TUNNEL LABORER CLASSIFICATIONS
GROUP 1: Batch plant laborer; Changehouse person; Dump
person; Dump person (outside); Swamper (brake person and switch person on tunnel work); Tunnel materials handling person; Nipper; Pot tender, using mastic or other materials (for example, but not by way of limitation, shotcrete, etc.) GROUP 2: Chucktender, cabletender; Loading and unloading agitator cars; Vibrator person, jack hammer, pneumatic
tools (except driller); Bull gang mucker, track person; Concrete crew, including rodder and spreader
GROUP 3: Blaster, driller, powder person; Chemical grout jet person; Cherry picker person; Grout gun person; Grout mixer person; Grout pump person; Jackleg miner; Jumbo person; Kemper and other pneumatic concrete placer operator; Miner, tunnel (hand or machine); Nozzle person; Operating of
troweling and/or grouting machines; Powder person (primer house); Primer person; Sandblaster; Shotcrete person; Steel form raiser and setter; Timber person, retimber person, wood or steel; Tunnel Concrete finisher
GROUP 4: Diamond driller; Sandblaster; Shaft and raise work ---------------------------------------------------------------- * LABO1184-004 11/01/2025
Rates Fringes
Brick Tender.....................$ 42.60 22.13
---------------------------------------------------------------- LABO1414-001 08/06/2025
Rates Fringes
LABORER
PLASTER CLEAN-UP LABORER....$ 46.17 25.97
PLASTER TENDER..............$ 48.72 25.97
Work on a swing stage scaffold: $1.00 per hour additional. ---------------------------------------------------------------- PAIN0036-001 07/01/2023
Rates Fringes
Painters: (Including Lead
Abatement)
(1) Repaint (excludes San
Diego County)...............$ 29.59 17.12
(2) All Other Work..........$ 38.52 18.64
REPAINT of any previously painted structure. Exceptions:
work involving the aerospace industry, breweries,
commercial recreational facilities, hotels which operate commercial establishments as part of hotel service, and sports facilities.
---------------------------------------------------------------- PAIN0036-008 09/01/2024
Rates Fringes
DRYWALL FINISHER/TAPER...........$ 49.33 26.82
---------------------------------------------------------------- PAIN0036-015 01/01/2025
Rates Fringes
GLAZIER..........................$ 53.05 30.64
FOOTNOTE: Additional $1.25 per hour for work in a condor, from the third (3rd) floor and up Additional $1.25 per
hour for work on the outside of the building from a swing stage or any suspended contrivance, from the ground up
---------------------------------------------------------------- PLAS0200-009 08/03/2022
Rates Fringes
PLASTERER........................$ 47.37 19.64
---------------------------------------------------------------- PLAS0500-002 07/01/2025
Rates Fringes
CEMENT MASON/CONCRETE FINISHER...$ 47.70 27.07
---------------------------------------------------------------- PLUM0016-001 09/01/2025
Rates Fringes
PLUMBER/PIPEFITTER
Work ONLY on new additions
and remodeling of bars,
restaurant, stores and
commercial buildings not
to exceed 5,000 sq. ft. of
floor space.................$ 59.85 25.83
Work ONLY on strip malls,
light commercial, tenant
improvement and remodel
work........................$ 44.29 24.16
All other work except work
on new additions and
remodeling of bars,
restaurant, stores and
commercial buildings not
to exceed 5,000 sq. ft. of
floor space and work on
strip malls, light
commercial, tenant
improvement and remodel
work........................$ 61.73 26.81
---------------------------------------------------------------- PLUM0345-001 09/01/2025
Rates Fringes
PLUMBER
Landscape/Irrigation Fitter.$ 44.75 26.20
Sewer & Storm Drain Work....$ 48.84 23.58
---------------------------------------------------------------- ROOF0036-002 08/01/2025
Rates Fringes
ROOFER...........................$ 52.63 20.73
FOOTNOTE: Pitch premium: Work on which employees are exposed to pitch fumes or required to handle pitch, pitch base or pitch impregnated products, or any material containing coal tar pitch, the entire roofing crew shall receive $1.75 per hour ""pitch premium"" pay.
---------------------------------------------------------------- SFCA0669-002 01/01/2025
Rates Fringes
SPRINKLER FITTER.................$ 47.45 28.50
---------------------------------------------------------------- SHEE0105-003 01/01/2025
LOS ANGELES (South of a straight line drawn between Gorman and Big Pines)and Catalina Island, INYO, KERN (Northeast part, East of Hwy 395), MONO ORANGE, RIVERSIDE, AND SAN BERNARDINO COUNTIES Rates Fringes
SHEET METAL WORKER
(1) Commercial - New
Construction and Remodel
work........................$ 59.31 30.43
(2) Industrial work
including air pollution
control systems, noise
abatement, hand rails,
guard rails, excluding
aritechtural sheet metal
work, excluding A-C,
heating, ventilating
systems for human comfort...$ 56.95 30.04
---------------------------------------------------------------- TEAM0011-002 07/01/2025
Rates Fringes
TRUCK DRIVER
GROUP 1....................$ 41.59 35.69
GROUP 2....................$ 41.74 35.69
GROUP 3....................$ 41.87 35.69
GROUP 4....................$ 42.06 35.69
GROUP 5....................$ 42.09 35.69
GROUP 6....................$ 42.12 35.69
GROUP 7....................$ 42.37 35.69
GROUP 8....................$ 42.62 35.69
GROUP 9....................$ 42.82 35.69
GROUP 10....................$ 43.12 35.69
GROUP 11....................$ 43.62 35.69
GROUP 12....................$ 44.05 35.69
WORK ON ALL MILITARY BASES:
PREMIUM PAY: $3.00 per hour additional.
[29 palms Marine Base, Camp Roberts, China Lake, Edwards AFB, El Centro Naval Facility, Fort Irwin, Marine Corps
Logistics Base at Nebo & Yermo, Mountain Warfare Training Center, Bridgeport, Point Arguello, Point Conception,
Vandenberg AFB]
TRUCK DRIVERS CLASSIFICATIONS
GROUP 1: Truck driver
GROUP 2: Driver of vehicle or combination of vehicles - 2 axles; Traffic control pilot car excluding moving heavy equipment permit load; Truck mounted broom
GROUP 3: Driver of vehicle or combination of vehicles - 3 axles; Boot person; Cement mason distribution truck; Fuel truck driver; Water truck - 2 axle; Dump truck, less than 16 yds. water level; Erosion control driver
GROUP 4: Driver of transit mix truck, under 3 yds.; Dumpcrete truck, less than 6-1/2 yds. water level
GROUP 5: Water truck, 3 or more axles; Truck greaser and tire person ($0.50 additional for tire person); Pipeline and utility working truck driver, including winch truck and plastic fusion, limited to pipeline and utility work;
Slurry truck driver
GROUP 6: Transit mix truck, 3 yds. or more; Dumpcrete truck, 6-1/2 yds. water level and over; Vehicle or combination of vehicles - 4 or more axles; Oil spreader truck; Dump truck, 16 yds. to 25 yds. water level
GROUP 7: A Frame, Swedish crane or similar; Forklift driver; Ross carrier driver
GROUP 8: Dump truck, 25 yds. to 49 yds. water level; Truck repair person; Water pull - single engine; Welder
GROUP 9: Truck repair person/welder; Low bed driver, 9 axles or over
GROUP 10: Dump truck - 50 yds. or more water level; Water pull - single engine with attachment
GROUP 11: Water pull - twin engine; Water pull - twin engine with attachments; Winch truck driver - $1.25 additional when operating winch or similar special attachments
GROUP 12: Boom Truck 17K and above
---------------------------------------------------------------- WELDERS - Receive rate prescribed for craft performing
operation to which welding is incidental.
