HomeMy WebLinkAboutLD23-4877Permit Number: LD23-4877
LD - Onsite Improvements/ Commercial/Industrial Development
Issued: 03/10/2025
Expired: 10/20/2025
Job Address: Parcel Map 23561-2
Legal Description:
City of Temecula - Land Development Division
41000 Main Street - Temecula, CA 92590
Mailing Address: P.O. Box 9033 Temecula, CA 92589-9033
Phone: (951) 308-6395 Fax: (951) 694-6475
ANY NOTICE OR NOTICES REQUIRED TO BE GIVEN PURSUANT TO THIS PERMIT SHALL BE SERVED
ON THE OTHER PARTY BY FIRST CLASS MAIL, POSTAGE PREPAID, AT THE FOLLOWING ADDRESS:
Manoj Hariya
26121 Wallack
Loma Linda, CA 92354
Applicant:
Stefanie Torres
9684 Snow View Drive
El Cajon, CA 92021
(619) 390-1365
Contractor:
Description of Work: The City Engineer hereby authorizes the Property Owner and Applicant (if different from
Property Owner) (hereinafter collectively referred to a "Permittee") to do the following work including backfilling,
compaction, surfacing and/or as outlined in the description of work below:
Description:
Parcel Map 23561-2 Parcel 3 Precise Grading Plan Apollo Storage
The following separate permits will be required:
1.Encroachment Permit for ALL work within the City right-of-way
2.Haul Route permit for the export of material
3.Retaining Wall
Earthwork includes 2,145 CY of excavation and 462 CY of embankment. Maximum 2:1 slopes. All grading and
erosion & sediment control improvements shall be as specified on the approved plans and per the preliminary
soils report.
Perform grading in accordance with approved Grading Plans dated . A pre-grading conference is required
48 hours (minimum) in advance of any work done under this permit with the grading contractor and
City Inspector. A pre-grade meeting is required 48 hours prior to any work. Permittee shall contact e-mail
LDinspections@TemeculaCA.gov to schedule a meeting. Any field changes to the plan shall be approved by
the City Engineer. All required permits and inspections by Building and Safety for walls, etc. shall be completed
prior to any releases and/or other permits issued or released. Traffic and dust control shall be reviewed and
approved by the inspector.
Permitee Date
Page 1 of 2
Permit Number: LD23-4877
LD - Onsite Improvements/ Commercial/Industrial Development
City Engineer or Authorized Representative Date
03/10/2025
Page 2 of 2
DATE:4/1/2024 Job ID:
JURISDICTION:Temecula
PERMIT NUMBER:
REVIEW #:
TM-LD23-4877
PROJECT NAME:
PROJECT ADDRESS:
TM23-0340
4
Storage Project
Parcel Map 23561, Temecula
☒Interwest did not advise the applicant that the construction documents have been reviewed. The Jurisdiction
shall provide all notifications to the applicant.
☐Interwest did advise the applicant that the construction documents have been reviewed.
Contact Name:
Email:
Contact Company:
Telephone #:
Erich Kuchar - Accessibility - ekuchar@esgil.com - (858) 560-1468
Interwest
☒RECOMMENDED FOR APPROVAL YES NO☐
The reviewed construction documents substantially comply with the governing building codes.
☐There are Conditions of Approval and/or Redlines identified below:
☐RESUBMITTAL REQUIRED YES NO☒
The reviewed construction documents require revision and resubmittal. Please review the Resubmittal Instructions
section of this transmittal. The plan review corrections are a separate PDF document titled with the permit number,
sent in the same email as this transmittal.
☒Plan review corrections have been sent to the jurisdiction.
The plans are being held at Interwest until corrected plans are submitted for recheck. Please review section G1 below
to see specific resubmittal instructions or any exceptions to plans being returned to the jurisdiction instead.
☒EXCEPTION: The plans were provided electronically.
☐EXCEPTION: The plans were sent back to the jurisdiction.
Additional Remarks:
Enclosures:
Please contact the individual reviewer(s) listed on the plan comment letter between 9:00 A.M. and 4:00 P.M., M-F,
with any questions.
By:
INTERWEST TRANSMITTAL LETTER
Interwest - 9320 Chesapeake Dr, Suite 208, San Diego, CA 92123
Temecula
TM-LD23-4877
4/1/2024
Job ID: TM23-0340
CONSTRUCTION DOCUMENTS CORRECTION LIST
RESIDENTIAL
Occupancy Group(s):-Use:-
Type(s) of Construction:-Occupant Load(s):-
Stories:-Sprinklers:-
Height:-Valuation:-
Project Area:-
FOREWORD (PLEASE READ):
The applicable provisions of the 2022 California Building Standards Code (CBSC) as amended by the jurisdiction
were used as the basis of this construction document review. Corrections may be required from other departments
(planning, fire, engineering, etc.) prior to the issuance of a building permit.
Code Sections cited in the following comments are based on the 2022 California Building Standards Code (CBSC)
unless otherwise noted.
Per Section 105.4 of the 2022 California Building Standards Code (CBSC), approval of the construction documents
does not permit any violation of the CBSC or of any other ordinance of the jurisdiction.
The jurisdiction has contracted with Interwest, located at 9320 Chesapeake Dr, Suite 208, San Diego, CA 92123;
telephone number of (858) 560-1468, to perform the plan review for your project. If you have any questions regarding
these plan review items, please contact Interwest.
Interwest - 9320 Chesapeake Dr, Suite 208, San Diego, CA 92123
INTERIM AS-GRADED GEOTECNICAL REPORT
TEMECULA SELF-STORAGE
27200 MADISON AVENUE
TEMECULA, CALIFORNIA
PREPARED FOR
CAMERON BROTHERS COMPANY, LLC
10580 PROSPECT AVENUE, SUITE 200
SANTEE, CALIFORNIA 92071
PREPARED BY
CHRISTIAN WHEELER ENGINEERING
3980 HOME AVENUE
SAN DIEGO, CALIFORNIA 92105
Geotechnical & Geological Consulting ✦ Materials Inspection & Testing ✦ Building Envelope Consulting ✦ Laboratory Services
www.christianwheeler.com ✦ info@christianwheeler.com ✦ (619) 550-1700
April 15, 2025
Cameron Brothers Company, LLC CWE 2250161.01
10580 Prospect Avenue, Suite 200
Santee, California 92071
Attention: Chris Cook, President
Subject: Interim As-Graded Geotechnical Report
Temecula Self-Storage, 27200 Madison Avenue, Temecula, California
Reference: Christian Wheeler Engineering, Report 2220384.01, Report of Preliminary Geotechnical
Investigation, dated September 23, 2022
Ladies and Gentlemen:
In accordance with your request and our proposal dated March 13, 2025, we have prepared this report to
summarize our services during the earthwork operations at the subject site. This report presents the as-graded
geotechnical conditions of the site, our observations, the results of our laboratory testing, and the results of
relative compaction tests performed in the fills that were placed during the grading operation for the building
pad at the project site. The observation and testing services addressed by this report were coordinated by A.
Vidovich Construction, Inc., and were provided between March 17 and April 14, 2025.
In order to assist in our understanding of the configuration of the project, our firm was provided with a
precise grading plan for the site prepared by Mariya Inc., dated April 19, 2024. Plate Nos. 1 and 2 of this
report is a reproduction of the precise grading plan sheets, modified to show the approximate locations of
our field tests and the relevant limits of the earthwork operation.
INTRODUCTION AND PROJECT DESCRIPTION
The subject site a graded but undeveloped commercial lot, which is located adjacent to and northeast of
Madison Avenue, Temecula, California. Prior to the earthwork addressed in this report, the site was
characterized by a relatively level pad with an elevation of about 1052 to 1055 feet (Hariya, 2024). An
engineered slope up to approximately 10 feet in height ascends from the northeast perimeter of the lot at an
Geotechnical & Geological Consulting ✦ Materials Inspection & Testing ✦ Building Envelope Consulting ✦ Laboratory Services
www.christianwheeler.com ✦ info@christianwheeler.com ✦ (619) 550-1700
CWE 2250161.01 April 15, 2025 Page 2
approximate inclination of 2:1 (horizontal to vertical) to the Interstate 15 Freeway. The site was mass graded
approximately 30 years ago.
