional Use A. For this reason, the ACRCI TIIPO requests the following:
*A cultural resources inventory of the project area by a qualified archaeologist logist
prior to any development activities in this area_
*Copies of any cultural resource documentation (report rend site records p generated in connection with this project.
*A copy of the records search with associated survey reports and site records from the information center.
*The presence of an archaeola st that meets the Secretary of Interior's standards during any gmwid disturbing activities_
'The presence of an approved Agua Caliente Native American Cultural. Resource Monitor{s) during any bound disturbing activities {including archaeological testing and surveys), Should buried cultural deposits be encountered, the Monitor may request that destructive construction halt and the Monitor shall notify a Qualified Archaeologist {Secretary of the Interior's Standards and Guidelines) to investigate and. if necessary, prepare -a mitigation plan for submission to the Slate Historic P'reservatian Off eer Had the Ague Caliente Tribal historic: Preservation Office.

Again the Agua Catliente appreciates your interest in our cultural heritage_ If you have questions or require additional information, please call me at 1760) 423-334S5_ You may also email me at ACBCI-TI-1PO@a guacaliente_net-
Cordrnlly,
5400 Do,Nw.I B/+oNE ©rilvc, PAf.ir Sr.IN , CA $2264
T Tan. p6 U'bCc1M WW an LIF[ ALIENhTE-N•9n .40v
56 ArchaeoPaleo Resource Management, Inc. Rancho Mirage 9 Lot Subdivision January 2024
654
2023-16

AGUA CALIENTE BAND Of CAHUILLA INDIANS'
TlI14YP:L 416T611IC PPC IZII1VAT164
Xltlaly Madri at
Cuitural Resources Analyst
Tribal Historic Preservation Office
AGL` A CALIENTE SAND

OF CAHUILLA INDIANS
•
5401 &,wrll1 SMQIIE Qulvc, i*AlN Sra'mos, CA 02264
1 76O'tl`l d,6860 3 T'66,ilLrO51.? W6iVV A{14'A CAI.IEMTE-$45 57 ArchaeoPaleo Resource Management, Inc. Rancho Mirage 9 Lot Subdivision January 2024
655
2023-16

M
ODD
.OW per❑p=El= 3L I ❑❑.11®®❑a❑ a® P❑❑❑❑❑

SAMPSON and ASSOCIATES

CONSULTING ENGINEERS
Geotechnical, Structure, Environmental
Project No.: 23-0102S
March 03, 2023
TO: Mr. Farhad Zomorodi
9165 Alcott; #203
Los Angeles, Ca.

SUBJECT: Preliminary Soils Evaluation, (9) New Single -Family Residences On TTM NO. 38636 In The City of Rancho Mirage, California.

INTRODUCTION:

We sincerely appreciate the opportunity to be of service to you on this project. The primary purpose of this study was to evaluate the soils conditions as they impact the proposed development and to provide engineering recommendations. Our study has demonstrated that the proposed development is feasible from soils engineering point of view and that no un- mitigatable conditions have been disclosed by our studies provided that our recommendation provided in this report are incorporated fully in the design of the project.

This report presents the findings of our data review, subsurface exploration, laboratory testing, engineering analysis and evaluation, and our conclusions and recommendations.

If you have any questions regarding this report please do not hesitate to contact this office at your convenience. We appreciate the opportunity to be of service on this project.

Respectfull
SAMPSO
P. O. Box 834, San Dimas, California 91773 Tel.: (909) 522-7067 E -Mail: [email protected]
657

Er ETU ❑❑L=❑❑❑❑
MD -Ell ❑❑❑❑❑❑❑
Rancho Mirage Terrace
r,u
ured Care
co
a
o-
2 Q
CD
0 Ginger Rogers Rd
Tolerance
Education Center Nr
q9 Siena Vista Court
9io Siena Vista Ct
P-
c
SITE
Via Fl oren.cia
Milligan Dermatology
Via Montagna
Ginger Rogers Rd
Via Florencia
0 Lu
0 Via FlorE
Index Map
Of
mm ❑ ❑ ❑❑❑❑❑6
N/E Corner Of Landy Lane and
Ginger Rogers Road
❑ LD LURED ❑ Mir❑❑❑❑
❑❑ 1 r❑[ill

658

❑r❑
MErm rn❑ irm
❑❑ LIwW
SCOPE OF STUDY:

The purposes of this study are to identify on -site, near -surface soil conditions that may affect the proposed developments and provide soils engineering recommendations for site preparation, temporary excavations, foundation design, slabs -on -grade, and drainage recommendations.

1. Site visit and review of pertinent documents.

2. Excavation, logging, and sampling of (5) exploratory Boring to a maximum depth of (7) feet for foundation evaluation. Boring locations were covered with asphalt and we had to saw -cut the locations to drill and sample the soils.

3. Laboratory testing of selected samples to determine the engineering characteristics of onsite soils.

4. Engineering analysis of collected data and information obtained from our field study, laboratory testing, and literature review.

5. Development of soils engineering recommendations for site preparation, grading, and Soils engineering design criteria for building foundations, slab -on grade construction, underground utility trenches, temporary excavations, retaining walls, and drainage.

6. Preparation of this report presenting our findings, conclusions, and recommendations Including maps and illustrations.

ACCOMPANYING MAPS, ILLUSTRATIONS, and APPENDICES:

Index Map - Page 2
Plate 1 Approximate Boring Location Map
Appendix "A" - References
Appendix "B" - Boring Logs
Appendix "C" - Laboratory Test Results
Appendix "D" - General Earthwork and Grading Specification

659

❑r❑
❑❑LuwW
MErm rinnriDm
SITE LOCATION, PROPOSED DEVELOPMENT, and CONDITION:

The proposed development consists of (9) single-family residences with associated parking spaces located on north-east corner of Landy Lane and Ginger Rogers Road, ❑❑M ❑ ❑ ❑❑❑❑❑6 in the City of Rancho Mirage, California. Access to the site is available via improved Ginger Rodgers Road. The site is occupied with a small residence located on south side of the lot which is proposed to be completely demolished becoming part of new development.

The subject site is flat regular rectangular shape lot bounded by Ginger Rodgers Road on south, by Landy Lane on west, and by developed residential properties on east and north.

Project is covered with native weeds and large bushes. Drainage onsite is uncontrolled by sheet flow towards south.

This office must review the Foundation Plans prior to permit issue. Although building loads were not provided, we would expect the loads to be typical of residential construction. The building will be supported on shallow continuous footings and slab -on -grade. The remaining of the property will be landscaped or paved.

SUBSURFACE INVESTIGATION:

To evaluate the subsurface condition of the subject sites, Five (5) exploratory Borings were drilled to maximum depths of (7) feet as shown on Plate -1. The excavations were then backfilled. The test Pits were logged and sampled. Bulk and relatively undisturbed samples were collected for proper laboratory testing.

SUBSURFACE CONDITIONS:

Soil materials encountered in our borings consisted loose fine sand deposit deposited by prevailing winds, sand and gravel of the valley area. The approximately 24 inches of loose to very loose and dry light greyish alluvial sand with fine silt and gravel of major creeks and stream washes material underlain by loose and dry light greyish sandy fine silt soils to dense and moist sandy silty soils within the depth of our borings.

Field observation, probing, and testing of the subsurface material indicates that approximately upper approximately 4+ feet of the onsite soils appears to be loose, dry, and collapsible under proposed structural load.

660

❑r❑
MErm rinnriDm
❑❑LuwW
GROUND WATER:

No Ground water or any perched ground water was observed at our (4) exploratory borings onsite during the course of our investigation.

LABORATORY TEST RESULTS:

Laboratory tests were performed to identify the engineering characteristics of the onsite soils with respect to the proposed development at the site. A description of these test procedures is presented in Appendix "C", along with the results of these tests.

Laboratory testing included in -place moisture/density, maximum dry density/optimum moisture content, and direct shear.

A summary of the test results is presented below:

Based on our visual inspection and testing, the onsite soils are expected to have a very low potential for expansion.

Maximum dry density and Optimum moisture of representative onsite native soils is 125 pcf and 7.0 percent respectively.

The maximum dry density and optimum moisture content of typical onsite soils are determined by ASTM Test Method D1557.

Shear strength test was performed on representative samples for undisturbed conditions. Direct shear test results on native soil sample indicates a cohesion and frictional strength of 50 psf and 28 degrees, respectively.

Soluble sulfates test result is included in Appendix "C", however, soluble sulfate test must be verified after completion of grading.

661

❑r❑:m❑ ❑L❑❑m❑❑❑❑
M❑I'm ❑ ❑ ❑❑❑❑
CONCLUSIONS and RECOMMENDATIONS
Based on the field, laboratory data, and our analysis, it is our opinion that the proposed developments are feasible, provided that the recommendations in this report are incorporated fully in the design and construction stages of the projects.

FAULTING and SEISMICITY:

The Southern California region is considered to be tectonically active because of its historically high seismic activity. As with most of southern California, the site can be expected to experience moderate to severe ground shaking during the design life.

The effects of seismic shaking can be mitigated through consideration of the parameters and by design in accordance with the latest Uniform Building Code and the Structural Engineers Association.

Seismic Coefficients Per 2022 CBC Code are as follow:

Site Longitude: W 116.4044733
Site Latitude: N 33.7944302
Site Class: "D"
Fy: 1.0
Fv: null -See Section 11.4.8
LIQUEFACTION ANALYSIS:

There are some number of factors which affect the liquefaction characteristics of any given sand. It is now recognized that these include: relative density, grain structure or fabric, length of time the sand is subjected to sustain pressures, the value of the lateral earth pressure, coefficient, and prior seismic or other shear strains to which the sand may have been subjected. According to our site visit, soil classification, and, our soils evaluation and laboratory testing for in -place moisture/densities, the onsite soils are primarily dens silty sand/sandy silt. It is our professional opinion that based on the under -laying dense to hard sandy silt/silty sand soils and considering the deep groundwater below grade, the potential for liquefaction is remote.

662

USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error.

USGS web services are now operational so this tool should work as expected.

Landy Ln & Ginger Rogers Rd, Rancho Mirage, CA 92270, USA Latitude, Longitude: 33.7944302, -116.4044733
Hitto
h
15r
gad Dr
irafelgar Square
Go gle
0o
10 CD
o
D
Ginger Rogers Rd
r -
o
w
OSHPD
Ginger Rogers Rd
Map data O2024 Google
Date
Design Code Reference Document
Risk Category
Site Class
5/29/2024, 5:25:11 PM
ASCE7-16
I I
D - Stiff Soil
Type Value
Ss 1.78
S1 0.739
SMS 1.78
SM1 null -See Section 11.4.8
SDS 1.187
SD1 null -See Section 11.4.8
Description
MCER ground motion. (for 0.2 second period)
MCER ground motion. (for 1.0s period)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
Page b i

Type Value
SDC null -See Section 11.4.8
Fa 1
Fv null -See Section 11.4.8
PGA 0.773
FPGA 1.1
PGAM 0.851
TL 8
SsRT 2.097
SsUH 2.343
SsD 1.78
S 1 RT 0.823
S1UH 0.935
S1 D 0.739
PGAd 0.773
PGAuH 0.917
CRS 0.895
CR1 0.88
Cv 1.456
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period in seconds
Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.

Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Mapped value of the risk coefficient at short periods
Mapped value of the risk coefficient at a period of 1 s Vertical coefficient
Pge8664

❑r❑
MErm rn rinm
❑❑LuwW

RECOMMENDATION
General Site Grading:

All grading shall be performed in accordance with the Local Standards and General- Earthwork/Grading Specifications on this report (Appendix "D") except as modified in the text of this report.

The following soils engineering recommendations for site preparation, foundation, and slabs -on -grade should be incorporated into final design and construction stages of the project and should be in conformance with local governmental regulations contained herein, whichever is more restrictive. All such work and design, and slabs -on -grade should be incorporated into final design and construction practice.

SITE PREPARATION and GRADING:

Removal and Re -Compaction:

Prior to any grading operations, the site must be cleared of all surface and subsurface obstructions including uncertified fill, any existing structure, grass, weeds, large and small tree stumps, debris, trash, and residual topsoil. Any underground obstruction encountered must be located, removed, and backfilled with clean soils under supervision and testing of the soils engineer.

Based on our site observation, testing, and evaluation, the subsurface material at present condition (building area) are damp to moist, loose/soft, and compressible within the upper (4+) feet below existing grade. Following clearing and stripping, grading of the site shall be initiated by removals of upper 4+ feet and scarification of approximate (12) inches within building area and 5 feet beyond footprints. Bottom of all excavations to receive fill must be inspected by the soils engineer, scarified 12 inches, moisture -conditioned as -necessary to satisfaction of soils engineer (flooded), and re -compacted to a minimum 90% of relative dry density under supervision and testing of the soils engineer.

After removal of deleterious material and debris, the exposed bottom of building area shall be inspected by the soils engineer to verify the above findings. If conditions differs from those encountered, our conclusions and recommendations may be re-evaluated.

665

❑r❑
MErm rn rinm
❑❑LuwW
PRELIMINARY FOUNDATION RECOMMENDATIONS:

It is our opinion that the proposed project may be supported on continuous footings. All footings must be designed by structural engineer founded in native or approved compacted certified soils provided by the above recommended over -excavation and re -compaction.

No foundation plan was available to us at the time of our investigation, therefore, the proposed footings shall be designed by the structural engineer and shall be reviewed by this office prior to construction.

Following parameters are preliminary recommendations in design of foundations and are based on a low expansion potential.

CONTINUOUS FOOTINGS:

All foundation system for this project must be designed by the structural engineer. Final foundation design should be reviewed by this office prior to construction.

Following soils parameters may be used in design criteria of the project.

Allowable Bearing Pressure:

Coefficient of Friction:

Passive Lateral Pressure:

Single -Story:

Footing Depth Min.:

Footing Width Min.:

Two -Story:

Footing Depth Min.:

Footing Width Min.:
1900 psf Approved Fill or Native

0.28 Approved Fill or Native
250 pcf Approved Fill or Native
18 -Inch Into Approved Soils -To Be Designed By The Structural Engineer- Min 1- #4 rebar @ Top and 1- #4 Rebar @ Bottom 15 -Inch- To Be Designed By The Structural Engineer
24 -Inch Into Approved Soils -To Be Designed By The Structural Engineer- Min 2- #4 rebar @ Top and 2- #4 Rebar @ Bottom 18 -Inch- To Be Designed By The Structural Engineer
No Lateral Pressure increase is allowed.

The above foundation parameters shall be superseded by more restrictive design requirements from the architect, structural engineer, and/or governing agency.

For design, resistance to lateral loads can be assumed to be provided by friction along the base of the foundation and by passive earth pressures on the side of the foundation. An allowable friction coefficient of 0.28 may be used with the vertical dead loads, and an allowable lateral passive pressure.

The friction value is for the total of dead and frequently applied live loads and may be increased by one third for short duration loading, which includes the effects of wind or seismic forces.

Resistance to lateral loading may be provided by passive earth pressure within the layer below the base of the excavation.

666

❑r❑
MErm rn rinm
❑❑LuwW
RETAINING WALL:

Retaining walls should be designed for the following active lateral soil pressure:

Equivalent Fluid Pressure: 35 pcf - Level Backfill
45 pcf - 2:1 Sloping Backfill
70pcf-AtRest
Any additional surcharge pressure behind the wall should be added to these values. If import soil is used for backfill, other lateral soil pressures may apply and shall be determined by inspection and/or testing. For lateral restraint, the following soil design parameters may be used when all the foundation recommendations are followed:

Passive Lateral Pressure (EFP): 250 pcf
Coefficient -Of- Friction: 0.28
Bearing Pressure: Approved Soils 2000 psf
Lateral Soil pressure increase due to
additional width or depth to Max. 1800 psf : 250 psf/1 foot Minimum Depth of Footing In Approved Soils: 12 Inches
All footings must be embedded in approved soils certified by the soils engineer.

An adequate sub -drain system shall be constructed behind the retaining walls at base to allow adequate drainage and to prevent building of excessive hydrostatic pressures. Typical sub -drains may include weep holes with gravel pockets, perforated pipes surrounded by filter rock, or other approved methods. Outlets should pass below the base of the wall at a minimum 2 percent gradient.

Backfill directly behind retaining walls may consist of self compacting 3/4" maximum gravel or clean sand water jetted into place to obtain proper compaction. If other types of soil are used for backfill, mechanical compaction method will be necessary to achieve a relative compaction of at least 90% of maximum dry density. Backfill directly behind retaining walls shall not be compacted by wheel track or other rolling method unless the wall is designed for the surcharge loading from the compaction equipment.

667

❑r❑
❑❑LuwW
Maimrnri m
If gravel, clean sand, or other imported granular backfill is used behind the retaining wall, the upper 18 inches of backfill shall consist of typical on -site soil to prevent the influx of surface runoff into the granular backfill and into sub -drain system.

All excavations shall be stabilized within 30 days of initial excavation. Water should not be allowed to pond on top of the excavations nor to flow toward it. No vehicular surcharge shall be allowed within 3 feet of the top of the cut. Any fill which is placed shall be approved, tested and verified by registered soils engineer.

Footing excavations shall be inspected by soils engineer prior to the placement of reinforcing steel and concrete to ensure that competent bearing materials have been encountered. The exact required footing depths are not known at this time and will have to be verified by means of a footing inspection.

It should be noted that a large portion of the anticipated settlement will occur during and soon after the actual construction of the structure. However, additional differential settlement will occur over a period of time. For footings thus designed and constructed, total and differential settlement with the above requirements are anticipated to be negligible provided our recommendations are followed.

Contractors should be informed that the use of heavy compaction equipment in close proximity to retaining walls can cause excessive wall movement and/or earth pressure in excess of design values.

For excavations made during dry seasons where rain is not expected, the excavations shall be cut back 1/2:1 (horizontal to vertical). If unseasonal rainfall is encountered excavation shall be cut back to 3/4:1 (horizontal to vertical) and the open cut shall be adequately protected from saturation or erosion.

Footings adjacent to a descending slope which is steeper than 3:1 in gradient shall be located a distance away from the face of the slope as required by Slope Setback Requirements of the latest Uniform Building Code. Where more restrictive, the safety requirements of OSHA regulations shall be followed.

668

❑r❑
❑❑LuwW
Maimrnri m
If you have any questions regarding this report please do not hesitate to contact this office at your convenience. We appreciate the opportunity to be of service on this project.

SETBACKS:

All setbacks required by governing agency must be followed.

TEMPORARY EXCAVATION:

Temporary construction excavation shall be made vertically without shoring to a depth of maximum 5 feet below adjacent surrounding grade. For deeper cuts, the slopes should be properly shored or sloped back to at least a 1:1 (horizontal:vertical) ratio or flatter.

SLAB -ON -GRADE:

Concrete floor slabs (if any) should have a minimum thickness of (4) inches and be reinforced with No. 3 bars spaced 18 inches on center, both ways. All slab reinforcement should be supported on chairs or brick to ensure the desired placement near mid depth placed at mid -height in the slab. If moisture sensitive floor covering is to be placed, we recommend that a 6 -mil visqueen barrier be placed beneath slabs. A 2 -inch sand layer between the slab and barrier is recommended to protect the barrier and aid in concrete curing.

Prior to placing sand and Visqueen, the slab sub -grade shall be moisture -conditioned to a depth of 18 inches to 5 percent above optimum moisture content as approved by the soils engineer.

All slabs intended to carry any concentrated loads should be designed by a structural engineer.

Weakened plane joints shall be provided to reduce the probability of cracks.

Additional or heavier reinforcement shall be necessary for structural considerations as determined by the project architect or structural engineer.

Final recommendations for slab and foundation shall be made on the basis of observation and testing of the soils at pad grade upon completion of grading.

669

❑r❑
MErm rn rinm
❑❑LuwW
FILL PLACEMENT and COMPACTION:

The voids generated from removals of any underground obstructions and any utilities may be backfilled with onsite soils once free of organic material, debris, boulder and rocks larger than 6 inches in size. Bottom of excavation should be inspected by qualified soils engineer, scarified one foot, flooded uniformly, and re -compacted to a minimum 90% of relative dry density.

If the proposed finished grades are established at or above the existing grades, import soils would be required to accomplish the grading work. All import soils must be granular coarse material free of organic and rocks larger than 6 inches in diameter and should be approved by soils engineer prior to import.

All fill soils should be placed in layers not exceeding 6 to 8 inches in loose thickness approved by the soils engineer, and compacted to at least 90 percent of the maximum dry unit weight as determined by ASTM Designation D1557-91 Compaction Method.

In -Place density tests should be made by the required degree of compaction and the proper moisture content. Where compaction of less than 90 percent is indicated, additional compactive effort should be made with adjustment of the moisture content or layer thickness, as necessary, until at least 90 percent compaction is obtained.

SURFACE DRAINAGE:

Surface drainage should be directed away from foundations and slopes toward the streets or approved drainage devices. Ponding of water adjacent to the foundations and retaining walls must be avoided. Planters which are located within the residence should be sealed or sloped away from the structure to drain to a safe point of collection. Planters located adjacent to a raised floor structure should be sealed to the depth of the footings. A program for maintenance of drainage devices should be developed by the owner.

TRENCH BACKFILL:

Trench excavations for utility pipes shall be backfilled with granular soils under the observation of the soils engineer. After the utility pipe has been laid, the space under and around the pipe shall be backfilled with clean, granular soil having a sand equivalent of 30 or greater to a depth of at least one foot over the top of the pipe before the controlled backfilled is placed. The soils material approved by the soils engineer shall be moisture - conditioned and mixed, as necessary, prior to placement in lifts over the sand backfill. The controlled backfill shall be compacted by mechanical methods to a minimum relative compaction of 90 percent of their relative maximum density.

Field density tests and inspection of the backfill procedures shall be made by this firm during backfilling to ensure that proper moisture content and uniform compaction is being maintained.

670

❑r❑
ML'm ❑❑❑n❑❑❑
PRE -JOB CONFERENCE:

It is imperative that no clearing and/or grading operations be performed without the presence of a representative of this firm. An on -site, pre job meeting with the inspector, developer, contractor, and the soils engineer should occur prior to all grading related operations.

It would be stressed that operations undertaken at the site without the presence of the soils engineer may result in exclusions of affected areas from the final compaction report for the proj ect.

OBSERVATION and TESTING:

The recommendations provided in this report are based on preliminary design information and subsurface conditions as interpreted from limited excavations at the site. Our investigation consisted of a field exploration, laboratory testing of typical soil types, a review of the information obtained in this exploration and testing phases, and preparation of this report.

The conclusions and recommendations presented in this report have been prepared in accordance with generally accepted engineering principals and practices, and have incorporated federal, state and local laws, codes, ordinances and regulations which in our professional opinion are applicable at the time of preparation of this report. The logs show subsurface conditions at the dates and locations indicated, and may not be representative of subsurface conditions at other locations and times. Should soil conditions be encountered during construction that appear different from those shown in this report, this office shall be notified immediately so that our recommendations may be re-evaluated.

Our preliminary conclusions and recommendations shall be reviewed and verified during the site grading, and revised accordingly if exposed condition vary from our preliminary findings and interpretations.

The engineering consultant shall provide observation and testing during grading of the subject site. The consultant shall prepare a final as -graded report summarizing the conditions countered and any field modification to the recommendations provided herein. It is recommended that a representative of this office be present when the excavation is first exposed. Modifications to our recommendations may be necessary if significant variation in the soil conditions are encountered.

It shall be noted that the recommendations presented herein is for use in design and for cost estimating purposes prior to construction. The contractor is solely responsible for safety during construction.

This report is issued and made for sole use and benefit of the client, is not transferable and is valid as of the exploration date.

671

At!
❑❑LuwW
MErm rn rinm
ADDITIONAL OBSERVATION and TESTING MUST BE PROVIDED:
* After completion of site clearing, prior to grading.
* During removal of any existing underground obstructions (if any). * After removal of unsuitable soils for bottom inspection and during placement of any fill material for laboratory testing of onsite soil, import soils, and compaction testing. • After footing excavation, prior to placement of steel and pouring concrete. • After pre -saturation of the slab sub -grade prior to placement of sand and Visqueen. * During any additional fill placement and compaction.
* When any unusual conditions are encountered
Any unusual condition encountered during site development not discussed in this report shall be brought to our immediate attention.

672

IN THE CITY OF RANCHO MIRAGE, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA CID
UI
O
�Z
O O
C C[
mc�
O
0 O
C
0 0 0\
< <
3 08
OD
m
°
O1
OD
0 k
CD
H
CO
X
w
O
O
W O
CC
1 �
U
CC
TENTATIVE TRACT N/IHNF) N0. 38636
BEING A SUBDIVISION OF GOVERNMENT LOT 16 IN THE NORTHWEST 1/4 OF SECTION 30, TOWNSHIP 4 SOUTH, RANGE 6 EAST, S.B.M.

S.D. ENGINEERING AND ASSOCIATES
19,590

0.45 AIRES

97.34'
B-5
T-2
REV.

REVISION DESCRIPTION
DATE
ENGR.

CITY
DATE
(VAC
J Bac-nj-0E-30
())
NT AND
126.50'
18,532 S .F .

0.43 ACRES
665.13
L
\ 0 ° 11 '34 'E 509.23 '
99 99

KID ATE
r r j\
(5]N
0 oximate Loc
LANK
J-
�0
�� 130.00
66 'z
O
H
H-
U
II
J zo z o J � J
oz
ion
19,044 .F .

0.44 CRES
1-tAl
plo
ion Of llnfilfr

LANDSEAPTNG
NOVEMBER, 2022
3,456 S.F.
.42 ACRES
`1-
18,634 S .F .

0.43 ACRES
ry Borihgs=
a ion Test
O
ROAD
Plate -1
\ 0 °11'34 "E 1330.26'
z
O
H
H-
O
ID
IL
�IL
CI) U_
Z
rZ
LU
CC Z
CO C_D
O
LU
CI) CC
i
LU
CC

DINAH SHORE
SITE
DRIVE
GINGER
UJ
CL

GERALD FORD
ROGERS RD.

VIA MARTA
DR.

DRIVE
CO
CO

VICINITY MAP
NTS

1. OWNER/SUBDIVIDER
72094 GINGER R0GERS LLC
ATTN: MR. FARHAD Z0M0RADI
P.O. BOX 10544
BEVERLY HILLS, CA 90213
PH: (310) 428-2875

2. ENGINEER
S.D. ENGINEERING AND ASSOCIATES
242 E. AIRPORT DRIVE, STE. 212
SAN BERNARDIN0, CA 92408
PH: (909) 215-3451

3. LEGAL DESCRIPTION
GOVERNMENT LOT 16 IN THE NORTHWEST 1/4 OF
SECTION 30, TOWNSHIP 4 SOUTH, RANGE 6 EAST,

4. ASSESSORS PARCEL NO:
685-080-002

5. ZONING
EXISTING AND PROPOSED:

VERY LOW DENSITY RESIDENTIAL (R -L-2)

6. ACREAGE

4.37 ACRES

7. LETTER LOT AREAS

GRAPHIC SCALE
O
S . D
. ENGINEERING AND ASSOCIATES

LAND PLANNING AND CIVIL ENGINEERING
242 E. AIRPORT DRIVE, STE. 212 - SAN BERNARDINO, CA 92408 PHONE (9O9) 215-3451 EMAIL: suresh@sdeng ineer ing . net SURESH DODDIAH R.C.E. 36361 DATE
441011011
DIAL u TWO WORKING

BEFORE V DAYS BEFORE

YOU DIG YOU DIG
TOLL FREE 1-800-227-2600

A PUBLIC SERVICE BY

UNDERGROUND SERVICE ALERT

SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT

COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL

SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER

THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS

TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND
STANDARDS IN EFFECT.

BENCHMARK:

CITY BM #PD 18-5
BEING A 1-1/2" C0PPERWELD IN ASPHALT, FLUSH, AT THE

CENTERLINE INTERSECTION OF BOB HOPE DRIVE AND
DINAH SHORE DRIVE.