================================================================ Note: Executive Order (EO) 13706, Establishing Paid Sick Leave for Federal Contractors applies to all contracts subject to the Davis-Bacon Act for which the contract is awarded (and any solicitation was issued) on or after January 1, 2017. If this contract is covered by the EO, the contractor must provide employees with 1 hour of paid sick leave for every 30 hours they work, up to 56 hours of paid sick leave each year.
Employees must be permitted to use paid sick leave for their own illness, injury or other health-related needs, including preventive care; to assist a family member (or person who is like family to the employee) who is ill, injured, or has other health-related needs, including preventive care; or for reasons resulting from, or to assist a family member (or person who is like family to the employee) who is a victim of, domestic violence, sexual assault, or stalking. Additional information on contractor requirements and worker protections under the EO is available at
https://www.dol.gov/agencies/whd/government-contracts.
Unlisted classifications needed for work not included within the scope of the classifications listed may be added after award only as provided in the labor standards contract clauses (29CFR 5.5 (a) (1) (iii)).
---------------------------------------------------------------- The body of each wage determination lists the classifications and wage rates that have been found to be prevailing for the type(s) of construction and geographic area covered by the wage determination. The classifications are listed in alphabetical order under rate identifiers indicating whether the particular rate is a union rate (current union negotiated rate), a survey rate, a weighted union average rate, a state adopted rate, or a supplemental classification rate.
Union Rate Identifiers
A four-letter identifier beginning with characters other than ""SU"", ""UAVG"", ?SA?, or ?SC? denotes that a union rate was prevailing for that classification in the survey. Example:
PLUM0198-005 07/01/2024. PLUM is an identifier of the union whose collectively bargained rate prevailed in the survey for this classification, which in this example would be Plumbers. 0198 indicates the local union number or district council number where applicable, i.e., Plumbers Local 0198. The next number, 005 in the example, is an internal number used in processing the wage determination. The date, 07/01/2024 in the example, is the effective date of the most current negotiated rate.
Union prevailing wage rates are updated to reflect all changes over time that are reported to WHD in the rates
in the collective bargaining agreement (CBA) governing the classification.
Union Average Rate Identifiers
The UAVG identifier indicates that no single rate prevailed for those classifications, but that 100% of the data reported for the classifications reflected union rates. EXAMPLE:
UAVG-OH-0010 01/01/2024. UAVG indicates that the rate is a weighted union average rate. OH indicates the State of Ohio.
The next number, 0010 in the example, is an internal number used in producing the wage determination. The date, 01/01/2024 in the example, indicates the date the wage determination was updated to reflect the most current union average rate.
A UAVG rate will be updated once a year, usually in January, to reflect a weighted average of the current rates in the
collective bargaining agreements on which the rate is based.
Survey Rate Identifiers
The ""SU"" identifier indicates that either a single non-union rate prevailed (as defined in 29 CFR 1.2) for this
classification in the survey or that the rate was derived by computing a weighted average rate based on all the rates reported in the survey for that classification. As a weighted average rate includes all rates reported in the survey, it may include both union and non-union rates. Example: SUFL2022-007 6/27/2024. SU indicates the rate is a single non-union
prevailing rate or a weighted average of survey data for that classification. FL indicates the State of Florida. 2022 is the year of the survey on which these classifications and rates are based. The next number, 007 in the example, is an internal number used in producing the wage determination. The date, 6/27/2024 in the example, indicates the survey completion date for the classifications and rates under that identifier. ?SU? wage rates typically remain in effect until a new survey is conducted. However, the Wage and Hour Division (WHD) has the discretion to update such rates under 29 CFR 1.6(c)(1).
State Adopted Rate Identifiers
The ""SA"" identifier indicates that the classifications and prevailing wage rates set by a state (or local) government were adopted under 29 C.F.R 1.3(g)-(h). Example: SAME2023-007 01/03/2024. SA reflects that the rates are state adopted. ME refers to the State of Maine. 2023 is the year during which the state completed the survey on which the listed classifications and rates are based. The next number, 007 in the example, is an internal number used in producing the wage determination.
The date, 01/03/2024 in the example, reflects the date on which the classifications and rates under the ?SA? identifier took effect under state law in the state from which the rates were adopted.
-----------------------------------------------------------
WAGE DETERMINATION APPEALS PROCESS
1) Has there been an initial decision in the matter? This can be:
a) a survey underlying a wage determination
b) an existing published wage determination
c) an initial WHD letter setting forth a position on
a wage determination matter
d) an initial conformance (additional classification
and rate) determination
On survey related matters, initial contact, including requests for summaries of surveys, should be directed to the WHD Branch of Wage Surveys. Requests can be submitted via email to [email protected] or by mail to:
Branch of Wage Surveys
Wage and Hour Division
U.S. Department of Labor
200 Constitution Avenue, N.W.
Washington, DC 20210
Regarding any other wage determination matter such as
conformance decisions, requests for initial decisions should be directed to the WHD Branch of Construction Wage Determinations.
Requests can be submitted via email to [email protected] or by mail to:
Branch of Construction Wage Determinations
Wage and Hour Division
U.S. Department of Labor
200 Constitution Avenue, N.W.
Washington, DC 20210
2) If an initial decision has been issued, then any interested party (those affected by the action) that disagrees with the decision can request review and reconsideration from the Wage and Hour Administrator (See 29 CFR Part 1.8 and 29 CFR Part 7).
Requests for review and reconsideration can be submitted via email to [email protected] or by mail to:
Wage and Hour Administrator
U.S. Department of Labor
200 Constitution Avenue, N.W.
Washington, DC 20210
The request should be accompanied by a full statement of the interested party's position and any information (wage payment data, project description, area practice material, etc.) that the requestor considers relevant to the issue.