The project will include the construction of a new four-story, approximately 28,000-square-foot self-storage
facility that will be constructed largely of reinforced masonry with structural steel elements. The self-storage
building and associated improvements are expected to be supported by conventional shallow foundations and
the structure will have a concrete slab-on-grade floor. Parking and drive areas will also be constructed along
the north, northeast and south sides of the proposed structure. Planned site grading consisted of cuts and fill
less than five feet from the current grades.
SCOPE OF SERVICE
The following services were provided by Christian Wheeler Engineering during the course of the earthwork
operations associated with the building pad.
Participated in a pre-grading meeting to address the geotechnical aspects of the work and to coordinate
our testing and observation services.
Provided continuous or periodic observation of the earthwork operations, as determined by the rate of
progress of the earthwork.
Provided field recommendations for elements of the earthwork not specifically addressed by the
referenced geotechnical report, as needed.
Recorded the approximate elevations and limits of significant geotechnical elements.
Performed in-place density tests in the fills placed during within the building pad.
Determined the laboratory maximum density and optimum moisture, expansion index, and water-soluble
sulfate content of soils encountered in the earthwork.
Prepared this report, which presents a summary of our observations and results of our relative
compaction tests.
SITE PREPARATION AND GRADING
The earthwork addressed by this report was performed by All Pro Grading. Within the area of the proposed
self-storage building pad, the site preparation consisted of the existing soil being overexcavated to a minimum
depth of 2 feet below the bottom of footing or 5 feet below the existing or proposed grade, whichever depth
is greater. Within the southern and western portions of the pad, the soils at the base of the excavation
consisted of dense, well compacted structural fill. Within the northern portion of the pad, the soils exposed at
the bottom of the excavations consisted of Quaternary-age sedimentary deposits of the Pauba Formation.
CWE 2250161.01 April 15, 2025 Page 3
Horizontally, the overexcavation extend at least 5 feet outside the perimeter of the structure. The
approximate limits of removal are shown on the attached Plate Nos. 1 and 2. The soils exposed at the bottom
of the excavation were scarified 12 inches, moisture-conditioned, and compacted to at least 90 percent
relative compaction. Fill materials consisting of the on-site silty sands were typically placed by skidsteers and a
crawler dozer in relatively thin, uniform lifts. Moisture-conditioning was applied as needed and compactive
efforts were then performed by means of a laden loader to attain at least 90 percent of maximum dry density.
LABORATORY AND FIELD TESTING
The maximum dry density and optimum moisture content of the soils predominantly encountered in the
earthwork were determined in our laboratory in accordance with ASTM D1557, “Test Method for
Laboratory Compaction Characteristics of Soil Using Modified Effort.” The tests were conducted in
accordance with the methodology prescribed for the grain-size distribution of the soils tested. The results of
these tests are presented in Appendix A on Table I.
A representative sample of the soil present within the foundation zone of the proposed structure was tested
for its expansion potential in accordance with ASTM D4829, “Standard Test Method for Expansion Index of
Soils.” This test result is presented in Appendix A on Table II.
A representative sample of the soil present within the foundation zone of the proposed building was tested
for its water-soluble sulfate content in accordance with California Test Method 417. The soil was determined
to have a soluble sulfate content of less than 0.1 percent. A soluble sulfate content of less than 0.1 percent is
considered to have a negligible potential for causing adverse effects on concrete and structural steel materials
of the proposed footings. However, it should be recognized that the sulfate content of surficial soils may
increase with time due to soluble sulfate in the irrigation water or fertilized use. This test result is also
presented in Appendix A on Table II.
Field tests to measure the in-place density and moisture content of the fills were conducted in accordance
with ASTM D6938, “Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear
Methods.” The locations of the field tests were selected by our technician in areas discerned to exhibit
compaction that was generally representative of that attained in the fill. The results of these tests are
presented in Appendix A on Table III.
CONCLUSIONS
It is the opinion of Christian Wheeler Engineering that the earthwork addressed by this report has been
performed in accordance with the recommendations presented in the referenced geotechnical report, the
CWE 2250161.01 April 15, 2025 Page 4
grading requirements of the City of Temecula and the California Building Code. This opinion is based upon
our observations of the earthwork operations, the results of the density tests taken in the field, and the
maximum density tests performed in our laboratory. It is our further opinion that the building pad is suitable
for the proposed building.
Our recommendations for the minimum design of foundations for the proposed structures, originally
presented in the referenced geotechnical report, are in our opinion, still suitable based on the as-graded
conditions.
AS-BUILT GEOLOGY
The geologic units encountered during the earthwork operations were generally consistent with those
anticipated in our referenced report of geotechnical investigation. No unforeseen, adverse geologic conditions
or features were noted by our field personnel during the earthwork operation addressed herein. The
earthwork operations addressed by this report have, in our opinion, satisfactorily mitigated the potentially
adverse conditions described in the referenced report.
REMAINING WORK
As of the date of this report, additional work remains to be done on the site for the additional grading beyond
the building pad in the northwest portion of the driveway, backfilling of utility trenches and retaining walls,
and the preparation of the subgrade in areas to be paved. Our firm should be contacted when these
operations are performed so that we can verify their compliance with the applicable specifications. A final As-
Graded Report will be completed once these operations are complete.
LIMITATIONS
The descriptions, conclusions and opinions presented in this report pertain only to the work performed on
the subject site during the period from March 17 to April 14, 2025. As limited by the scope of the services
that we agreed to perform, the conclusions and opinions presented herein are based upon our observations of
the work and the results of our laboratory and field tests. Our services were performed in accordance with
the currently accepted standard of practice in the region in which the earthwork was performed, and in such a
manner as to provide a reasonable measure of the compliance of the described work with applicable codes
and specifications. With the submittal of this report, no warranty, express or implied, is given or intended
with respect to the services performed by our firm, and our performance of those services should not be
construed to relieve the grading contractor of his responsibility to perform his work to the standards required
by the applicable building codes and project specifications.
CWE 2250161.01 April 15, 2025 Page 5
Christian Wheeler Engineering sincerely appreciates the opportunity to provide professional services on this
project. If you should have any questions after reviewing this report, please do not hesitate to contact our
firm.
Respectfully submitted,
CHRISTIAN WHEELER ENGINEERING
_____________________________ _______________________________
David R. Russell, C.E.G. #2215 Shawn Caya, R.G.E. #2748
DRR:scc:mah
cc: gabe@avidovichconstruction.com; jch@noaainc.com; mhariya@hariyainc.com; Chris@cameronbros.net
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PARCEL 23
28,863 SQ. FT.