ELEV. = 347.672

CITY OF RANCHO MIRAGE, CALIFORNIA
DRAWN BY:

EB
DESIGNED BY:

EB
TENTATIVE TRACT MAP NO. 38636
72094 GINGER ROGERS ROAD
SCALE:

DATE:
12/5/2022
CHECKED BY:

SD
DRAWING NO.:

❑r❑
APPENDIX "A"
❑❑utt-Lw
M ❑❑❑n❑❑❑

REFERENCES

1. California Division of mine and Geology, 1975, San Andreas Fault In Southern California.

2. Bolt, B.A., June 1973, Duration of Strong ground motion, Proc. fifth world conference on earthquake engineering, Rome, paper No .292, PP. 1304-1313.

3. Campbell, K.W., and Y. Bozorgia, 1994, "Near -Source Attenuation of Peak Horizontal Acceleration from Worldwide Accelerograms Recorded from 1957 to 1993," Proceedings of the 5th U.S. National Conference on Earthquake Engineering, 1994, Chicago, Illinois, Earthquake Engineering Research Institute, V.3, pg. 283-292.

4. Dibblee, T.W., 1989, "Geologic Map of the Los Angeles Quadrangle, Los Angeles County, California," map scale 1:24,000.

5. Seed Bolton, Whitman, Robert, 1970, Design of earth retaining structures for dynamic loads: ASCE Specialty Conference, lateral stresses in the ground and design of earth retaining structures, P. 103-147.

6. Terzaghi, K. (1943), Theoretical Soil Mechanics, J. Wiley and sons, Inc. New York.

A-1
675

APPENDIX "B"
676

SOIL CLASSIFICATION CHART

MAJOR DIVISIONS

SYMBOLS

TYPICAL

DESCRIPTIONS
GRAPH
LETTER
❑C_R_E
❑R❑❑JED
❑❑ELE
MERE GOO❑ DOD
E❑ MDOER IIIL

LEREER DEED
DE non-E[EEE
E®E
iR❑❑EL
❑❑D
❑R❑❑ELLY
❑❑ �❑
oEMEE 00oR0E 0
MER

GREEDS D

REEOLUED ED LEE

D ELEEE
❑LE❑❑
❑R❑❑EL-
LLLIDULE DR DD E®EDE
.. w. -.w
' L. ...4.

ID. b•. 64
.. e .. •
GW
E ELL - R DED REDELEEDREEEL ❑
u_ DM- RE L-tuLEERDE
u_ E
°`, J °`?U
030 °o
)Q 0,C)o
°00000
Q.
pC
Gp
0 RLY - R -DED ❑RDEELEE
uR__EL HD MLELIEREDELLDIDLE
ER EL
❑R❑DEL❑ 111 17111 j
❑Q=ELI °
EDDERED®DLE
❑MEDED ED EEEE0
o
°
oa
U
OC
O
GM
❑ CIY ORDOELDDDRODEL DDDOD ❑
[LELLEM®EERE0
GC
ELEYEY ❑REDELEDERDEEL ELIDED ❑
LILLY M[muDREE
❑❑❑D
❑❑D
❑❑❑DY
❑LE❑❑ ❑❑❑DC
DR DO ❑LIED❑
SW
E ELLmREDED ❑DODEEDREEELLY
❑EEDELL[DELE ER DD ELEED
:: •:: :: ;:: :: ::: :: .,';
:.

SP

DDLRLYLEREDED EEEDJE
❑RDEELLY DEODLLLIELE ER ❑❑
❑LIEE
❑❑❑D❑ ❑ 017❑
❑OE❑
mEEREDL OLE
DMEDDD DD ❑fIDEDD
..

SM
EILEY ❑EDDEDEDED LAID
MLEDEREu
.. .

SC
mY RED DDDEEIEED ❑OLDY
M
1171E
❑RD�ED

MILE ---

MERE DEED DEE
E❑ MEEERiLL ED
SMELLER DED❑
❑LIOOEE ❑LEEE
O DE
DIM
MD Lon] ED L[[iLI

LEES DEED DE
❑L❑Y❑
ML
=REDEEM DIILDE DIED EERY ELIDE

DEEDELREDK OLDDREDLELEY ER
ELEYEY E®E EDODE ER ELEYEY
ELLDE 0 ELE ELLIDD ELDDOLILLDY
%
%
/
CL
=REDEEM ELEYEDELLD ED
MED�M DLDEO� IDYDDRE❑ELLY
OLDYEEDEDDY ❑LLYEEELLEY ELEYEE
LEES ELDY❑
-
OL
ERE= DIED DED ERE DELI
EmDY LLOYD EDLED DLEOD®LIY
❑�
MD DIM
LIME] O
❑LEY❑ ❑REDDER DEED DDffj'/dV
MH
[MEREDEOI D LEEdVi®EOEEED ER
DIEEEMEDEEDED®E DEED ER
[CLOY MID
CH
RE=ELOYD DEEmD
L LaL-Y
OH
R JOLT ❑LEYE ELIMEDLIM ED
Du 0 OLEEEILI EYEEREEEL ❑LE❑
❑D]LILY ❑R❑❑❑D] D❑[LL❑
!, ,I, \", dl, =
p
❑EDEEDEMEEOE❑ EME DOLE 0 m❑
❑HE SRDOEL7 DDEEEDEE
EEDEEDDEL EYMEDLE ERE DEED DE LID®ELE EERDERLiLIE ❑O L LI lEE®LIED®DE 677

Project
Project:

No.:

Rancho
23-0101S
3O \G
3-1
LOG Sheet 1 of 1
Date 03/01/2023
Mirage
EQUIPMENT:

HOLLOW STEM
Elevation Top of Hole See Plate 1
DEPTH
(ft.)
Graphic Symbole
Sample No.

Dry Density
(pcf)
Moisture Content
(%)
Soil Classification
(U.S.C.S.)
Geotechnical Description
Sampled By MS/TS
Logged By Ms
0-

ALLUVIAL TOP -SOILS
1 3.2
0-2' DRY WEEDS MIXED WITH SANDY
5 _
© 1'-4'
SM

SILT/SILTY FINE SAND WITH TRASH,
LOOSE, VERY DRY.
1 DISTURBED

5.3 4'
O
112.2

5.3 SM
2'-4' SILTY FINE SAND TO SANDY SILT,
5'

LOOSE TO DENSE, DRY TO
10-

MOD MOIST, LIGHT GREYISH,

FINE SANDY, DENSE WITH DEPTH,
MORE MOIST.
15-
4'-7' BECOMES MORE DENSE,

LIGHT GREY SANDY SILTY, FINE,
MORE MOIST WITH DEPTH.
20 -
7'- MORE DENSE WITH DEPTH,
DIFFICULT TO EXCAVATE.
25 -
TOTAL DEPTH = 7 FEET

NO GROUND WATER
SLIGHT CAVING ON UPPER 4 FEET
30 -
1 INDICATE BULK SAMPLE COLLECTED
Aek

INDICATE UNDISTURBED SAMPLE COLLECTED

Project
Project:

EQUIPMENT:

No.: 23-0101S
3O \G
LOG Sheet 1 of 1
3-2
Date 03/01/2023
Rancho Mirage
Elevation Top of Hole See Plate 1

HOLLOW STEM
DEPTH
(ft.)
Graphic Symbole
Sample No.

Dry Density
(pcf)
Moisture Content
(%)
Soil Classification
(U.S.C.S.)
Geotechnical Description
Sampled By MS/TS
Logged By Ms
0-
5 -
10-
15-
20 -
25 -
30 -
sM
sM

ALLUVIAL TOP -SOILS
0-2' DRY WEEDS MIXED WITH SANDY

SILT/SILTY FINE SAND WITH TRASH,
LOOSE, VERY DRY.
2'-4' SILTY FINE SAND TO SANDY SILT,

LOOSE TO DENSE, DRY TO

MOD MOIST, LIGHT GREYISH,

FINE SANDY, DENSE WITH DEPTH,
MORE MOIST.
4'-7' BECOMES MORE DENSE,

LIGHT GREY SANDY SILTY, FINE,
MORE MOIST WITH DEPTH.
7'- MORE DENSE WITH DEPTH,
DIFFICULT TO EXCAVATE.

TOTAL DEPTH = 7 FEET

NO GROUND WATER
SLIGHT CAVING ON UPPER 4 FEET
679

Project
Project:

EQUIPMENT:

No.: 23-0101S
3O \G
LOG Sheet 1 of 1
3-3
Date 03/01/2023
Rancho Mirage
Elevation Top of Hole See Plate 1

HOLLOW STEM
DEPTH
(ft.)
Graphic Symbole
Sample No.

Dry Density
(pcf)
Moisture Content
(%)
Soil Classification
(U.S.C.S.)
Geotechnical Description
Sampled By MS/TS
Logged By Ms
0-
5 -
10-
15-
20 -
25 -
30 -
sM
sM

ALLUVIAL TOP -SOILS
0-2' DRY WEEDS MIXED WITH SANDY

SILT/SILTY FINE SAND WITH TRASH,
LOOSE, VERY DRY.
2'-4' SILTY FINE SAND TO SANDY SILT,

LOOSE TO DENSE, DRY TO

MOD MOIST, LIGHT GREYISH,

FINE SANDY, DENSE WITH DEPTH,
MORE MOIST.
4'-7' BECOMES MORE DENSE,

LIGHT GREY SANDY SILTY, FINE,
MORE MOIST WITH DEPTH.
7'- MORE DENSE WITH DEPTH,
DIFFICULT TO EXCAVATE.

TOTAL DEPTH = 7 FEET

NO GROUND WATER
SLIGHT CAVING ON UPPER 4 FEET
680

Project
Project:

EQUIPMENT:

No.: 23-0101S
3O \G

3-4
Elevation
LOG Sheet 1 of 1
Date 03/01/2023
Rancho Mirage
Top of Hole See Plate 1

HOLLOW STEM
DEPTH
(ft.)
Graphic Symbole
Sample No.

Dry Density
(pcf)
Moisture Content
(%)
Soil Classification
(U.S.C.S.)
Geotechnical Description
Sampled By MS/TS
Logged By Ms
0-
5 -
10-
15-
20 -
25 -
30 -
sM
sM

ALLUVIAL TOP -SOILS
0-2' DRY WEEDS MIXED WITH SANDY

SILT/SILTY FINE SAND WITH TRASH,
LOOSE, VERY DRY.
2'-4' SILTY FINE SAND TO SANDY SILT,

LOOSE TO DENSE, DRY TO

MOD MOIST, LIGHT GREYISH,

FINE SANDY, DENSE WITH DEPTH,
MORE MOIST.
4'-7' BECOMES MORE DENSE,

LIGHT GREY SANDY SILTY, FINE,
MORE MOIST WITH DEPTH.
7'- MORE DENSE WITH DEPTH,
DIFFICULT TO EXCAVATE.
681
TOTAL DEPTH = 7 FEET

NO GROUND WATER
SLIGHT CAVING ON UPPER 4 FEET

Project
Project:

EQUIPMENT:

No.: 23-0101S
3O \G
LOG Sheet 1 of 1

3-5
Date 03/01/2023
Rancho Mirage
Elevation Top of Hole See Plate 1

HOLLOW STEM
DEPTH
(ft.)
Graphic Symbole
Sample No.

Dry Density
(pcf)
Moisture Content
(%)
Soil Classification
(U.S.C.S.)
Geotechnical Description
Sampled By MS/TS
Logged By Ms
0-
5 -
10-
15-
20 -
25 -
30 -
sM
sM

ALLUVIAL TOP -SOILS
0-2' DRY WEEDS MIXED WITH SANDY

SILT/SILTY FINE SAND WITH TRASH,
LOOSE, VERY DRY.
2'-4' SILTY FINE SAND TO SANDY SILT,

LOOSE TO DENSE, DRY TO

MOD MOIST, LIGHT GREYISH,

FINE SANDY, DENSE WITH DEPTH,
MORE MOIST.
4'-7' BECOMES MORE DENSE,

LIGHT GREY SANDY SILTY, FINE,
MORE MOIST WITH DEPTH.
7'- MORE DENSE WITH DEPTH,
DIFFICULT TO EXCAVATE.

TOTAL DEPTH = 7 FEET

NO GROUND WATER
SLIGHT CAVING ON UPPER 4 FEET
682

SAMPLING PROCEDURES
Undisturbed Samples:

Samples of the subsurface materials were obtained from the exploratory borings and/or trenches in a relatively undisturbed condition. The depth at which each "undisturbed" sample was obtained is shown on the boring and/or trench logs.

The sampler used to obtain "undisturbed" samples is generally a split -barrel sampler, or a thin - wall sampler (Shelby tube).

The split -core barrel drive sampler:

The sampler, with an external diameter of 3.0 inches, is lined with 1 -inch long thin brass rings with an inside diameter of 2.41 inches. The sample barrel is driven into the ground with an effective weight of the Kelly bar of the boring machine. The Kelly bar is permitted to free -fall.

The approximate length of the fall, the weight of the bar, and the number of blows per foot of driving are noted and recorded on the boring logs. Blow counts have been noted in the log of borings as an index to the relative resistance of the sampled materials. The samples are removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing.

Shelby Tube:

The tube, with an external diameter of 3.0 inches and a length of 2 to 3 feet, is a seamless thin - walled steel tube commonly known as a Shelby tube and has a beveled butting edge at the lower end. The tube is connected to the drill rod and pushed by a static force into the bottom of the hole. When the tube is almost full (avoid over -penetration), it is withdrawn from the hole, removed from the drill rod, sealed at both ends with paraffin, and carefully shipped to the laboratory for testing.

The Standard Penetration Test Spoon:

The spoon is driven into the ground for 18 inches with a 140 -pound hammer free -falling from a height of 30 inches. The blow counts are recorded for every 6 inches of penetration. (The reported blow counts are the blow counts for the last 12 inches of penetration.) The soil samples are examined and carefully removed from the spoon, bagged, and sealed and transported to the laboratory for testing.

Disturbed Samples:

Bulk samples of representative materials were also obtained from the borings and/or trenches, bagged and transported to the laboratory for testing.
683

APPENDIX "C"
684

MAXIMUM DRY DENSITY/OPTIMUM MOISTURE TEST RESULTS
****************************************************************************** Soil Type Soil
or Location Description
Optimum Max.

Moisture Dry Density
(%) (Pcf)
B-1 Silty Sand/Sandy Silt 7.0 125.0
at 2'-4'

EXPANSION INDEX TEST RESULTS
****************************************************************************** Soil Type
or Location
Expansion Index Potential Expansion
B-1 7 Very Low
@ 2'-4'
Soluble Sulfate
****************************************************************************** Soil Type Soil
or Location Description
B-1 Silty Sand/Sandy Silt
@ 2'-4'
Sulfate
% By Weight

0.0880
685

LABORATORY TESTING PROCEDURES
Moisture and Density Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples.

Classification Tests: Typical materials were subjected to mechanical grain -size analysis by wet sieving from U.S. Standard brass screens (ASTM D422). Hydrometer analyses were performed where appreciable quantities of fines were encountered. The data was evaluated in determining the classification of the materials. The grain -size distribution curves are presented in the test data and the Unified Soil Classification is presented in both the test data and the boring and/or trench logs.

Atterberg Limits: The Atterberg Limits were determined in accordance with ASTM D423 and ASTM D424 for engineering classification of the fine-grained materials.

Direct Shear Tests: Direct Shear Tests were performed on selected remolded and/or undisturbed samples which were socked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box, and reloading the sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads, a different specimen being used for each normal load. The samples were sheared in a motor -driven, strain -controlled, direct shear testing apparatus at a strain rate of 0.05 inches per minute. After a travel of 0.300 inches of the direct shear machine, the motor was stopped and the sample was allowed to "relax" and "peak" shear values were recorded. It is anticipated that, in a majority of samples tested, the 15 minutes relaxing of the sample is sufficient to allow dissipation of pore pressures set up in the samples due to application of shearing force. The relaxed values are therefore, judged to be a good estimation of effective strength parameters. The test results were plotted on the "Direct Shear Summary".

For residual direct shear test, the samples were sheared, as described in the preceding paragraph, with the rate of shearing of 0.001 inches per minutes. The upper portion of the specimen was pulled back to the original position and the shearing process was repeated until no further decrease in shear strength was observed with continued shearing (at least three times re -sheared). There are two methods to obtain the shear values: (a) the shearing process was repeated for each normal load applied and the shear value for each normal load was recorded. One or more than one specimen can be used in this method; (b) only one specimen was needed, and a very high normal load (approximately 9000 psf) was applied from the beginning of the shearing process. After the equilibrium state was reached (after "relaxed", the shear value for that normal load was recorded. The normal loads were then reduced gradually without shearing the sample (the motor was stopped). The shear values were recorded for different normal loads after they were reduced and the sample was "relaxed".
686

Maximum Density Test: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM D 1557-91 (five layers). The results of these tests are presented in the test data.

Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 29-2. Specimens are molded under a given compactive energy to approximately the optimum moisture and approximately 50% saturation or approximately 90% relative compaction. The prepared 1 -inch thick by 4 -inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the test data.

Consolidation Tests: Consolidation tests were performed on selected, relatively undisturbed samples recovered from the sampler. Samples were placed in a consolidometer and loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio of the amount of vertical compression to the original 1 -inch height. The consolidation pressure curves are presented in the test data. Where applicable, time -rates of consolidation were also recorded. A plot of these rates can be used to estimate time of consolidation.

Soluble Sulfates: The soluble sulfate contents of selected samples were determined by the California Materials Method No. 417.
"R" -Value: The resistance "R" -Value was determined by the California Materials Method No. 301 for base, sub -base, and basement soils. Three samples were prepared and exudation pressure and "R" -Value determined on each one. The graphically determined "R" -Value at exudation pressure of 300 psi is reported.

Triaxial Compression Tests: Triaxial compression tests were performed on selected remolded and/or undisturbed samples according to ASTM 2166 (Unconfined) and ASTM 2850 (Confined). 687

APPENDIX "D"
688

GENERAL EARTHWORK and GRADING SPECIFICATIONS:

1.0 General Intent
These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of sub -drains, and excavations. The recommendations contained in the geotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in case of conflict Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report.

2.0 Earthwork Observation and Testing
Prior to the commencement of grading, a qualified geotechnical consultant (soils engineer and engineering geologist, and their representatives) shall be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and change so that he may schedule his personnel accordingly.

It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified.

Maximum dry density tests used to determine the degree of compaction will be performed in accordance with the American Society for Testing and Materials test method ASTM D1557-91.

3.0 Preparation of Areas to be Filled

3.1 Clearing and Grubbing:

All brush, vegetation, and debris shall be removed or piled and otherwise disposed of.

3.2 Processing:

The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory shall be over -excavated as specified in the following section. Scarification shall continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform compaction.
689

3.3 Over -excavation:

Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that surface processing cannot be adequately improve the condition, shall be over - excavated down to firm ground and approved by the consultant.

3.4 Moisture Conditioning:

Over -excavated and processed soils shall be watered, dried -back, blended, and/or mixed, as required to attain a uniform moisture content near optimum.

3.5 Recompaction:

Overexcavated and processed soils which have been properly mixed and moisture - conditioned shall be recompacted to a minimum relative compaction of 90 percent.

3.6 Benching:

Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be steeped or benched. The lowest bench shall be a minimum of 15 feet wide, shall be at least 2 feet deep, shall expose firm material, and shall be approved by the consultant. Other benches shall be excavated in firm material for a minimum width of 4 feet. Ground sloping flatter than 5:1 shall be benched or otherwise over -excavated when considered necessary by the consultant.

3.7 Approval:

All areas to receive fill, including processed areas, removal areas and toe -of -fill benches shall be approved by the consultant prior to fill placement.

4.0 Fill Material

4.1 General:

Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the consultant. Soils of poor graduation, expansion, or strength characteristics shall be placed in areas designated by the consultant or shall be mixed with other soils to serve as satisfactory fill material.

4.2 Oversize:

Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in fills, unless the location, materials, and disposal methods are specifically approved by the consultant. Oversize disposal operations shall be such that nesting of oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the consultant. 690

4.3 Import:

If importing of fill material is required for grading, the import material shall meet the requirements of Section 4.1.

5.0 Fill Placement and Compaction

5.1 Fill Lifts:

Approved fill material shall be placed in areas prepared to receive fill in near -horizontal layers not exceeding 6 inches in compacted thickness. The consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer.

5.2 FM Moisture:

Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material.

Moisture -conditioning and mixing of fill layers shall continue until the fill material is at a uniform moisture content at or near optimum.

5.3 Compaction of Fill:

After each layer has been evenly spread, moisture -conditioned, and mixed, it shall be uniformly compacted to not less than 90 percent of maximum dry density. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficiently achieve degree of compaction.

5.4 Fill Slopes:

Compacting of slopes shall be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent.

5.5 Compaction Testing:

Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, the tests will be taken at an interval not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of embankment.
691

6.0 Subdrain Installation
Subdrain systems, if required, shall be installed in approved ground to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the approval of the consultant. The consultant, however, may recommend and upon approval, direct changes in subdrain line, grade or material. All subdrains should be surveyed for line and grade after installation and sufficient time shall be allowed for the surveys, prior to commencement of filling over the subdrains.

7.0 Excavation
Excavations and cut slopes will be examined during grading. If directed by the consultant, further excavation or over -excavation and refilling of cut areas shall be performed, and/or remedial grading of cut slopes shall be performed. Where fill -over -cut slopes are to be graded, unless otherwise approved, the cut portion of the slope shall be made and approved by the consultant prior to placement of materials for construction of the fill portion of the slope. 692

❑ ❑❑❑❑d ®E C❑®❑rrm❑ E
®❑®❑❑d IJLWd M ❑r
693

Project No. 23-0102-Inf
March 04, 2023
Sampson and Associates

CONSULTING ENGINEERS
Soil, Geology, Environmental
TO:

Mr. Farhad Zomorodi
9165 Alcott, #203
Los Angeles, Ca.

SUBJECT: Infiltration Evaluation, New Single -Family Residences On TTM No. 38636 In The City of Rancho Mirage, California.

INTRODUCTION:

We sincerely appreciate the opportunity to be of service to you on this project.

The primary objective of this study was to evaluate an infiltration rate of the onsite subsurface soils for the design of the infiltration drainage system to be constructed at designated area for the above subject site.

If you have any questions regarding this report please do not hesitate to contact this office at your convenience. We appreciate the opportunity to be of service on this project.

Respectfully__Su.bmitted; -------
Sam and Associates .---'
46172
Distribu
P. O. Box 834, San Dimas, California 91773 Tel.: (909) 522-7067 E -Mail: [email protected]
694

Project No. 23-0102-Inf
March 04, 2023
Rancho Mirage Terrace
co
0 Q 0-
0 I
o
o m
4 0
1 01
co
a
cr
o
ra
C
ured Care
0 W
0 Q
T
4 rD
Ginger Rogers Rd
Tolerance
Education Center
99 Siena Vista Court
,910 Siena Vista Ct
I—

r-
C
0 Via Montagne
Ginger Rogers Rd
4;0 Milligan Dermatology
Via Florencia
Via Florencia
Via Flort
Index Map
Of
❑❑M ❑ ❑ i mm
❑❑R ❑❑I ❑ M O❑❑❑❑❑ ❑

r
695

Project No. 23-0102-Inf
March 04, 2023
ACCOMPANYING MAPS & ILLUSTRATIONS,:

Index Map - Page 2
Plate 1 - Site Plan and Approximate Location of Infiltration Tests Appendix "A" - Field Test Logs
SITE LOCATION, PROPOSED DEVELOPMENT, and CONDITION:

The proposed development consists of (5) single-family residences with associated parking spaces located on north-east corner of Landy Lane and Ginger Rogers Road, ❑❑M ❑o❑❑❑❑❑ in the City of Rancho Mirage, California. Access to the site is available via improved Ginger Rodgers Road. The site is occupied with a small residence located on south side of the lot which is proposed to be completely demolished becoming part of new development.

The subject site is flat regular rectangular shape lot bounded by Ginger Rodgers Road on south, by Landy Lane on west, and by developed residential properties on east and north.

Project is covered with native weeds and large bushes. Drainage onsite is uncontrolled by sheet flow towards south.

SUBSURFACE INVESTIGATION:

To evaluate the subsurface condition of the subject sites, Five (5) exploratory Borings were drilled to maximum depths of (7) feet as shown on Plate -1. The excavations were then backfilled. The test Pits were logged and sampled. Bulk and relatively undisturbed samples were collected for proper laboratory testing.

SUBSURFACE CONDITIONS:

Soil materials encountered in our borings consisted loose fine sand deposit deposited by prevailing winds, sand and gravel of the valley area. The approximately 24 inches of loose to very loose and dry light greyish alluvial sand with fine silt and gravel of major creeks and stream washes material underlain by loose and dry light greyish sandy fine silt soils to dense and moist sandy silty soils within the depth of our borings.

GROUND WATER:

No ground water or any perched ground water was observed at our test locations onsite during the course of our investigation.

696

Project No. 23-0102-Inf
March 04, 2023
DOUBLE RING INFILTRATION TEST:

One (I) excavation was dug by hand, to a depth of about one (4) foot below existing grade at the approximate locations of the proposed infiltration drainage system of the site in the area identified by the project civil engineer as being the area to be used for infiltration purposes. Infiltration testing was completed using a double ring infiltrometer device into the ground, water was supplied with a constant falling head condition to a fixed point. A representative from our firm conducted the actual infiltration testing to record how much of water infiltrates into the soil over a given time period.

The incremental infiltration velocity within the inner test cylinder is equivalent to the infiltration rate (in/hr). The slowest/most conservative infiltration rate of ches per hour was measured for the test hole, after the infiltration rate had generally stabilized. The testing was completed in general conformance with ASTM D 3385.

FACTOR OF SAFETY:

The infiltration rates presented are based on field test results, the rates presented are measured field rates and should not be considered design infiltration rates. The designer should consider possible site variability in their design. Application of an appropriate safety factor may be required by the authorizing agency. The design engineer must use the factor of safety with the lowest average measured infiltration rate to achieve the design value as needed. The infiltration rate is approximately 4.5 in/hr.

RECOMMENDATIONS:

Bases on the result of the tests, the site is suitable for the storm -water infiltration system from a geotechnical viewpoint. Recommendations are provided as follows:
• Based on our testing water infiltration at the site is feasible. Filter fabric should be used whenever aggregate are placed against native soils. The infiltration rates are as follow:

Test # 1 Infiltration Rate @ 4 feet depth = 6.43 in/hr.

Test # 2 Infiltration Rate @ 4 feet depth = 6.26 in/hr.

Test # 3 Infiltration Rate @ 6 feet depth = 4.5 in/hr. ÷-USe This Rate • Infiltration water should not be allowed to saturate pavement and concrete structure sub - grade soils.
• The planned infiltration system should extend vertically into native soils. The designer should review the attached geotechnical Log for soils classification. • The soils in infiltration area should not be subject to compaction during construction. • The proposed system designed by Civil Engineer should be constructed and maintained in accordance with manufacture guidelines.
• Ti -filtration facilities must not be blocked by heavy equipment by using the infiltration area as a sediment trap.

697

Project No. 23-0102-Inf
March 04, 2023
• Infiltration facilities should be constructed late in the site development after soils has been stabilized or should be protected by flagging until work is completed. • A minimum distance of 10 feet in any directions shall be provided from the building foundation to the proposed stormwater infiltration system. • The potential for creating perched water conditions that may adversely affect the proposed and existing structures is nil due to the onsite permeable soils. • The subsurface soil will not exhibit instability as a result of implementing the proposed BMP's.
• There will be no geotechnical hazards posed to the proposed and existing structures on and adjacent to the site, if a minimum distance of 10 feet in any directions provided from the building foundations to the proposed stormwater infiltration system. • It must be noted that over the lifetime of the disposal area the infiltration rate may be affected by sediment build ups and biological activities as well as local variation in soils subsurface condition.
• Ferrous metal pipes should be protected from potential corrosion by bituminous coating, etc.

We recommend that all utility pipes be nonmetallic and/or corrosion resistance.

Recommendation should be verified by soluble sulfate and corrosion testing of soils samples obtained from specific locations during construction.