3) If the decision of the Administrator is not favorable, an interested party may appeal directly to the Administrative Review Board (formerly the Wage Appeals Board). Write to:
Administrative Review Board
U.S. Department of Labor
200 Constitution Avenue, N.W.
Washington, DC 20210.
================================================================ END OF GENERAL DECISION"
APPENDIX “D”
ESPLANADE AVENUE WIDENING PHASE 1
WARREN ROAD TO SANDERSON AVENUE
GEOTECHNICAL REPORT
GEOTECHNICAL REPORT
ADDENDUM 1
GEOTECHNICAL INVESTIGATION
CITY OF SAN JACINTO
ESPLANADE AVENUE WIDENING PROJECT
PREPARED FOR:
CITY OF SAN JACINTO
Attention: Habib Motlagh, P.E.
166 E. Main Street, Suite 2
San Jacinto, California 92583
PREPARED BY:
INLAND FOUNDATION ENGINEERING, INC.
P. O. Box 937
San Jacinto, California 92583
May 30, 2019
Project No. S026-180
__________________________________
Geotechnical Invest. – Esplanade Avenue
Project No. S026-180 – May 2019 1 of 5 Inland Foundation Engineering, Inc.
INTRODUCTION
This report presents the results of our subsurface exploration and testing conducted for the design of the proposed Esplanade Avenue Widening project, located between Warren Road and Sanderson Avenue in the City of San Jacinto, California.
U.S.G.S. Topographic Map, Lakeview Quadrangle, and Aerial Photograph (2016) The following plans were provided for our use during this study:
• Preliminary Plans, Esplanade Avenue, City of San Jacinto, prepared by Tri Lake Consultants, Inc., undated.
SCOPE OF SERVICES
The scope of service for this project was discussed with representatives of the City of San Jacinto. The purpose of the geotechnical exploration and testing was to provide geotechnical parameters for design and construction of the proposed project. The scope of the geotechnical study included:
➢ A review of the general geologic conditions and specific subsurface conditions of the project site.
➢ An evaluation of the engineering and geologic data collected for the project.
Project Alignment
__________________________________
Geotechnical Invest. – Esplanade Avenue
Project No. S026-180 – May 2019 2 of 5 Inland Foundation Engineering, Inc. ➢ Preparation of a formal report providing geotechnical conclusions and recommendations for design and construction.
➢ The tasks performed in order to achieve these objectives included:
▪ Subsurface exploration to evaluate the nature and stratigraphy of the subsurface soils and to obtain representative samples for laboratory testing. • Review of relevant previous subsurface exploration along the project alignment conducted by our firm.
▪ Laboratory testing of representative samples in order to establish the classification and engineering properties of the soils. ▪ Analysis of the data collected and the preparation of this report with our geotechnical conclusions and recommendations.
PROJECT DESCRIPTION
The proposed construction considered during this study is for the widening of Esplanade Avenue between Warren Road and Sanderson Avenue in the City of San Jacinto, California. The existing pavement will be widened to the north by 30 feet with asphalt concrete.
This portion of Esplanade Avenue is generally a two lane asphalt concrete paved roadway. The north shoulder of Esplanade Avenue is unpaved. An existing drainage swale is present along the northerly side of the roadway, ranging in depth from approximately one to four feet below the adjacent ground level. Existing underground utilities are present within the swale. The adjacent grades to the north of the existing paved street are typically several feet lower than the existing pavement. Several feet of fill will be necessary to establish the desired final grades along most of the alignment.
The adjacent property to the north is generally undeveloped and consists of agricultural fields. An existing commercial development is located on the northwest corner of Esplanade Avenue and Sanderson Avenue. A large Metropolitan Water District line (San Diego Aqueduct) crosses the alignment near the intersection of Cawston Avenue.
SUBSURFACE CONDITIONS
Our evaluation of the subsurface conditions along the alignment included excavating shallow test pits along the north side of the existing pavement where the roadway __________________________________
Geotechnical Invest. – Esplanade Avenue
Project No. S026-180 – May 2019 3 of 5 Inland Foundation Engineering, Inc. widening is proposed. We also reviewed logs of recent soil borings (2017) drilled along the project alignment for a pipeline project. Eight (8) soil borings were advanced along Esplanade Avenue between Warren Road and Sanderson Avenue during the 2017 study.
The soil along the alignment generally consists of fine to medium clayey sand (SC), silty sand (SM), clay and sandy clay (CL). Erosion, deposition, filling and backfilling along the shoulder and swale areas adjacent to the existing pavement have resulted in loose fill and alluvium to depths exceeding two feet. Logs of the materials encountered during the current investigation and the previous pipeline investigation conducted by our firm are appended.
The locations of the exploratory trenches and previous exploratory borings are shown on Figure No. A-12.
Conditions will vary seasonally. Periods of high precipitation will likely result in overoptimum soil moisture contents along the alignment.
RECOMMENDATIONS
In general, the proposed widening is feasible from a geotechnical engineering standpoint. The primary issues are related to loose existing near-surface soil along the alignment, and the necessity for importing soil to achieve final design grades. Fill depths of five or more feet above existing grades will be required along much of the alignment.
Tentative Pavement Section Design: The following recommended pavement sections are based on the results of laboratory R-value testing (26) performed on a representative near-surface soil sample and traffic index information provided by the City of San Jacinto.
T.I.
(Traffic Index)
Asphalt Concrete
Thickness (ft.)
Aggregate Base Course
Thickness (ft.)
8.5 0.40 1.15
9.0 0.45 1.20
These recommendations are provided for estimating purposes only. Upon completion of rough grading, the actual subgrade soil should be evaluated and, if necessary, additional R-value testing performed. All pavement construction should be in __________________________________
Geotechnical Invest. – Esplanade Avenue
Project No. S026-180 – May 2019 4 of 5 Inland Foundation Engineering, Inc. accordance with the minimum requirements of the City of San Jacinto and the Standard Specifications for Public Works Construction (Greenbook).
Site Grading: All grading should be performed per the minimum requirements of the City of San Jacinto and the Standard Specifications for Public Works Construction (Greenbook).
1. Clearing and Grubbing: All surfaces to receive compacted fill should be cleared of existing vegetation, loose fill, debris, and other unsuitable materials.
All undocumented fill should be removed. Buried underground utilities that are to remain should be protected in-place throughout construction.
2. Subgrade Preparation. Existing soil within the limits of the proposed construction should be removed to a depth of at least 36 inches below existing grades, or to a depth of at least 24 inches below proposed pavement subgrade, whichever is deeper. The excavation bottom should be observed by a representative of this firm to verify that the exposed conditions are as anticipated.
The bottom should then be scarified, brought to near optimum moisture content, and compacted to a minimum of 90 percent relative compaction, based on ASTM D1557.
Conditions will vary seasonally. Periods of high precipitation will likely result in over-optimum soil moisture contents along the alignment. If over-optimum soil moisture contents are present, the soils may need to be dried or replaced with suitable fill materials.