1054.26 FFE
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LIMIT OF WORK
CITY OF TEMECULA
BUILDING AND SAFETY
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133
CALL TOLL FREE
LD23 - 4877
WDID
RISK LEVEL
04/19/2024
30
32
31
1048.5'
1048.5'
1045.5'
1048.5'
1048.5'
TEMECULA SELF-STORAGE
27200 MADISON AVENUE, TEMECULA, CALIFORNIA
DATE: APRIL 2025
BY: MAH PLATE NO.: 1
AS-GRADED GEOTECHNICAL MAP
REPORT NO.: 2250161.01
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ARTIFICIAL FILL OBSERVED BY
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PLACED ARTIFICIAL FILL
APPROXIMATE LIMITS OF
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CWE LEGEND
ELEVATIONS AT EXCAVATION
BOTTOM
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RELATIVE COMPACTION TEST
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ARTIFICIAL FILL OBSERVED BY
CWE OVER PREVIOUSLY
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APPROXIMATE LIMITS OF
REMOVALS/OVEREXCAVATION
ELEVATIONS AT EXCAVATION
BOTTOM
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PER CITY STD. NO. 207A
(PER LD23-7541)
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UNDERGROUND SERVICE ALERT
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CALL TOLL FREE
LD23 - 4877
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RISK LEVEL
04/19/2024
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1048.5'
ARTIFICIAL FILL OBSERVED BY
CWE OVER PREVIOUSLY
PLACED ARTIFICIAL FILL
APPROXIMATE LIMITS OF
REMOVALS/OVEREXCAVATION
CWE LEGEND
ELEVATIONS AT EXCAVATION
BOTTOM
#RELATIVE COMPACTION TEST
TEMECULA SELF-STORAGE
27200 MADISON AVENUE, TEMECULA, CALIFORNIA
DATE: APRIL 2025
BY: MAH PLATE NO.: 2
AS-GRADED GEOTECHNICAL MAP
REPORT NO.: 2250161.01
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Appendix A
Test Results
CWE 2250161.01 April 15, 2025 Appendix A, Page A-1
TABLE I: SUMMARY OF OPTIMUM MOISTURE & MAXIMUM DENSITY TEST RESULTS (ASTM D1557)
Soil
Type Description Optimum Moisture
(%)
Maximum Dry
Density (pcf)
1 Brown, Silty Sand (Investigation)13.0 118.9
2 Brown, Silty Sand 8.6 130.0
TABLE II: FINISH GRADE EXPANSION INDEX (ASTM 4829) & SOLUBLE SULFATES (CALTEST 417)
Location Expansion Index Classification Soluble Sulfate %Classification
Building Pad 38 Low 0.011 Negligible
TABLE III: SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS (ASTM D6938) - MASS GRADING
Test
No.Date Location Elev.
(feet)
Soil
Type
Field
Moisture
(%)
Field
Dry
Density
(pcf)
Max.
Density
(pcf)
Rel.
Comp.
(%)
1 3/24/2025 South Entrance Area 1052.0 2 10.8 120.6 130.0 92.8
2 3/24/2025 South Entrance Area 1052.0 2 10.5 119.3 130.0 91.8
3 3/25/2025 South Entrance Area 1053.0 2 11.1 118.2 130.0 90.9
4 3/25/2025 South Entrance Area 1053.0 2 10.7 120.5 130.0 92.7
5 3/26/2025 Southwest Corner of Building 1050.5 2 9.5 120.1 130.0 92.4
6 3/26/2025 Southwest Corner of Building 1050.5 2 8.9 118.6 130.0 91.2
7 3/26/2025 Southwest Corner of Building 1052.0 2 9.8 119.4 130.0 91.8
8 3/26/2025 Southwest Corner of Building 1053.0 2 10.4 118.5 130.0 91.2
9 3/27/2025 Southeast Corner of Building 1050.5 2 9.4 120.5 130.0 92.7
10 3/27/2025 Southwest Corner of Building 1050.5 2 10.2 121.8 130.0 93.7
11 3/27/2025 Southeast Corner of Building 1052.0 2 9.3 119.2 130.0 91.7
12 3/27/2025 Southwest Corner of Building 1052.0 2 9.9 121.2 130.0 93.2
13 3/27/2025 South Entrance Area 1050.0 2 8.4 118.5 130.0 91.2
14 3/27/2025 South Entrance Area 1052.0 2 9.2 120.1 130.0 92.4
15 3/28/2025 South Entrance Area 1053.0 2 9.4 119.8 130.0 92.2
16 3/28/2025 Southeast Corner of Building 1049.5 2 8.7 120.2 130.0 92.5
17 3/28/2025 Southeast Corner of Building 1051.0 2 9.8 118.5 130.0 91.2
18 3/28/2025 Southeast Corner of Building 1053.0 2 10.2 118.1 130.0 90.8
19 3/31/2025 Southeast Corner of Building 1050.0 2 12.2 117.9 130.0 90.7
20 3/31/2025 Southeast Corner of Building 1051.5 2 10.7 118.7 130.0 91.3
21 3/31/2025 Southeast Corner of Building 1053.0 2 9.2 121.1 130.0 93.2
22 3/31/2025 Southeast Corner of Building 1050.5 2 10.4 119.4 130.0 91.8
23 3/31/2025 Southeast Corner of Building 1051.5 2 8.9 120.2 130.0 92.5
24 4/1/2025 Southeast Corner of Building 1052.5 1 13.7 108.9 118.9 91.6
25 4/1/2025 Southwest Corner of Building 1053.0 1 14.6 110.3 118.9 92.8
26 4/1/2025 Southwest Corner of Building 1050.0 1 15.2 109.9 118.9 92.4
27 4/2/2025 Southwest Corner of Building 1051.5 1 14.8 108.7 118.9 91.4
28 4/2/2025 Southwest Corner of Building 1052.5 1 13.9 107.9 118.9 90.7
29 4/2/2025 Southwest Corner of Building 1053.0 1 12.9 108.7 118.9 91.4
30 4/3/2025 Northwest Corner of Building 1050.0 1 14.3 109.3 118.9 91.9
31 4/3/2025 Northwest Corner of Building 1051.5 1 15.2 110.2 118.9 92.7
32 4/3/2025 NW Corner of Building-Elevator Pit 1047.0 1 14.9 108.4 118.9 91.2
33 4/7/2025 Northwest Corner of Building 1053.0 1 15.6 109.9 118.9 92.4
34 4/7/2025 Northeast Corner of Building 1050.5 1 16.2 108.7 118.9 91.4
35 4/7/2025 Flatwork, Northeast of Building 1050.5 1 14.6 110.1 118.9 92.6
36 4/8/2025 Northeast Corner of Building 1052.5 1 15.4 109.9 118.9 92.4
37 4/8/2025 Parking Area, Northeast of Building 1053.0 1 13.3 110.7 118.9 93.1
TABLE III: SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS (ASTM D6938) - MASS GRADING
CWE 2250161.01 April 15, 2025 Appendix A, Page A-2
Test
No.Date Location Elev.
(feet)
Soil
Type
Field
Moisture
(%)
Field
Dry
Density
(pcf)
Max.
Density
(pcf)
Rel.
Comp.
(%)