LIMITATONS:

Based on our visual observation it appears that the soils condition to be the same throughout the site however; soils material may vary in character between excavations and natural outcrops or conditions exposed during construction. Should soil conditions be encountered during construction that appear different this office must be notified immediately so that our recommendations may be re-evaluated.

698

Project No. 23-0102-Inf
March 04, 2023
APPENDIX "A"

C v
%TWO WORKING
/ DAYS BEFORE

YOU DIG
1-800-227-2600

A PUBLIC SERVICE BY

UNDERGROUND SERVICE ALERT
REV.

REVISION DESCRIPTION
ENGR.

CITY
DATE

SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT

COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL

SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER,

THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS

TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND
STANDARDS IN EFFECT.

BENCHMARK:

CITY BM #PD 18-5
BEING A 1-1/2" COPPERWELD IN ASPHALT, FLUSH, AT THE

CENTERLINE INTERSECTION OF BOB HOPE DRIVE AND
DINAH SHORE DRIVE.

ELEV. = 347.672

CITY OF RANCHO MIRAGE, CALIFORNIA
DRAWN BY:

EB
DESIGNED BY:

EB
TENTATIVE TRACT MAP NO. 38636
72094 GINGER ROGERS ROAD
SCALE:
1"=20'
DATE: 12/5/2022
CHECKED BY:

SD
DRAWING NO.:

Project No. 23-0102-Inf
March 04, 2023

DOUBLE RING I NFJ LTRONIETER TEST DATA
Project Name and Test Location:

Constants-
Rine Jara
Liquid Containers
Rancho Mirage
lea_ -fir
(in`)
DT Eh of
Liquid (in`
No.

Vol.. V
(in3tin)
Inner Ring:
113
4 1

78.54 Test By: FDC FISTS Class:

SM
Annular Space:
339

4.1 2
176.7
Water Table Depth:

S0'
Penetration of Rings. into Soil (in.):

Inner:.
3 Inch
Outer
7 Inch
Date of Test: 3101/23 Liquid Used:

Water
pH:

7.3 I
round Temp (E):
61 at Depth.
4'
Liquid Level Maintained by using:
( ) Flow Valve ( ) Flout Valve ( ) Marriotte Tube ( ) Other:

Additional C arnments:

Depth Below Surface = 4'
Time
iate� a1
Time
�(hr:mit;
Eft
(� °�'
Total
Inner Ring
Annular Ring
Liquid
Tem Remark_
p
°F
Infiltration Rate, I
Elev., .,
H (In)
1H
(in) &
El..;-.:

H (!n)
Ail
(m) &
Inner
imhr
Outer
in.hr
1 - Start
7:15
5 2.00

2.25 1.00

3.25 57.00

18.77 20.22
End
7:20
5 4.25
176.72

4.25 574.28

57.00 _ S tart
7:20
10 4.25

4.00 4.25

5.50 57.00

16.68 17.20
End
7:30
15 8.25
314.16

9.75 971.85

57.00 3 - Start
7:30
15 8.25

3.75 9.75

5.25 57.00

10.43 19.95
End
7:45
30 12.0
294.53

15.00 927.68

57.00 4 - Starr-
7:45
30 1.0

7.0 1.00

5.50 58.00
73 5.73
Refilled Tube
End
8:15
60 8.0
549.76

6.50 971.85

60.00 7 - Start
8:15
30 1.0

6.0 6.50

8.00 60.00

8.34 8,34
Refilled Tube
End
9:15
90 7.00
471.24

14.50 1413.60

61.00 6 - Start
9:15
60 1.0

11.0 1.00

11.00 61.00

7.65 5.73
Refilled Tube
ad
10:15
150

12.00 863.94

12.00 1943.70

62.00 - Stan
10:15
60 0.50

10.50 1.00

11.00 62.--

7.30 5.73
Refilled Tube
End
11:15
180

11.0 824.67

12.00 1943.70

63.00 8 - Start
11:15
60 1.0

9.25 1.00

10.26 63.00

6.43 5.34
Refilled Tube
End
12:15
240

10.25 726.50

11.25 1811.1&

63.00 3 . Start
12:15
60 1.00

9.25 1.00

10.00 64.00

6.43 5.21
Refilled Tube
End
1:15
300

10.25 726.50

11.00 1767.00

64.00 ID _ Stan
1:15
60 1.00

9.25 1.00

10.00 64.00

6.43 5.21
Refilled Tube
End
2:15
360

10.25 726.50

11.0 1767.00

64.00 11 - Start
Use

4.5 In/hr
End
" - Start
End
-_ Start
End
:4 -Start
End
15 - Start
End
xFla , Qf= Ali xVt.
**Infiltration Rate. I = (Qf Ary.t
Table 3 — Sample Test Data Form for Double Ring Infiltrometer Test Riverside County - Low Impact Development BMP Design Handboo a 1
rev. 9/2011

B-Bbbbbbb 1
Project No. 23-0102-Inf
March 04, 2023

DOUBLE RING INFILTROMETER TEST DATA
Project Name & Test Lola f.1
Ring Data
Liquid Containers
Vr
(in3/in
)
Rancho Mirage
1 I'atQn Vol.,
Area, Ar
(in2)
Depth of
Liquid
(in)
No.

Inner Ring :
113
4 1

78.54 Test By:

FDC
USCS Class:

Annular Ring :
339

4.1 2
176.7
Water Table Depth:
50 ft.

Penetration of Rings into Soil (in.):

Inner:
3 in
Outter:
7 in
)ate of Test:
3/1/23
Liquid Use Water
iH:

7.5 Gound Temp (°F):
58 at Depth:
4'
Liquid Level Maintained by using:
( ) Flow Valve ( ) Float Valve ( X ) Marriotte Tube ( ) Other:

Additional Comments:

Depth Below Surface = 4'
Time Interval
Time
(hr:min)
At (min)
& Total
Inner Ring
Annular Ring
Liquid
p
°F
Infiltration Rate, I**
Remarks
Elev.,
Elev.,
H (in)
AH
(in) &
Elev.,
H (in)
AH (in)
&
inner
in/hr
Outer
in/hr
1 - Start
14:00
5 0.75

2.00 1.00

2.75 58.00

16.68 17.20
End
14:05
5 2.75
157.08

3.75 485.93

58.00 2
- Start
14:05
10 2.75

3.75 3.75

5.25 59.00

15.64 16.42
End
14:15
15 6.50
294.53

9.00 927.68

59.00 3
- Start
14:15
15 6.50

5.25 9.00

7.00 60.00

14.60 14.59
End
14:30
30 11.75
412.34

16.00 1236.90

60.00 4
- Start
14:30
30 2.00

9.00 1.50

12.25 60.00

12.51 12.77
Refilled Tubes
End
15:00
60 11.00
706.86

13.75 2164.58

60.00 5
- Start
15:00
30 1.00

8.75 2.00

12.25 60.00

12.16 12.77
Refilled Tubes
End
15:30
90 9.75
687.23

14.25 2164.58

61.00 6
- Start
15:30
30 0.50

8.00 1.50

11.75 61.00

11.12 12.25
Refilled Tubes
End
16:00
120

8.50 628.32

13.25 2076.23

62.00 7
- Start
16:00
30 8.50

6.50 1.00

10.00 62.00

9.04 10.42
End
16:30
150

15.00 510.51

11.00 1767.00

63.00 8
- Start
16:30
30 1.00

6.25 0.00

8.50 63.00

8.69 8'86
Refilled Tubes
End
16:30
180

7.25 490.88

8.50 1501.95

63.00 9
- Start
16:30
30 7.25

5.75 8.50

7.50 63.00

7.99 7.82
End
17:00
210

13.00 451.61

16.00 1325.25

64.00 10
- Start
17:00
30 1.00

4.75 1.00

6.75 64.00

6.60 7.04
Refilled Tubes
End
17:30
240

5.75 373.07

7.75 1192.73

64.00 11
- Start
17:30
30 5.75

4.50 7.75

6.25 65.00

6.26 6.52
End
18:00
270

10.25 353.43

14.00 1104.38

65.00 12
- Start
18:00
30 1.00

4.50 2.50

6.50 64.00

6.26 6.78
Refilled Tubes
End
18:30
300

5.50 353.43

9.00 1148.55

64.00 13
- Start
18:30
30 5.50

4.50 9.00

6.50 63.00

6.26 6.78
End
19:00
330

10.00 353.43

15.50 1148.55

63.00 14
- Start
Use 4
5 in/hr
End
15 - Start
End
702

Project No. 23-0102-Inf
March 04, 2023

INFILTRATION TESTING FIELD LOG
Boring/Excavation Percolation Testing Field Log
Project Location
Earth Description:

Tested by:

Liquid Description:

R -'- -I M rl-ll-lu
Silty Gravelly Fine Sand w/cobbles
TB/MS
Time Interval Standard:

Tap Water
Start Date for Pre -Soak: 3/01/2023
Start Time for Standard:

Measurement Method:
11:00
Date: 03/01/23
Boring/test Number: B-1
Diameter of Boring: 8 -inch
Depth of Boring: 4' below grade
Depth to Invert of BMP's: 4' ae ow grace
Depth to Water Table: >50'
Water Remaining In Boring (Y/N): Yes
Standard Time Interval
Between Readings:

Measuring Tape
Depth to initial water Depth(d1): 96"
30 Minutes
Reading
Number
Time
Start/End
(hh:mm)
Elapsed
Tjme
Time
(mins)
Water
Drop
During
Standard
Time
Interval
AD
(inches)
Percolation
Rate for
Reading
(in/hr)
Soil Description/Notes/Comments
11:00
1 30

5.75 11.50
Medium to Coarse, Silty Gravelly Fine
11:30
Sand
12:00
2 30

4.25 8.50
12:30
13:00
3 30

4.0 8.0
13:30
14:00
4 30

2.25 4.50
14:30
15:00
5 30

2.25 4.50
15:305
Infiltration
Rate

4.50 In/Hr.

Use 4.5 In/Hr.
703

VOL
❑❑❑E IJI❑ MIT P0 -1000U
❑❑ap❑❑ P❑❑ El VI: ❑❑IE❑JP ❑ ❑.CI®
❑❑❑❑
❑a❑ ❑ ®P❑❑❑❑❑

PRELIMINARY

HYDROLOGY STUDY
AND

HYDRAULICS REPORT
FOR
TENTATIVE TRACT MAP 38636

CITY OF RANCHO MIRAGE
PREPARED BY:

S.D. ENGINEERING AND ASSOCIATES
242 E. Airport Drive, Ste 212
San Bernardino, Ca. 92408
(909) 884-7090
Email: [email protected]

INTRODUCTION
STUDY LOCATION:

This study area consists of approximately 5.04 acres of land with a single Family residential house located at the northeast corner of Ginger Rogers Road and Landy Lane in the City of Rancho Mirage.

The proposed project is a 9 -lot Tract Homes Subdivision. The site may be accessed via Bob Hope Drive south from from Freeway 10, thence east on Ginger Rogers Road to the project site.

REPORT OBJECTIVE:

The entire area of this project will be developed as a 9 -lot Tract Homes. The objective of this report is to determine the basic hydrologic response of the proposed development to both onsite and offsite storm runoff and to establish storm drain facility design criteria for this localized unit for review by the City of Rancho Mirage. The project is in a Very Low Density Residential Zoning HYDROLOGY METHODOLOGY:

The rational method hydrology system and the unit hydrograph method system of the Riverside County Flood Control and Water Conservation District Hydrology Manual dated April, 1978 will be used in the analysis of the subject site to satisfy the requirements of the City of Rancho Mirage.

SUMMARY:

The project study area is approximately 5.04 acres of land with an existing single family residential house to be demolished and to be replaced with 9 -lots Tract Homes. The project is small enough to be classified as a small project . The existing terrain has a drainage pattern from the northeast to the southwest. The drainage pattern will remain the same for the post development condition.

The project site is surrounded on the west by Landy Lane and will be improved with sidewalk, curb and gutter and therefore it will not have significant impact to the project.

On the south side is Ginger Rogers Road and will be improved with sidewalk, curb and gutter, and therefore it will not have significant impact to the project.

To the east and north sides are existing tract homes development with their own drainage system and separated by block walls, therefore they will not have significant impact to the project site.

There will be a short onsite private road that runs north and south and drains from north to south, There is a proposed retention/infiltration basin at the south end of the proposed road to treat runoff before draining to the City storm drain system to satisfy the WQMP requirements. This basin also used to mitigate any increase of runoff from predevelopment to post development conditions if there are any.

The site is in Soil Group inside Riverside -East Soil Group Map.

Onsite storm runoff are calculated before and after development conditions for 10 -year and 100 -year frequencies to ensure that the site is not flooded during the 100 -year storm. 706

Frequency
Predevlopement
Flow (cfs)
Post
Development
Flow (cfs)
Increase of
flow (cfs)
Predevelopment
Volume, Ac -Ft
Post Development
Volume, Ac -Ft
Q10

1.14 4.22

0.08 Q100

9.90 11.30

1.40 0.7520

0.5484
Based on the Unit Hydrograph method, the 100 -year predevelopment volume is 0.7520 Ac -Ft. and the post development generated volume is 0.5484 Ac -Ft. with a decrease of 0.2036 Ac -Ft., therefore no further mitigation is necessary.

The Infiltration basin has a total capacity of 5,161 cf with a required volume of 1,685 c.f.

WQMP RETENTION VOLUME
Volume Recuired (cf)
Volume Provided (cf)
1,685
5,161
The proposed 16" drain line has a capacity of 11.67 cfs which is more than the calculated flow of

11.30 cfs.

Street depth calculations for the proposed private street show that the street section can adequately handle the expected flow of 11.30 cfs.

The proposed street catch basin inlet opening of 4' wide is more than adequate to handle the calculated street flow.

CONCLUSION:

This Preliminary Hydrology and Hydraulics Report concludes that the proposed project is safe and feasible from Hydrology and Drainage standpoint.
707

❑❑❑❑❑ Y ❑ ❑ ❑R❑ ❑❑ ❑ED ❑E!' DR❑� _ �
*
*
Inside Diameter
( 16.00 in.)
*
*
*
* *

A A A A A A A A A A A A A A A A A A A A A
*
*
*
Water
*
*
*
*
L
E

15.01 in.)

1.251 ft.)
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d)
Slope of Pipe
X -Sectional Area
v

11.673 CFS >11.30 CFS OK

8.581 fps

16.000 inches

15.008 inches

1.251 feet

1.262 feet

0.938

2.000 %

1.360 sq. ft
768

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/28/23 File:MIRAGEl.out 10 -YEAR, PREDEVELOPMENT
TTM 38636
********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file
Program License Serial Number 6260
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In/Hr)
10 year storm 60 minute intensity = 0.980(In/Hr)
100 year storm 10 minute intensity = 4.520(In/Hr)
100 year storm 60 minute intensity = 1.600(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.980(In/Hr)
Slope of intensity duration curve = 0.5800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION
Initial area flow distance = 686.000(Ft.)
Top (of initial area) elevation = 328.800(Ft.)
Bottom (of initial area) elevation = 323.000(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.00845 s(percent)= 0.85
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 16.996 min.

Rainfall intensity = 2.037(In/Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.481
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) = 32.00
Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 4.135(CFS)
Total initial stream area = 4.220(Ac.)
Pervious area fraction = 0.800
End of computations, total study area = 4.22 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.800
Area averaged RI index number = 32.0
769

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/28/23 File:MIRAGE2.out 100 -YEAR, PREVELOPMENT
TTM 38636
********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file
Program License Serial Number 6260
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity -duration curves data (Plate D-4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In/Hr)
10 year storm 60 minute intensity = 0.980(In/Hr)
100 year storm 10 minute intensity = 4.520(In/Hr)
100 year storm 60 minute intensity = 1.600(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In/Hr)
Slope of intensity duration curve = 0.5800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station
**** INITIAL AREA EVALUATION
****

1.000 to Point/Station 2.000
Initial area flow distance = 686.000(Ft.)
Top (of initial area) elevation = 328.800(Ft.)
Bottom (of initial area) elevation = 323.000(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.00845 s(percent)= 0.85
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 16.996 min.

Rainfall intensity = 3.325(In/Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.706
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 3) = 52.00
Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 9.900(CFS)
Total initial stream area = 4.220(Ac.)
Pervious area fraction = 0.800
End of computations, total study area = 4.22 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.800
Area averaged RI index number = 32.0
7 0

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/28/23 File:MIRAGE3.out 10 -YEAR, POST DEVELOPMENT
TTM 38636
********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file
Program License Serial Number 6260
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In/Hr)
10 year storm 60 minute intensity = 0.980(In/Hr)
100 year storm 10 minute intensity = 4.520(In/Hr)
100 year storm 60 minute intensity = 1.600(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.980(In/Hr)
Slope of intensity duration curve = 0.5800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 682.000(Ft.)
Top (of initial area) elevation = 328.800(Ft.)
Bottom (of initial area) elevation = 324.000(Ft.)
Difference in elevation = 4.800(Ft.)
Slope = 0.00704 s(percent)= 0.70
TC = k(0.420)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.391 min.

Rainfall intensity = 2.157(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.593
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) = 32.00
Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 5.403(CFS)
Total initial stream area = 4.220(Ac.)
Pervious area fraction = 0.600
End of computations, total study area = 4.22 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

1.000 to Point/Station 2.000
Area averaged pervious area fraction(Ap) = 0.600
Area averaged RI index number = 32.0
711

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/28/23 File:MIRAGE4.out 100 -YEAR, POST DEVELOPMENT
TTM 38636
********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file
Program License Serial Number 6260
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity -duration curves data (Plate D-4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In/Hr)
10 year storm 60 minute intensity = 0.980(In/Hr)
100 year storm 10 minute intensity = 4.520(In/Hr)
100 year storm 60 minute intensity = 1.600(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In/Hr)
Slope of intensity duration curve = 0.5800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 682.000(Ft.)
Top (of initial area) elevation = 328.800(Ft.)
Bottom (of initial area) elevation = 324.000(Ft.)
Difference in elevation = 4.800(Ft.)
Slope = 0.00704 s(percent)= 0.70
TC = k(0.420)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.391 min.

Rainfall intensity = 3.522(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.760
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 3) = 52.00
Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 11.299(CFS)
Total initial stream area = 4.220(Ac.)
Pervious area fraction = 0.600
End of computations, total study area = 4.22 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

1.000 to Point/Station 2.000
Area averaged pervious area fraction(Ap) = 0.600
Area averaged RI index number = 32.0
7i2

Unit H y d r o g r a p h Analysis
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 05/02/23 File: MIRAGE824100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6260
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format

UNIT HYDROGRAPH
100 -YEAR POST DEVELOPMENT
TTM 38636

RANCHO MIRAGE
Drainage Area = 4.22(Ac.) = 0.007 Sq. Mi.

Drainage Area for Depth -Area Areal Adjustment = 4.22(Ac.) = 0.007 Sq. Mi.

Length along longest watercourse = 682.00(Ft.)
Length along longest watercourse measured to centroid = 250.00(Ft.) Length along longest watercourse = 0.129 Mi.

Length along longest watercourse measured to centroid = 0.047 Mi.

Difference in elevation = 4.80(Ft.)
Slope along watercourse = 37.1613 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.026 Hr.

Lag time = 1.57 Min.
25% of lag time = 0.39 Min.
40% of lag time = 0.63 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]

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

1.21 5.11
100 YEAR Area rainfall data:

Area (Ac. ) [1]

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

4.73 19.96
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 1.210(In)
Area Averaged 100 -Year Rainfall = 4.730(In)
713

Point rain (area averaged) = 4.730(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 4.730(In)
Sub -Area Data:

Area(Ac.) Runoff Index Impervious %

4.220 32.00 0.280
Total Area Entered = 4.22(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC -3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

32.0 52.0 0.552 0.280 0.413 1.000 0.413
Sum (F) = 0.413
Area averaged mean soil loss (F) (In/Hr) = 0.413
Minimum soil loss rate ((In/Hr)) = 0.206
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.680
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
3 0.250
319.139
638.278
957.417

58.131

37.534

4.335
Sum = 100.000 Sum=

2.472

1.596

0.184

4.253
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 0.07 0.038
2 0.17 0.07 0.038
3 0.25 0.07 0.038
4 0.33 0.10 0.057
5 0.42 0.10 0.057
6 0.50 0.10 0.057
7 0.58 0.10 0.057
8 0.67 0.10 0.057
9 0.75 0.10 0.057
10 0.83 0.13 0.076
11 0.92 0.13 0.076
Loss rate(In./Hr)
Max I Low

0.731)

0.729)

0.726)

0.723)

0.720)

0.717)

0.715)

0.712)

0.709)

0.706)

0.703)

0.026

0.026

0.026

0.039

0.039

0.039

0.039

0.039

0.039

0.051

0.051
Effective
(In/Hr)

0.012

0.012

0.012

0.018

0.018

0.018

0.018

0.018

0.018

0.024

0.024
7 j� 4

12 1.00 0.13 0.076 ( 0.701) 0.051 0.024
13 1.08 0.10 0.057 ( 0.698) 0.039 0.018
14 1.17 0.10 0.057 ( 0.695) 0.039 0.018
15 1.25 0.10 0.057 ( 0.692) 0.039 0.018
16 1.33 0.10 0.057 ( 0.690) 0.039 0.018
17 1.42 0.10 0.057 ( 0.687) 0.039 0.018
18 1.50 0.10 0.057 ( 0.684) 0.039 0.018
19 1.58 0.10 0.057 ( 0.681) 0.039 0.018
20 1.67 0.10 0.057 ( 0.679) 0.039 0.018
21 1.75 0.10 0.057 ( 0.676) 0.039 0.018
22 1.83 0.13 0.076 ( 0.673) 0.051 0.024
23 1.92 0.13 0.076 ( 0.670) 0.051 0.024
24 2.00 0.13 0.076 ( 0.668) 0.051 0.024
25 2.08 0.13 0.076 ( 0.665) 0.051 0.024
26 2.17 0.13 0.076 ( 0.662) 0.051 0.024
27 2.25 0.13 0.076 ( 0.660) 0.051 0.024
28 2.33 0.13 0.076 ( 0.657) 0.051 0.024
29 2.42 0.13 0.076 ( 0.654) 0.051 0.024
30 2.50 0.13 0.076 ( 0.652) 0.051 0.024
31 2.58 0.17 0.095 ( 0.649) 0.064 0.030
32 2.67 0.17 0.095 ( 0.646) 0.064 0.030
33 2.75 0.17 0.095 ( 0.644) 0.064 0.030
34 2.83 0.17 0.095 ( 0.641) 0.064 0.030
35 2.92 0.17 0.095 ( 0.638) 0.064 0.030
36 3.00 0.17 0.095 ( 0.636) 0.064 0.030
37 3.08 0.17 0.095 ( 0.633) 0.064 0.030
38 3.17 0.17 0.095 ( 0.630) 0.064 0.030
39 3.25 0.17 0.095 ( 0.628) 0.064 0.030
40 3.33 0.17 0.095 ( 0.625) 0.064 0.030
41 3.42 0.17 0.095 ( 0.623) 0.064 0.030
42 3.50 0.17 0.095 ( 0.620) 0.064 0.030
43 3.58 0.17 0.095 ( 0.617) 0.064 0.030
44 3.67 0.17 0.095 ( 0.615) 0.064 0.030
45 3.75 0.17 0.095 ( 0.612) 0.064 0.030
46 3.83 0.20 0.114 ( 0.610) 0.077 0.036
47 3.92 0.20 0.114 ( 0.607) 0.077 0.036
48 4.00 0.20 0.114 ( 0.604) 0.077 0.036
49 4.08 0.20 0.114 ( 0.602) 0.077 0.036
50 4.17 0.20 0.114 ( 0.599) 0.077 0.036
51 4.25 0.20 0.114 ( 0.597) 0.077 0.036
52 4.33 0.23 0.132 ( 0.594) 0.090 0.042
53 4.42 0.23 0.132 ( 0.592) 0.090 0.042
54 4.50 0.23 0.132 ( 0.589) 0.090 0.042
55 4.58 0.23 0.132 ( 0.587) 0.090 0.042
56 4.67 0.23 0.132 ( 0.584) 0.090 0.042
57 4.75 0.23 0.132 ( 0.582) 0.090 0.042
58 4.83 0.27 0.151 ( 0.579) 0.103 0.048
59 4.92 0.27 0.151 ( 0.577) 0.103 0.048
60 5.00 0.27 0.151 ( 0.574) 0.103 0.048
61 5.08 0.20 0.114 ( 0.572) 0.077 0.036
62 5.17 0.20 0.114 ( 0.569) 0.077 0.036
63 5.25 0.20 0.114 ( 0.567) 0.077 0.036
64 5.33 0.23 0.132 ( 0.564) 0.090 0.042
65 5.42 0.23 0.132 ( 0.562) 0.090 0.042
71-15

66 5.50 0.23 0.132 ( 0.559) 0.090 0.042
67 5.58 0.27 0.151 ( 0.557) 0.103 0.048
68 5.67 0.27 0.151 ( 0.554) 0.103 0.048
69 5.75 0.27 0.151 ( 0.552) 0.103 0.048
70 5.83 0.27 0.151 ( 0.549) 0.103 0.048
71 5.92 0.27 0.151 ( 0.547) 0.103 0.048
72 6.00 0.27 0.151 ( 0.545) 0.103 0.048
73 6.08 0.30 0.170 ( 0.542) 0.116 0.054
74 6.17 0.30 0.170 ( 0.540) 0.116 0.054
75 6.25 0.30 0.170 ( 0.537) 0.116 0.054
76 6.33 0.30 0.170 ( 0.535) 0.116 0.054
77 6.42 0.30 0.170 ( 0.533) 0.116 0.054
78 6.50 0.30 0.170 ( 0.530) 0.116 0.054
79 6.58 0.33 0.189 ( 0.528) 0.129 0.061
80 6.67 0.33 0.189 ( 0.525) 0.129 0.061
81 6.75 0.33 0.189 ( 0.523) 0.129 0.061
82 6.83 0.33 0.189 ( 0.521) 0.129 0.061
83 6.92 0.33 0.189 ( 0.518) 0.129 0.061
84 7.00 0.33 0.189 ( 0.516) 0.129 0.061
85 7.08 0.33 0.189 ( 0.514) 0.129 0.061
86 7.17 0.33 0.189 ( 0.511) 0.129 0.061
87 7.25 0.33 0.189 ( 0.509) 0.129 0.061
88 7.33 0.37 0.208 ( 0.507) 0.142 0.067
89 7.42 0.37 0.208 ( 0.504) 0.142 0.067
90 7.50 0.37 0.208 ( 0.502) 0.142 0.067
91 7.58 0.40 0.227 ( 0.500) 0.154 0.073
92 7.67 0.40 0.227 ( 0.497) 0.154 0.073
93 7.75 0.40 0.227 ( 0.495) 0.154 0.073
94 7.83 0.43 0.246 ( 0.493) 0.167 0.079
95 7.92 0.43 0.246 ( 0.491) 0.167 0.079
96 8.00 0.43 0.246 ( 0.488) 0.167 0.079
97 8.08 0.50 0.284 ( 0.486) 0.193 0.091
98 8.17 0.50 0.284 ( 0.484) 0.193 0.091
99 8.25 0.50 0.284 ( 0.482) 0.193 0.091
100 8.33 0.50 0.284 ( 0.479) 0.193 0.091
101 8.42 0.50 0.284 ( 0.477) 0.193 0.091
102 8.50 0.50 0.284 ( 0.475) 0.193 0.091
103 8.58 0.53 0.303 ( 0.473) 0.206 0.097
104 8.67 0.53 0.303 ( 0.470) 0.206 0.097
105 8.75 0.53 0.303 ( 0.468) 0.206 0.097
106 8.83 0.57 0.322 ( 0.466) 0.219 0.103
107 8.92 0.57 0.322 ( 0.464) 0.219 0.103
108 9.00 0.57 0.322 ( 0.462) 0.219 0.103
109 9.08 0.63 0.359 ( 0.459) 0.244 0.115
110 9.17 0.63 0.359 ( 0.457) 0.244 0.115
111 9.25 0.63 0.359 ( 0.455) 0.244 0.115
112 9.33 0.67 0.378 ( 0.453) 0.257 0.121
113 9.42 0.67 0.378 ( 0.451) 0.257 0.121
114 9.50 0.67 0.378 ( 0.448) 0.257 0.121
115 9.58 0.70 0.397 ( 0.446) 0.270 0.127
116 9.67 0.70 0.397 ( 0.444) 0.270 0.127
117 9.75 0.70 0.397 ( 0.442) 0.270 0.127
118 9.83 0.73 0.416 ( 0.440) 0.283 0.133
119 9.92 0.73 0.416 ( 0.438) 0.283 0.133
74-6