3. Placement of Compacted Fill: Fill materials consisting of on-site soil or approved imported granular soil should be spread in shallow lifts not exceeding eight (8) inches in loose thickness. Fill should be compacted at near optimum moisture content to a minimum of 90 percent relative compaction based on ASTM D1557, 95 percent relative compaction within 12 inches of finish subgrade elevation. Aggregate base should be compacted to at least 95 percent relative compaction.
4. Import Soil: All import soil should be non-expansive and free of particles larger than 3 inches. It should have no more than 30 percent passing the No. 200 sieve, and an R-value of at least 40. Class 3 aggregate subbase in conformance with the Caltrans Standard Specifications meets these requirements.
APPENDIX A
__________________________________
Geotechnical Invest. – Esplanade Avenue
Project No. S026-180 – May 2019 A-1 Inland Foundation Engineering, Inc.
APPENDIX A
FIELD EXPLORATION
For our field exploration, one test pit was excavated by means of a backhoe. Backhoe test pits along the remainder of the alignment were not feasible due to the presence of near-surface buried utilities. Instead, we manually excavated three additional shallow test pits. The material sampled was logged on-site by a staff engineer. Representative bulk samples were obtained from the test pits and transported to our laboratory.
Approximate test pit locations are shown on Figure No. A-12. Laboratory test results are discussed and presented in Appendix B.
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D2487)
PRIMARY DIVISIONS GROUP SYMBOLS SECONDARY DIVISIONS
CO
ARSE GRAINED SOILS
MORE THAN HALF OF MATERIALS IS LARGER
THAN #200 SIEVE SIZE
GRAVELS
MORE THAN
HALF OF CO
ARSE
FRACTION IS
LARGER THAN
#4 SIEVE
CLEAN
GRAVELS
(LESS
THAN) 5%
FINES
GW WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES
GP POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES, LITTLE OR NO FINES
GRAVEL
WITH
FINES
GM SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES
GC CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES
SANDS
MORE THAN
HALF OF CO
ARSE
FRACTION IS
SMALLER THAN
#4 SIEVE
CLEAN
SANDS
(LESS
THAN) 5%
FINES
SW WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES
SP POORLY GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES SANDS
WITH
FINES
SM SILTY SANDS, SAND-SILT MIXTURES
SC CLAYEY SANDS, SAND-CLAY MIXTURES
FINE GRAINED SOILS
MORE THAN HALF OF MATERIALS IS
SMALLER THAN
#200 SIEVE SIZE
SILTS AND
CLAYS
LIQUID LIMIT
IS
LESS
THAN 50
ML INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY
FINE SANDS
CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS,
SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
OL ORGANIC SILTS AND ORGANIC SILT-CLAYS OF LOW PLASTICITY
SILTS AND
CLAYS
LIQUID LIMIT
IS GREATER
THAN 50
MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDS OR
SILTS, ELASTIC SILTS
CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS
OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS PT PEAT, MUCK AND OTHER HIGHLY ORGANIC SOILS
TYPICAL FORMATIONAL
MATERIALS
SANDSTONES SS
SILTSTONES SH
CLAYSTONES CS
LIMESTONES LS
SHALE SL
CONSISTENCY CRITERIA BASES ON FIELD TESTS
RELATIVE DENSITY – COARSE – GRAIN SOIL
CONSISTENCY –
FINE-GRAIN SOIL TORVANE POCKET **
PENETROMETER
RELATIVE
DENSITY
SPT *
(# BLOWS/FT)
RELATIVE
DENSITY
(%)
CONSISTENCY SPT*
(# BLOWS/FT)
UNDRAINED
SHEAR
STRENGTH
(tsf)
UNCONFINED
COMPRESSIVE
STRENGTH (tsf)
VERY LOOSE <4 0-15 Very Soft <2 <0.13 <0.25
LOOSE 4-10 15-35 Soft 2-4 0.13-0.25 0.25-0.5
MEDIUM
DENSE 10-30 35-65 Medium Stiff 4-8 0.25-0.5 0.5-1.0
DENSE 30-50 65-85 Stiff 8-15 0.5-1.0 1.0-2.0
VERY DENSE >50 85-100
Very Stiff 15-30 1.0-2.0 2.0-4.0
Hard >30 >2.0 >4.0
MOISTURE CONTENT CEMENTATION
DESCRIPTION FIELD TEST DESCRIPTION FIELD TEST
DRY Absence of moisture, dusty, dry to the touch Weakly Crumbled or breaks with handling or slight finger pressure MOIST Damp but no visible water Moderately Crumbles or breaks with considerable finger pressure WET Visible free water, usually soil is below water table Strongly Will not crumble or break with finger pressure
EXPLANATION OF LOGS
A-2
* NUMBER OF BLOWS
OF 140 POUND
HAMMER FALLING
30 INCHES TO DRIVE A
2 INCH O.D.
(1 3/8 INCH I.D.) SPLIT
BARREL SAMPLER
(ASTM -1586 STANDARD
PENETRATION TEST)
** UNCONFINED
COMPRESSIVE
STRENGTH IN
TONS/SQ.FT. READ
FROM POCKET
PENETROMETER
CLAYEY SAND, fine- to medium-grained with trace coarse, gray-brown, slightly moist, loose to medium dense.
CLAYEY SAND, fine- to coarse-grained, olive-brown, slightly moist, loose to medium dense.
End of trench at 4 feet.
95 99
99 10
12 14
GB
SC
SC
LOGGED BY HM
EXCAVATION METHOD Backhoe DATE EXCAVATED 4/30/19
GROUND ELEVATION N/A
BULK SAMPLE
This summary applies only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered and is representative of interpretations made during drilling. Contrasting data derived from laboratory analysis may not be reflected in these representations.
DRIVE SAMPLE
DEPTH
(ft)
0 SUMMARY OF SUBSURFACE CONDITIONS
DRY UNIT WT.
(pcf)
SAMPLE TYPE
MOISTURE (%)
BLOW
COUNTS /6"
GRAPHIC
LOG
U.S.C.S.
LOG OF TRENCH TR-01
Inland Foundation
Engineering, Inc.
PROJECT NUMBER S026-180
. San Jacinto
PROJECT LOCATION Esplanade Avenue Widening
PROJECT NAME Geotechnical Investigation
CLIENT City of San Jacinto FIGURE NO.
A-3
OLD IFE TRENCH - GINT STD US LAB.GDT - 5/20/19 17:32 - P:\S026\S026-180 ESPLANADE ROAD WIDENING\CITY OF SAN JACINTO ESPLANADE, WARREN TO SANDERSON\GINT.GPJ SC
CL
ML
SC
SPSM
SC
SM
8 13
14 16
25 35
10 8
11 12
GB
GB
SS
SS
GB
SS
GB
SPT
SPT
19 19
7 12
9 107
111
130
CLAYEY SAND, very fine- to fine-grained, olive, moist, medium dense.