38 4/8/2025 Northwest Corner of Building 1050.5 1 14.4 108.6 118.9 91.3
39 4/8/2025 Northwest Corner of Building 1050.5 1 13.8 110.4 118.9 92.9
40 4/9/2025 Northwest Corner of Building 1051.5 1 15.5 109.7 118.9 92.3
41 4/10/2025 Loading Zone 1050.5 1 15.3 108.5 118.9 91.3
42 4/10/2025 Loading Zone 1050.5 1 13.4 109.5 118.9 92.1
43 4/10/2025 Northwest Corner of Building 1053.0 1 12.9 111.3 118.9 93.6
44 4/10/2025 Loading Zone 1052.0 1 14.2 110.1 118.9 92.6
45 4/11/2025 North Entrance Area 1053.0 1 13.4 111.4 118.9 93.7
46 4/11/2025 Parking Area, Northeast of Building 1052.5 1 14.0 109.6 118.9 92.2
47 4/14/2025 North Entrance Area 1054.0 1 13.5 108.9 118.9 91.6
48 4/14/2025 Parking Area, Northeast of Building 1053.5 1 12.9 107.6 118.9 90.5
49 4/14/2025 Southwest Corner of Building (F.G.)1053.5 2 10.4 119.1 130.0 91.6
50 4/14/2025 Southwest Corner of Building (F.G.)1053.5 1 11.4 109.2 118.9 91.8
51 4/14/2025 Southeast Corner of Building (F.G.)1053.5 1 12.2 107.5 118.9 90.4
52 4/14/2025 Southwest Corner of Building (F.G.)1053.5 1 11.8 108.7 118.9 91.4
53 4/14/2025 Southeast Corner of Building (F.G.)1053.5 1 13.7 108.4 118.9 91.2
54 4/14/2025 Southeast Corner of Building (F.G.)1053.5 1 14.5 109.4 118.9 92.0
55 4/14/2025 Northwest Corner of Building (F.G.)1053.5 1 13.8 110.2 118.9 92.7
56 4/14/2025 Northeast Corner of Building (F.G.)1053.5 1 12.4 107.9 118.9 90.7
57 4/14/2025 Northwest Corner of Building (F.G.)1053.5 1 15.2 108.8 118.9 91.5
58 4/14/2025 Loading Zone (F.G.)1053.5 1 14.4 109.6 118.9 92.2
March 7, 2024
Mahir Investments, Inc. CWE 2220384.04
2661 Pummelo Ct.
Escondido, California 92027
Attention: Mr. Chintu Patel
Subject: Addendum and Update Geotechnical Report
Proposed Self-Storage Facility, Assessor’s Parcel Number 910-272-002
Madison Avenue, Temecula, California
References: 1) Christian Wheeler Engineering “Report of Geotechnical Investigation, Proposed Self-Storage
Facility Assessor’s Parcel Number 910-272-002, Madison Avenue, Temecula, California”, dated
September 23, 2022 (CWE 2220384.01)
2) Christian Wheeler Engineering “Preliminary Storm Water Infiltration Feasibility Study, Proposed
Self-Storage Facility Assessor’s Parcel Number 910-272-002, Madison Avenue, Temecula,
California”, dated September 26, 2022 (CWE 2220384.02)
3) Christian Wheeler Engineering “Response to Third-Party Geotechnical Peer Review, Proposed
Self-Storage Facility Assessor’s Parcel Number 910-272-002, Madison Avenue, Temecula,
California”, dated November 28, 2022 (CWE 2220384.03)
Ladies and Gentlemen:
In accordance with your request, we have prepared this updated geotechnical report to for the subject project.
This report has been prepared as an addendum to our referenced geotechnical reports. As such, unless specifically
modified or addressed herein, all of the findings, conclusions, and recommendations presented in the above
referenced reports remain applicable.
PRELIMINARY SITE INFORMATION AND PROJECT DESCRIPTION
The subject site is an undeveloped commercial lot, identified as Assessor’s Parcel Number 910-272-002,
which is located adjacent to and northeast of Madison Avenue, Temecula, California. Topographically, the
site is characterized by a relatively level pad with an elevation of about 1052 to 1055 feet. An engineered slope
CHRISTIAN WHEELER
E N G I N E E R I N G
Geotechnical & Geological Consulting ✦ Materials Inspection & Testing ✦ Building Envelope Consulting ✦ Laboratory Services
www.christianwheeler.com ✦ info@christianwheeler.com ✦ (619) 555-1700
CLEARED BY
CITY OF TEMECULA
PUBLIC WORKS
valerie.caragan 04/04/2024
04/04/2024 04/04/2024
04/04/20
CWE 2220384.04 March 7, 2024 Page No. 2
up to approximately 10 feet in height ascends from the northeast perimeter of the lot at an approximate
inclination of 2:1 (horizontal to vertical) to the Interstate 15 Freeway. The site was mass graded approximately
30 years ago and review of the referenced aerial photographs indicates that the site was first used for
agricultural purposes since at least the 1930s. As noted during our surface reconnaissance of the site
conducted on March 7, 2024, the current site conditions are generally the same as they were at the time of our
field investigation and the preparation of the above refenced geotechnical report (CWE, 2022a).
We understand that the subject project will consist of the construction of an approximately 28,000-square-foot,
four-story, concrete and/or masonry structure with parking and drive areas. The self-storage building and
associated improvements are expected to be supported by conventional shallow foundations and the structure will
have a concrete slab-on-grade floor. Planned site grading is expected to consist of cuts and fill less than five feet
from the current grades. As part of the storm water management for the project two bio-retention basins have
been proposed within the northerly and southerly portions of the site.
CONCLUSIONS
In general, it is our professional opinion and judgment that the subject property is suitable for the construction of
the subject project. The recommendations contained in the referenced report remain applicable unless superseded
by the recommendations contained herein.
RECOMMENDATIONS
SEISMIC DESIGN FACTORS
Updated Seismic design parameters were determined in accordance with Chapter 16 of the 2022 California Building
Code (CBC) and the applicable sections of ASCE/SEI 7-16 Minimum Design Loads and Associated Criteria for Buildings
and Other Structures. For the subject site, correlated shear wave velocities measured/estimated in our CPT-1
indicate that the upper 100 feet of geologic subgrade can be characterized as Soil Site Class D (CWE, 2022a). It
can be noted that sites underlain by liquefaction-susceptible soils should be designated as Soil Site Class F,
requiring a site response analysis. However, as discussed in Section 20.3.1 of ASCE/SEI 7-16, for structures
having a fundamental period of vibration equal to or less than 0.5 second, it is not required to perform a site
response analysis and the site classification can be determined based on the code. We anticipate that the
proposed structures will have a fundamental period less than 0.5 second and can therefore be designed using
Soil Site Class D as described above.
CWE 2220384.04 March 7, 2024 Page No. 3
In accordance with Section 11.4.8 of ASCE/SEI 7-16, structures on Soil Site Class D or E sites that have a
mapped MCER spectral response acceleration parameter (S1) value greater than or equal to 0.2 require a site-
specific ground motion hazard analysis or the seismic response coefficient (CS) must be adjusted to
adequately characterize the site response (Exception 2). As noted in the Commentary for Section 11, “In
general, this exception effectively limits the requirements for site-specific hazard analyses to very tall and or
flexible structures at Site Class D sites.” The following Table I presents the updated seismic design
parameters based on Exception 2 in Section 11.4.8.
TABLE I: CBC 2022/ASCE 7-16 – SEISMIC DESIGN PARAMETERS
CBC – Chapter 16 Section Seismic Design Parameter Recommended Value
Section 1613.2.2 Soil Site Class D
Figure 1613.2.1 (1) MCER Acceleration for Short Periods (0.2 sec), Ss 1.578 g
Figure 1613.2.1 (2) MCER Acceleration for 1.0 Sec Periods (1.0 sec), S1 0.589 g
Table 1613.2.3 (1) Site Coefficient, Fa 1.000
Table 1613.3.3 (2) Site Coefficient, Fv 1.711
Section 1613.2.3 SMS = MCER Spectral Response at 0.2 sec. = (Ss)(Fa) 1.578 g
Section 1613.2.3 SM1 = MCER Spectral Response at 1.0 sec. = (S1)(Fv) 1.008 g
Section 1613.2.4 SDS = Design Spectral Response at 0.2 sec. = 2/3(SMS) 1.052 g
Section 1613.2.4 SD1 = Design Spectral Response at 1.0 sec. = 2/3(SM1) 0.672 g
Section 1613.2.5 Seismic Design Category D
ASCE 7-16 Fig. 22-14 Mapped Long-Period Transition Period, TL 8 sec
Section 1803.2.12 PGAM per Section 11.8.3 of ASCE 7 0.73 g
Probable ground shaking levels at the site could range from slight to moderate, depending on such factors as the
magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects
of at least one moderate to large earthquake during the life of the proposed improvements.
CLOSURE
If you have any questions after reviewing this letter, please do not hesitate to contact this office. This opportunity
to be of professional service is sincerely appreciated.