120 10.00 0.73 0.416 ( 0.436) 0.283 0.133
121 10.08 0.50 0.284 ( 0.434) 0.193 0.091
122 10.17 0.50 0.284 ( 0.431) 0.193 0.091
123 10.25 0.50 0.284 ( 0.429) 0.193 0.091
124 10.33 0.50 0.284 ( 0.427) 0.193 0.091
125 10.42 0.50 0.284 ( 0.425) 0.193 0.091
126 10.50 0.50 0.284 ( 0.423) 0.193 0.091
127 10.58 0.67 0.378 ( 0.421) 0.257 0.121
128 10.67 0.67 0.378 ( 0.419) 0.257 0.121
129 10.75 0.67 0.378 ( 0.417) 0.257 0.121
130 10.83 0.67 0.378 ( 0.415) 0.257 0.121
131 10.92 0.67 0.378 ( 0.413) 0.257 0.121
132 11.00 0.67 0.378 ( 0.411) 0.257 0.121
133 11.08 0.63 0.359 ( 0.409) 0.244 0.115
134 11.17 0.63 0.359 ( 0.407) 0.244 0.115
135 11.25 0.63 0.359 ( 0.405) 0.244 0.115
136 11.33 0.63 0.359 ( 0.403) 0.244 0.115
137 11.42 0.63 0.359 ( 0.401) 0.244 0.115
138 11.50 0.63 0.359 ( 0.399) 0.244 0.115
139 11.58 0.57 0.322 ( 0.397) 0.219 0.103
140 11.67 0.57 0.322 ( 0.395) 0.219 0.103
141 11.75 0.57 0.322 ( 0.393) 0.219 0.103
142 11.83 0.60 0.341 ( 0.391) 0.232 0.109
143 11.92 0.60 0.341 ( 0.389) 0.232 0.109
144 12.00 0.60 0.341 ( 0.387) 0.232 0.109
145 12.08 0.83 0.473 ( 0.385) 0.322 0.151
146 12.17 0.83 0.473 ( 0.383) 0.322 0.151
147 12.25 0.83 0.473 ( 0.381) 0.322 0.151
148 12.33 0.87 0.492 ( 0.379) 0.335 0.157
149 12.42 0.87 0.492 ( 0.377) 0.335 0.157
150 12.50 0.87 0.492 ( 0.376) 0.335 0.157
151 12.58 0.93 0.530 ( 0.374) 0.360 0.170
152 12.67 0.93 0.530 ( 0.372) 0.360 0.170
153 12.75 0.93 0.530 ( 0.370) 0.360 0.170
154 12.83 0.97 0.549 0.368 ( 0.373) 0.181
155 12.92 0.97 0.549 0.366 ( 0.373) 0.182
156 13.00 0.97 0.549 0.364 ( 0.373) 0.184
157 13.08 1.13 0.643 0.363 ( 0.437) 0.281
158 13.17 1.13 0.643 0.361 ( 0.437) 0.283
159 13.25 1.13 0.643 0.359 ( 0.437) 0.284
160 13.33 1.13 0.643 0.357 ( 0.437) 0.286
161 13.42 1.13 0.643 0.355 ( 0.437) 0.288
162 13.50 1.13 0.643 0.353 ( 0.437) 0.290
163 13.58 0.77 0.435 ( 0.352) 0.296 0.139
164 13.67 0.77 0.435 ( 0.350) 0.296 0.139
165 13.75 0.77 0.435 ( 0.348) 0.296 0.139
166 13.83 0.77 0.435 ( 0.346) 0.296 0.139
167 13.92 0.77 0.435 ( 0.344) 0.296 0.139
168 14.00 0.77 0.435 ( 0.343) 0.296 0.139
169 14.08 0.90 0.511 0.341 ( 0.347) 0.170
170 14.17 0.90 0.511 0.339 ( 0.347) 0.172
171 14.25 0.90 0.511 0.337 ( 0.347) 0.173
172 14.33 0.87 0.492 ( 0.336) 0.335 0.157
173 14.42 0.87 0.492 0.334 ( 0.335) 0.158
7147

174 14.50 0.87 0.492 0.332 ( 0.335) 0.160
175 14.58 0.87 0.492 0.331 ( 0.335) 0.161
176 14.67 0.87 0.492 0.329 ( 0.335) 0.163
177 14.75 0.87 0.492 0.327 ( 0.335) 0.165
178 14.83 0.83 0.473 ( 0.326) 0.322 0.151
179 14.92 0.83 0.473 ( 0.324) 0.322 0.151
180 15.00 0.83 0.473 ( 0.322) 0.322 0.151
181 15.08 0.80 0.454 ( 0.321) 0.309 0.145
182 15.17 0.80 0.454 ( 0.319) 0.309 0.145
183 15.25 0.80 0.454 ( 0.317) 0.309 0.145
184 15.33 0.77 0.435 ( 0.316) 0.296 0.139
185 15.42 0.77 0.435 ( 0.314) 0.296 0.139
186 15.50 0.77 0.435 ( 0.312) 0.296 0.139
187 15.58 0.63 0.359 ( 0.311) 0.244 0.115
188 15.67 0.63 0.359 ( 0.309) 0.244 0.115
189 15.75 0.63 0.359 ( 0.308) 0.244 0.115
190 15.83 0.63 0.359 ( 0.306) 0.244 0.115
191 15.92 0.63 0.359 ( 0.305) 0.244 0.115
192 16.00 0.63 0.359 ( 0.303) 0.244 0.115
193 16.08 0.13 0.076 ( 0.301) 0.051 0.024
194 16.17 0.13 0.076 ( 0.300) 0.051 0.024
195 16.25 0.13 0.076 ( 0.298) 0.051 0.024
196 16.33 0.13 0.076 ( 0.297) 0.051 0.024
197 16.42 0.13 0.076 ( 0.295) 0.051 0.024
198 16.50 0.13 0.076 ( 0.294) 0.051 0.024
199 16.58 0.10 0.057 ( 0.292) 0.039 0.018
200 16.67 0.10 0.057 ( 0.291) 0.039 0.018
201 16.75 0.10 0.057 ( 0.289) 0.039 0.018
202 16.83 0.10 0.057 ( 0.288) 0.039 0.018
203 16.92 0.10 0.057 ( 0.286) 0.039 0.018
204 17.00 0.10 0.057 ( 0.285) 0.039 0.018
205 17.08 0.17 0.095 ( 0.284) 0.064 0.030
206 17.17 0.17 0.095 ( 0.282) 0.064 0.030
207 17.25 0.17 0.095 ( 0.281) 0.064 0.030
208 17.33 0.17 0.095 ( 0.279) 0.064 0.030
209 17.42 0.17 0.095 ( 0.278) 0.064 0.030
210 17.50 0.17 0.095 ( 0.277) 0.064 0.030
211 17.58 0.17 0.095 ( 0.275) 0.064 0.030
212 17.67 0.17 0.095 ( 0.274) 0.064 0.030
213 17.75 0.17 0.095 ( 0.272) 0.064 0.030
214 17.83 0.13 0.076 ( 0.271) 0.051 0.024
215 17.92 0.13 0.076 ( 0.270) 0.051 0.024
216 18.00 0.13 0.076 ( 0.268) 0.051 0.024
217 18.08 0.13 0.076 ( 0.267) 0.051 0.024
218 18.17 0.13 0.076 ( 0.266) 0.051 0.024
219 18.25 0.13 0.076 ( 0.264) 0.051 0.024
220 18.33 0.13 0.076 ( 0.263) 0.051 0.024
221 18.42 0.13 0.076 ( 0.262) 0.051 0.024
222 18.50 0.13 0.076 ( 0.261) 0.051 0.024
223 18.58 0.10 0.057 ( 0.259) 0.039 0.018
224 18.67 0.10 0.057 ( 0.258) 0.039 0.018
225 18.75 0.10 0.057 ( 0.257) 0.039 0.018
226 18.83 0.07 0.038 ( 0.256) 0.026 0.012
227 18.92 0.07 0.038 ( 0.254) 0.026 0.012
7148

228 19.00 0.07 0.038 ( 0.253) 0.026 0.012
229 19.08 0.10 0.057 ( 0.252) 0.039 0.018
230 19.17 0.10 0.057 ( 0.251) 0.039 0.018
231 19.25 0.10 0.057 ( 0.250) 0.039 0.018
232 19.33 0.13 0.076 ( 0.248) 0.051 0.024
233 19.42 0.13 0.076 ( 0.247) 0.051 0.024
234 19.50 0.13 0.076 ( 0.246) 0.051 0.024
235 19.58 0.10 0.057 ( 0.245) 0.039 0.018
236 19.67 0.10 0.057 ( 0.244) 0.039 0.018
237 19.75 0.10 0.057 ( 0.243) 0.039 0.018
238 19.83 0.07 0.038 ( 0.242) 0.026 0.012
239 19.92 0.07 0.038 ( 0.241) 0.026 0.012
240 20.00 0.07 0.038 ( 0.240) 0.026 0.012
241 20.08 0.10 0.057 ( 0.239) 0.039 0.018
242 20.17 0.10 0.057 ( 0.237) 0.039 0.018
243 20.25 0.10 0.057 ( 0.236) 0.039 0.018
244 20.33 0.10 0.057 ( 0.235) 0.039 0.018
245 20.42 0.10 0.057 ( 0.234) 0.039 0.018
246 20.50 0.10 0.057 ( 0.233) 0.039 0.018
247 20.58 0.10 0.057 ( 0.232) 0.039 0.018
248 20.67 0.10 0.057 ( 0.231) 0.039 0.018
249 20.75 0.10 0.057 ( 0.231) 0.039 0.018
250 20.83 0.07 0.038 ( 0.230) 0.026 0.012
251 20.92 0.07 0.038 ( 0.229) 0.026 0.012
252 21.00 0.07 0.038 ( 0.228) 0.026 0.012
253 21.08 0.10 0.057 ( 0.227) 0.039 0.018
254 21.17 0.10 0.057 ( 0.226) 0.039 0.018
255 21.25 0.10 0.057 ( 0.225) 0.039 0.018
256 21.33 0.07 0.038 ( 0.224) 0.026 0.012
257 21.42 0.07 0.038 ( 0.223) 0.026 0.012
258 21.50 0.07 0.038 ( 0.223) 0.026 0.012
259 21.58 0.10 0.057 ( 0.222) 0.039 0.018
260 21.67 0.10 0.057 ( 0.221) 0.039 0.018
261 21.75 0.10 0.057 ( 0.220) 0.039 0.018
262 21.83 0.07 0.038 ( 0.219) 0.026 0.012
263 21.92 0.07 0.038 ( 0.219) 0.026 0.012
264 22.00 0.07 0.038 ( 0.218) 0.026 0.012
265 22.08 0.10 0.057 ( 0.217) 0.039 0.018
266 22.17 0.10 0.057 ( 0.216) 0.039 0.018
267 22.25 0.10 0.057 ( 0.216) 0.039 0.018
268 22.33 0.07 0.038 ( 0.215) 0.026 0.012
269 22.42 0.07 0.038 ( 0.214) 0.026 0.012
270 22.50 0.07 0.038 ( 0.214) 0.026 0.012
271 22.58 0.07 0.038 ( 0.213) 0.026 0.012
272 22.67 0.07 0.038 ( 0.213) 0.026 0.012
273 22.75 0.07 0.038 ( 0.212) 0.026 0.012
274 22.83 0.07 0.038 ( 0.211) 0.026 0.012
275 22.92 0.07 0.038 ( 0.211) 0.026 0.012
276 2.3.00 0.07 0.038 ( 0.210) 0.026 0.012
277 23.08 0.07 0.038 ( 0.210) 0.026 0.012
278 23.17 0.07 0.038 ( 0.209) 0.026 0.012
279 23.25 0.07 0.038 ( 0.209) 0.026 0.012
280 23.33 0.07 0.038 ( 0.209) 0.026 0.012
281 23.42 0.07 0.038 ( 0.208) 0.026 0.012
719

282 23.50 0.07 0.038 ( 0.208)
283 23.58 0.07 0.038 ( 0.207)
284 23.67 0.07 0.038 ( 0.207)
285 23.75 0.07 0.038 ( 0.207)
286 23.83 0.07 0.038 ( 0.207)
287 23.92 0.07 0.038 ( 0.206)
288 24.00 0.07 0.038 ( 0.206)
(Loss Rate Not Used)
Sum = 100.0
Flood volume = Effective rainfall 1.56(In)
times area
Total soil loss =
Total soil loss =
Total rainfall =
Flood volume =
Total soil loss =

4.2 (Ac.) / [ (In) / (Ft.) ] =

3.17(In)

1.115(Ac.Ft)

4.73(In)
23877.0 Cubic Feet
48579.4 Cubic Feet

0.026

0.026

0.026

0.026

0.026

0.026

0.026

0.012

0.012

0.012

0.012

0.012

0.012

0.012
Sum = 18.7

0.5(Ac.Ft)
Peak flow rate of this hydrograph = 1.230(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 0.0002 0.03 Q
0+10 0.0005 0.05 Q
0+15 0.0009 0.05 Q
0+20 0.0014 0.07 Q
0+25 0.0019 0.08 Q
0+30 0.0024 0.08 Q
0+35 0.0029 0.08 Q
0+40 0.0035 0.08 Q
0+45 0.0040 0.08 Q
0+50 0.0046 0.09 Q
0+55 0.0053 0.10 Q
1+ 0 0.0061 0.10 Q
1+ 5 0.0067 0.09 Q
1+10 0.0072 0.08 Q
1+15 0.0077 0.08 Q
1+20 0.0083 0.08 Q
1+25 0.0088 0.08 Q
1+30 0.0093 0.08 Q
1+35 0.0099 0.08 Q
1+40 0.0104 0.08 Q
1+45 0.0109 0.08 Q
1+50 0.0116 0.09 Q
1+55 0.0123 0.10 Q
2+ 0 0.0130 0.10 Q
2+ 5 0.0137 0.10 Q
2+10 0.0144 0.10 QV
7�0

2+15 0.0151 0.10 QV
2+20 0.0158 0.10 QV
2+25 0.0165 0.10 QV
2+30 0.0172 0.10 Qv
2+35 0.0181 0.12 QV
2+40 0.0189 0.13 QV
2+45 0.0198 0.13 QV
2+50 0.0207 0.13 QV
2+55 0.0216 0.13 QV
3+ 0 0.0225 0.13 QV
3+ 5 0.0234 0.13 QV
3+10 0.0243 0.13 QV
3+15 0.0251 0.13 QV
3+20 0.0260 0.13 QV
3+25 0.0269 0.13 QV
3+30 0.0278 0.13 Q V
3+35 0.0287 0.13 Q V
3+40 0.0296 0.13 Q v
3+45 0.0305 0.13 Q V
3+50 0.0315 0.14 Q V
3+55 0.0325 0.15 Q V
4+ 0 0.0336 0.15 Q V
4+ 5 0.0346 0.15 Q v
4+10 0.0357 0.15 Q V
4+15 0.0368 0.15 Q V
4+20 0.0379 0.17 Q V
4+25 0.0392 0.18 Q V
4+30 0.0404 0.18 Q v
4+35 0.0417 0.18 Q V
4+40 0.0429 0.18 Q V
4+45 0.0441 0.18 Q V
4+50 0.0455 0.20 Q V
4+55 0.0469 0.20 Q v
5+ 0 0.0483 0.21 Q V
5+ 5 0.0495 0.18 Q V
5+10 0.0506 0.16 Q V
5+15 0.0517 0.15 Q V
5+20 0.0528 0.17 Q v
5+25 0.0541 0.18 Q V
5+30 0.0553 0.18 Q v
5+35 0.0567 0.20 Q V
5+40 0.0581 0.20 Q V
5+45 0.0595 0.21 Q v
5+50 0.0609 0.21 Q V
5+55 0.0623 0.21 Q v
6+ 0 0.0637 0.21 Q V
6+ 5 0.0653 0.22 Q V
6+10 0.0669 0.23 Q V
6+15 0.0685 0.23 Q V
6+20 0.0701 0.23 Q V
6+25 0.0717 0.23 Q V
6+30 0.0732 0.23 Q V
6+35 0.0749 0.25 Q V
6+40 0.0767 0.26 IQ V
71 6+45 0.0785 0.26 Q V
6+50 0.0803 0.26 Q v
6+55 0.0820 0.26 Q V
7+ 0 0.0838 0.26 Q V
7+ 5 0.0856 0.26 Q V
7+10 0.0874 0.26 Q V
7+15 0.0891 0.26 Q V
7+20 0.0910 0.27 Q V
7+25 0.0930 0.28 Q V
7+30 0.0949 0.28 Q V
7+35 0.0970 0.30 Q v
7+40 0.0991 0.31 Q V
7+45 0.1012 0.31 Q V
7+50 0.1034 0.32 Q V
7+55 0.1057 0.33 Q V
8+ 0 0.1081 0.33 Q V
8+ 5 0.1106 0.36 Q V
8+10 0.1132 0.38 Q V
8+15 0.1159 0.39 Q V
8+20 0.1185 0.39 Q V
8+25 0.1212 0.39 Q V
8+30 0.1239 0.39 Q V
8+35 0.1266 0.40 Q V
8+40 0.1295 0.41 Q V
8+45 0.1323 0.41 Q V
8+50 0.1352 0.43 Q V
8+55 0.1382 0.44 Q V
9+ 0 0.1413 0.44 Q V
9+ 5 0.1445 0.47 Q V
9+10 0.1478 0.49 Q V
9+15 0.1512 0.49 Q V
9+20 0.1547 0.50 Q V
9+25 0.1582 0.51 Q V
9+30 0.1618 0.52 Q V
9+35 0.1654 0.53 Q V
9+40 0.1691 0.54 Q v
9+45 0.1729 0.54 Q V
9+50 0.1767 0.56 Q v
9+55 0.1806 0.57 Q v
10+ 0 0.1845 0.57 Q V
10+ 5 0.1877 0.46 Q V
10+10 0.1904 0.39 Q V
10+15 0.1931 0.39 Q V
10+20 0.1957 0.39 Q V
10+25 0.1984 0.39 Q V
10+30 0.2010 0.39 Q V
10+35 0.2042 0.46 Q V
10+40 0.2077 0.51 Q V
10+45 0.2113 0.52 Q V
10+50 0.2148 0.52 Q V
10+55 0.2184 0.52 Q V
11+ 0 0.2219 0.52 Q V
11+ 5 0.2254 0.50 Q V
11+10 0.2287 0.49 Q V
72 11+15 0.2321 0.49 Q
11+20 0.2355 0.49 Q
11+25 0.2389 0.49 Q
11+30 0.2422 0.49 Q
11+35 0.2454 0.46 Q
11+40 0.2484 0.44 Q
11+45 0.2514 0.44 Q
11+50 0.2546 0.45 Q
11+55 0.2577 0.46 Q
12+ 0 0.2609 0.46 Q
12+ 5 0.2649 0.57 Q
12+10 0.2692 0.64 Q
12+15 0.2737 0.64 Q
12+20 0.2782 0.66 Q
12+25 0.2828 0.67 Q
12+30 0.2874 0.67 Q
12+35 0.2922 0.70 Q
12+40 0.2972 0.72 Q
12+45 0.3022 0.72 Q
12+50 0.3073 0.75 Q
12+55 0.3126 0.77 Q
13+ 0 0.3180 0.78 Q
13+ 5 0.3251 1.02 Q
13+10 0.3332 1.18 Q
13+15 0.3415 1.21 Q
13+20 0.3499 1.21 Q
13+25 0.3583 1.22 Q
13+30 0.3668 1.23 Q
13+35 0.3727 0.86 Q
13+40 0.3770 0.62 Q
13+45 0.3810 0.59 Q
13+50 0.3851 0.59 Q
13+55 0.3892 0.59 Q
14+ 0 0.3933 0.59 Q
14+ 5 0.3979 0.67 Q
14+10 0.4028 0.72 Q
14+15 0.4079 0.73 Q
14+20 0.4127 0.70 Q
14+25 0.4174 0.67 Q
14+30 0.4220 0.68 Q
14+35 0.4267 0.68 Q
14+40 0.4315 0.69 Q
14+45 0.4363 0.70 Q
14+50 0.4409 0.67 Q
14+55 0.4453 0.65 Q
15+ 0 0.4497 0.64 Q
15+ 5 0.4541 0.63 Q
15+10 0.4583 0.62 Q
15+15 0.4626 0.62 Q
15+20 0.4668 0.60 Q
15+25 0.4708 0.59 Q
15+30 0.4749 0.59 Q
15+35 0.4786 0.53 Q
15+40 0.4820 0.49 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
73 15+45 0.4854 0.49 IQ
15+50 0.4887 0.49 IQ
15+55 0.4921 0.49 IQ
16+ 0 0.4955 0.49 IQ
16+ 5 0.4973 0.26 IQ
16+10 0.4981 0.12 Q
16+15 0.4988 0.10 Q
16+20 0.4996 0.10 Q
16+25 0.5003 0.10 Q
16+30 0.5010 0.10 Q
16+35 0.5016 0.09 Q
16+40 0.5021 0.08 Q
16+45 0.5027 0.08 Q
16+50 0.5032 0.08 Q
16+55 0.5037 0.08 Q
17+ 0 0.5042 0.08 Q
17+ 5 0.5050 0.11 Q
17+10 0.5059 0.13 Q
17+15 0.5067 0.13 Q
17+20 0.5076 0.13 Q
17+25 0.5085 0.13 Q
17+30 0.5094 0.13 Q
17+35 0.5103 0.13 Q
17+40 0.5112 0.13 Q
17+45 0.5121 0.13 Q
17+50 0.5129 0.11 Q
17+55 0.5136 0.10 Q
18+ 0 0.5143 0.10 Q
18+ 5 0.5150 0.10 Q
18+10 0.5157 0.10 Q
18+15 0.5164 0.10 Q
18+20 0.5171 0.10 Q
18+25 0.5178 0.10 Q
18+30 0.5185 0.10 Q
18+35 0.5191 0.09 Q
18+40 0.5197 0.08 Q
18+45 0.5202 0.08 Q
18+50 0.5206 0.06 Q
18+55 0.5210 0.05 Q
19+ 0 0.5214 0.05 Q
19+ 5 0.5218 0.07 Q
19+10 0.5223 0.08 Q
19+15 0.5229 0.08 Q
19+20 0.5235 0.09 Q
19+25 0.5242 0.10 Q
19+30 0.5249 0.10 Q
19+35 0.5255 0.09 Q
19+40 0.5261 0.08 Q
19+45 0.5266 0.08 Q
19+50 0.5270 0.06 Q
19+55 0.5274 0.05 Q
20+ 0 0.5278 0.05 Q
20+ 5 0.5282 0.07 Q
20+10 0.5287 0.08 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
7�4

20+15 0.5293 0.08 Q
20+20 0.5298 0.08 Q
20+25 0.5303 0.08 Q
20+30 0.5309 0.08 Q
20+35 0.5314 0.08 Q
20+40 0.5319 0.08 Q
20+45 0.5325 0.08 Q
20+50 0.5329 0.06 Q
20+55 0.5333 0.05 Q
21+ 0 0.5336 0.05 Q
21+ 5 0.5341 0.07 Q
21+10 0.5346 0.08 Q
21+15 0.5351 0.08 Q
21+20 0.5355 0.06 Q
21+25 0.5359 0.05 Q
21+30 0.5363 0.05 Q
21+35 0.5367 0.07 Q
21+40 0.5372 0.08 Q
21+45 0.5378 0.08 Q
21+50 0.5382 0.06 Q
21+55 0.5386 0.05 Q
22+ 0 0.5389 0.05 Q
22+ 5 0.5394 0.07 Q
22+10 0.5399 0.08 Q
22+15 0.5404 0.08 Q
22+20 0.5409 0.06 Q
22+25 0.5412 0.05 Q
22+30 0.5416 0.05 Q
22+35 0.5419 0.05 Q
22+40 0.5423 0.05 Q
22+45 0.5427 0.05 Q
22+50 0.5430 0.05 Q
22+55 0.5434 0.05 Q
23+ 0 0.5437 0.05 Q
23+ 5 0.5441 0.05 Q
23+10 0.5444 0.05 Q
23+15 0.5448 0.05 Q
23+20 0.5451 0.05 Q
23+25 0.5455 0.05 Q
23+30 0.5458 0.05 Q
23+35 0.5462 0.05 Q
23+40 0.5466 0.05 Q
23+45 0.5469 0.05 Q
23+50 0.5473 0.05 Q
23+55 0.5476 0.05 Q
24+ 0 0.5480 0.05 Q
24+ 5 0.5481 0.02 Q
24+10 0.5481 0.00 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
7�5

Unit H y d r o g r a p h Analysis
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 05/02/23 File: MIRAGE824100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6260
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format

UNIT HYDROGRAPH
100 -YEAR POST DEVELOPMENT
TTM 38636

RANCHO MIRAGE
Drainage Area = 4.22(Ac.) = 0.007 Sq. Mi.

Drainage Area for Depth -Area Areal Adjustment = 4.22(Ac.) = 0.007 Sq. Mi.

Length along longest watercourse = 682.00(Ft.)
Length along longest watercourse measured to centroid = 250.00(Ft.) Length along longest watercourse = 0.129 Mi.

Length along longest watercourse measured to centroid = 0.047 Mi.

Difference in elevation = 4.80(Ft.)
Slope along watercourse = 37.1613 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.026 Hr.