CLAY with SAND, very fine- to fine-grained, olive, moist, stiff.
SANDY SILT, with trace clay, very fine-grained, olive-brown, moist, stiff.
CLAYEY SAND, fine- to medium-grained, olive-brown, moist, dense, moderately cemented.
SAND with SILT, with trace clay, fine- to coarse-grained, olive, moist, dense.
CLAYEY SAND, fine- to coarse-grained, olive-brown, moist, medium dense.
SILTY SAND, with trace clay, fine- to coarse-grained, olive, moist, medium dense.
End of boring at 25.5 feet. No groundwater encountered. Backfilled with native soils.
BULK SAMPLE
This summary applies only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered and is representative of interpretations made during drilling. Contrasting data derived from laboratory analysis may not be reflected in these representations.
DRIVE SAMPLE
U.S.C.S.
GRAPHIC
LOG
LOG OF BORING B-01
BLOW
COUNTS /6"
SAMPLE TYPE
MOISTURE (%)
DRY UNIT WT.
(pcf)
SUMMARY OF SUBSURFACE CONDITIONS
DEPTH
(ft)
0 5
10 15
20 25
Inland Foundation
Engineering, Inc.
PROJECT NUMBER H432-001
. San Jacinto/Hemet, Riverside County, CA
PROJECT LOCATION Various Locations
PROJECT NAME EMWD Raw Water Conveyance Facility
CLIENT HDR Engineering, Inc. FIGURE NO.
A-4
DRILLING RIG CME-75
DRILLING METHOD Rotary Auger
LOGGED BY FWC
GROUND ELEVATION +/- 1504 ft
HAMMER TYPE Auto-Trip
HAMMER WEIGHT 140-lb.
HAMMER DROP 30-inches
BORING DIAMETER 8-inches
DATE DRILLED 12/15/17
IFE BORING - GINT STD US LAB.GDT - 1/22/18 16:57 - P:\H432\H432-001\GINT.GPJ SC
CL
SCSM
CL
SC
SM
SCSM
7 10
10 13
4 8
24 32
6 5
GB
SS
GB
GB
SS
GB
SS
SPT
SPT
18 27
30 15
11 108
99 98
118
CLAYEY SAND, very fine- to fine-grained, olive-brown, moist, loose to medium dense.
SANDY CLAY, very fine- to fine-grained, olive-brown, moist, stiff.
SILTY, CLAYEY SAND, fine- to medium-grained, olive-brown, moist, medium dense.
CLAY with SAND, very fine- to fine- grained, olive-brown, very moist, stiff.
CLAYEY SAND, very fine- to fine-grained, olive-brown, moist, dense.
SILTY SAND, fine- to medium-grained, olive-brown, moist, dense.
SILTY, CLAYEY SAND, very fine- to fine-grained, brown, very moist, medium dense.
End of boring at 25.5 feet. No groundwater encountered. Backfilled with native soils.
BULK SAMPLE
This summary applies only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered and is representative of interpretations made during drilling. Contrasting data derived from laboratory analysis may not be reflected in these representations.
DRIVE SAMPLE
U.S.C.S.
GRAPHIC
LOG
LOG OF BORING B-02
BLOW
COUNTS /6"
SAMPLE TYPE
MOISTURE (%)
DRY UNIT WT.
(pcf)
SUMMARY OF SUBSURFACE CONDITIONS
DEPTH
(ft)
0 5
10 15
20 25
Inland Foundation
Engineering, Inc.
PROJECT NUMBER H432-001
. San Jacinto/Hemet, Riverside County, CA
PROJECT LOCATION Various Locations
PROJECT NAME EMWD Raw Water Conveyance Facility
CLIENT HDR Engineering, Inc. FIGURE NO.
A-5
DRILLING RIG CME-75
DRILLING METHOD Rotary Auger
LOGGED BY FWC
GROUND ELEVATION +/- 1507 ft
HAMMER TYPE Auto-Trip
HAMMER WEIGHT 140-lb.
HAMMER DROP 30-inches
BORING DIAMETER 8-inches
DATE DRILLED 12/8/17
IFE BORING - GINT STD US LAB.GDT - 1/22/18 16:57 - P:\H432\H432-001\GINT.GPJ CL
SM
CL
SC
10 10
5 12
3 4
7 11
5 8
GB
SS
GB
SS
GB
SPT
SS
SPT
21 17
32 15
21 101
107
117
ASPHALT CONCRETE over LIME TREATED BASE over
AGGREGATE BASE, (4 inches over 12 inches over 24 inches) CLAY with SAND, very fine-grained, dark olive-brown, moist, stiff.
SILTY SAND, with trace clay, fine- to medium-grained, brown, moist, medium dense.
CLAY with SAND, very fine-grained, dark olive-brown, very moist, firm to stiff, with thin interbedded sand and silty sand.
CLAYEY SAND, very fine- to fine-grained, olive-brown, very moist, medium dense, trace caliche.
End of boring at 24.5 feet. No groundwater encountered. Backfilled with native soils.
BULK SAMPLE
This summary applies only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered and is representative of interpretations made during drilling. Contrasting data derived from laboratory analysis may not be reflected in these representations.
DRIVE SAMPLE
U.S.C.S.
GRAPHIC
LOG
LOG OF BORING B-03
BLOW
COUNTS /6"
SAMPLE TYPE
MOISTURE (%)
DRY UNIT WT.
(pcf)
SUMMARY OF SUBSURFACE CONDITIONS
DEPTH
(ft)
0 5
10 15
20 Inland Foundation
Engineering, Inc.
PROJECT NUMBER H432-001
. San Jacinto/Hemet, Riverside County, CA
PROJECT LOCATION Various Locations
PROJECT NAME EMWD Raw Water Conveyance Facility
CLIENT HDR Engineering, Inc. FIGURE NO.
A-6
DRILLING RIG CME-75
DRILLING METHOD Rotary Auger
LOGGED BY FWC
GROUND ELEVATION +/- 1508 ft
HAMMER TYPE Auto-Trip
HAMMER WEIGHT 140-lb.
HAMMER DROP 30-inches
BORING DIAMETER 8-inches
DATE DRILLED 12/8/17
IFE BORING - GINT STD US LAB.GDT - 1/22/18 16:57 - P:\H432\H432-001\GINT.GPJ CL
SCSM
CL
SC
SM
6 7
9 11
5 7
3 6
5 7
GB
SS
GB
SS
GB
SS
SPT
SPT
18 13
32 19
19 103
99 92
ASPHALT CONCRETE over AGGREGATE BASE, (6 inches 13
inches)
SANDY CLAY, very fine- to fine-grained, olive, very moist, stiff.