Respectfully submitted,
CHRISTIAN WHEELER ENGINEERING
David R. Russell, C.E.G. #2215 Shawn Caya, R.G.E. #2748
DRR:scc:drr
ec: chintupatel80@gmail.com; dcamargo@noaainc.com; jch@noaainc.com
P U B L I C W O R K S D E P A R T M E N T
ON-SITE CONSTRUCTION SECURITY WORKSHEET
(Updated As Of July 1, 2024)
Page 1 of 5
Parcel 23
P R O J E C T :D A T E :
L D NUMBER:P A NO.:
74429
RCE #
2. Show Amounts to the nearest $500.00 (Rounded Up)
315,500.00$
27,500.00$
51,500.00$
July 2, 2024
Engineer's Signature
P L E A S E R E A D I N S T R U C T I O N S B E L O W
3. For construction items not covered by "City of Temecula Construction Security Worksheet," Design Engineer is to
provide his opinion of construction cost and use that cost. If City of Temecula Unit Costs are determined to be too low, in
the opinion of the Design Engineer, the higher cost as provided by the Design Engineer should be used.
1. Quantities to be taken from improvement plans. Unit costs to be as provided on the "City of Temecula Construction
Security Worksheet."
LD23-4877 PA22-0999
9/30/2025
The construction items and their quantities as shown on the attached worksheet are accurate for the construction of
the improvements required or implied to fulfill the Conditions of Approval for this project. The mathematical
extensions, using the City of Temecula's Unit Costs, are accurate for determining Fees.
D E S I G N E N G I N E E R S O P I N I O N O F C O N S T R U C T I O N S E C U R I T Y
Manoj Hariya
Engineer's Name (Typed or printed)
P A R C E L / T R A C T M A P : P A R C E L / L O T N O . :Parcel Map 23561-2
Storage Building. Temecula CA 7/2/2024
Date
Expiration Date
Civil Engineer's Stamp
438,000.00$
On-Site Improvements
On-Site Drainage Improvements
WQMP Improvements
Total
Erosion & Sediment Control Improvements 43,500.00$
U:\Projects\22-081 Storage project Temecula CA\Deepak\Inbox\07-02-2024 WQMP exh and cost est\wetransfer_22014-wqmp104_bmp-details-pdf_2024-07-02_1150\Construction
Security Wksht On-Site FY24-25.xls
P U B L I C W O R K S D E P A R T M E N T
ON-SITE CONSTRUCTION SECURITY WORKSHEET
(Updated As Of July 1, 2024)
Page 2 of 5
PROJECT DATE
QUANTITY UNIT ITEM
UNIT
COST AMOUNT
C.Y. Crushed Aggregate Base Material ( ") $ 71.00 $ -
TON A.C. Pavement ( " Thickness [4" Minimum]) $ 95.00 $ -
S.F. Remove A.C. Pavement $ 1.00 $ -
L.F. A.C. Berm (8") $ 10.50 $ -
L.F. Remove A.C. Berm $ 3.50 $ -
S.F. P.C.C. Cross Gutter and Aprons (Spandrels) $ 10.50 $ -
275 L.F. P.C.C. Curb & Gutter (Type A-6) $ 10.50 $ 2,887.50
L.F. Remove Curb & Gutter $ 18.00 $ -
2,150 S.F. P.C.C. Sidewalk $ 6.25 $ 13,437.50
S.F. Remove Sidewalk $ 10.00 $ -
S.F. P.C.C. Driveway Approach $ 8.25 $ -
S.F. 1' Step @ Curb / Maintenance Walk (Median) $ 4.25 $ -
L.F. Concrete V-Ditch $ 20.00 $ -
3 EA ADA Access Ramps $ 1,545.00 $ 4,635.00
L.F. Install Barricades $ 103.00 $ -
L.F. Remove Barricades $ 10.50 $ -
L.F. Utility Trench $ 10.50 $ -
EA Under Sidewalk Drain $ 2,000.00 $ -
EA Street Lights (including conduit) $ 5,150.00 $ -
EA Relocate Power Pole $ 10,000.00 $ -
L.F. Relocate Chain Link Fence $ 12.00 $ -
L.F. Remove Chain Link Fence $ 8.00 $ -
350 L.F. 6" P.C.C. Curb $ 8.00 $ 2,800.00
15,080 S.F. P.C.C. Pavement $ 12.00 $ 180,960.00
1 EA Trash Enclosure $ 15,000.00 $ 15,000.00
10 L.F. Transition Curb from 6" to 8" $ 8.00 $ 80.00
120 L.F. 0" P.C.C. Curb $ 8.00 $ 960.00
45 L.F. Transition Curb from 0" to 6" $ 8.00 $ 360.00
140 L.F. 3' Wide Ribbon Gutter $ 15.00 $ 2,100.00
1 EA CCTV / Telecom Pole $ 3,500.00 $ 3,500.00
10 L.F. Transition Curb from 4" to 8" $ 8.00 $ 80.00
4 EA Truncated Domes $ 500.00 $ 2,000.00
180 L.F. Retaining Wall $ - $ -
245 L.F. 4" PCC Curb $ 8.00 $ 1,960.00
25 L.F. 8" Curb and Gutter $ 12.00 $ 300.00
1,710 S.F. Concrete finish; davis color mesa buff, sandblast finish $ 12.00 $ 20,520.00
20 L.F. Transition Curb from 0" to 4" $ 8.00 $ 160.00
Subtotal:
20% Contingency:
TOTAL:
$52,512.96
$315,077.78
Parcel Map 23561-2 Parcel 23
O N - S I T E I M P R O V E M E N T S
$251,740.00
4.3% CPI Increase per City Resolution 05-101: $10,824.82
7/2/2024
U:\Projects\22-081 Storage project Temecula CA\Deepak\Inbox\07-02-2024 WQMP exh and cost est\wetransfer_22014-wqmp104_bmp-details-pdf_2024-07-02_1150\Construction
Security Wksht On-Site FY24-25.xls
P U B L I C W O R K S D E P A R T M E N T
ON-SITE CONSTRUCTION SECURITY WORKSHEET
(Updated As Of July 1, 2024)
Page 3 of 5
PROJECT DATE
QUANTITY UNIT ITEM
UNIT
COST AMOUNT
L.F. 18" R.C.P. $ 116.00 $ -
L.F. 24" R.C.P. $ 136.00 $ -
L.F. 30" R.C.P. $ 158.00 $ -
L.F. 36" R.C.P. $ 183.00 $ -
L.F. 42" R.C.P. $ 210.00 $ -
L.F. 48" R.C.P. $ 242.00 $ -
L.F. Catch Basins $ 510.00 $ -
EA Inlet Type IX & X $ 1,854.00 $ -
EA Manhole at Junction $ 4,635.00 $ -
EA Manhole No. 1 $ 5,768.00 $ -
EA Manhole No. 2 $ 6,695.00 $ -
EA Manhole No. 3 $ 5,768.00 $ -
EA Manhole No. 4 $ 6,695.00 $ -
EA Transition Structure No. 1 $ 15,213.00 $ -
EA Transition Structure No. 3 $ 4,867.00 $ -
EA Junction Structure No. 1 $ 3,657.00 $ -
EA Junction Structure No. 2 $ 4,872.00 $ -
EA Junction Structure No. 6 $ 6,087.00 $ -
C.Y. Rip Rap $ 52.00 $ -
C.Y. Rip Rap (Grouted) $ 86.00 $ -
175 L.F. 12" Circular CMP Pipe $ 25.00 $ 4,375.00
1 EA 48" Storm Drain Manhole with Submersible Pump $ 7,500.00 $ 7,500.00
80 L.F. 6" HDPE Storm Drain Line $ 12.00 $ 960.00
2 EA 4" Atrium Grate Inlet $ 250.00 $ 500.00
1 EA 24" X 48" Flat Grated Inlet $ 2,500.00 $ 2,500.00
1 EA 12" X 12" Flat Grated Inlet $ 2,500.00 $ 2,500.00
40 L.F. 2" Diameter Perforated Pipe $ 8.00 $ 320.00
25 L.F. 2" Riser Length $ 6.00 $ 150.00
2 E.A. Riprap $ 1,500.00 $ 3,000.00
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
Subtotal:
20% Contingency:
TOTAL:
$4,548.52
$27,291.14
Parcel Map 23561-2 Parcel 23
O N - S I T E D R A I N A G E I M P R O V E M E N T S