Lag time = 1.57 Min.
25% of lag time = 0.39 Min.
40% of lag time = 0.63 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]

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

1.21 5.11
100 YEAR Area rainfall data:

Area (Ac. ) [1]

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

4.73 19.96
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 1.210(In)
Area Averaged 100 -Year Rainfall = 4.730(In)
76 Point rain (area averaged) = 4.730(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 4.730(In)
Sub -Area Data:

Area(Ac.) Runoff Index Impervious %

4.220 32.00 0.280
Total Area Entered = 4.22(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC -3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

32.0 52.0 0.552 0.280 0.413 1.000 0.413
Sum (F) = 0.413
Area averaged mean soil loss (F) (In/Hr) = 0.413
Minimum soil loss rate ((In/Hr)) = 0.206
(for 24 hour storm duration)
Soil low loss rate (decimal) 0.680
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
3 0.250
319.139
638.278
957.417

58.131

37.534

4.335
Sum = 100.000 Sum=

2.472

1.596

0.184

4.253
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 0.07 0.038
2 0.17 0.07 0.038
3 0.25 0.07 0.038
4 0.33 0.10 0.057
5 0.42 0.10 0.057
6 0.50 0.10 0.057
7 0.58 0.10 0.057
8 0.67 0.10 0.057
9 0.75 0.10 0.057
10 0.83 0.13 0.076
11 0.92 0.13 0.076
Loss rate(In./Hr)
Max I Low

0.731)

0.729)

0.726)

0.723)

0.720)

0.717)

0.715)

0.712)

0.709)

0.706)

0.703)

0.026

0.026

0.026

0.039

0.039

0.039

0.039

0.039

0.039

0.051

0.051
Effective
(In/Hr)

0.012

0.012

0.012

0.018

0.018

0.018

0.018

0.018

0.018

0.024

0.024
7�7

12 1.00 0.13 0.076 ( 0.701) 0.051 0.024
13 1.08 0.10 0.057 ( 0.698) 0.039 0.018
14 1.17 0.10 0.057 ( 0.695) 0.039 0.018
15 1.25 0.10 0.057 ( 0.692) 0.039 0.018
16 1.33 0.10 0.057 ( 0.690) 0.039 0.018
17 1.42 0.10 0.057 ( 0.687) 0.039 0.018
18 1.50 0.10 0.057 ( 0.684) 0.039 0.018
19 1.58 0.10 0.057 ( 0.681) 0.039 0.018
20 1.67 0.10 0.057 ( 0.679) 0.039 0.018
21 1.75 0.10 0.057 ( 0.676) 0.039 0.018
22 1.83 0.13 0.076 ( 0.673) 0.051 0.024
23 1.92 0.13 0.076 ( 0.670) 0.051 0.024
24 2.00 0.13 0.076 ( 0.668) 0.051 0.024
25 2.08 0.13 0.076 ( 0.665) 0.051 0.024
26 2.17 0.13 0.076 ( 0.662) 0.051 0.024
27 2.25 0.13 0.076 ( 0.660) 0.051 0.024
28 2.33 0.13 0.076 ( 0.657) 0.051 0.024
29 2.42 0.13 0.076 ( 0.654) 0.051 0.024
30 2.50 0.13 0.076 ( 0.652) 0.051 0.024
31 2.58 0.17 0.095 ( 0.649) 0.064 0.030
32 2.67 0.17 0.095 ( 0.646) 0.064 0.030
33 2.75 0.17 0.095 ( 0.644) 0.064 0.030
34 2.83 0.17 0.095 ( 0.641) 0.064 0.030
35 2.92 0.17 0.095 ( 0.638) 0.064 0.030
36 3.00 0.17 0.095 ( 0.636) 0.064 0.030
37 3.08 0.17 0.095 ( 0.633) 0.064 0.030
38 3.17 0.17 0.095 ( 0.630) 0.064 0.030
39 3.25 0.17 0.095 ( 0.628) 0.064 0.030
40 3.33 0.17 0.095 ( 0.625) 0.064 0.030
41 3.42 0.17 0.095 ( 0.623) 0.064 0.030
42 3.50 0.17 0.095 ( 0.620) 0.064 0.030
43 3.58 0.17 0.095 ( 0.617) 0.064 0.030
44 3.67 0.17 0.095 ( 0.615) 0.064 0.030
45 3.75 0.17 0.095 ( 0.612) 0.064 0.030
46 3.83 0.20 0.114 ( 0.610) 0.077 0.036
47 3.92 0.20 0.114 ( 0.607) 0.077 0.036
48 4.00 0.20 0.114 ( 0.604) 0.077 0.036
49 4.08 0.20 0.114 ( 0.602) 0.077 0.036
50 4.17 0.20 0.114 ( 0.599) 0.077 0.036
51 4.25 0.20 0.114 ( 0.597) 0.077 0.036
52 4.33 0.23 0.132 ( 0.594) 0.090 0.042
53 4.42 0.23 0.132 ( 0.592) 0.090 0.042
54 4.50 0.23 0.132 ( 0.589) 0.090 0.042
55 4.58 0.23 0.132 ( 0.587) 0.090 0.042
56 4.67 0.23 0.132 ( 0.584) 0.090 0.042
57 4.75 0.23 0.132 ( 0.582) 0.090 0.042
58 4.83 0.27 0.151 ( 0.579) 0.103 0.048
59 4.92 0.27 0.151 ( 0.577) 0.103 0.048
60 5.00 0.27 0.151 ( 0.574) 0.103 0.048
61 5.08 0.20 0.114 ( 0.572) 0.077 0.036
62 5.17 0.20 0.114 ( 0.569) 0.077 0.036
63 5.25 0.20 0.114 ( 0.567) 0.077 0.036
64 5.33 0.23 0.132 ( 0.564) 0.090 0.042
65 5.42 0.23 0.132 ( 0.562) 0.090 0.042
7�8

66 5.50 0.23 0.132 ( 0.559) 0.090 0.042
67 5.58 0.27 0.151 ( 0.557) 0.103 0.048
68 5.67 0.27 0.151 ( 0.554) 0.103 0.048
69 5.75 0.27 0.151 ( 0.552) 0.103 0.048
70 5.83 0.27 0.151 ( 0.549) 0.103 0.048
71 5.92 0.27 0.151 ( 0.547) 0.103 0.048
72 6.00 0.27 0.151 ( 0.545) 0.103 0.048
73 6.08 0.30 0.170 ( 0.542) 0.116 0.054
74 6.17 0.30 0.170 ( 0.540) 0.116 0.054
75 6.25 0.30 0.170 ( 0.537) 0.116 0.054
76 6.33 0.30 0.170 ( 0.535) 0.116 0.054
77 6.42 0.30 0.170 ( 0.533) 0.116 0.054
78 6.50 0.30 0.170 ( 0.530) 0.116 0.054
79 6.58 0.33 0.189 ( 0.528) 0.129 0.061
80 6.67 0.33 0.189 ( 0.525) 0.129 0.061
81 6.75 0.33 0.189 ( 0.523) 0.129 0.061
82 6.83 0.33 0.189 ( 0.521) 0.129 0.061
83 6.92 0.33 0.189 ( 0.518) 0.129 0.061
84 7.00 0.33 0.189 ( 0.516) 0.129 0.061
85 7.08 0.33 0.189 ( 0.514) 0.129 0.061
86 7.17 0.33 0.189 ( 0.511) 0.129 0.061
87 7.25 0.33 0.189 ( 0.509) 0.129 0.061
88 7.33 0.37 0.208 ( 0.507) 0.142 0.067
89 7.42 0.37 0.208 ( 0.504) 0.142 0.067
90 7.50 0.37 0.208 ( 0.502) 0.142 0.06.7
91 7.58 0.40 0.227 ( 0.500) 0.154 0.073
92 7.67 0.40 0.227 ( 0.497) 0.154 0.073
93 7.75 0.40 0.227 ( 0.495) 0.154 0.073
94 7.83 0.43 0.246 ( 0.493) 0.167 0.079
95 7.92 0.43 0.246 ( 0.491) 0.167 0.079
96 8.00 0.43 0.246 ( 0.488) 0.167 0.079
97 8.08 0.50 0.284 ( 0.486) 0.193 0.091
98 8.17 0.50 0.284 ( 0.484) 0.193 0.091
99 8.25 0.50 0.284 ( 0.482) 0.193 0.091
100 8.33 0.50 0.284 ( 0.479) 0.193 0.091
101 8.42 0.50 0.284 ( 0.477) 0.193 0.091
102 8.50 0.50 0.284 ( 0.475) 0.193 0.091
103 8.58 0.53 0.303 ( 0.473) 0.206 0.097
104 8.67 0.53 0.303 ( 0.470) 0.206 0.097
105 8.75 0.53 0.303 ( 0.468) 0.206 0.097
106 8.83 0.57 0.322 ( 0.466) 0.219 0.103
107 8.92 0.57 0.322 ( 0.464) 0.219 0.103
108 9.00 0.57 0.322 ( 0.462) 0.219 0.103
109 9.08 0.63 0.359 ( 0.459) 0.244 0.115
110 9.17 0.63 0.359 ( 0.457) 0.244 0.115
111 9.25 0.63 0.359 ( 0.455) 0.244 0.115
112 9.33 0.67 0.378 ( 0.453) 0.257 0.121
113 9.42 0.67 0.378 ( 0.451) 0.257 0.121
114 9.50 0.67 0.378 ( 0.448) 0.257 0.121
115 9.58 0.70 0.397 ( 0.446) 0.270 0.127
116 9.67 0.70 0.397 ( 0.444) 0.270 0.127
117 9.75 0.70 0.397 ( 0.442) 0.270 0.127
118 9.83 0.73 0.416 ( 0.440) 0.283 0.133
119 9.92 0.73 0.416 ( 0.438) 0.283 0.133
729

120 10.00 0.73 0.416 ( 0.436) 0.283 0.133
121 10.08 0.50 0.284 ( 0.434) 0.193 0.091
122 10.17 0.50 0.284 ( 0.431) 0.193 0.091
123 10.25 0.50 0.284 ( 0.429) 0.193 0.091
124 10.33 0.50 0.284 ( 0.427) 0.193 0.091
125 10.42 0.50 0.284 ( 0.425) 0.193 0.091
126 10.50 0.50 0.284 ( 0.423) 0.193 0.091
127 10.58 0.67 0.378 ( 0.421) 0.257 0.121
128 10.67 0.67 0.378 ( 0.419) 0.257 0.121
129 10.75 0.67 0.378 ( 0.417) 0.257 0.121
130 10.83 0.67 0.378 ( 0.415) 0.257 0.121
131 10.92 0.67 0.378 ( 0.413) 0.257 0.121
132 11.00 0.67 0.378 ( 0.411) 0.257 0.121
133 11.08 0.63 0.359 ( 0.409) 0.244 0.115
134 11.17 0.63 0.359 ( 0.407) 0.244 0.115
135 11.25 0.63 0.359 ( 0.405) 0.244 0.115
136 11.33 0.63 0.359 ( 0.403) 0.244 0.115
137 11.42 0.63 0.359 ( 0.401) 0.244 0.115
138 11.50 0.63 0.359 ( 0.399) 0.244 0.115
139 11.58 0.57 0.322 ( 0.397) 0.219 0.103
140 11.67 0.57 0.322 ( 0.395) 0.219 0.103
141 11.75 0.57 0.322 ( 0.393) 0.219 0.103
142 11.83 0.60 0.341 ( 0.391) 0.232 0.109
143 11.92 0.60 0.341 ( 0.389) 0.232 0.109
144 12.00 0.60 0.341 ( 0.387) 0.232 0.109
145 12.08 0.83 0.473 ( 0.385) 0.322 0.151
146 12.17 0.83 0.473 ( 0.383) 0.322 0.151
147 12.25 0.83 0.473 ( 0.381) 0.322 0.151
148 12.33 0.87 0.492 ( 0.379) 0.335 0.157
149 12.42 0.87 0.492 ( 0.377) 0.335 0.157
150 12.50 0.87 0.492 ( 0.376) 0.335 0.157
151 12.58 0.93 0.530 ( 0.374) 0.360 0.170
152 12.67 0.93 0.530 ( 0.372) 0.360 0.170
153 12.75 0.93 0.530 ( 0.370) 0.360 0.170
154 12.83 0.97 0.549 0.368 ( 0.373) 0.181
155 12.92 0.97 0.549 0.366 ( 0.373) 0.182
156 13.00 0.97 0.549 0.364 ( 0.373) 0.184
157 13.08 1.13 0.643 0.363 ( 0.437) 0.281
158 13.17 1.13 0.643 0.361 ( 0.437) 0.283
159 13.25 1.13 0.643 0.359 ( 0.437) 0.284
160 13.33 1.13 0.643 0.357 ( 0.437) 0.286
161 13.42 1.13 0.643 0.355 ( 0.437) 0.288
162 13.50 1.13 0.643 0.353 ( 0.437) 0.290
163 13.58 0.77 0.435 ( 0.352) 0.296 0.139
164 13.67 0.77 0.435 ( 0.350) 0.296 0.139
165 13.75 0.77 0.435 ( 0.348) 0.296 0.139
166 13.83 0.77 0.435 ( 0.346) 0.296 0.139
167 13.92 0.77 0.435 ( 0.344) 0.296 0.139
168 14.00 0.77 0.435 ( 0.343) 0.296 0.139
169 14.08 0.90 0.511 0.341 ( 0.347) 0.170
170 14.17 0.90 0.511 0.339 ( 0.347) 0.172
171 14.25 0.90 0.511 0.337 ( 0.347) 0.173
172 14.33 0.87 0.492 ( 0.336) 0.335 0.157
173 14.42 0.87 0.492 0.334 ( 0.335) 0.158
7�0

174 14.50 0.87 0.492 0.332 ( 0.335) 0.160
175 14.58 0.87 0.492 0.331 ( 0.335) 0.161
176 14.67 0.87 0.492 0.329 ( 0.335) 0.163
177 14.75 0.87 0.492 0.327 ( 0.335) 0.165
178 14.83 0.83 0.473 ( 0.326) 0.322 0.151
179 14.92 0.83 0.473 ( 0.324) 0.322 0.151
180 15.00 0.83 0.473 ( 0.322) 0.322 0.151
181 15.08 0.80 0.454 ( 0.321) 0.309 0.145
182 15.17 0.80 0.454 ( 0.319) 0.309 0.145
183 15.25 0.80 0.454 ( 0.317) 0.309 0.145
184 15.33 0.77 0.435 ( 0.316) 0.296 0.139
185 15.42 0.77 0.435 ( 0.314) 0.296 0.139
186 15.50 0.77 0.435 ( 0.312) 0.296 0.139
187 15.58 0.63 0.359 ( 0.311) 0.244 0.115
188 15.67 0.63 0.359 ( 0.309) 0.244 0.115
189 15.75 0.63 0.359 ( 0.308) 0.244 0.115
190 15.83 0.63 0.359 ( 0.306) 0.244 0.115
191 15.92 0.63 0.359 ( 0.305) 0.244 0.115
192 16.00 0.63 0.359 ( 0.303) 0.244 0.115
193 16.08 0.13 0.076 ( 0.301) 0.051 0.024
194 16.17 0.13 0.076 ( 0.300) 0.051 0.024
195 16.25 0.13 0.076 ( 0.298) 0.051 0.024
196 16.33 0.13 0.076 ( 0.297) 0.051 0.024
197 16.42 0.13 0.076 ( 0.295) 0.051 0.024
198 16.50 0.13 0.076 ( 0.294) 0.051 0.024
199 16.58 0.10 0.057 ( 0.292) 0.039 0.018
200 16.67 0.10 0.057 ( 0.291) 0.039 0.018
201 16.75 0.10 0.057 ( 0.289) 0.039 0.018
202 16.83 0.10 0.057 ( 0.288) 0.039 0.018
203 16.92 0.10 0.057 ( 0.286) 0.039 0.018
204 17.00 0.10 0.057 ( 0.285) 0.039 0.018
205 17.08 0.17 0.095 ( 0.284) 0.064 0.030
206 17.17 0.17 0.095 ( 0.282) 0.064 0.030
207 17.25 0.17 0.095 ( 0.281) 0.064 0.030
208 17.33 0.17 0.095 ( 0.279) 0.064 0.030
209 17.42 0.17 0.095 ( 0.278) 0.064 0.030
210 17.50 0.17 0.095 ( 0.277) 0.064 0.030
211 17.58 0.17 0.095 ( 0.275) 0.064 0.030
212 17.67 0.17 0.095 ( 0.274) 0.064 0.030
213 17.75 0.17 0.095 ( 0.272) 0.064 0.030
214 17.83 0.13 0.076 ( 0.271) 0.051 0.024
215 17.92 0.13 0.076 ( 0.270) 0.051 0.024
216 18.00 0.13 0.076 ( 0.268) 0.051 0.024
217 18.08 0.13 0.076 ( 0.267) 0.051 0.024
218 18.17 0.13 0.076 ( 0.266) 0.051 0.024
219 18.25 0.13 0.076 ( 0.264) 0.051 0.024
220 18.33 0.13 0.076 ( 0.263) 0.051 0.024
221 18.42 0.13 0.076 ( 0.262) 0.051 0.024
222 18.50 0.13 0.076 ( 0.261) 0.051 0.024
223 18.58 0.10 0.057 ( 0.259) 0.039 0.018
224 18.67 0.10 0.057 ( 0.258) 0.039 0.018
225 18.75 0.10 0.057 ( 0.257) 0.039 0.018
226 18.83 0.07 0.038 ( 0.256) 0.026 0.012
227 18.92 0.07 0.038 ( 0.254) 0.026 0.012
7�1

228 19.00 0.07 0.038 ( 0.253) 0.026 0.012
229 19.08 0.10 0.057 ( 0.252) 0.039 0.018
230 19.17 0.10 0.057 ( 0.251) 0.039 0.018
231 19.25 0.10 0.057 ( 0.250) 0.039 0.018
232 19.33 0.13 0.076 ( 0.248) 0.051 0.024
233 19.42 0.13 0.076 ( 0.247) 0.051 0.024
234 19.50 0.13 0.076 ( 0.246) 0.051 0.024
235 19.58 0.10 0.057 ( 0.245) 0.039 0.018
236 19.67 0.10 0.057 ( 0.244) 0.039 0.018
237 19.75 0.10 0.057 ( 0.243) 0.039 0.018
238 19.83 0.07 0.038 ( 0.242) 0.026 0.012
239 19.92 0.07 0.038 ( 0.241) 0.026 0.012
240 20.00 0.07 0.038 ( 0.240) 0.026 0.012
241 20.08 0.10 0.057 ( 0.239) 0.039 0.018
242 20.17 0.10 0.057 ( 0.237) 0.039 0.018
243 20.25 0.10 0.057 ( 0.236) 0.039 0.018
244 20.33 0.10 0.057 ( 0.235) 0.039 0.018
245 20.42 0.10 0.057 ( 0.234) 0.039 0.018
246 20.50 0.10 0.057 ( 0.233) 0.039 0.018
247 20.58 0.10 0.057 ( 0.232) 0.039 0.018
248 20.67 0.10 0.057 ( 0.231) 0.039 0.018
249 20.75 0.10 0.057 ( 0.231) 0.039 0.018
250 20.83 0.07 0.038 ( 0.230) 0.026 0.012
251 20.92 0.07 0.038 ( 0.229) 0.026 0.012
252 21.00 0.07 0.038 ( 0.228) 0.026 0.012
253 21.08 0.10 0.057 ( 0.227) 0.039 0.018
254 21.17 0.10 0.057 ( 0.226) 0.039 0.018
255 21.25 0.10 0.057 ( 0.225) 0.039 0.018
256 21.33 0.07 0.038 ( 0.224) 0.026 0.012
257 21.42 0.07 0.038 ( 0.223) 0.026 0.012
258 21.50 0.07 0.038 ( 0.223) 0.026 0.012
259 21.58 0.10 0.057 ( 0.222) 0.039 0.018
260 21.67 0.10 0.057 ( 0.221) 0.039 0.018
261 21.75 0.10 0.057 ( 0.220) 0.039 0.018
262 21.83 0.07 0.038 ( 0.219) 0.026 0.012
263 21.92 0.07 0.038 ( 0.219) 0.026 0.012
264 22.00 0.07 0.038 ( 0.218) 0.026 0.012
265 22.08 0.10 0.057 ( 0.217) 0.039 0.018
266 22.17 0.10 0.057 ( 0.216) 0.039 0.018
267 22.25 0.10 0.057 ( 0.216) 0.039 0.018
268 22.33 0.07 0.038 ( 0.215) 0.026 0.012
269 22.42 0.07 0.038 ( 0.214) 0.026 0.012
270 22.50 0.07 0.038 ( 0.214) 0.026 0.012
271 22.58 0.07 0.038 ( 0.213) 0.026 0.012
272 22.67 0.07 0.038 ( 0.213) 0.026 0.012
273 22.75 0.07 0.038 ( 0.212) 0.026 0.012
274 22.83 0.07 0.038 ( 0.211) 0.026 0.012
275 22.92 0.07 0.038 ( 0.211) 0.026 0.012
276 2.3.00 0.07 0.038 ( 0.210) 0.026 0.012
277 23.08 0.07 0.038 ( 0.210) 0.026 0.012
278 23.17 0.07 0.038 ( 0.209) 0.026 0.012
279 23.25 0.07 0.038 ( 0.209) 0.026 0.012
280 23.33 0.07 0.038 ( 0.209) 0.026 0.012
281 23.42 0.07 0.038 ( 0.208) 0.026 0.012
72 282 23.50 0.07 0.038 ( 0.208)
283 23.58 0.07 0.038 ( 0.207)
284 23.67 0.07 0.038 ( 0.207)
285 23.75 0.07 0.038 ( 0.207)
286 23.83 0.07 0.038 ( 0.207)
287 23.92 0.07 0.038 ( 0.206)
288 24.00 0.07 0.038 ( 0.206)
(Loss Rate Not Used)
Sum = 100.0
Flood volume = Effective rainfall 1.56(In)
times area 4.2(Ac.)/[(In)/(Ft.)] =
Total soil loss = 3.17(In)
Total soil loss = 1.115(Ac.Ft)
Total rainfall = 4.73(In)
Flood volume = 23877.0 Cubic Feet
Total soil loss = 48579.4 Cubic Feet

0.026

0.026

0.026

0.026

0.026

0.026

0.026

0.012

0.012

0.012

0.012

0.012

0.012

0.012
Sum = 18.7

0.5(Ac.Ft)
Peak flow rate of this hydrograph = 1.230(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 0.0002 0.03 Q
0+10 0.0005 0.05 Q
0+15 0.0009 0.05 Q
0+20 0.0014 0.07 Q
0+25 0.0019 0.08 Q
0+30 0.0024 0.08 Q
0+35 0.0029 0.08 Q
0+40 0.0035 0.08 Q
0+45 0.0040 0.08 Q
0+50 0.0046 0.09 Q
0+55 0.0053 0.10 Q
1+ 0 0.0061 0.10 Q
1+ 5 0.0067 0.09 Q
1+10 0.0072 0.08 Q
1+15 0.0077 0.08 Q
1+20 0.0083 0.08 Q
1+25 0.0088 0.08 Q
1+30 0.0093 0.08 Q
1+35 0.0099 0.08 Q
1+40 0.0104 0.08 Q
1+45 0.0109 0.08 Q
1+50 0.0116 0.09 Q
1+55 0.0123 0.10 Q
2+ 0 0.0130 0.10 Q
2+ 5 0.0137 0.10 Q
2+10 0.0144 0.10 QV
7 3

2+15 0.0151 0.10 QV
2+20 0.0158 0.10 QV
2+25 0.0165 0.10 QV
2+30 0.0172 0.10 Qv
2+35 0.0181 0.12 QV
2+40 0.0189 0.13 QV
2+45 0.0198 0.13 QV
2+50 0.0207 0.13 QV
2+55 0.0216 0.13 QV
3+ 0 0.0225 0.13 QV
3+ 5 0.0234 0.13 QV
3+10 0.0243 0.13 QV
3+15 0.0251 0.13 QV
3+20 0.0260 0.13 QV
3+25 0.0269 0.13 QV
3+30 0.0278 0.13 Q v
3+35 0.0287 0.13 Q V
3+40 0.0296 0.13 Q V
3+45 0.0305 0.13 Q V
3+50 0.0315 0.14 Q V
3+55 0.0325 0.15 Q V
4+ 0 0.0336 0.15 Q V
4+ 5 0.0346 0.15 Q V
4+10 0.0357 0.15 Q V
4+15 0.0368 0.15 Q V
4+20 0.0379 0.17 Q V
4+25 0.0392 0.18 Q V
4+30 0.0404 0.18 Q V
4+35 0.0417 0.18 Q V
4+40 0.0429 0.18 Q V
4+45 0.0441 0.18 Q V
4+50 0.0455 0.20 Q V
4+55 0.0469 0.20 Q V
5+ 0 0.0483 0.21 Q V
5+ 5 0.0495 0.18 Q V
5+10 0.0506 0.16 Q V
5+15 0.0517 0.15 Q V
5+20 0.0528 0.17 Q V
5+25 0.0541 0.18 Q V
5+30 0.0553 0.18 Q V
5+35 0.0567 0.20 Q V
5+40 0.0581 0.20 Q V
5+45 0.0595 0.21 Q V
5+50 0.0609 0.21 Q V
5+55 0.0623 0.21 Q V
6+ 0 0.0637 0.21 Q V
6+ 5 0.0653 0.22 Q V
6+10 0.0669 0.23 Q V
6+15 0.0685 0.23 Q V
6+20 0.0701 0.23 Q V
6+25 0.0717 0.23 Q V
6+30 0.0732 0.23 Q V
6+35 0.0749 0.25 Q V
6+40 0.0767 0.26 IQ V
7�4

6+45 0.0785 0.26 Q V
6+50 0.0803 0.26 Q V
6+55 0.0820 0.26 Q V
7+ 0 0.0838 0.26 Q V
7+ 5 0.0856 0.26 Q V
7+10 0.0874 0.26 Q V
7+15 0.0891 0.26 Q V
7+20 0.0910 0.27 Q V
7+25 0.0930 0.28 Q V
7+30 0.0949 0.28 Q V
7+35 0.0970 0.30 Q V
7+40 0.0991 0.31 Q V
7+45 0.1012 0.31 Q V
7+50 0.1034 0.32 Q V
7+55 0.1057 0.33 Q V
8+ 0 0.1081 0.33 Q V
8+ 5 0.1106 0.36 Q V
8+10 0.1132 0.38 Q V
8+15 0.1159 0.39 Q V
8+20 0.1185 0.39 Q V
8+25 0.1212 0.39 Q V
8+30 0.1239 0.39 Q V
8+35 0.1266 0.40 Q V
8+40 0.1295 0.41 Q V
8+45 0.1323 0.41 Q V
8+50 0.1352 0.43 Q V
8+55 0.1382 0.44 Q V
9+ 0 0.1413 0.44 Q V
9+ 5 0.1445 0.47 Q V
9+10 0.1478 0.49 Q V
9+15 0.1512 0.49 Q V
9+20 0.1547 0.50 Q V
9+25 0.1582 0.51 Q V
9+30 0.1618 0.52 Q V
9+35 0.1654 0.53 Q V
9+40 0.1691 0.54 Q v
9+45 0.1729 0.54 Q V
9+50 0.1767 0.56 Q V
9+55 0.1806 0.57 Q v
10+ 0 0.1845 0.57 Q V
10+ 5 0.1877 0.46 Q V
10+10 0.1904 0.39 Q V
10+15 0.1931 0.39 Q V
10+20 0.1957 0.39 Q V
10+25 0.1984 0.39 Q V
10+30 0.2010 0.39 Q V
10+35 0.2042 0.46 Q V
10+40 0.2077 0.51 Q V
10+45 0.2113 0.52 Q V
10+50 0.2148 0.52 Q V
10+55 0.2184 0.52 Q V
11+ 0 0.2219 0.52 Q V
11+ 5 0.2254 0.50 Q V
11+10 0.2287 0.49 Q V
75 11+15 0.2321 0.49 Q
11+20 0.2355 0.49 Q
11+25 0.2389 0.49 Q
11+30 0.2422 0.49 Q
11+35 0.2454 0.46 Q
11+40 0.2484 0.44 Q
11+45 0.2514 0.44 Q
11+50 0.2546 0.45 Q
11+55 0.2577 0.46 Q
12+ 0 0.2609 0.46 Q
12+ 5 0.2649 0.57 Q
12+10 0.2692 0.64 Q
12+15 0.2737 0.64 Q
12+20 0.2782 0.66 Q
12+25 0.2828 0.67 Q
12+30 0.2874 0.67 Q
12+35 0.2922 0.70 Q
12+40 0.2972 0.72 Q
12+45 0.3022 0.72 Q
12+50 0.3073 0.75 Q
12+55 0.3126 0.77 Q
13+ 0 0.3180 0.78 Q
13+ 5 0.3251 1.02 Q
13+10 0.3332 1.18 Q
13+15 0.3415 1.21 Q
13+20 0.3499 1.21 Q
13+25 0.3583 1.22 Q
13+30 0.3668 1.23 Q
13+35 0.3727 0.86 Q
13+40 0.3770 0.62 Q
13+45 0.3810 0.59 Q
13+50 0.3851 0.59 Q
13+55 0.3892 0.59 Q
14+ 0 0.3933 0.59 Q
14+ 5 0.3979 0.67 Q
14+10 0.4028 0.72 Q
14+15 0.4079 0.73 Q
14+20 0.4127 0.70 Q
14+25 0.4174 0.67 Q
14+30 0.4220 0.68 Q
14+35 0.4267 0.68 Q
14+40 0.4315 0.69 Q
14+45 0.4363 0.70 Q
14+50 0.4409 0.67 Q
14+55 0.4453 0.65 Q
15+ 0 0.4497 0.64 Q
15+ 5 0.4541 0.63 Q
15+10 0.4583 0.62 Q
15+15 0.4626 0.62 Q
15+20 0.4668 0.60 Q
15+25 0.4708 0.59 Q
15+30 0.4749 0.59 Q
15+35 0.4786 0.53 Q
15+40 0.4820 0.49 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
76 15+45 0.4854 0.49 IQ
15+50 0.4887 0.49 IQ
15+55 0.4921 0.49 IQ
16+ 0 0.4955 0.49 IQ
16+ 5 0.4973 0.26 IQ
16+10 0.4981 0.12 Q
16+15 0.4988 0.10 Q
16+20 0.4996 0.10 Q
16+25 0.5003 0.10 Q
16+30 0.5010 0.10 Q
16+35 0.5016 0.09 Q
16+40 0.5021 0.08 Q
16+45 0.5027 0.08 Q
16+50 0.5032 0.08 Q
16+55 0.5037 0.08 Q
17+ 0 0.5042 0.08 Q
17+ 5 0.5050 0.11 Q
17+10 0.5059 0.13 Q
17+15 0.5067 0.13 Q
17+20 0.5076 0.13 Q
17+25 0.5085 0.13 Q
17+30 0.5094 0.13 Q
17+35 0.5103 0.13 Q
17+40 0.5112 0.13 Q
17+45 0.5121 0.13 Q
17+50 0.5129 0.11 Q
17+55 0.5136 0.10 Q
18+ 0 0.5143 0.10 Q
18+ 5 0.5150 0.10 Q
18+10 0.5157 0.10 Q
18+15 0.5164 0.10 Q
18+20 0.5171 0.10 Q
18+25 0.5178 0.10 Q
18+30 0.5185 0.10 Q
18+35 0.5191 0.09 Q
18+40 0.5197 0.08 Q
18+45 0.5202 0.08 Q
18+50 0.5206 0.06 Q
18+55 0.5210 0.05 Q
19+ 0 0.5214 0.05 Q
19+ 5 0.5218 0.07 Q
19+10 0.5223 0.08 Q
19+15 0.5229 0.08 Q
19+20 0.5235 0.09 Q
19+25 0.5242 0.10 Q
19+30 0.5249 0.10 Q
19+35 0.5255 0.09 Q
19+40 0.5261 0.08 Q
19+45 0.5266 0.08 Q
19+50 0.5270 0.06 Q
19+55 0.5274 0.05 Q
20+ 0 0.5278 0.05 Q
20+ 5 0.5282 0.07 Q
20+10 0.5287 0.08 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
77 20+15 0.5293 0.08 Q
20+20 0.5298 0.08 Q
20+25 0.5303 0.08 Q
20+30 0.5309 0.08 Q
20+35 0.5314 0.08 Q
20+40 0.5319 0.08 Q
20+45 0.5325 0.08 Q
20+50 0.5329 0.06 Q
20+55 0.5333 0.05 Q
21+ 0 0.5336 0.05 Q
21+ 5 0.5341 0.07 Q
21+10 0.5346 0.08 Q
21+15 0.5351 0.08 Q
21+20 0.5355 0.06 Q
21+25 0.5359 0.05 Q
21+30 0.5363 0.05 Q
21+35 0.5367 0.07 Q
21+40 0.5372 0.08 Q
21+45 0.5378 0.08 Q
21+50 0.5382 0.06 Q
21+55 0.5386 0.05 Q
22+ 0 0.5389 0.05 Q
22+ 5 0.5394 0.07 Q
22+10 0.5399 0.08 Q
22+15 0.5404 0.08 Q
22+20 0.5409 0.06 Q
22+25 0.5412 0.05 Q
22+30 0.5416 0.05 Q
22+35 0.5419 0.05 Q
22+40 0.5423 0.05 Q
22+45 0.5427 0.05 Q
22+50 0.5430 0.05 Q
22+55 0.5434 0.05 Q
23+ 0 0.5437 0.05 Q
23+ 5 0.5441 0.05 Q
23+10 0.5444 0.05 Q
23+15 0.5448 0.05 Q
23+20 0.5451 0.05 Q
23+25 0.5455 0.05 Q
23+30 0.5458 0.05 Q
23+35 0.5462 0.05 Q
23+40 0.5466 0.05 Q
23+45 0.5469 0.05 Q
23+50 0.5473 0.05 Q
23+55 0.5476 0.05 Q
24+ 0 0.5480 0.05 Q
24+ 5 0.5481 0.02 Q
24+10 0.5481 0.00 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
7�8

CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0

CURB INLET CAPACITY
TTM 38636

RANCHO MIRAGE
Program License Serial Number 6260
*** Street Flow +Inlet Analysis ***
Upstream (headworks) Elevation = 326.510(Ft.)
Downstream (outlet) Elevation = 324.000(Ft.)
Runoff/Flow Distance = 502.000(Ft.)
Maximum flow rate in channel(s) = 11.300(CFS)
Top of street segment elevation = 326.510(Ft.)
End of street segment elevation = 324.000(Ft.)
Length of street segment = 502.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.086
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Half street cross section data points:

X-coordinate (Ft.) Y-coordinate (Ft.)

0.0000

12.0000

12.0000

13.5000

13.5000

30.0000

0.7400 right of way

0.5000 top of curb

0.0000 flow line

0.1250 gutter end

0.1250 grade break

0.4550 crown
CURB INLET TYPE STREET DRAIN, Opening Height = 8.000(In.) Street Inlet Calculations:

Street flow in street inlet depression =
Gutter depression depth = 4.000(In.)
Gutter depression width = 1.500(Ft.)
Depth of flow = 0.735(Ft.)

11.300(CFS)
79 Average velocity = 2.113(Ft/s)
Total flow rate in 1/2 street = 5.650(CFS)
U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations:

Street flow half width at start of inlet = 15.339(Ft.)
Flow rate in gutter section of street = Qw = 2.339(CFS) Given inlet length L = 4.000(Ft.)
Ratio of frontal flow to total flow = EO 0.4140
Street slope is less than 0.50 ,
Depth of flow indicates an orifice flow
condition exists for an opening height of 8.00(In.)
Using equation Qi = .67hL(2gd0)^.5
Maximum inlet flow capacity = 18.177(CFS)
Half street cross section data points through curb inlet:

X-coordinate (Ft.) Y-coordinate (Ft.)

0.0000 1.0733 right of way

12.0000 0.8333 top of curb

12.0000 0.0000 flow line

13.5000 0.4583 gutter/depression end

13.5000 0.4583 grade break

30.0000 0.7883 crown
Note: Street inlet capacity is greater than existing flow in street.

Remaining flow in street below inlets = 0.000(CFS)
Zero flow remaining in street
740

So
H UV
S
o/n❑
EXIST. C & G
N 89 '43'18"E
-RO-AD
H/J V oL
®W
H
CONST
UNDER
O/f
POOL
SPA
m
CONC
POOL
P
Co
Oo
0/n❑ 0/nE

OBSCURED
GROUND
SCURED
CPn UND
cI
f
i
-232.9-4
3v ZZ.-17=b

35.0 Q7,
TT
41'27'E 329.94'

BSCUF ED

GROUND T
Ao
Ao
So

CBS • .i
MI
GROUND
So
OBSCUR-•
GROUND
- So Sly
, g %
A ,,
A A
SPH
- .� H/J�
o
sPH no
N 89'43'18'
E
A
EXIST. C & G
�
o
8/ W o
n o
�.�
H V
All
i
\P
r

o
-
w
rri
So
r

° ®w

LA PSGAPI
P

LANDSCA'
J
I ll.`��'
142 .7h%n o

;��
109.34' 32
p0
\
.:

O
Qlp;4
DIRT
O��)
oi o
O (
Q1Op 4
30 �®
S
N'
RETENTIoON BASIN/
OB'
GR3
•
-
, OPEN AREA
-�r�i1
�,i1
N89' 4�'18"E
�'• '
18'
i�
-
G
11 . 53
\

7.50' TANK
7 a•
I
CONS '
UNDER
UCTION
O
0 O
�(0
-P
CD -
o
m

W �
m'
D
N89'48'26"W
127.51'
127.50'
POOL
0 0
O
J
Z
O
N O
• OD
N
�\
("7
•

SPA
TD
DN
'E 509.

a U)
'�1-13
(l1
•
(i)
mil
II
;DN
P1
CO
fV
;771
C1
N89' 48'26"W
y
�
N89' :'26"W
rn
127. 49'
127.5

CONS 'UCTION
JNDER
-
>
F
C;C:3 ---)i
�I
CD
-p.c°
•
N
>..

C.a V
Vl
C
POOL
J�
IOo
N8 ' 48'26"W ���
89' 48' :6"W
109.51'
1 ►`9.55
00 .0
(1?(,
.

U
0 6 \
•
O•
O
O O
100
(A 4 S et . ��Zf
of
/n
/n❑
°.

D -P D•
o ,00 '6S c7
u)-9
m -, m •
;
(n • Cn •
00 c �6 .
44c. 6
_ �.
�O
7' �`9'- D
IP Oo
J
n 7.00'
zi v
O
m_
cn •
F��BB
",

5.00 -
c,,
O
N
— 27"E 329.94'
,
H
"I
POOL )
POOL

OBSCUR
GROUND
�'�i \ -
o/
o
Q

GO GR N
' •BSCU^
l GROU
• .
4 0
U
P1
0 -0O
mO
z -\
U

NOAA Atlas 14, Volume 6, Version 2
Location name: Rancho Mirage, California, USA*
Latitude: 33.7948°, Longitude: -116.4041°
Elevation: m/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 I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration
5 -min
10 -min
15 -min
30 -min
60 -min
2 -hr
3 -hr
6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60 -day
Average recurrence interval (years)
1 0.061
(0.050-0.073)

0.087
(0.072-0.105)

0.105
(0.088-0.127)

0.164
(0.136-0.198)

0.239
(0.199-0.289)

0.340
(0.283-0.411)

0.409
(0.341-0.495)

0.557
(0.464-0.675)

0.667
(0.556-0.809)

0.779
(0.690-0.898)

0.862
(0.763-0.994)

0.903
(0.799-1.04)

0.930
(0.823-1.07)

0.992
(0.878-1.14)

1.04 (0.922-1.20)

1.13 (1.00-1.30)

1.26 (1.11-1.45)

1.37 (1.21-1.57)

1.49 (1.32-1.71)
2 0.094
(0.078-0.114)

0.134
(0.112-0.163)

0.163
(0.135-0.197)

0.253
(0.211-0.307)

0.370
(0.308-0.448)

0.515
(0.429-0.625)

0.616
(0.512-0.747)

0.837
(0.697-1.02)

1.02 (0.846-1.23)

1.21 (1.07-1.40)

1.35 (1.20-1.56)

1.42 (1.26-1.64)

1.47 (1.30-1.70)

1.58 (t40-1.83)

1.67 (1.48-1.93)

1.83 (1.61-2.11)

2.04 (1.80-2.35)

2.22 (1.96-2.56)

2.42 (2.14-2.79)
5 0.145
(0.120-0.176)

0.208
(0.172-0.253)

0.251
(0.208-0.305)

0.391
(0.325-0.476)

0.571
(0.474-0.694)

0.776
(0.644-0.945)

0.920
(0.764-1.12)

1.24 (1.03-1.51)

1.52 (1.26-1.85)

1.83 (1.62-2.12)

2.06 (1.82-2.39)

2.17 (1.92-2.52)

2.25 (1.99-2.61)

2.43 (2.15-2.82)

2.57 (2.27-2.98)

2.84 (2.50-3.28)

3.18 (2.80-3.68)

3.48 (3.07-4.03)

3.80 (3.35-4.39)
10 0.193
(0.159-0.236)

0.276
(0.227-0.339)

0.334
(0.275-0.410)

0.521
(0.428-0.639)

0.759
(0.625-0.932)

1.01 (0.836-1.25)

1.20 (0.984-1.47)

1.61 (1.32-1.97)

1.98 (1.63-2.42)

2.39 (2.09-2.79)

2.69 (2.35-3.14)

2.84 (2.48-3.31)

2.94 (2.57-3.43)

3.19 (2.79-3.72)

3.37 (2.95-3.93)

3.73 (3.26-4.35)

4.19 (3.67-4.89)

4.61 (4.04-5.38)

5.04 (4.41-5.88)
25 0.269
(0.214-0.342)

0.386
(0.307-0.490)

0.466
(0.371-0.592)

0.727
(0.578-0.923)

1.06 (0.844-1.35)

1.38 (1.10-1.76)

1.62 (1.29-2.05)

2.15 (1.71-2.73)

2.65 (2.11-3.37)

3.23 (2.74-3.89)

3.63 (3.08-4.37)

3.83 (3.24-4.61)

3.97 (3.36-4.78)

4.30 (3.64-5.18)

4.56 (3.86-5.49)

5.07 (4.29-6.10)

5.72 (4.84-6.88)

6.32 (5.36-7.61)

6.93 (5.87-8.34)
50 0.338
(0.263-0.438)

0.484
(0.377-0.628)

0.586
(0.456-0.760)

0.913
(0.711-1.18)

1.33 (1.04-1.73)

1.71 (1.33-2.21)

1.98 (1.54-2.56)

2.62 (2.04-3.39)

3.23 (2.52-4.19)

3.94 (3.27-4.85)

4.42 (3.67-5.44)

4.66 (3.87-5.73)

4.83 (4.01-5.94)

5.24 (4.35-6.43)

5.55 (4.61-6.82)

6.19 (5.14-7.60)

7.00 (5.81-8.60)

7.77 (6.45-9.55)

8.54 (7.09-10.5)
100

0.418
(0.318-0.556)

0.599
(0.455-0.797)

0.725
(0.551-0.964)

1.13 (0.858-1.50)

1.65 (1.25-2.19)

2.07 (1.57-2.75)

2.38 (1.81-3.17)

3.13 (2.38-4.16)

3.87 (2.94-5.15)

4.73 (3.84-5.96)

5.30 (4.30-6.66)

5.58 (4.52-7.02)

5.78 (4.69-7.27)

6.26 (5.07-7.87)

6.64 (5.38-8.35)

7.41 (6.01-9.33)

8.40 (6.81-10.6)

9.35 (7.59-11.8)

10.3 (8.36-13.0)
200

0.513
(0.379-0.702)

0.735
(0.543-1.01)

0.889
(0.656-1.22)

1.39 (1.02-1.90)

2.02 (1.49-2.77)

2.49 (1.84-3.40)

2.84 (2.10-3.89)

3.70 (2.73-5.07)

4.59 (3.39-6.28)

5.62 (4.44-7.27)

6.27 (4.95-8.11)

6.60 (5.21-8.53)

6.83 (5.39-8.83)

7.39 (5.83-9.55)

7.84 (6.19-10.1)

8.77 (6.92-11.3)

9.95 (7.85-12.9)

11.1 (8.77-14.4)

12.3 (9.67-15.8)
500

0.666
(0.471-0.951)

0.955
(0.676-1.36)

1.16 (0.817-1.65)

1.80 (1.27-2.57)

2.63 (1.86-3.75)

3.13 (2.21-4.47)

3.53 (2.50-5.04)

4.57 (3.23-6.52)

5.66 (4.00-8.08)

6.96 (5.28-9.36)

7.73 (5.86-10.4)

8.12 (6.15-10.9)

8.40 (6.37-11.3)

9.06 (6.87-12.2)

9.61 (7.29-12.9)

10.8 (8.16-14.5)

12.2 (9.27-16.5)

13.7 (10.4-18.4)

15.1 (11.5-20.4)
1000

0.841
(0.575-1.24)

1.21 (0.824-1.78)

1.46 (0.996-2.16)

2.27 (1.55-3.36)

3.32 (2.27-4.90)

3.71 (2.53-5.48)

4.14 (2.83-6.13)

5.30 (3.62-7.84)

6.58 (4.49-9.73)

8.11 (5.95-11.3)

8.97 (6.58-12.5)

9.41 (6.90-13.1)

9.72 (7.13-13.5)

10.5 (7.68-14.6)

11.1 (8.14-15.4)

12.4 (9.12-17.3)

14.1 (10.4-19.7)

15.8 (11.6-22.0)

17.6 (12.9-24.4)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).

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

Please refer to NOAA Atlas 14 document for more information. 744

Back to Top
PF graphical
PDS-based depth -duration -frequency (DDF) curves
Latitude: 33.7948", Lon g rtu d e: -116.4041°
Precipitation depth (in)
Precipitation depth (in)
18 _
16 14
12 10
8 6
4 -
2 0
C C
• C E E
u-i t u;
r -I r -I
18 16
14 12
10 8
6 4
Duration
E
i
r
r rd] u
I
N
-0o . v -0a -0 -0 v
r,!4 r6 4 A 6 6 6 IJ'S Q
2 5 10 25 50 100 200 500 1000
htOAA Atlas 14, Volume 6, Version 2
Average recurrence interval (years)
Created (GMT): Wed May 3 13:39:02 2023
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years),
1 2
5 10
25 50
100
200
500
1000
Duration
5 -mm
10 -min
15-rnrn
30 -mm
60- mm
2 -hr
3 -hr
6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60 -day
745

Large scale terrain
Lancaster
•
•
Palmdale
•
to
•
Victorville
]s Angeles Riverside #.
• �''rty,{.

Beach •Anaheim Cathedral c
• � ti
Santa Ana Palm Desert! Indio
Murrieta •
Oceanside''
100km 1 Diego
60mi
•
Lake H
Large scale map
inca&ter
..Palmcale etcrvilla
SantaClarita E
Los Angeles
Riversicle I
Anaheim Lathed
3eachc 'NO +'.Inclid
antaAna lain' Desert " -"` 4
'.hlurrieta
100km
f Lions'
60mi
La
H.:
gym: i
Yuma
MeisFcaFr—
Large scale aerial
746

Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [email protected]
Disclaimer
747

Whitewater Watershed
Required Entries
Calculated Cells
BMP Design Volume, VBMP (Rev. 06-2014)
Legend:

Company Name SD Engineering ans Associates
Date
County/City Case No
TTM 38636
4/28/2023
Designed by Suresh
Company Project Number/Name
Drainage Area Number/Name DA 1
Enter the Area Tributary to this Feature (ATRIB)
ATRIB = 4.22 acres
Determine the Impervious Area Ratio
Determine the Impervious Area within ATRIB (AIMP) AIMP = Calculate Impervious Area Ratio (If) If=
If = AIMP/ATRIB

1.68 acres

0.40 Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method CBMP = 0.858If3 - 0.78If2 + 0.774I f + 0.04 CBMP =

0.28 Determine Design Storage Volume, VBMP
Calculate Vu, the 80% Unit Storage Volume Vu= 0.40 X CBMP VU = Calculate the design storage volume of the BMP, VBMP.

VBMP (ft3)= Vu (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) VBMP =

0.11 (in*ac)/ac
1,685 ft3
12 (in/ft)
Notes:
748

Infiltration
Basin - Design Procedure
(Rev. 03-2012)
BMP ID
Legend:

Recuired Entries
Calculated Cells
Company Name:

Designed by:
72094 Ginger Rogers Lane
County/City
Date: 4/28/2023
Case No.: Zancho Mirag
Design Volume
a) Tributary area (BMP subarea) AT =
b) Enter VBMP determined from Section 2.1 of this Handbook VBMP=

4.22 acres
1,685 ft3
Maximum Depth
a) Infiltration rate
(See Table 1, Appendix A: "Infiltration Testing"
Handbook)
D1 = I (in/hr) x 72 hrs
I =
FS =
D1 =
of basin)
D2 =
DMax =

4.5 in/hr
2 OVLS,5 ft
b) Factor of Safety
from this BMP
c) Calculate D1
d) Enter the depth
e) Enter depth to
f) Enter depth to
g) D2 is the smaller
Depth to groundwater
Depth to impermeable
h) DMax is the smaller
12 (in/ft) x FS
of freeboard (at least 1 ft)
historic high ground water (measured from top of basin) top of bedrock or impermeable layer (measured from top
of:
- (10 ft + freeboard) and
layer - (5 ft + freeboard)
value of D1 and D2 but shall not exceed 5 feet
1 ft
200 ft
70 ft
ft

13.5 ft
Basin Geometry
a) Basin side slopes (no steeper than 4:1) z =
b) Proposed basin depth (excluding freeboard) dB =
c) Minimum bottom surface area of basin (As= VBMP/dB) As = d) Proposed Design Surface Area AD =
4 :1

1.5 ft
I ft2
3441 ft2
Forebay
a) Forebay volume (minimum 0.5% VBMP) Volume =
b) Forebay depth (height of berm/splashwall. 1 foot min.) Depth = c) Forebay surface area (minimum) Area =
d) Full height notch -type weir Width (W) =
ft3
1 ft
8 ft2

12.0 in
Notes:
749

❑❑❑❑d® ❑ ❑r❑® ❑❑❑
❑ ❑D' ❑ ❑❑
M ❑❑❑❑❑❑ ❑❑❑❑
d ❑®d ❑ Er ❑❑❑❑❑❑
750

2014 Whitewater River Region WQMP
Project Specific
Water Quality Management Plan
For: Tentative Tract Map 38636
City of Rancho Mirage
DEVELOPMENT NO. TENTATIVE TRACT MAP 38636
DESIGN REVIEW NO. ENTITLEMENT APPLICATION
Prepared for:
72094 Ginger Rogers LLC
Att'n: Farhad Zomoradi
P.O. Box 10544
Beverly Hills, Ca. 90213
Telephone: 310-428-2875
Prepared by:

SD Engineering and Associates
242 E. Airport Drive, Ste. 212
San Bernardino, CA. 92408
(909) 215-3451
Original Date Prepared: April 28, 2023
Revision Date(s): Date
751

2014 Whitewater River Region WQMP
TM38636

OWNER'S CERTIFICATION
This project -specific Water Quality Management Plan (WQMP) has been prepared for:
72094 Ginger Rogers LLC
P.O. Box 10544, Beverly Hills, Ca. 90213
for the project known as Tentative Parcel Map 38636, in the City of Rancho Mirage This WQMP is intended to comply with the requirements of City of Rancho Mirage for Tentative Tract Map 38636 which includes the requirement for the preparation and implementation of a project -specific WQMP.

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

The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Rancho Mirage Water Quality Ordinance (Municipal Code Section ).

If the undersigned transfers its interest in the subject property/project, the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. "I, the undersigned, certify under penalty of law that I am the owner of the property that is the subject of this WQMP, and that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest."
ATTEST
Owner's Signature
Farhad Zomoradi
Owner's Printed Name
Notary Signature
Owner
Owner's Title/Position
Printed Name
Date
Title/Position
P.O. Box 10544
Beverly Hills, Ca. 90213
310 428-2875
June 6, 2022
Date
752

2014 Whitewater River Region WQMP
TM38636

THIS FORM SHALL BE NOTARIZED BEFORE ACCEPTANCE OF THE

FINAL PROJECT SPECIFIC WQMP
TO BE INCLUDED IN FINAL WQMPs (AFTER FINAL PLAN CHECK)
June 6, 2022
753

2014 Whitewater River Region WQMP
TM38636
Contents

SECTION PAGE
I. Project Description 1
II. Site Characterization 4
IH. Pollutants of Concern 6
IV. Hydrologic Conditions of Concern 7
V. Best Management Practices 8
V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPs 8 V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS 10 V.1.B TREATMENT CONTROL BMPs 16
V.1.C MEASURABLE GOAL SUMMARY 18
V.2 SOURCE CONTROL BMPs 19
V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES 21
V.4 REGIONALLY -BASED BMPs 21
VI. Operation and Maintenance Responsibility for BMPs 22 VII. Funding 25
TABLES
TABLE 1. POLLUTANT OF CONCERN SUMMARY 6
TABLE 2. BMP SELECTION MATRIX BASED UPON POLLUTANT OF CONCERN REMOVAL EFFICIENCY 9 TABLE 3. IMPLEMENTATION OF SITE DESIGN BMP CONCEPTS 11
TABLE 4. LID/SITE DESIGN BMPs MEETING THE LID/SITE DESIGN MEASURABLE GOAL 15 TABLE 5: TREATMENT CONTROL BMP SUMMARY 17
TABLE 6: MEASURABLE GOAL SUMMARY 18
TABLE 7. SOURCE CONTROL BMPs 19

APPENDICES
A. CONDITIONS OF APPROVAL
B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDROLOGIC CONDITIONS OF CONCERN (IF APPLICABLE) D. EDUCATIONAL MATERIALS
E. SOILS REPORT (IF APPLICABLE)
F. STRUCTURAL BMP AND/OR RETENTION FACILITY SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS - CC&Rs, COVENANT AND AGREEMENTS, BMP MAINTENANCE AGREEMENTS AND/OR

OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND

TRANSFER OF REQUIREMENTS FOR THIS PROJECT -SPECIFIC WQMP H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT - SUMMARY OF Sl1'E REMEDIATION CONDUCTED AND

USE RESTRICTIONS

PROJECT -SPECIFIC WQMP SUMMARY DATA FORM
I.

June 6, 2022
754

2014 Whitewater River Region WQMP
TM38636
I.

Project Description
Project Owner:

WQMP Preparer:

Project Site Address:

Planning Area/
Community Name/
Development Name:

APN Number(s):

Latitude & Longitude:

Receiving Water:

Project Site Size:
72094 Ginger Rogers LLC
P.O. Box 10544
Beverly Hills, Ca. 90213
310 428-2875
SD Engineering and Associates
242 E. Airport Drive, Ste. 212
San Bernardino, Ca. 82408
909 215-3451
72094 Ginger Rogers Road
Rancho Mirage, Ca.

City of Rancho Mirage
Tentative Tract Map 38636
685-080-002

33.794783, -116.404113
Whitewater River

4.22 Acres
Standard Industrial Classification (SIC) Code:
1521
Formation of Home Owners' Association (HOA)
or Property Owners Association (POA): Y ® N ❑
June 6, 2022
755

2014 Whitewater River Region WQMP
TM38636
Additional Permits/Approvals required for the Project:

AGENCY
Permit required
State Department of Fish and Wildlife, Fish and Game
Code § 1602 Streambed Alteration Agreement
y
NV
State Water Resources Control Board, Clean Water Act
(CWA) Section 401 Water Quality Certification
y ❑
N A
US Army Corps of Engineers, CWA Section 404 permit
1' ❑
N 1
US Fish and Wildlife, Endangered Species Act Section 7
biological opinion
y ❑
NN
Statewide Construction General Permit Coverage
N❑
Y
Statewide Industrial General Permit Coverage
Y
NV
Other (please list in the space below as required)
June 6, 2022
756

2014 Whitewater River Region WQMP
TM38636
Describe project here.

Appendix A of this project -specific WQMP includes a complete copy of the final Conditions of Approval. Appendix B of this project -specific WQMP includes:
a. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail; and
b. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features:
• Location and identification of all structural BMPs, including Source Control, LID/Site Design and Treatment Control BMPs.
• Landscaped areas.
• Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.).
• Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.).
• Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership and operation.
• Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated.
• Location(s) of Receiving Waters to which the project directly or indirectly discharges.
• Location of points where onsite (or tributary offsite) flows exit the property/project site.
• Delineation of proposed drainage area boundaries, including tributary offsite areas, for each location where flows exit the project site and existing site (where existing site flows are required to be addressed). Each tributary area should be clearly denoted.
• Pre- and post -project topography.

Appendix I is a one page form that summarizes pertinent in specific WQMP.
ormation relative to this project -
June 6, 2022
757

2014 Whitewater River Region WQMP
TM38636
II. Site Characterization
Land Use Designation or Zoning: R -L-2, Very Low Density Residential Current Property Use:

Proposed Property Use:

Residential
Residential
Availability of Soils Report: Y /1 N n Note: A soils report is required if infiltration BMPs are utilized. Attach report in Appendix E.

Phase 1 Site Assessment:

Y n NZ Note: If prepared, attached remediation
summary and use restrictions in Appendix H.

June 6, 2022
758

2014 Whitewater River Region WQMP
TM38636
Receiving Waters for Urban Runoff from Site
Receiving
Waters
EPA Approved
303(d) List
Imairments
Designated
Beneficial Uses
Proximity to RARE
Beneficial Use Designated
Receiving Waters
Whitewater
River
NONE

MUN, AGR, GWR, RECI,

REC II, COLD, WILD,
POW
N/A, 2 miles
June 6, 2022
759

2014 Whitewater River Region WQMP
TM38636
III. Pollutants of Concern
Table 1. Pollutant of Concern Summary
Pollutant Category
Potential for Project
and/or Existing Site
Causing Receiving Water
Impairment
Bacteria/Virus
Potential
Coachella Valley SWC
Heavy Metals
None
Nutrients
Potential
Coachella Valley SWC
Toxic Organic Compounds
None
Sediment/Turbidity
Potential
Coachella Valley SWC
Trash & Debris
Potential
Oil & Grease
Potential
Pesticides
Potential
Coachella Valley SWC
Other (specify pollutant):

June 6, 2022
760

2014 Whitewater River Region WQMP
TM38636
IV. Hydrologic Conditions of Concern
Local Jurisdiction Requires On -Site Retention of Urban Runoff:

Yes ® The project will be required to retain urban runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Stormwater"). This section does not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F.