SILTY, CLAYEY SAND, very fine- to fine-grained, olive, moist, medium dense.
CLAY with SAND, very fine- to fine-grained, olive, very moist, stiff, with thin layers of silty sand.
CLAYEY SAND, very fine- to fine-grained, olive, moist, medium dense.
SILTY SAND, fine- to medium-grained, olive, moist, medium dense.
End of boring at 26.5 feet. No groundwater encountered. Backfilled with native soils.
BULK SAMPLE
This summary applies only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered and is representative of interpretations made during drilling. Contrasting data derived from laboratory analysis may not be reflected in these representations.
DRIVE SAMPLE
U.S.C.S.
GRAPHIC
LOG
LOG OF BORING B-04
BLOW
COUNTS /6"
SAMPLE TYPE
MOISTURE (%)
DRY UNIT WT.
(pcf)
SUMMARY OF SUBSURFACE CONDITIONS
DEPTH
(ft)
0 5
10 15
20 25
Inland Foundation
Engineering, Inc.
PROJECT NUMBER H432-001
. San Jacinto/Hemet, Riverside County, CA
PROJECT LOCATION Various Locations
PROJECT NAME EMWD Raw Water Conveyance Facility
CLIENT HDR Engineering, Inc. FIGURE NO.
A-7
DRILLING RIG CME-75
DRILLING METHOD Rotary Auger
LOGGED BY FWC
GROUND ELEVATION +/- 1510.2 ft
HAMMER TYPE Auto-Trip
HAMMER WEIGHT 140-lb.
HAMMER DROP 30-inches
BORING DIAMETER 8-inches
DATE DRILLED 12/8/17
IFE BORING - GINT STD US LAB.GDT - 1/22/18 16:57 - P:\H432\H432-001\GINT.GPJ CL
ML
CL
CL
CL
6 7
7 9
3 4
5 5
6 7
GB
SS
GB
SS
GB
SPT
SS
SPT
18 15
20 29
17 94
99 95
ASPHALT CONCRETE over AGGREGATE BASE, (6 inches over 12 inches)
SANDY CLAY, very fine- to fine-grained, olive, moist, stiff.
SANDY SILT, fine- to medium-grained, olive, moist, stiff, with thin layers of sandy clay.
SANDY CLAY, very fine- to fine-grained, olive, moist, stiff.
CLAY, fine- to medium-grained, olive, moist, firm.
SANDY CLAY, very fine- to fine-grained, olive, very moist, firm to stiff, with thin layers of silty sand.
End of boring at 25.5 feet. No groundwater encountered. Backfilled with native soils.
BULK SAMPLE
This summary applies only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered and is representative of interpretations made during drilling. Contrasting data derived from laboratory analysis may not be reflected in these representations.
DRIVE SAMPLE
U.S.C.S.
GRAPHIC
LOG
LOG OF BORING B-05
BLOW
COUNTS /6"
SAMPLE TYPE
MOISTURE (%)
DRY UNIT WT.
(pcf)
SUMMARY OF SUBSURFACE CONDITIONS
DEPTH
(ft)
0 5
10 15
20 25
Inland Foundation
Engineering, Inc.
PROJECT NUMBER H432-001
. San Jacinto/Hemet, Riverside County, CA
PROJECT LOCATION Various Locations
PROJECT NAME EMWD Raw Water Conveyance Facility
CLIENT HDR Engineering, Inc. FIGURE NO.
A-8
DRILLING RIG CME-75
DRILLING METHOD Rotary Auger
LOGGED BY FWC
GROUND ELEVATION +/- 1511.8 ft
HAMMER TYPE Auto-Trip
HAMMER WEIGHT 140-lb.
HAMMER DROP 30-inches
BORING DIAMETER 8-inches
DATE DRILLED 12/9/17
IFE BORING - GINT STD US LAB.GDT - 1/22/18 16:57 - P:\H432\H432-001\GINT.GPJ SCSM
SC
SM
CL
SC
SM
CL
5 7
4 7
5 5
3 4
2 5
SS
GB
GB
SS
GB
SS
SPT
SPT
13 23
30 27
20 106
101
95 ASPHALT CONCRETE over AGGREGATE BASE, (6-1/2 inches
over 17 inches)
SILTY, CLAYEY SAND, very fine- to fine-grained, olive, moist, medium dense.
CLAYEY SAND, very fine- to fine-grained, olive-brown, moist, medium dense.
SILTY SAND, fine- to medium-grained, olive brown, moist, medium dense.
SANDY CLAY, very fine- to fine-grained, olive brown, very moist, firm.
CLAYEY SAND, very fine- to fine-grained, olive-brown, very moist, loose to medium dense, with layers of sandy silt.
SILTY SAND, fine- to medium-grained, olive brown, moist, loose.
SANDY CLAY, very fine- to fine-grained, olive-brown, very moist, firm.
End of boring at 25.5 feet. No groundwater encountered. Backfilled with native soils.
BULK SAMPLE
This summary applies only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered and is representative of interpretations made during drilling. Contrasting data derived from laboratory analysis may not be reflected in these representations.
DRIVE SAMPLE
U.S.C.S.
GRAPHIC
LOG
LOG OF BORING B-06
BLOW
COUNTS /6"
SAMPLE TYPE
MOISTURE (%)
DRY UNIT WT.
(pcf)
SUMMARY OF SUBSURFACE CONDITIONS
DEPTH
(ft)
0 5
10 15
20 25
Inland Foundation
Engineering, Inc.
PROJECT NUMBER H432-001
. San Jacinto/Hemet, Riverside County, CA
PROJECT LOCATION Various Locations
PROJECT NAME EMWD Raw Water Conveyance Facility
CLIENT HDR Engineering, Inc. FIGURE NO.
A-9
DRILLING RIG CME-75
DRILLING METHOD Rotary Auger
LOGGED BY FWC
GROUND ELEVATION +/- 1512.2 ft
HAMMER TYPE Auto-Trip
HAMMER WEIGHT 140-lb.
HAMMER DROP 30-inches
BORING DIAMETER 8-inches
DATE DRILLED 12/15/17
IFE BORING - GINT STD US LAB.GDT - 1/22/18 16:57 - P:\H432\H432-001\GINT.GPJ SCSM
SM
CL
CL
SP
CL
4 5
4 6
3 4
16 21
2 4
GB
SS
GB
SS
GB
SPT
GB
SS
SPT
10 12
33 9
32 114
94 99
ASPHALT CONCRETE over AGGREGATE BASE, (5 inches over 8
inches)
SILTY, CLAYEY SAND, very fine- to fine-grained, olive-brown, moist, loose.
SILTY SAND, with trace clay, fine- to medium-grained, olive-brown, moist, loose.
SANDY CLAY, very fine- to fine-grained, olive-brown, very moist, firm, interbedded with clayey sand.