$21,805.00
$937.62 4.3% CPI Increase per City Resolution 05-101:
7/2/2024
U:\Projects\22-081 Storage project Temecula CA\Deepak\Inbox\07-02-2024 WQMP exh and cost est\wetransfer_22014-wqmp104_bmp-details-pdf_2024-07-02_1150\Construction
Security Wksht On-Site FY24-25.xls
P U B L I C W O R K S D E P A R T M E N T
ON-SITE CONSTRUCTION SECURITY WORKSHEET
(Updated As Of July 1, 2024)
Page 4 of 5
PROJECT DATE 7/2/2024
QUANTITY UNIT ITEM
UNIT
COST AMOUNT
CF Bio-Retention (cell or basin) $ 5.00 $ -
Cartridges Cartridge Filtration Boxes (per cartridge) $ 3,000.00 $ -
EA Catch Basin Baffle Filters $ 3,500.00 $ -
EA Catch Basin Debris Baskets $ 1,500.00 $ -
SF Conventional Grass-lined swale $ 5.00 $ -
CF Gravel Infiltration (trench or basin) $ 6.00 $ -
LF Infiltration Chambers/Galleries/Wells $ 175.00 $ -
SF Porous Concrete and Asphalt $ 12.00 $ -
SF Porous Pavers $ 14.00 $ -
EA Proprietary Filtration Planters $ 35,000.00 $ -
EA Proprietary Hydrodynamic Separators $ 10,000.00 $ -
CF Proprietary Detention/Retention Modular Boxes $ 10.00 $ -
EA Proprietary Tree Boxes $ 12,000.00 $ -
CF Raised Planter Boxes $ 6.00 $ -
CF Sand Filter (trench or basin) $ 4.00 $ -
320 LF 36" Circular CMP System $ 50.00 $ 16,000.00
1 EA BioPod Biofilter Tree Vault with Internal bypass and Piped Inlet $ 25,000.00 $ 25,000.00
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
Subtotal:
20% Contingency:
TOTAL:
4.3% CPI Increase per City Resolution 05-101: $1,763.00
$8,552.60
$51,315.60
Parcel Map 23561-2 Parcel 23
W A T E R Q U A L I T Y M A N A G E M E N T P L A N I M P R O V E M E N T S
$41,000.00
U:\Projects\22-081 Storage project Temecula CA\Deepak\Inbox\07-02-2024 WQMP exh and cost est\wetransfer_22014-wqmp104_bmp-details-pdf_2024-07-02_1150\Construction
Security Wksht On-Site FY24-25.xls
P U B L I C W O R K S D E P A R T M E N T
ON-SITE CONSTRUCTION SECURITY WORKSHEET
(Updated As Of July 1, 2024)
Page 5 of 5
PROJECT DATE 7/2/2024
QUANTITY UNIT ITEM
UNIT
COST AMOUNT
EA Concrete Washout (with disposal) $ 3,000.00 $ -
CF Desilting Basin $ 1.30 $ -
LF Fiber Roll $ 6.50 $ -
775 EA Gravel Bags $ 4.00 $ 3,100.00
LF Hay Bale $ 7.60 $ -
SF Hydroseeding / Hydro Mulch (with Bonded Fiber matrix) $ 0.15 $ -
SF Hydroseeding / Hydro Mulch (without Bonded Fiber matrix) $ 0.10 $ -
SF Plastic Liner (visqueen) $ 0.30 $ -
675 LF Silt Fence (non-reinforced) (SC - 1) $ 7.50 $ 5,062.50
LF Silt Fence (reinforced) $ 10.00 $ -
2 EA Stabilized Construction Entrance (with plates) (TC -1) $ 3,390.00 $ 6,780.00
EA Stabilized Construction Entrance (without plates) $ 2,400.00 $ -
SF Straw / Coconut Fiber Mat $ 0.28 $ -
SF Pyromat $ 1.00 $ -
19 EA Velocity Check Dam (SE - 4) $ 500.00 $ 9,500.00
4 EA Inlet Protection (SE - 10) $ 500.00 $ 2,000.00
2 EA Entrance/Outlet Tire Wash (TC-3) $ 2,500.00 $ 5,000.00
2 EA Concrete Waste Management Area $ 1,500.00 $ 3,000.00
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
$ - $ -
Subtotal:
20% Contingency:
TOTAL:
4.3% CPI Increase per City Resolution 05-101: $1,481.03
$7,184.71
$43,108.23
Parcel Map 23561-2 Parcel 23
E R O S I O N & S E D I M E N T C O N T R O L I M P R O V E M E N T S
$34,442.50
U:\Projects\22-081 Storage project Temecula CA\Deepak\Inbox\07-02-2024 WQMP exh and cost est\wetransfer_22014-wqmp104_bmp-details-pdf_2024-07-02_1150\Construction
Security Wksht On-Site FY24-25.xls
PUBLIC WORKS DEPARTMENT
1401 Land Development Division
1989 41000 Main Street * Temecula, CA 92590
www.cityoftemecula.orq
EROSION & SEDIMENT CONTROL AGREEMENT
THIS AGREEMENT is made and entered into the . day of 7Rtik+; (L'( _, 20Z2 by and
between the City of Temecula, a Municipal Corporation of the State of California (hereinafter referred to as
CITY") and the APPLICANT.
RECITALS
A. APPLICANT warrants and represents that the following project and contact information is true and
correct:
Planning Application No. and Land Dev Permit No.: PA23-0446 , LD23-4877
Name of Development: Rockvill Self Storage Tract/Parcel Map No.: PM 23561-2
Name of APPLICANT: Rockvill Self Storage Temecula, LLC Lot/Parcel No.: Parcel 23/PM-23561-2
Site Address: 27200 Madison Ave. Temecula, 92590 APN: 910-272-002
Total Amount of Security: $ 43,500 Amounts Posted By:
Bond: $ Cash: $ y3 So*. Q° Letter of Credit (LoC): $
If applicable, Name, Address, Point of Contact & Phone No. of Surety Company and Bond No.:
Name, Address, Point of Contact and Phone No. of Issuing Bank and LoC No.:
B. APPLICANT has applied for a grading permit pursuant to the provisions of Title 18 of the Temecula
Municipal Code (hereinafter referred to as "the Code") to perform certain improvements within the CITY,
more specifically described in the grading permit referred to above and incorporated by reference.
C. The approved plans and specifications for the work to be performed under the grading permit have been
reviewed and approved by the City Engineer.
D. The improvements outlined in the grading permit shall be performed in accordance with the approved
plans, the Code, the Engineering and Construction Manual, the current City standards, guidelines
and other applicable laws, ordinances and regulations as well as any and all Conditions of Approval
to the satisfaction of the City Engineer.
E. Title 18 of the Code requires the APPLICANT to post a security for performance and labor and material
with the City to cover the cost of the erosion & sediment control work prior to issuance of a grading
permit.
Revised: 10/7/19 Page 1 of 5
EROSION & SEDIMENT CONTROL AGREEMENT
F. An estimate for the cost of the erosion & sediment control work to be performed has been submitted by
the APPLICANT and approved by the City Engineer. The estimated amount is stated on Page 1 of this
agreement. The basis for the estimate is attached as Exhibit "A"to this Agreement.