No n This section must be completed.

This Project meets the following condition:

Condition A: 1) Runoff from the Project is discharged directly to a publicly -owned, operated and maintained MS4 or engineered and maintained channel, 2) the discharge is in full compliance with local land use authority requirements for connections and discharges to the MS4 (including both quality and quantity requirements), 3) the discharge would not significantly impact stream habitat in proximate Receiving Waters, and 4) the discharge is authorized by the local land use authority.

Condition B: The project disturbs less than 1 acre and is not part of a larger common plan of development that exceeds 1 acre of disturbance. The disturbed area calculation must include all disturbances associated with larger plans of development.

Condition C: The project's runoff flow rate, volume, velocity and duration for the post -development condition do not exceed the pre -development condition for the 2 - year, 24 -hour and 10 -year 24 -hour rainfall events. This condition can be achieved by, where applicable, complying with the local land use authority's on -site retention ordinance, or minimizing impervious area on a site and incorporating other Site - Design BMP concepts and LID/Site Design BMPs that assure non-exceedance of pre -development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the local land use authority.

None: Refer to Section 3.4 of the Whitewater River Region WQMP Guidance document for additional requirements.

Supporting engineering studies, calculations, and reports are included in Appendix C. 2 year — 24 hour
10 year — 24 hour
Precondition
Post -condition
Precondition
Post -condition
Discharge (cfs)
Velocity (fps)
Volume (cubic
feet)
Duration (minutes)
June 6, 2022
761

2014 Whitewater River Region WQMP
Microtel
V. Best Management Practices
This project implements Best Management Practices (BMPs) to address the Pollutants of Concern that may potentially be generated from the use of the Underground Infiltration Chambers. These BMPs have been selected and implemented to comply with Section 3.5 of the WQMP Guidance document, and consist of Site Design BMP concepts, Source Control, LID/Site Design and, if/where necessary, Treatment Control BMPs as described herein.

V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPs
Local Jurisdiction Requires On -Site Retention of Urban Runoff:

Yes
The project will be required to retain Urban Runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Stormwater). The LID/Site Design measurable goal has thus been met (100%), and Sections V.1.A and V.1.B do not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F, and '100%' should be entered into Column 3 of Table 6 below.

No ❑ Section V.1 must be completed.

This section of the Project -Specific WQMP documents the LID/Site Design BMPs and, if/where necessary, the Treatment Control BMPs that will be implemented on the project to meet the requirements detailed within Section 3.5.1 of the WQMP Guidance document. Section 3.5.1 includes requirements to implement Site Design Concepts and BMPs, and includes requirements to address Pollutants of Concern with BMPs. Further, sub -section 3.5.1.1 specifically requires that Pollutants of Concern be addressed with LID/Site Design BMPs to the extent feasible.

LID/Site Design BMPs are those BMPs listed within Table 2 below which promote retention and/or feature a natural treatment mechanism; off -site and regionally -based BMPs are also LID/Site Design BMPs, and therefore count towards the measurable goal, if they fit these criteria.

This project incorporates LID/Site Design BMPs to fully address the Treatment Control BMP requirement where and to the extent feasible. If and where it has been acceptably demonstrated to the local land use authority that it is infeasible to fully meet this requirement with LID/Site Design BMPs, Section V.1.B (below) includes a description of the conventional Treatment Control BMPs that will be substituted to meet the same requirements.

In addressing Pollutants of Concern, BMPs are selected using Table 2 below.

June 6, 2022
762
1-8

2014 Whitewater River Region WQMP
Microtel
Table 2. BMP Selection Matrix Based Upon Pollutant of Concern Removal Efficiency (1) (Sources: Riverside County Flood Control & Water Conservation District Design Handbook for Low Impact Development Best Management Practices, dated September 2011, the Orange County Technical Guidance Document for Water Quality Management Plans, dated May 19, 2011, and the Caltrans Treatment BMP Technology Report, dated April 2010 and April 2008)
Pollutant of
Concern
Landscape Swale2, 3
Landscape Stripe, 3
Biofiltration
(with underdrain)e, 3
Extended Detention
Basin2
Sand Filter Basin2
Infiltration Basin2
Infiltration Trench2
Permeable
Pavements
Bioretention
(w/o underdrain)2,3
Other BMPs Including
Proprietary BMPs4,s
Sediment &
Turbidity
M
M
H
M
H
H
H
H
H
Varies by Products
Nutrients
L/M
L/M
M
L/M
L/M
H
H
H
H
Toxic Organic
Compounds
M/H
M/H
M/H
L
L/M
H
H
H
H
Trash & Debris
L
L
H
H
H
H
H
L
H
Bacteria & Viruses
(also: Pathogens)
L
M
H
L
M
H
H
H
H
Oil & Grease
M
M
H
M
H
H
H
H
H
Heavy Metals
M
M/H
M/H
L/M
M
H
H
H
H
Abbreviations:
removal efficiency M: Medium removal efficiency H: High removal efficiency assessment and updating of the guidance provided by this table may be necessary. when designed in accordance with the most current edition of the document, "Riverside River Region Stormwater Quality Best Management Practice Design Handbook". dependent upon design which includes implementation of thick vegetative cover. Local water and/or landscaping requirements should be considered; approval is based on the discretion of the authority.
stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices other stormwater treatment BMPs not specifically listed in this WQMP (including proprietary filters, separators, inserts, etc.), or newly developed/emerging stormwater treatment technologies. should be based on evaluation of unit processes provided by BMP and available testing is based on the discretion of the local land use authority. for primary treatment as opposed to pre-treatment, requires site -specific approval by the local land use L: Low
Notes:
(1) Periodic performance
(2) Expected performance
County, Whitewater
(3) Performance
conservation
local land use
(4) Includes proprietary
Handbooks,
hydrodynamic
(5) Expected performance
data. Approval
(6) When used
authority.

June 6, 2022
763
1-9

2014 Whitewater River Region WQMP
Microtel
V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS This section documents the Site Design BMP concepts and LID/Site Design BMPs that will be implemented on this project to comply with the requirements detailed in Section 3.5.1 of the WQMP Guidance document.
• Table 3 herein documents the implementation of the Site Design BMP Concepts described in sub -sections 3.5.1.3 and 3.5.1.4.
• Table 4 herein documents the extent to which this project has implemented the LID/Site Design goals described in sub -section 3.5.1.1.

June 6, 2022
764
1-10

2014 Whitewater River Region WQMP
Microtel
Table 3. Implementation of Site Design BMP Concepts
Included
Brief Reason for BMPs
Indicated as No or N/A
Design
Concept
Technique
Specific BMP
Yes
No
N/A
Site Design BMP Concept 1
Minimize Urban
Runoff,
Minimize
Impervious
Footprint, and
Conserve
Natural Areas
(See WQMP
Section 3.5.1.3)
Conserve natural areas by concentrating or clustering
development on the least environmentally sensitive portions of a site while leaving the remaining land in a natural, undisturbed condition.
❑
❑
The project is a "Small Development" and
the whole site is being developed in
compliance with City Land Use Regulations
I
Conserve natural areas by incorporating the goals of the Multi- Species Habitat Conservation Plan or other natural resource plans.

The project is a "Small Development" and
the whole site is being developed in
compliance with City Land Use Regulations
Preserve natural drainage features and natural depressional storage areas on the site.
❑
❑
There are no existing drainage features and
natural depressional storage areas on the site.
/1
Maximize canopy interception and water conservation by
preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. ❑
❑
There are no existing native trees to preserve,
however drought tolerant species will be
planted.

EI
Use natural drainage systems.
❑
❑
An underground infiltration chamber system is
proposed
/1
Where applicable, incorporate Self -Treating Areas
❑
❑
0 Where applicable, incorporate Self -Retaining Areas
❑
❑
infiltration chamber enough to
treat generated runoff.

I Incorporated
Increase the building floor to area ratio (i.e., number of stories above or below ground).
❑
❑
I
Construct streets, sidewalks and parking lot aisles to minimum ❑
❑
Existing Street Section.
widths necessary, provided that public safety and a walkable environment for pedestrians are not compromised.
.1
Reduce widths of streets where off-street parking is available. ❑
❑
Existing Street Section.
/1
Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design.
❑
❑
Incorporated Infiltration Basin BMP that is
approved by the City
/1
Other comparable and equally effective Site Design BMP
concept(s) as approved by the local land use authority (Note:

Additional narrative required to describe BMP and how it addresses site design concept).
❑
❑
Incorporated Underground Infiltration
Chamber BMP that is approved by the City

June 6, 2022
765

2014 Whitewater River Region WQMP
Microtel
Table 3. Site Design BMP Concepts (continued)
Included
Brief Reason for Each BMP
Indicated as No or N/A
Design
Concept
Technique
Specific BMP
Yes
No
N/A
Site Design BMP Concept 2
Minimize
Design residential and commercial sites to contain and infiltrate roof runoff, or direct roof runoff to landscaped swales or buffer areas. ❑
@
Drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping.
❑
1 Incorporate landscaped buffer areas between sidewalks and streets. ❑
❑
/1
Existing Street Section
Use natural or landscaped drainage swales in lieu of underground piping or im perviously lined swales.
❑
Incorporated Infiltration Basin
/1
Where soil conditions are suitable, use perforated pipe or gravel filtration pits for low flow infiltration.
❑
®
Incorporated Infiltration Basin
Maximize the permeable area by constructing walkways, trails, patios, ❑
I
Incorporated Infiltration Basin
overflow parking, alleys, driveways, low -traffic streets, and other low - traffic areas with open jointed paving materials or permeable surfaces such as pervious concrete, porous asphalt, unit pavers, and granular materials.

Directly
Connected
Impervious
Area
(See WQMP
Section

3.5.1.4)
Use one or more of the following:

Rural swale system: street sheet flows to landscaped swale or gravel shoulder, curbs used at street corners, and culverts used under driveways and street crossings.
❑
❑
Existing Street Section
/1
Urban curb/swale system: street slopes to curb; periodic swale inlets drain to landscaped swale or biofilter.
❑
❑
Existing Street Section
11 Dual drainage system: first flush captured in street catch basins and discharged to adjacent vegetated swale or gravel shoulder; high flows connect directly to MS4s.
❑
❑
Existing Street Section
.1
Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept). ❑
❑
Incorporated Infiltration Basin BMP that is
approved by the City
/1
Use one or more of the following for design of driveways and private residential parking areas:

Design driveways with shared access, flared (single lane at street), or wheel strips (paving only under the tires).
❑
Incorporated Infiltration Basin
��
Uncovered temporary or guest parking on residential lots paved with a -permeable surface, or designed to drain into landscaping. ❑
Incorporated Infiltration Basin
0 June 6, 2022
766
1-12

2014 Whitewater River Region WQMP
Microtel
Table 3. Site Design BMP Concepts (continued)
Technique
Minimize
Directly
Connected
Impervious
Area
(See WQMP
Section

3.5.1.4)
June 6, 2022
Specific BMP
Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept).

Included
Brief Reason for Each BMP
Indicated as No or N/A
Incorporated Infiltration Basin
Use one or more of the following for design of parking areas:

Where landscaping is proposed in parking areas, incorporate parking area landscaping into the drainage design.

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

Other comparable and equally effective Site Design BMP (or BMPs) as approved by the local land use authority (Note: Additional narrative required describing BMP and how it addresses site design concept). 767
incorporated Infiltration Basin
No overflow Parking
Incorporated Infiltration Basin
1-1 3

2014 Whitewater River Region WQMP
Microtel
Project Site Design BMP Concepts:

Incorporated Infiltration Basin for 100% capture volume.

Alternative Project Site Design BMP Concepts:

N/A
June 6, 2022
768
1-14

2014 Whitewater River Region WQMP
Microtel
Table 4. LID/Site Design BMPs Meeting the LID/Site Design Measurable Goal (1)

DRAINAGE

SUB -AREA
ID OR NO.
(2)

LID/SITE DESIGN BMP
TYPE*
(See Table 2)
(3)

POTENTIAL POLLUTANTS

OF CONCERN WITHIN

DRAINAGE SUB -AREA
(Refer to Table 1)
(4)

POTENTIAL

POLLUTANTS

WITHIN SUB-

AREA CAUSING

RECEIVING
WATER

IMPAIRMENTS
(Refer to Table 1)
(5)

EFFECTIVENESS

OF LID/SITE

DESIGN BMP AT

ADDRESSING

IDENTIFIED

POTENTIAL

POLLUTANTS
(U, L, M, H/M, H; see
Table 2)
(6)

BMP MEETS
WHICH
DESIGN
CRITERIA?
(Identify as

VBMP OR QBMP)
(7)
TOTAL
AREA
WITHIN

DRAINAGE

SUB -AREA
(Nearest 0.1 acre)
DA I

INFILTRATION BASIN

PATHOGENS

PATHOGENS
H/M
Vbmp

4.2 TOTAL PROJECT AREA TREATED WITH LID/SITE DESIGN BMPs (NEAREST 0.1 ACRE) * LID/Site Design BMPs listed in this table are those that completely address the 'Treatment Control BMP requirement' for their drainage sub -area.

June 6, 2022
769
1-15

2014 Whitewater River Region WQMP
Microtel
Justification of infeasibility for sub -areas not addressed with LID/Site Design BMPs N/A
V.1.B TREATMENT CONTROL BMPs
Conventional Treatment Control BMPs shall be implemented to address the project's Pollutants of Concern as required in WQMP Section 3.5.1 where, and to the extent that, Section V.1.A has demonstrated that it is infeasible to meet these requirements through implementation of LID/Site Design BMPs.

The LID/Site Design BMPs described in Section V.1.A of this project -specific WQMP completely address the 'Treatment Control BMP requirement' for the entire project site (and where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP Guidance document. Supporting documentation for the sizing of these LID/Site Design BMPs is included in Appendix F. *Section V.1.B does not need to be completed. ❑ The LID/Site Design BMPs described in Section V.1.A of this project -specific WQMP do NOT completely address the 'Treatment Control BMP requirement' for the entire project site (or where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP. *Section V.1.B must be completed.

The Treatment Control BMPs identified in this section are selected, sized and implemented to treat the design criteria of VBAR and/or QBMp for all project (and if required, existing site) drainage sub- areas which were not fully addressed using LID/Site Design BMPs. Supporting documentation for the sizing of these Treatment Control BMPs is included in Appendix F.

June 6, 2022
770
1-16

2014 Whitewater River Region WQMP
Microtel
Table 5: Treatment Control BMP Summary
(1)

DRAINAGE

SUB -AREA
ID OR NO.
(2)

TREATMENT

CONTROL BMP
TYPE*
(See Table 2)
(3)

POTENTIAL

POLLUTANTS OF
(4)

POTENTIAL

POLLUTANTS
(5)

EFFECTIVENESS OF

TREATMENT

CONTROL BMP AT

ADDRESSING

IDENTIFIED

POTENTIAL

POLLUTANTS
(U, L, M, H/M, H; see Table
2)
(6)

BMP MEETS
WHICH
DESIGN
CRITERIA?
(Identify as

VBMP OR QBNIP
(7)
TOTAL
AREA
WITHIN

DRAINAGE

SUB -AREA
(Nearest 0.1
acre)

CONCERN WITHIN

DRAINAGE SUB -AREA
(Refer to Table 1)

WITHIN SUB -AREA

CAUSING

RECEIVING
WATER

IMPAIRMENTS
(Refer to Table 1)
DA 1

INFILTRATION BASIN

PATHOGENS

PATHOGENS
H/M
Vbmp

1.36 TOTAL PROJECT AREA TREATED WITH TREATMENT CONTROL BMPs (NEAREST 0.1 ACRE) June 6, 2022
771
1-17

2014 Whitewater River Region WQMP
Microtel
V.1.C MEASURABLE GOAL SUMMARY
This section documents the extent to which this project has met the measurable goal described in WQMP Section 3.5.1.1 of addressing 100% of the project's 'Treatment Control BMP requirement' with LID/Site Design BMPs. Projects required to retain Urban Runoff onsite in conformance with local ordinance are considered to have met the measurable goal; for these instances, '100%' is entered into Column 3 of the Table.

Table 6: Measurable Goal Summary
(1)
Total Area Treated with
LID/Site Design BMPs
(2)
Total Area Treated with
Treatment Control BMPs
(3)
% of Treatment Control BMP
Requirement addressed with
LID/Site Design BMPs
(Last row of Table 4)
(Last row of Table 5)

4.2 4.2
100
772
June 6, 2022
1-18

2014 Whitewater River Region WQMP
Microtel
V.2 SOURCE CONTROL BMPs
This section identifies and describes the Source Control BMPs applicable and implemented on this project.

Table 7. Source Control BMPs
BMP Name
Check One
If not applicable, state
brief reason
Included
Not
A licable
Non -Structural Source Control BMPs
Education for Property Owners, Operators,
Tenants, Occupants, or Employees
❑
A
Activity Restrictions
❑
//
Irrigation System and Landscape Maintenance
❑
1 Common Area Litter Control
❑
A/
Street Sweeping Private Streets and Parking Lots
❑
/1
Drainage Facility Inspection and Maintenance
❑
/1
Structural Source Control BMPs
Storm Drain Inlet Stenciling and Signage
❑
AI
Landscape and Irrigation System Design
❑
/1
Protect Slopes and Channels
❑
No Slo Des and channels
/1
Provide Community Car Wash Racks
❑
No Community Car
Wash Racks
/1
Properly Design*:

Fueling Areas
❑
Not a project feature
/1
Air/Water Supply Area Drainage
❑
Not a project feature
/1
Trash Storage Areas
❑
AI
Loading Docks
❑
Not a project feature
/1
Maintenance Bays
❑
Not a project feature
/1
Vehicle and Equipment Wash Areas
❑
Not a project feature
//
Outdoor Material Storage Areas
Not a project feature
Outdoor Work Areas or Processing Areas
❑
Not a project feature
/1
Provide Wash Water Controls for Food
Preparation Areas
❑
Not a project feature
@
*Details demonstrating proper design must be included in Appendix F. 773
June 6, 2022
1-19

2014 Whitewater River Region WQMP
Microtel
BMP

IMPLEMENTATION
Education Materials
Each employee will initially be provided with a copy of the included handouts.

Stenciling
The catch basins will be stenciled (prior to acceptance by city) with "NO DUMPING: DRAINS TO RIVER)
Landscape and irrigation design
Initial landscape design will include drought -tolerant species requiring limited irrigation. Irrigation systems will be
designated as water -conservation type.

Common Area Litter Control
Standard on -going maintenance will control litter
Street Sweeping Private Streets and Parking
Lots
Quarterly , driveways and parking lot sweeping
will be implemented as needed
Drainage Facility Inspection and Maintenance
The drainage facilities will be inspected and
maintained as part of standard landscaping
maintenance
Appendix D includes copies of the educational materials (described in Section 3.5.2.1 of the WQMP Guidance document) that will be used in implementing this project -specific WQMP. 774
June 6, 2022
1-20

2014 Whitewater River Region WQMP
Microtel
V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES
N/A
V.4 REGIONALLY -BASED BMPS
N/a
775
June 6, 2022
1-21

2014 Whitewater River Region WQMP
Microtel
VI. Operation and Maintenance Responsibility for
BMPs
Appendix G of this project -specific WQMP includes copies of CC&Rs, Covenant and Agreements, BMP Maintenance Agreement and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project -specific WQMP requirements.

Operation and Maintenance:

Site Design BMPs
p�
❑
❑r❑❑❑❑❑m
M ❑L -
❑ ❑❑ r ❑❑ETr❑ r❑❑❑ m
I II II 1 ❑ Dirt
❑ ❑❑❑
R ❑ ❑ ❑ f I TTri TTT❑ ❑ ❑I11T❑❑❑❑I ❑
d Ell ❑❑ ❑❑ II El �❑ �❑
® mid] I ❑
[W®d ®❑ TE[ I ❑❑d. d ELM r❑❑ El CD
m
Thai ❑T❑r❑❑
❑❑❑ rL El ❑❑� ❑ ❑
❑ ❑❑ CMI ❑❑ El -MI ❑iu," ❑ EM
❑� ®❑❑ ❑❑❑ ❑ ❑®
Dalr❑❑❑© Loam= ❑Tii i ❑❑
C❑❑I ❑ �❑ r❑❑ ❑ ❑❑ d
MEd al
❑ ❑❑❑❑r❑ Ed E -❑❑d
Ed ®❑❑
M ❑I ❑❑❑❑
[ft ❑ I❑ ❑❑d ElED-
RED ❑ [IA ❑❑ ❑ ❑®H❑❑❑ El
M =ELL
�®d TOE L❑ ❑❑d d ❑❑r®r❑❑ ❑ ®
E ❑❑ LED CODED D-❑ ENV' ❑❑]❑EE
man=
❑❑
®❑dminr❑❑
❑ ❑ MILE TEED ❑❑d
r❑❑ ❑d ❑�❑ ❑
❑❑d r❑❑❑© Irr[❑m❑ ❑ m
❑dd®❑❑ El D dr❑❑❑❑❑
❑❑❑d al
L❑r❑❑ r❑❑❑ CIA ❑I7❑❑
I r❑❑
MID=
R ❑❑ 1❑ liEld ❑❑ ❑ ❑ EM In ❑
FE d®❑ TE ❑❑d d ❑D -® r❑❑ ❑ ®
❑❑❑❑
❑ ❑❑❑Ir❑Ar❑=❑❑❑
CIE ®�L
❑❑
I ❑ I
❑ ❑❑ ED❑ ❑ D ❑ ❑ICfi" man
❑❑d r❑❑❑o ❑❑VEDE ❑ ❑ ❑❑
❑❑❑d ❑d
Wild ❑U❑
❑❑❑ r❑ r❑ II1d❑❑❑LLE
❑❑❑❑
❑❑d ❑D' ❑ �m ❑ n

M EDUCE
❑ ®® Ell ❑ d �❑ ❑❑
R
R ❑❑�❑ HA WJ❑❑ El ❑ EDO El IID
I El
=®d LEE TIE ❑❑d d ❑D -®r❑❑ ❑ ❑
❑❑
❑r❑ dal �❑ II ❑❑ i
ME
❑❑d ❑ ❑ ❑ ❑n ❑❑ r1❑ II ME DEEM
oat
Er ❑❑d.❑ r®❑❑ ® ❑
❑ D-❑❑ LEEd ❑
Dim' ❑❑
M ®E ®❑ ❑ ❑❑
❑ EM
X 11 J
M EMT
® ❑D'�1❑❑ I r®I
RED= ®al ❑❑ ❑ ❑❑❑❑❑❑❑ ❑
❑❑
❑❑❑
❑❑d
=®d TEED o❑ ❑D1 d ❑D`U r❑❑ ❑ ❑
❑❑ d ❑LIA* ❑ ❑D-❑LII
LI❑ ❑ E d ❑❑ d ❑ M=
776
June 6, 2022
1-22

2014 Whitewater River Region WQMP
Microtel
hardscape
❑ ❑❑ ❑ D' I IL ❑ [ ❑
M ❑❑M❑
d ❑M❑❑d M ❑ WE ❑❑d
M LILLd r❑❑1❑❑❑ D -❑❑❑d ❑❑A M❑
❑ ❑❑❑
ED IIr❑M r❑Mr❑MMr d frl❑❑L
❑❑d r❑d ©❑ ❑ ❑ Ii r❑ M
®rnM>m ❑
❑❑
r❑❑D-MMW m❑❑L❑W1❑
End ❑❑d D-❑❑❑ ❑❑d
I ❑= E1 ❑❑11lt ❑'❑M
1 ❑®I
®❑d ❑E❑
❑ IDE
LE ❑ r r❑[❑❑❑ �p❑❑d Ent I❑❑
Drum d ❑❑ ❑
❑❑d r❑d ©❑LLtf❑ ❑ UJLJJ_r❑ L❑
1 L 11 I❑
❑❑
M ❑❑MR
❑ ❑ 11 �❑ ❑❑d M❑
End rmr l❑d Er EDE ❑❑d m❑❑®�
�� al ® ❑I_I ll�_d IT❑�❑�❑
❑lM
❑1nd DUD
M ❑ ITE
LID r ❑ a Ml lmd ❑❑d
R ❑❑M❑ [LI d w MW ❑ ❑ u ❑ ❑
❑ ❑❑❑
❑❑ r ❑r❑❑❑ p❑M ❑❑❑
® M®❑
❑❑
TDMld ®❑ r❑ L ❑❑d d ❑❑rn r❑❑ ❑ [ID
❑ OE= LM❑❑ D-❑ Om" ❑=
❑d ❑❑❑ ❑❑d I r❑❑RTr-
❑❑d r❑❑❑© ❑❑[-rrIIDMM ❑ ❑❑
[W❑d ❑M❑
❑❑Dd Ed
❑ ❑❑ r❑ I❑ MEd D❑
R I❑ I I I ❑ ®❑d ❑❑ ❑ ❑Mm❑❑❑ ❑
❑ EEE
M ❑❑MI[i
Er DM D' d ❑M❑ ❑ EL 11111 LE
-'_ Ed HET= ❑❑d d ❑ErE r❑❑ LIME
D ❑J1❑❑�
❑ ❑❑ E❑ =ED Lr❑m ❑us"
❑❑
®Dr❑❑M ❑M1 M❑ 0 Er
M u -❑®❑ I ❑ ❑ FT I
❑❑d r❑❑❑© ❑❑©-EI❑M❑ ❑ ❑❑
Cm❑d ❑=❑
I I r iDITM II Ti
❑❑❑d ❑d
1 r❑D-E= I❑❑ ❑ EFFTTTI0TTI.
❑ ❑❑❑
LE MM❑
❑❑
R ❑❑ ❑ [End ❑❑ ❑ ❑®®❑❑❑ ❑
M ❑ 0 ❑Q
❑ r❑❑❑❑ =LIMA ❑1
Th d [❑ r❑ I ❑❑d d ❑Dry r0❑ ❑ di
❑[IIr❑M❑M❑ ErLim EM
❑ ❑❑ [W❑ ❑❑ EE ❑ICs" ❑=
®❑d ❑LID❑ ❑❑d dr❑®❑❑❑
❑❑d r❑❑❑© ❑❑❑rrI❑M❑. I❑ ❑❑
®❑d ❑I❑
❑E❑
❑❑❑d Ed
Source Control BMPs
Er CODED !
❑` i 1 i1 !
Ed ❑ M❑ ❑ r❑❑D-M
r JIld ❑ ❑d ❑ M❑❑ I M -® NE ❑
❑ ❑❑❑
ILIIM Tr
❑❑ Mr M
❑®❑ ED- El
M❑❑=
❑ ❑❑❑
LMd II ❑ D' II I ❑ M
❑ aid Dt [❑d IEIRE ❑ ❑ThM❑M
M ❑ ❑
=EDE ❑❑d I ❑❑❑❑M
❑ r HE [❑I r❑❑ ❑ Ell
® MM❑
❑❑
D -❑❑D' r❑❑Th ❑ ❑❑ ElI❑❑d EWE
❑❑ ❑❑❑d ❑d a Ed r❑❑❑[r TE0 ❑ =❑
®❑d ❑o❑
❑ ❑❑D1 ❑❑M [ID ❑ II M❑ =Eli
❑
777
June 6, 2022
1-23

2014 Whitewater River Region WQMP
Microtel
M ❑❑ HI
MD
E ❑m E rrLulwm
❑ �❑d
Lrd ❑ ❑LE❑❑IJIW Li [1
111110111111110
Imo❑
❑❑
IDDu
r❑ ❑❑ ❑m -LL Ear= LW®
❑ DEICED ❑❑ ED -d 1-m❑❑❑
Ill❑d ❑U❑
❑ ❑❑❑
LED- MET ml: ri r❑❑❑
❑ EA D'd [MEd DIEM ❑ ❑❑]IB❑❑❑
CM
❑ ❑❑
❑D
DEMI
❑❑❑J❑ ❑❑❑
❑❑d
❑D d ❑❑
ME
❑Ellii
Er DM r❑❑❑ D'1 ❑
❑=❑dOrd [ID❑dI f EIIIIIICITITTLIFIE
❑ ❑❑I [ITh1
❑ Ir❑
Et DE
❑ ❑D-Eir HD I
❑ ❑❑❑
ElE❑d ❑rd ®❑d I IDE II❑mLI❑❑❑

ETITTTITTTIO
Dr DEMO ❑TI❑I ThTI EI1TT1TTm1❑
❑ud M❑IMEDE
oakum
❑II ❑❑L
❑ ❑❑❑
® EH=
® ❑I i M i i p i ❑❑❑TT1 mom®
❑ ❑� ❑ Dr❑� ❑ �❑ ❑
❑ ❑❑❑❑ it
CID ❑❑TTr❑ ❑LM❑ m m u m❑
End r❑m
Treatment Control BMPs
I I r
E it r ❑all❑ ❑ ❑
❑ui o ❑❑d M ❑mom❑❑❑m ❑ ❑
❑ EEC!
❑ End ❑ ❑D'Eld m ❑ ❑❑ m❑❑❑ Dal
[RUM ❑
❑T❑m❑ ❑iErH❑ d Er HE dr❑❑❑❑❑
❑❑
❑_Ld m D'❑ I ❑ ❑m❑dH❑ I ❑ ErED I

ACM LEE
❑D1. ErEE ❑D1 ❑D-❑] ❑❑d ❑m ❑❑Q
❑ I ❑ EllEd ri TO ❑❑❑ ❑❑A ❑❑
r❑❑ ❑md ❑ ❑❑❑❑ II ❑❑❑ ❑❑E I❑ ❑C
ter[ II II r❑ ❑❑d ❑ II Ci ❑❑ W❑❑[d ❑❑
❑ mm EEC ❑D'❑®❑ ❑D1 ❑ ❑m®❑❑❑
E ❑❑❑❑mom❑❑dLLIW❑ r
❑❑I ❑ ❑❑rid ED❑ ❑ ❑❑nm
778
June 6, 2022
1-24

2014 Whitewater River Region WQMP
Microtel
VII. Funding
Funding for the on -going operation and maintenance of the project WQ BMPs will be incorporated into standard site landscaping maintenance paid by owners of private areas.