SANDY CLAY, very fine- to fine-grained, dark olive-brown, very moist, stiff.
SAND, fine- to medium-grained, gray, moist, dense.
CLAY with SAND, very fine- to fine-grained, dark olive, very moist, firm.
End of boring at 24.5 feet. No groundwater encountered. Backfilled with native soils.
BULK SAMPLE
This summary applies only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered and is representative of interpretations made during drilling. Contrasting data derived from laboratory analysis may not be reflected in these representations.
DRIVE SAMPLE
U.S.C.S.
GRAPHIC
LOG
LOG OF BORING B-07
BLOW
COUNTS /6"
SAMPLE TYPE
MOISTURE (%)
DRY UNIT WT.
(pcf)
SUMMARY OF SUBSURFACE CONDITIONS
DEPTH
(ft)
0 5
10 15
20 Inland Foundation
Engineering, Inc.
PROJECT NUMBER H432-001
. San Jacinto/Hemet, Riverside County, CA
PROJECT LOCATION Various Locations
PROJECT NAME EMWD Raw Water Conveyance Facility
CLIENT HDR Engineering, Inc. FIGURE NO.
A-10
DRILLING RIG CME-75
DRILLING METHOD Rotary Auger
LOGGED BY FWC
GROUND ELEVATION +/- 1515.8 ft
HAMMER TYPE Auto-Trip
HAMMER WEIGHT 140-lb.
HAMMER DROP 30-inches
BORING DIAMETER 8-inches
DATE DRILLED 12/15/17
IFE BORING - GINT STD US LAB.GDT - 1/22/18 16:57 - P:\H432\H432-001\GINT.GPJ SC
SCSM
CL
SP
CL
3 5
2 3
4 5
2 3
2 2
GB
SS
GB
SS
GB
SS
SPT
SPT
18 25
33 11
31 102
100
89 ASPHALT CONCRETE over AGGREGATE BASE, (9 inches over 3 inches)
CLAYEY SAND, very fine- to fine-grained, olive, moist, medium dense.
SILTY, CLAYEY SAND, fine- to medium-grained, olive brown, moist, soft to firm.
SANDY CLAY, very fie- to fine-grained, olive, very moist, soft to firm.
SAND, fine- to medium-grained, grey, slightly moist, medium dense.
SANDY CLAY, very fine- to fine-grained, dark olive-brown, very moist, soft.
End of boring at 25.5 feet. No groundwater encountered. Backfilled with native soils.
BULK SAMPLE
This summary applies only at the location of the boring and at the time of drilling.
Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered and is representative of interpretations made during drilling. Contrasting data derived from laboratory analysis may not be reflected in these representations.
DRIVE SAMPLE
U.S.C.S.
GRAPHIC
LOG
LOG OF BORING B-08
BLOW
COUNTS /6"
SAMPLE TYPE
MOISTURE (%)
DRY UNIT WT.
(pcf)
SUMMARY OF SUBSURFACE CONDITIONS
DEPTH
(ft)
0 5
10 15
20 25
Inland Foundation
Engineering, Inc.
PROJECT NUMBER H432-001
. San Jacinto/Hemet, Riverside County, CA
PROJECT LOCATION Various Locations
PROJECT NAME EMWD Raw Water Conveyance Facility
CLIENT HDR Engineering, Inc. FIGURE NO.
A-11
DRILLING RIG CME-75
DRILLING METHOD Rotary Auger
LOGGED BY FWC
GROUND ELEVATION +/- 1517.8 ft
HAMMER TYPE Auto-Trip
HAMMER WEIGHT 140-lb.
HAMMER DROP 30-inches
BORING DIAMETER 8-inches
DATE DRILLED 12/15/17
IFE BORING - GINT STD US LAB.GDT - 1/22/18 16:57 - P:\H432\H432-001\GINT.GPJ
APPENDIX B
__________________________________
Geotechnical Invest. – Esplanade Avenue
Project No. S026-180 – May 2019 B-1 Inland Foundation Engineering, Inc.
APPENDIX B
LABORATORY TESTING
Unit Weight and Moisture Content: Unit weight and moisture content testing were performed in accordance with ASTM D2937 and D2216, respectively. The results of this testing are shown on the test pit and boring logs (Figure Nos. A-3 through A-11).
Maximum Density-Optimum Moisture Content: Maximum density – optimum moisture content testing was performed in accordance with ASTM D1557. The results of this testing are presented graphically on Figure No. B-3.
Classification: Four soil samples were selected for classification testing. This testing consists of sieve analysis and Atterberg limits testing in accordance with ASTM D6913 and D4318. These tests provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. The results of this testing are presented on Figure Nos. B-4.
Sand Equivalent: Four samples were selected for sand equivalent testing in accordance with ASTM D2419. This test is useful in detecting variations in grain size distribution, backfill suitability and pavement subgrade support. The results of this testing are shown below.
Location Depth (ft) Sand Equivalent
TR-01 0 – 4 3
S-1 0 – 1 11
S-2 0 – 1 13
S-3 0 – 1 12
R-value: One sample was selected for R-value testing. This test measures the ability of soil to resist lateral deformation under applied vertical loads, and is used in developing parameters for pavement structural section design. Testing was performed in accordance with ASTM D2844.
Location Depth (ft) R-value
S-1 0 – 1 26
__________________________________
Geotechnical Invest. – Esplanade Avenue
Project No. S026-180 – May 2019 B-2 Inland Foundation Engineering, Inc.
GENERAL
All laboratory testing has been conducted in conformance with the applicable ASTM test methods by personnel trained and supervised in conformance with our QA/QC policy.
Our test data only relates to the specific soils tested. Soil conditions typically vary and any significant variations should be reported to our laboratory for review and possible testing. The data presented in this report are for the use of the City of San Jacinto only and may not be reproduced or used by others without written approval of Inland Foundation Engineering, Inc.
100
105
110
115
120
125
130
135
140
145
150
0 10 20 30 40 50
BOREHOLE DEPTH
120.1 PCF 11.9 %
Max DD Optimum WC
TR-01
Description of Materials
0.0 SANDY CLAY (CL)
DRY DENSITY, pcf
WATER CONTENT, %
MOISTURE-DENSITY CURVES (ASTM D1557)
FIGURE NO. B-3
PROJECT NUMBER S026-180
CLIENT City of San Jacinto PROJECT NAME Geotechnical Investigation PROJECT LOCATION Esplanade Avenue Widening
. San Jacinto
IFE COMPACTION - GINT STD US LAB.GDT - 5/20/19 17:28 - P:\S026\S026-180 ESPLANADE ROAD WIDENING\CITY OF SAN JACINTO ESPLANADE, WARREN TO SANDERSON\GINT.GPJ Inland Foundation Engineering, Inc.