NOW, THEREFORE, it is agreed between the CITY and the APPLICANT as follows:
1. APPLICANT's Obligation. APPLICANT agrees to:
a. Complete all improvements required by this Agreement by the time established in Paragraph 8 of
this Agreement and at the APPLICANT's own expense.
b. Perform and maintain any and all protective devices shown on the erosion and sediment control
plan in order to protect all adjacent properties from damage or alterations from drainage or erosion
which may occur as a result of any work performed on the site.
c. Furnish all labor, equipment and material necessary to perform and complete all required
improvements in accordance with the approved plans at APPLICANT's own expense.
d. Give good and adequate warning, at all times, and to protect the traveling public of each and every
dangerous condition caused by the construction of the improvements.
e. Be responsible for eliminating or correcting any defect or dangerous condition caused by the design
or construction. It is the intent of this section that the APPLICANT, its agents, employees, or
contractor's shall be responsible for all liability for design and construction of the improvements
done pursuant to the grading permit and this Agreement and that CITY shall not be liable for any
act or omission in approving, reviewing, or correcting any plans or specifications or in approving,
reviewing or inspecting any construction related activity.
2. Security. The APPLICANT agrees to maintain in place said security in the amounts shown for faithful
performance and labor and material for the terms and conditions of this Agreement and any time
extensions granted by the City Engineer. APPLICANT further agrees that if, in the opinion of the City
Engineer, the surety on the bond and/or letter of credit or the amount of said bond and/or letter of credit
becomes insufficient, APPLICANT agrees to renew, increase, or both, each and every bond and/or letter
of credit with good and sufficient sureties or amounts within ten (10) days after being notified by the City
Engineer. Not withstanding any other provision herein, if APPLICANT fails to take such action, as is
necessary to comply with said notice, he shall be in default of this Agreement unless all required
improvements are completed within ninety (90) days of the date on which the City Engineer notified the
APPLICANT of the insufficiency of the sureties or the amount of the bond and/or letter of credit, or both.
3. Release of Securities.
Security, required by this Agreement, given to guarantee faithful performance and labor and material for
the improvements authorized pursuant to the grading permit and this Agreement shall be released upon
acceptance of the work by the City Engineer, and subject to the following provisions:
a. Upon written request by APPLICANT, the City Engineer may release up to fifty percent (50%) of the
securities once the site has been cleared for building permit issuance. The remaining balance of
the securities shall not be authorized for release or reduction unless a new construction security
worksheet is provided with an estimate of the remaining work needed to secure the site from
erosion and sediment discharges.
Revised: 10/7/19 Page 2 of 5
EROSION & SEDIMENT CONTROL AGREEMENT
b. The complete securities shall be released upon issuance of a certificate of occupancy and/or final
inspection; however, the CITY may, if necessary, retain an amount sufficient to cover costs,
expenses and fees, including attorney's fees.
Any statute of limitations with respect to the obligations of APPLICANT shall not apply to any bonds or
other forms of security provided pursuant to this Agreement. The Surety's liability under any bonds or
other forms of security provided pursuant to this Agreement shall be released only upon final completion
and CITY's acceptance of the work required pursuant to this Agreement. The expiration of any statute of
limitations with respect to APPLICANT shall not bar an action against the Surety under the bond or any
other form of security provided pursuant to this Agreement.
4. Right of Entry, Inspection and Approval. APPLICANT shall at all times allow the CITY, or its authorized
agents, to enter upon the project site for the sole purpose of inspecting the site in accordance with the
conditions and requirements of the grading permit and to accomplish any emergency or erosion control
work. Upon completion of the work, APPLICANT shall request a final inspection by the City Engineer. If
the City Engineer determines that the work has been completed in accordance with this Agreement, he
shall certify completion of the work. APPLICANT shall bear all costs of inspection and certification.
5. Default of the APPLICANT. In the event the APPLICANT, its agents, employees, or contractor's fails to
comply or perform with the terms and conditions of the grading permit and this Agreement within the
specified time, or within any extensions of time granted therein, APPLICANT shall be declared in default
of this Agreement and notice in writing of such default shall be served upon the APPLICANT by the City
Engineer. The City Engineer shall have the power to terminate all rights of the APPLICANT because of
neglect or default. The foregoing provisions of this section shall be in addition to any and all rights and
remedies available to the CITY under law or in equity.
In the event the CITY is required to complete all or part of the improvements as set forth in the grading
permit or this Agreement, the Surety shall comply with any lawful order of the City Engineer requiring the
work authorized and affected by the grading permit to be completed and that the premises covered by
the permit be made safe to life and property to the satisfaction of the City Engineer, and in such event
such Surety fails to promptly do so, the Surety shall pay the CITY all costs and expenses incurred by the
CITY in completing the work authorized by the grading permit making the premises safe to the
satisfaction of the City Engineer. The APPLICANT also hereby grants to the CITY and to any agent or
employee of the CITY, the irrevocable permission to enter upon the lands of the above referenced project
site for the purpose of completing the improvements. This permission shall terminate in the event that the
APPLICANT has completed the work within the time specified or any extension of time thereof granted by
the City Engineer.
6. Indemnity/Hold Harmless. Neither the City, any officer, employee nor agent, thereof, shall be responsible
for any damage or liability occurring by reason of anything done or omitted to be done by the
APPLICANT under or in connection with any work permitted under said grading permit. It is also
understood and agreed that APPLICANT shall fully indemnify, defend and hold CITY harmless from any
liability imposed for injury occurring by reason of anything done or omitted to be done by APPLICANT
under or in connection with any work permitted under said grading permit. Said indemnification and
agreement to defend and hold harmless shall extend to injuries to persons and damages to or taking of
property resulting from the design or construction provided herein, and in addition, to adjacent properties
Revised: 10/7/19 Page 3 of 5
EROSION & SEDIMENT CONTROL AGREEMENT
and improvements located thereon as a consequence of the diversion of waters from the design or
construction of drainage systems, private streets, grading and other development improvements.
7. Sale or Disposition of Property. Sale or other disposition of the property will not relieve the APPLICANT
from the obligations set forth in this Agreement. If APPLICANT sells the property to any other person, the
APPLICANT may request a novation of this Agreement and a substitution of security. Upon approval of
the novation and substitution of securities, the APPLICANT may request a release or reduction of the
securities required by this Agreement. Nothing in the novation shall relieve APPLICANT of the obligations
under Paragraph 6 for the work done by the APPLICANT.
8. Time for Completion of Work/Time Extensions. APPLICANT shall complete all work required by the
grading permit and this Agreement within six (6) months from the date of permit issuance. It is further
agreed by and between the parties hereto, including the Surety on the bond securing this Agreement
that, in the event it is deemed necessary to extend the time of completion for the work contemplated to
be done under this Agreement, extensions of time may be granted by the City Engineer in accordance
with Section 18.06.160 of the Code, such extensions shall in no way affect the validity of this Agreement
or release the Surety on said bond.
9. Notices. All notices required or permitted to be given pursuant to this Agreement shall be in writing and
delivered by mail, postage prepaid and addressed as follows unless a written change of address is filed
with the CITY:
Notice to CITY: Notice to APPLICANT:
City of Temecula Rockvill Self Storage Temecula, LLC
Ron Moreno, PE Chris Cook
Director of Public Works/City Engineer President
41000 Main Street 10580 Prospect Ave. Suite 200
Temecula, California 92590 Santee CA, 92071
Notice to BANK (for Letter of Credit): Notice to SURETY (for bond):
10. Severability. It is understood and agreed by the parties hereto that if any part, term or provision of this
Agreement is by the courts held to be unlawful and void, the validity of the remaining portions shall not be
affected and the rights and obligations of the parties shall be construed and enforced as the Agreement
did not contain the particular part, term of provision held to be invalid.
11. Litigation or Arbitration. In the event that suit or arbitration is brought to enforce the terms of this contract,
the prevailing party shall be entitled to litigation costs and reasonable attorneys' fees.
12. Incorporation of Recitals. The Recitals to this agreement are hereby incorporated into the terms of this
Agreement.
Revised: 10/7/19 Page 4 of 5
EROSION & SEDIMENT CONTROL AGREEMENT
13. Entire Agreement. This Agreement constitutes the entire agreement of the parties with respect to the
subject matter. All modification, amendments, or waivers of the terms of this agreement must be in
writing and signed by the appropriate representatives of the parties.