Funding source for the operation and maintenance of each BMP within the WQMP is listed below:

FARHAD ZOMORADI
P.O. BOX 10544
BEVERLY HILLS, CA. 91208
(310) 428-2875
779
June 6, 2022
1-25

2014 Whitewater River Region WQMP
Microtel
Appendix A
Conditions of Approval
TO BE INCLUDED IN FINAL WQMPs
Planning Commission Resolution N/A
780

2014 Whitewater River Region WQMP
Microtel
Appendix B
Vicinity Map, WQMP Site Plan, and Receiving Waters Map
781

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

LEGEND U M

A DENSE GROUNDCOVER VEGETATION
���
• - - ,':
p WATER -TOLERANT GRASS

RAMON ROAD
• '
- :„ . . .. . .. ,• . . .
s.- •^ � •'
DENOTES CONCRETE AREA =
LENGTH=118' MAX. 3/8" JOINT FILLED WITH CRUSHED ROCK COVER : :' , ; :. ;'
O?39/
WIDTH=50' MAX. PERMEABLE PAVERS
(GRAY COLOR)
GHQ
p FIN. GRADE

VEGETATED
FIN. GRADE
is
FF
D
DENOTES PERVIOUS AREA s T O
�. j
k
12" DEPTH GROWING MEDIUM, NON -CLAY
qr
STORM DRAIN INLET STENCIL ��
2" SAND LAYER
OR PERMEABLE SOIL, 75% COMPACTION
O N.T.S.

SITE
SD -13
NATIVE
_
V
SOIL _ , ,{

GEOTEXTILE FABRIC

DENOTES FUTURE BUILDING AREA

��� ��_

DINAH SHORE
DRIVE

6' 1.4
34' MAX.
6' I���`� r_
r_�
12" DEEP GRAVEL BED (1" DIA.) o
zVI TORY
DR.
sai ob.

Au
MIN.

MIN. 44)..„, tP t cf./0R,, tr- t
--11-111-111-111=111-11-111-111-I
>-
a
INFILTRATION BASIN (NOT I I -I I -III -111 -111 -111 -III -I I-111-111

TO SCALE)
I
SUBGRADE 95% COMPACTED CONCRETE PAD
a
W
. . . . . . . . . . . . . . : : : ' :

DENOTES ASPHALT PAVING 1
I I I I I I -III -III -III -III -I � 111=111=11
GINGER
ROGERS
RD.
0 CAPACITY = 5, 161 C.F.

LLI

BMP NOTES POROUS PAVER DETAIL,
SD -11
RESDEN 1AL TRASH STORAGE, SD -32
o
VIA
MARTA
s

GERALD FORD
DRIVE
01 TC-1 1, INFILTRATION BASIN ROOF RUNOFF SPLASH
20 SD -12, EFFICIENT IRRIGATION
03 SD -10, SITE DESIGN AND LANDSCAPE PLANNING
® SD -11, SPASH PAD, ROOF RUNOFF CONTROL
05 SD -21, ALTERNATIVE BUILDING MATERIALS
PAD (2'X3') ® ON 3.5'x3.5' PCC PAD N.T.S.
o
m

VICINITY
M A P
© SD -32, TRASH STORAGE AREA
O SD -13, STORM DRAIN SIGNAGE
NTS
® MP -52, CATCH BASIN INSERT FILTER

OVERVIEW
The Bio Clean if PSC' (Correct -Dr Pipe 'Screen) is designed _nu:time existing catch bestni el hawing thern tc efficienelycapture100 roftrash and debris.

The bio Clean CPS technology car be retrofitted irto any curb or drop inlet to help municipalities meet current stem' water •egulations and comply with the 71JPDEIS or fy1S4 permit, Elio C can CRS deices car be usec for new site developments as tie first line cf defense to prevent trash and cebris from reach in€ water unnecessary maintenance. , a burdens.
low truster from 100%ElV1P er theyst n cause cloggingand m isfeasible, atilt :.orstructed fr m 10C - °0 performed stainless steel, t system fca rhl - effective, and aallttc last. d,n rr nurative curved. d Igrr with multiple cross suf ensures the device sign with St2nd several -
- port;
hundi l leardtlae sse blLon Aidethe
snd rfm s ir ilexceedingertth u pbrs-inch requirement m rmanacle Itsmo modular
b modslar design net Rery[ Inert througha ylnchdl neterrna ittOarch assemble. the a
665i �>
LAE
\
E
lut pe
7_esuE '4g niche', r granites For catch basin with plans xltnsintt-c rr er, the system sr easily lac ada t n L shape J singe srrEle corner anda sir center l. ._e.

CtZ
—)—.1
nand piece El_ p
Qeier +
Reinforcement Bracket
Perforated Stainless Steel Panels

m L
-
'•'-a•'
..
-:

G
APING

LAN-DSCA G
_
i i _.....„____A,,__
i i i Jr Jr i
t*4'*4'4.'*'*4'*'*4'*'*'* 4.4'*4'*14'2 04'4'*'4.' ff *
i
lrg th 5mm �, `-•.�^'.. {
~��\ "
i i i i i i
i i i i i i i i i i i sir i
i i i i i i i i
i i i i i i i
i i i i i i i i i i i i i i i i i i i i
i f�
• r •••"'" �••-

ADVANTAGES
°CAPTURESIDo % OF TRASH AND DEBRIS

5.V1 �M AND GREATER
7 i
i
`t'
i
NI, i i i
Jr 1 i
i i ±
ir_r^^ _
Jr `�' Vt�, �'
n
i i `L
r'Yl l I
- i sir i le
* * *
i i i i
i i i i
i i i i
i i `�' * i
"s i i i
i
i
i
O
i i 4, sir i 4. i sir i
i * i * * * i * i
i i ii� i i i
i • i i i VW i * i i
i i * * i i i i i
i i i i Jr i i i W
`' "> `�!^ i i Ii i i
4, 4, i i
* * * *
i i i * i
i i i *
i i i i
* * i
r
i i i i i

4. *
(_/�
II, 4, 4, 4, i i 4, 4, 4, i
* * i * �7 Z i * i
i i i i i i i i
•Fr i i i * i i i
i i i i i i i + *
i Jr i * - i
i °- ^S• * i i *
i 4,
i * *
i i i
i * i
i * i
J• i i i
* it *
4, i
i
i 4, i i
i i * i *
�Y i i i
i i Jr
i i i i
i i i i
'il+ i �. i
4, 4, 4, i i sir
* * * i i i i
i i i * i i
i * ®Q i + i
i i i i i i
i i i i i i i
i i i i i *
sir 4, 4, sir i i 4. 4, 4, 4, 4,
i * * * i i * * i Y *
i i i i * i i ....•4 i i i i
* i * i i i i i
i i i i i i i i i ��,♦
i Ni, i i i i i i i �,♦,♦
i i i i i * i
sir
V
CI
4, i 4, sir 4, i i
i i /7 * * * *
WC66� i i " L 3 +Y i *
i i i i i i i i
i i i + i i i
i 4, Jr * * * i
* * i i i i
i
i
�)

4. i
i
' l(ce6 STAINLESS STEEL CONSTRUCTION

UTILIZING ONLY PERFORATED METAL

CONSTRUCTION
. MODULAR DESIGN ALLOWS IT TO -

ADAPT TO PIPE SIZES RANGING
FROM 4INCHES TO 48 INCHES
° m oDULAR DESIGN ALLOWS FOR
®
I

LANDSCAPI
102.73'
i
4,
Y
i
* * * * *
F 4 4 4 * * 4 4
F 4 4 *
4 4 4 4rt
4 iL LL 4,
44I
4 RETENTION 4 * ON E
E \4 4 4 4 E1.`5E `MIN DE
7-4\
de °Y
W
i
i i i i
i i i i iI
_ � i i i �::
i i i
i i i i
i i
\
` �.
` ''' J�
�..
r, '
`
�1
* i t i i W
"4' i i i
i i
i i i y(
�1
i i i i
•.V i i i i
W
i i i
i�
i i ILA',
i i i i
i i i .µ,
7Y1 i i i
4J
i 4, 4,
i' i i i
i i i
-- .
\
i i i i
-Y i i i
i i i
i i i r ii
dLJ
4, i ,yam �
i i i
i i i
i i t. i •lr
i i
LLI
i i

4. 4, 4
s i i
* i WI

`
;
i i ..11 i i i i
i i W i i
i i i i i s i
^
i i i i i .fir
i i i i i
i i i i
i i i i i i i
i i i i i 4, ♦ ` i i i i
i i i i i i - ' ` i i i i
i i ♦ i i i. i i
/ \� �� ���,♦ ♦ ` f
�,♦�',♦,♦,♦,�'
,•i' /-� i i i i W ' i
r3 J , ♦ ` , ,
i i i i sir • i
i • i i W /
i i i i ,'�♦��♦,��� �♦/ i * i i i i
i
sir
i
i

DESIGN FLEXIBILITY
--
�,
^ Ii
`XV._
-.
i D
K.?,
I
,

OPERATION
]
r,
i
Y
i
Y
v
i i i i
i i i
i i i
i i �al�
i i •I ' 1/4�) \T!
i i i
i i i��('�
t. i i "t✓
". i i i i
i •N * i
i 4, w,
i i i
i i 4, i �'
i i i
i `-
i i i I `µ•4
* i 4,
i i i
M i i
i i
i W i i
i i
W i i t
i i Jr
i i �5
i 4, ice
,
i i i i try)
i i i i i „
i i i i i
i i i i i i
+`� i i * * i
i i i i i i i i i
r a ^�c
i i i i i i
i i i i i - // cW i i i i
i i i i i 4. i V i i i i
i i * i * * • i i i i i * * *
..
'1—
* i ii • i
: : : +
: : : : :
i i i i W

�i
i
d-
❑
i i i
i
❑
i i i i i i
i
•'
4-
,t* i i i i i
`Ct
i
v'
N
�• Y•
i * * i 4-
•.
�" i i i i
i i i i
.. .
i i i
i i -'4
•-
.:.
--'
i i i i
i i - :. i * i i i i i
* NO
i i * i
f d
i i i
i i i i
i •�
i i i i i i
i i-
& i i
i
i i i i i i i i
'
•
i
i
i i +.
•
i i i i i i i i
i i i r
i i i i i i i i
i i i
i de i
i
i 4, 4' sir i i i
6 sir4,
4,i
- '• •a
i i i`�V' 9 i sir i
i i
i * Jr * i `V • ~'
... .•
i 12' , '0, i i * * i i i i

v i i 6 L. o. I
•
. -' -
i ,. i i i i i
4,
,►•
*
i 4. 4, i
i
' `w...z'
♦♦♦♦♦,♦♦♦♦♦��,
-
if
I II
N
e f Y Y .L.J
0 1 34 E 5Q9.23
/ \
I • . L. L .
�,

W� w
i 4,
.,♦♦♦♦♦�.
♦♦ ,. ♦♦
i 4, 4, •
41 4,
` j'
II
T
��/jf
T
(te
a
a. •'•�',
�,,,,��
i i i i
•
i
i i u•
4 •
i i t i
�j
i i sir i
•i • 4 • •d
�Y i i i i
i i i i i
•,�',♦,
i i i
Treated flows enter the basin and are passed through the Bie Clean CPS 7 7
.
n{
1 ,
,
-
, i i i i
I
i i
• .

W/ i i
i i i i i i i
�•
ii
i i *
i i
•
-
i�
7 i i i i
which retains all trash and debris down t0 5 T! 5 in 5122.

O
,nlr
i i i
Jr 4,
- -'
i i i i i
i i i i i i i
•
i i i i
i i i i i Jr
i
i i 'i •f r i i i i i i i
*
`
High flows are allowed tDbypass over the top Of
. - 3 1� j"jti �.
_ i i i
i d._�—
•.
* i i i
i * * tiu vv w w
,•_ '� •:�
•'r i 4,
i i i eta .e
• -'� •
. .

N°
i i i .. ♦ J �>

i i 4, 4. i i i
th@ BIO Clean CPS during Irlf@n5e storm events. y
W [, �J
•v r
1 •-
W \ - + •f
i i
i i i i
�.. -
i
i i i
i i i i
-
1 i i * *
i it I
r- - - -
❑
i . w
* i i i * i i i
t
t
s�
i i i i i
i i i i
*
*
i *
i

i IY i
it
/..
i i i •;t•--
i * i i i * * i
��
•
- '
,
I \
CONFIGURATIONS i
-�
i i * i i
* * �?- i i
i i * * i
* * * * i *
r * 4, 41 40 4,
i i i i K
* i i 0.
ti/
i i i i i
sir 4, 4, *
4, 4, I. i *
i i i
® i i
* i
,. i * *
i * i i
* i i t i
i i I i C�
* i i * i
* 4' i 4,♦�♦♦�♦
* sir i Jr W

!
,' I
♦,♦♦♦♦♦♦,♦ I
♦♦♦♦♦♦���♦
i i Jr i
4� * i i
Y i i i
i * * *
'. * sir i *
i
i i
i * i
. i i •]j
Jr 41 4' I
.:

'•.� _q
/
i i * i
(� 4, i I * i i
i i i W i
's• * * 4, 4, 4,

4., 4' 41 4' 4,' i
.-
-•i+ .. .. >, - J..? i i i i i i i sir
i i 4, '• �, ', i ` ��----
i i * i i i * i i
* * i i i i } •,• \\o *
Ti 4, i * sir i * *
* i 4, * * '4. C�, IJ,�' 4, i 4, 4, 4, sir i
'4* 4, 4, i sir N. ` ~rr �6 . i`-' 4, 4, NI/ i * *
1 `� '�(J
",♦,.
ti
\1C LOT
i i i i i i
* i * i 2 3 i * i i
i i i i i
i i i i i
i i i i i
i i i i * i i i i
., i Jr i i
iJ i i i
,�i/JS
i i i i
* * i * i i i. (n
•V i i i �', l
i i i *CO I
w
i i i i
�i i i i i i i
r. i i i i
`i i i i
;

♦�,1���
/
i i i
,r * i i i i VJ
•r i i i ♦ NY
i i i yYl
i i i •by
Ole, i i i .I
i i s.-
�i i •d
. i i i i i
V, i i i * i * i i i i i
i i i i ,Nsv
•J. i i i i i i±r'•♦ IJ i
i i :� ' � i(� i Ole i i i i
i * i i i * i i * i i i i� ♦,��, W /'� . i * i * i i i i s i i i i i�®,♦� �`'♦�♦� . i i i i i
Lin i i i i - �,,,.,♦,♦�,�� i 7{� W i i i i
r(-Lq�.
i
i
i
+ i i i W i
W i i
i i i i
V.•,v1 i i i i
1 i i i
^' W i
4, w�iryV
i i i i 4, i \ i i i i i W
i i i i
+ Q i i i i
Jr i * i i
i i i
f i i I* i •;.
i i *
,.. ".' ' ..

J
i i i irn
i i i i CZ
i W7
�i i i i
i i i i i
i i *
♦,♦,♦I
� " •TJ ♦

I
i i
+Y i
* *
a
i •4r
i i 00
*
�i i �A
i i i
i
., '. . ,. ' '
i i i i w i
i i i i
b i i i *
`4•' i i i i ,�I��♦,,,_
i ®_ i i i i i i ♦�,,,,,� ': '
i * * i * i
''��^fIII
, 1
VI
i i i i i i i
©� i i i
* * *

O BIO CLEAN CONNECTOR PIPE SCREEN
8 ..r—.
i i i
I
i i I i i i
i i i
i i i i
i i i gi i i i i ,y

L
v i i i
I
i i i i i i Jr W
i i I i i
i i i i
i i i
I/
i
4,' 4,
W i i i
��
N.T.S.

U
/ f1
i i i i i
i * i Jr i
* * * 4, i sir
i i i i i i
Jr i ® 0i
sir i sir 4, i
i i
i *
i
i
4, i
i
i i i
6 * i *
* * i *
i i '�• i i i i i
* i i i * i i i
sir i * i * * ,• 1 sill
O
*
i i W i
�
F1 * 4. *
4, * * *
i i i i i i
t
i Jr I i i i i Jr 4
* i i i * 4, i _ +�
iii i
i i sir
((♦"7; i * i i
\`T * 4, i i
00 i i i i Vi
i i i d i i
* NI' i i i
i i,I♦� i i i i i i
i * i i i
i 4, i *
i
V
IQ
Z
Q
I
i i * i *
* i * * * *
i 4. * * i
i i * i i i
* i i i i
i i i * i *
i i i i i
i Sr i * * i
i i i i 4. i i i i
i i * i * * i * i
i i i i i i i i i i
i i i * * i i * *
i i * i i i * i
* * i * i i i i
i i i i i i i i i
le * * * i i i
i i * i *
i * i i *
i i i i i W
i * i *
* i * i i * Jr i`) i i i •.. i i i
i * i i i i * i * * * * * i i
i i i i i i i i i i i i i i i
* * * i i i * i * i * * * * i
i i i i t i i i i i i i i i i i i i i i
i i i * * 4, * i i * i i * i
i i i i i i i i i i i i i i 2 3 i i i i i
* i * * * i * i * i i i * * . i i i * *
L)
f
�•-1 J
i i
i i i •i i
i °{.Y• i i i - i i i i i
i i i i i i Z)
i i + r• •✓" i .----,..---.> i
Oi ® Cr'
I
1 Q
i i i i i i
i i i i i i i i i i i 4, i i * i i i i i IY
i i i i i i 'Y i i i i i i i
i i i i i i i i W `�J i i i i i i i
-+IR -
Q
N
0 E 6653
„...,
\
O O
-I
�
.41,16
eL
GRAPHIC SCALE 1"= 30'
30 0 30 60 90
S.D.

ENGINEERING AND ASSOCIATES

REVISION DESCRIPTION
DATE
ENGR.

CITY
DATE

SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT

COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL

SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER,

THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS

TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND
STANDARDS IN EFFECT.

7Q")
BENCHMARK: CITY BM #PD 18-5
BEING A 1-1/2" COPPERWELD IN ASPHALT, FLUSH, AT THE

CENTERLINE INTERSECTION OF BOB HOPE DRIVE AND
DINAH SHORE DRIVE.

ELEV. = 347.672

CITY OF RANCHO MIRAGE, CALIFORNIA
FESS1O,yq
p
ITREV.

PRELIMINARY WQMP SITE MAP
9 ti
cx
9 �S" DOd4 <A,I_
�� 9
N❑. 36361 in
EXP. 6-30-24
�T CIVIL .Y
ri

LAND PLANNING AND CIVIL ENGINEERING
242 E. AIRPORT DRIVE, STE. 212 - SAN BERNARDINo, CA 92408 PHONE (909) 215-3451 EMAIL: [email protected]
DRAWN BY:

EB
TENTATIVE TRACT MAP N0. 38636 "=2a'
SCALE:
�;�_`
�!
DESIGNED BY:

EB
72094 GINGER ROGERS ROAD
DATE:
4/28/23
IAL jjj
/

EFORE /TWO
`�Y, DAYS DIG

OU DIG YOU DIG
CHECKED BY:

SD
DRAWING NO.:
1 i
TOLL FREE 1-boo-227-26OO

A PUBLIC SERVICE BY
9 or C AQ
SURESH DODDIAH R.C.E. 36361 DATE

UNDERGROUND SERVICE ALERT
mo
n
v
3 rn
cP
Janaoad 1YNOLLr3Aa3)Is]aolflV NM AS a30naoad

E
❑❑❑r R
r
R ❑❑®❑ ❑ ❑ M ❑ ❑ ❑Cd ❑❑
NdTffd WdYe'C
MON TGOMERY<CREEK

SMITH CREEK

AZALEA CREEK'

TWIN PINES CREEK'

BROWN CREEK
Figure 2. Whitewater River Region Receiving Waters Map

BIG MOR,ONGO CREEK

SAN GORGONIOIRIVER

SNOW CREEK
WHITEWATER MS4 PERMIT BOUNDARY

WHITEWATER RIVER WATERSHED BOUNDARY
-"--- - RECEIVING WATERS - LINES

RECEIVING WATERS - POLYS

COUNTY BOUNDARY
cCHINO CANYON CREEK

WILLOW CREEK

WEST MAGNESIA CANYON CHANNEL
1 PALM VALLEY STORM WATER CHANNEL
1 GRAPEVINE,CANTON CREEK
Tln

WEST CATHEDRAL CANYON CHANNEL
SITE
0 LITTLE MORONGO CREEK

CARRIZO CREEK'
r--- THOUSAND PALMS CANYON CREEK

DEEP CANYON STORM WATER CHANNEL
LAKE

CAHUILLA

LA Q UI NTA, EVACUATION CHANNEL

LA GUINTA RESORT CHANNEL

BEAR CREEK

COYOTE CREEK
10 SALTON
June 2014
783

2014 Whitewater River Region WQMP
Microtel
Appendix C
Supporting Detail Related to Hydrologic Conditions of Concern Not Applicable

2014 Whitewater River Region WQMP
Microtel
Appendix D
Educational Materials
TO BE INCLUDED IN FINAL WQMPs
785

2014 Whitewater River Region WQMP
Microtel
Appendix E
Soils Report
786

Project No. 23-0102-Inf
March 04, 2023
Sampson and Associates

CONSULTING ENGINEERS
Soil, Geology, Environmental
TO:

Mr. Farhad Zomorodi
9165 Alcott, #203
Los Angeles, Ca.

SUBJECT: Infiltration Evaluation, New Single -Family Residences On TTM No. 38636 In The City of Rancho Mirage, California.

INTRODUCTION:

We sincerely appreciate the opportunity to be of service to you on this project.

The primary objective of this study was to evaluate an infiltration rate of the onsite subsurface soils for the design of the infiltration drainage system to be constructed at designated area for the above subject site.

If you have any questions regarding this report please do not hesitate to contact this office at your convenience. We appreciate the opportunity to be of service on this project.

Respectfully__Su.bmitted; -------
Sam and Associates .---'
46172
Distribu
P. O. Box 834, San Dimas, California 91773 Tel.: (909) 522-7067 E -Mail: [email protected]
787

Project No. 23-0102-Inf
March 04, 2023
Rancho Mirage Terrace
co
0 Q 0-
0 I
o
o m
4 0
1 01
co
a
cr
o
ra
C
ured Care
0 W
0 Q
T
4 rD
Ginger Rogers Rd
Tolerance
Education Center
99 Siena Vista Court
,910 Siena Vista Ct
I—

r-
C
0 Via Montagne
Ginger Rogers Rd
4;0 Milligan Dermatology
Via Florencia
Via Florencia
Via Flort
Index Map
Of
❑❑M ❑ ❑ i mm
❑❑R ❑❑I ❑ M O❑❑❑❑❑ ❑

r
788

Project No. 23-0102-Inf
March 04, 2023
ACCOMPANYING MAPS & ILLUSTRATIONS,:

Index Map - Page 2
Plate 1 - Site Plan and Approximate Location of Infiltration Tests Appendix "A" - Field Test Logs
SITE LOCATION, PROPOSED DEVELOPMENT, and CONDITION:

The proposed development consists of (5) single-family residences with associated parking spaces located on north-east corner of Landy Lane and Ginger Rogers Road, ❑❑M ❑o❑❑❑❑❑ in the City of Rancho Mirage, California. Access to the site is available via improved Ginger Rodgers Road. The site is occupied with a small residence located on south side of the lot which is proposed to be completely demolished becoming part of new development.

The subject site is flat regular rectangular shape lot bounded by Ginger Rodgers Road on south, by Landy Lane on west, and by developed residential properties on east and north.

Project is covered with native weeds and large bushes. Drainage onsite is uncontrolled by sheet flow towards south.

SUBSURFACE INVESTIGATION:

To evaluate the subsurface condition of the subject sites, Five (5) exploratory Borings were drilled to maximum depths of (7) feet as shown on Plate -1. The excavations were then backfilled. The test Pits were logged and sampled. Bulk and relatively undisturbed samples were collected for proper laboratory testing.

SUBSURFACE CONDITIONS:

Soil materials encountered in our borings consisted loose fine sand deposit deposited by prevailing winds, sand and gravel of the valley area. The approximately 24 inches of loose to very loose and dry light greyish alluvial sand with fine silt and gravel of major creeks and stream washes material underlain by loose and dry light greyish sandy fine silt soils to dense and moist sandy silty soils within the depth of our borings.

GROUND WATER:

No ground water or any perched ground water was observed at our test locations onsite during the course of our investigation.

789

Project No. 23-0102-Inf
March 04, 2023
DOUBLE RING INFILTRATION TEST:

One (I) excavation was dug by hand, to a depth of about one (4) foot below existing grade at the approximate locations of the proposed infiltration drainage system of the site in the area identified by the project civil engineer as being the area to be used for infiltration purposes. Infiltration testing was completed using a double ring infiltrometer device into the ground, water was supplied with a constant falling head condition to a fixed point. A representative from our firm conducted the actual infiltration testing to record how much of water infiltrates into the soil over a given time period.

The incremental infiltration velocity within the inner test cylinder is equivalent to the infiltration rate (in/hr). The slowest/most conservative infiltration rate of ches per hour was measured for the test hole, after the infiltration rate had generally stabilized. The testing was completed in general conformance with ASTM D 3385.

FACTOR OF SAFETY:

The infiltration rates presented are based on field test results, the rates presented are measured field rates and should not be considered design infiltration rates. The designer should consider possible site variability in their design. Application of an appropriate safety factor may be required by the authorizing agency. The design engineer must use the factor of safety with the lowest average measured infiltration rate to achieve the design value as needed. The infiltration rate is approximately 4.5 in/hr.