Curves of 100% Saturation
for Specific Gravity Equal to:
2.80 2.70
2.60 0
5 10
15 20
25 30
35 40
45 50
55 60
65 70
75 80
85 90
95 100
0.0010.010.1110100
PI Cc CuLL PL
COBBLES GRAVEL
40.2 35.8
37.8 64.0
12.5 19
12.5 25
SAND
GRAIN SIZE IN MILLIMETERS
coarse fine
CLAYEY SAND (SC)
SILTY, CLAYEY SAND (SC-SM)
SILTY, CLAYEY SAND (SC-SM)
SANDY CLAY (CL)
Classification
1/2 50
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER 6 3 1.5 8 143/4 3/8 4 20 40 60 140
0.0 0.0
0.0 0.0
PERCENT FINER BY WEIGHT
GRADATION CURVES (ASTM D422, ASTM D4318)
FIGURE NO. B-4
D100 D60 D30 D10 %Gravel
0.145
0.152
0.136
1 2
3 TR-01
coarse SILT OR CLAYfinemedium
0.0 0.0
0.0 0.0
%Sand %Silt %Clay
3.6 5.1
1.6 4.7
56.2 59.1
60.6 31.3
BOREHOLE DEPTH
BOREHOLE DEPTH
3 100
1 2
3 TR-01
24 16 30
1 6 10 200
PROJECT NUMBER S026-180
CLIENT City of San Jacinto PROJECT NAME Geotechnical Investigation PROJECT LOCATION Esplanade Avenue Widening
. San Jacinto
IFE SIEVE ANALYSIS - GINT STD US LAB.GDT - 5/20/19 17:29 - P:\S026\S026-180 ESPLANADE ROAD WIDENING\CITY OF SAN JACINTO ESPLANADE, WARREN TO SANDERSON\GINT.GPJ Inland Foundation Engineering, Inc.
IFE Inland Foundation Engineering, Inc.
inlandfoundation.com
1310 South Santa Fe Ave. PO Box 937 San Jacinto, CA 92581 ꓲ (951) 654-1555 77622 Country Club Dr. Suite Q, Palm Desert, CA 92211 ꓲ (760) 200-2400 February 12, 2026
Project No. S026-180
City of San Jacinto
c/o Interwest
1221 S. San Jacinto Avenue
San Jacinto, CA 92583
Attention: Stuart E. McKibbin, PE
Contract City Engineer
Subject: Geotechnical Investigation Report Addendum
Revised Subgrade Preparation Recommendations
Esplanade Avenue Widening – Warren Road to Sanderson Avenue San Jacinto, California
References: Geotechnical Investigation, City of San Jacinto, Esplanade Avenue Widening Project, Warren Road to Sanderson Avenue, North Side, prepared by Inland Foundation Engineering, Inc., dated May 30, 2019, revised August 15, 2019, Project No. S026-180
Plans for City of San Jacinto, California, Esplanade Avenue Widening Phase 1, Warren Road to Sanderson Avenue, CIP #06-145 (SJ-222), Sheets 27 of 27, prepared by Interwest Consulting Group, dated January 21, 2026 (Addendum 1), File No. SJ-222_Design
Dear Mr. McKibben:
This report addendum has been prepared to provide supplemental subgrade preparation recommendations for the subject project. Since preparation of the referenced geotechnical investigation report, Eastern Municipal Water District (EMWD) has completed construction of their San Jacinto Valley Raw Water Conveyance Facilities Project, which included placement of a 60-inch CML&C pipeline north of the existing Esplanade Avenue pavement from Warren Road to Sanderson Avenue. The pipeline is within the limits of the proposed widening project. The pipeline was constructed in an approximately 7-ft wide shored trench that provided 1 foot of clearance on each side of the pipe. The trench backfill was compacted to 90 percent relative compaction to ground surface.
____________________________________________________
Report Addendum – Esplanade Avenue Widening
Project No. S026-180, February 2026 2 of 2 Inland Foundation Engineering, Inc.
The referenced geotechnical investigation report includes the recommendation that existing soil within the limits of the proposed construction be removed to a depth of at least 36 inches below existing grades, or to a depth of at least 24 inches below proposed pavement subgrade, whichever is deeper. Information provided by the City shows that the depth to top of pipe is as close as 5.5 feet to finish grade elevation, which is less than 4 feet to the design subgrade elevation. Considering the backfill placement and grading performed by EMWD along the north side of Esplanade Avenue, the subgrade preparation recommendations should be revised as follows.
Subgrade Preparation. Soil in the area to be widened along the north side of the existing pavement should be removed to a depth of at least 24 inches below pavement subgrade, or as otherwise directed by the Engineer. Within 3 feet of centerline of the EMWD pipe, the existing soil is considered suitable for pavement support and need not be removed. In areas where the existing pavement is to be replaced, the existing asphalt concrete and aggregate base should be removed to the design subgrade elevation below the new aggregate base. Sheet W-2, attached, shows the recommended removal limits and depth.
The excavation bottom should be observed by a representative of this firm to verify the exposed conditions are as anticipated. The bottom should then be proof-rolled with a pneumatic-tired roller or other loaded construction equipment and observed for deflection (pumping). Areas of soil with high moisture content may be present along the alignment that become unstable with excessive deflection during proof-rolling. If such soil is encountered, it should be allowed to dry until it is stable and does not deflect when loaded, unless otherwise directed by the Engineer
We appreciate the opportunity to work with you on this project. Please call if you have any questions or need any other information.
Sincerely,
Inland Foundation Engineering, Inc.
Allen D. Evans, PE, GE
Principal
ADE:sd
Distribution: Addressee
W-2
APPENDIX “E”
ESPLANADE AVENUE WIDENING PHASE 1
WARREN ROAD TO SANDERSON AVENUE
SOUTHERN CALIFORNIA
EDISON DRAWINGS
ADDENDUM 5
SOUTHERN CALIFORNIA EDISON DRAWINGS
RAR 0250 PS 7105 600A / 120A - FC LOAD BREAK 2335285E 2335286E 4523709E 4523708E LOAD BREAK 2335279E 1/0 A
1/0 A
1/0 A
ESPLANADE AV
CAWSTON AV RAR 0250 PS 7105 600A / 120A - FC LOAD BREAK 2335285E 2335286E 4523709E 4523708E LOAD BREAK 2335279E 1/0 A
1/0 A
1/0 A
ESPLANADE AV
CAWSTON AV EXISTING SINGLE LINE EASTER 12KV % NELSON SUB PROPOSED SINGLE LINE EASTER 12KV % NELSON SUB EX: 4792411 NEW: 25KVA 120/240 1P Contact USA Dial 811 or 800-422-4133 UNDERGROUND SERVICE ALERT www.digalert.org/contact “ ” – – “ ” Contact USA Dial 811 or 800-422-4133 UNDERGROUND SERVICE ALERT www.digalert.org/contact