IN WITNESS WHEREOF, this Agreement has been duly executed by the CITY and the APPLICANT
above named on e9 JA'JN:,ed
ATTACH NOTARY ACKNOWL = - ENT)
APPLICANTS Y OF I ULA
Lr OW'Al • L1
I
Ron Moreno, 'E
Name: C kr a Oh v /
J 1.'''" 0,6 Director of Public orks/City Engineer
Title:; Pe"S ...)-1-'4'
ATTE-
e
Rand
Name: '1 ul ASS OX City Clerk
Title:Leo
APPROVED AST RM:
Peter . Thorson
City Attorney
Two signatures are required for
corporations and companies.
Revised: 10/7/19 Page 5 of 5
CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT
A notary public or other officer completing this certificate verifies only the identity of the individual who signed the
document to which this certificate is attached,and not the truthfulness,accuracy, or validity of that document.
State of CALIFORNIA
County of SAN DIEGO
On 11 3AN1/41\A2. 2,02c, before me, Rudolph Ortiz, Notary Public, personally
appeared
4cS,S-1oc41ES, 01,Tttc\ rE:L Cook. RP-THi° jQcv\E--5 ti\cx0.,E'A ail
who proved to me on the basis of satisfactory evidence to be the person() whose
name(%) is/he subscribed to the within instrument and acknowledged to me that
he/she a executed the same in his/her heir authorized capaci lei and that by
his/her el signatures) on the instrument the person(, or the entity upon behalf of
which the persons) acted, executed the instrument.
I certify under PENALTY OF PERJURY under the laws of the State of California that the
foregoing paragraph is true and correct.
Witness my ha nd official seal.
s R U D O L P H O R T I Z
T-' f',
49
T `'"u f- -,
COMM # 2460981
i SAN DIEGO Countys
Signature of Notary Public r California Notary Public"
Cq4,:,` Comm Exp Aug. 26. 2027:
OPTIONAL DATA FOR SECURITY
Thumbprint
Name of Document: O5.T o .0 )1,,ti O S€O.5 4\\ENv 1- Co; k{. (2J
Document Date: 112, 12G Z )
Number of Pages: G co'_ `
Number of Signatures Notarized (circle): 1 Qm 3 4 Other:
Copyright 2024,Notary has permission to copy this form duringof their commission.
r. 1:
t^2' `
Page 1 of 5
PUBLIC WORKS DEPARTMENT
ON-SITE CONSTRUCTION SECURITY WORKSHEET CI AY OFPPROVED BYCULA
PUBLIC WORKS
Updated As Of July 1,2024)
valerle.caragan 07/09/2024
PARCEL/TRACT MAP: Parcel Map 23561-2 PARCEL/LOT No.: Parcel23
PROJECT : Storage Building. Temecula CA D ATE : 7/2/2024
L D NUMBER: LD23-4877 P A No.: PA22-0999
On-Site Improvements 315,500.00
On-Site Drainage Improvements 27,500.00
WQMP Improvements 51,500.00
Erosion&Sediment Control Improvements 43,500.00
Total 438,000.00
DESIGN ENGINEERS OPINION OF CONSTRUCTION SECURITY
The construction items and their quantities as shown on the attached worksheet are accurate for the construction of
the improvements required or implied to fulfill the Conditions of Approval for this project. The mathematical
extensions,using the City of Temecula's Unit Costs,are accurate for determining Fees.
M ' E . Hart July 2, 2024
Engineer's Signature Dale
Manoj Hariya 74429 9/30/2025
Engineer's Name(Typed or printed) RCE# Expiration Date
G9 =
N0. 74429
M.8
I
y), C/VIL Oc?Civil Engineers Stamp E of c A\F
PLEASE READ INSTRUCTIONS BELOW * * *
1. Quantities to be taken from improvement plans. Unit costs to be as provided on the"City of Temecula Construction
Security Worksheet."
2. Show Amounts to the nearest$500.00(Rounded Up)
3. For construction items not covered by"City of Temecula Construction Security Worksheet,"Design Engineer is to
provide his opinion of construction cost and use that cost. If City of Temecula Unit Costs are determined to be too low,in
the opinion of the Design Engineer,the higher cost as provided by the Design Engineer should be used.
U:\Projects\22-08I Storage project Temecula CA\Deepak\Inbox\07-02-2024 WQMP exh and cost est\wetransfcr_22014-wgmpl04_bmp-details-pdf 2024-07-02_1150\Constructioi
Security Wksht On-Site FY24-25.xls
Page 2 of 5
PUBLIC WORKS DEPARTMENT
ON-SITE CONSTRUCTION SECURITY WORKSHEET
Updated As Of July 1, 2024)
PROJECT Parcel Map 23561-2 Parcel 23 DATE 7/2/2024
ON - SITE IMPROVEMENTS
QUANTITY UNIT ITEM'
UNIT
AMOUNT
COST
C.Y. Crushed Aggregate Base Material( 71.00 $
TON A.C.Pavement( "Thickness[4"Minimum]) 95.00 $
S.F. Remove A.C.Pavement 1.00 $
L.F. A.C.Berm(8") 10.50 $
L.F. Remove A.C.Berm 3.50 $
S.F. P.C.C.Cross Gutter and Aprons(Spandrels) 10.50 $
275 L.F. P.C.C.Curb&Gutter(Type A-6) 10.50 $ 2,887.50
L.F. Remove Curb&Gutter 18.00 $
2,150 S.F. P.C.C.Sidewalk 6.25 $ 13,437.50
S.F. Remove Sidewalk 10.00 $
S.F. P.C.C.Driveway Approach 8.25 $
S.F. 1'Step @ Curb/Maintenance Walk(Median) 4.25 $
L.F. Concrete V-Ditch 20.00 $
3 EA ADA Access Ramps 1,545.00 $ 4,635.00
L.F. Install Barricades 103.00 $
L.F. Remove Barricades 10.50 $
L.F. Utility Trench 10.50 $
EA Under Sidewalk Drain 2,000.00 $
EA Street Lights(including conduit) 5,150.00 $
EA Relocate Power Pole 10,000.00 $
L.F. Relocate Chain Link Fence 12.00 $
L.F. Remove Chain Link Fence 8.00 $
350 L.F. 6"P.C.C.Curb 8.00 $ 2,800.00
15,080 S.F. P.C.C.Pavement 12.00 $ 180,960.00
1 EA Trash Enclosure 15,000.00 $ 15,000.00
10 L.F. Transition Curb from 6"to 8" 8.00 $ 80.00
120 L.F. 0"P.C.C.Curb 8.00 $ 960.00
45 L.F. Transition Curb from 0"to 6" 8.00 $ 360.00
140 L.F. 3'Wide Ribbon Gutter 15.00 $ 2,100.00
1 EA CCTV/Telecom Pole 3,500.00 $ 3,500.00
10 L.F. Transition Curb from 4"to 8" 8.00 $ 80.00
4 EA Truncated Domes 500.00 $ 2,000.00
180 L.F. Retaining Wall
245 L.F. 4"PCC Curb 8.00 $1,960.00
25 L.F. 8"Curb and Gutter 12.00 $ 300.00
1,710 S.F. Concrete finish;davis color mesa buff,sandblast finish 12.00 $ 20,520.00
20 L.F. Transition Curb from 0"to 4" 8.00 $ 160.00
Subtotal: 251,740.00
4.3% CPI Increase per City Resolution 05-101: 10,824.82
20% Contingency: 52,512.96
TOTAL: 315,077.78
U:\Projects\22-08I Storage project Temecula CA\Deepak\Inbox\07-02-2024 WQMP exh and cost est\wetransfer_22014-wgmp104_bmp-details-pdf 2024-07-02_1150\Constructim
Security Wksht On-Site FY24-25.xls