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APPENDIX C
GEOTECHNICAL INVESTIGATION AND WATER INFILTRATION
TEST
GEOTECHNICAL INVESTIGATION AND
WATER INFILTRATION TEST REPORT
TWO 4-STORY MEDICAL OFFICE BUILDINGS
APPROXIMATELY 18.0-ACRE SITE, NORTHWEST OF THE INTERSECTION OF S. HIGHLAND AVENUE AND SAN SEVAINE ROAD CITY OF FONTANA, SAN BERNARDINO COUNTY, CALIFORNIA
CONVERSE PROJECT NO. 23-81-269-01
Prepared For:
UNITEX MANAGEMENT CORPORATION/INTEX PROPERTIES CORPORATION
4001 Via Oro Avenue Long Beach, CA 90810 Presented By:
CONVERSE CONSULTANTS
2021 Rancho Drive, Suite 1 Redlands, CA 92373 909-796-0544
November 3, 2023
Converse Consultants
Geotechnical Engineering, Environmental & Groundwater Science, Inspection & Testing Services
2021 Rancho Drive, Suite 1, Redlands CA 92373 Telephone: (909) 796-0544 ♦ Facsimile: (909) 796-7675 ♦ www.converseconsultants.com
November 3, 2023
Mr. Jeffery Pierson Unitex Management Corporation/ Intex Properties Corporation 4001 Via Oro Avenue
Long Beach, CA 90810
Subject: GEOTECHNICAL INVESTIGATION AND WATER INFILTRATION TEST REPORT Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the Intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California Converse Project No. 23-81-269-01
Dear Mr. Pierson: Converse Consultants (Converse) is pleased to submit this geotechnical investigation and water infiltration test report to assist with the design and construction for the wo 4-
Story Medical Office Buildings project to be located on the approximately 18.0-acre site,
northwest of the intersection of South Highland Avenue and San Sevaine Road, City of Fontana, San Bernardino County, California. This report was prepared in accordance with our proposal dated September 1, 2023 and your Acceptance of Agreement and Authorization to Proceed dated September 8, 2023.
Based on our field investigations, laboratory testing and engineering analysis, we conclude that the site is suitable for the proposed development from a geotechnical standpoint provided the recommendations presented in this report are incorporated during the design and construction of the project.
We appreciate the opportunity to be of service to Unitex Management Corporation/Intex Properties Corporation. Should you have any questions, please do not hesitate to contact us at 909-474-2847.
CONVERSE CONSULTANTS
Hashmi S. E. Quazi, PhD, PE, GE Principal Engineer
Dist.: 1/Addressee AZ/JC/RLG/HSQ/kvg
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page ii
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PROFESSIONAL CERTIFICATION This report has been prepared by the following professionals whose seals and signatures appear hereon.
The findings, recommendations, specifications and professional opinions contained in this report were prepared in accordance with the generally accepted professional engineering and engineering geologic principle and practice in this area of Southern California. We make no other warranty, either expressed or implied.
Aleksey Zhukov Javier Calzada Staff Engineer Staff Geologist
________________________
Robert Gregorek, PG, CEG Senior Geologist
Hashmi S. E. Quazi, PhD, PE, GE Principal Engineer
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page iii
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TABLE OF CONTENTS
1.0 INTRODUCTION ---------------------------------------------------------------------------------- 1
2.0 PROJECT DESCRIPTION --------------------------------------------------------------------- 1
3.0 SITE DESCRIPTION ----------------------------------------------------------------------------- 1
4.0 SCOPE OF WORK ------------------------------------------------------------------------------- 2
4.1 Project Set-up ----------------------------------------------------------------------------- 2 4.2 Subsurface Exploration ----------------------------------------------------------------- 3
4.3 Laboratory Testing ----------------------------------------------------------------------- 4
4.4 Report Preparation ---------------------------------------------------------------------- 4
5.0 SITE CONDITIONS ------------------------------------------------------------------------------ 5
5.1 Subsurface Profile ----------------------------------------------------------------------- 5 5.2 Groundwater ------------------------------------------------------------------------------ 5
5.3 Excavatability ----------------------------------------------------------------------------- 6
5.4 Subsurface Variations ------------------------------------------------------------------ 6 5.5 Flooding ------------------------------------------------------------------------------------ 6
6.0 ENGINEERING GEOLOGY -------------------------------------------------------------------- 6
6.1 Regional Geology ------------------------------------------------------------------------ 7
6.2 Local Geology ----------------------------------------------------------------------------- 7
7.0 FAULTING AND SEISMICITY----------------------------------------------------------------- 8
7.1 Faulting ------------------------------------------------------------------------------------- 8 7.2 CBC 2016 Seismic Design Parameters -------------------------------------------- 9 7.3 Secondary Effects of Seismic Activity --------------------------------------------- 10
8.0 LABORATORY TEST RESULTS ---------------------------------------------------------- 11
8.1 Physical Testing ------------------------------------------------------------------------ 12 8.2 Chemical Testing - Corrosivity Evaluation (CR) -------------------------------- 12
9.0 EARTHWORK RECOMMENDATIONS --------------------------------------------------- 13
9.1 General ----------------------------------------------------------------------------------- 13
9.2 Overexcavation/Removal ------------------------------------------------------------ 13 9.3 Engineered Fill -------------------------------------------------------------------------- 14 9.4 Compacted Fill Placement ----------------------------------------------------------- 15 9.5 Shrinkage and Subsidence ---------------------------------------------------------- 16 9.6 Utility Trench Backfill ------------------------------------------------------------------ 16
9.7 Site Drainage ---------------------------------------------------------------------------- 19
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page iv
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10.0 DESIGN RECOMMENDATIONS ----------------------------------------------------------- 19
10.1 General Evaluation -------------------------------------------------------------------- 19 10.2 Shallow Foundation Design Parameters ----------------------------------------- 19
10.3 Modulus of Subgrade Reaction ----------------------------------------------------- 20
10.4 Lateral Earth Pressures and Resistance to Lateral Loads ------------------- 20 10.5 Slabs-on-Grade ------------------------------------------------------------------------- 21 10.6 Settlement ------------------------------------------------------------------------------- 22 10.7 Pipe Design for Underground Utilities --------------------------------------------- 22
10.8 Soil Corrosivity -------------------------------------------------------------------------- 23
10.9 Flexible Pavement Recommendations ------------------------------------------- 24 10.10 Rigid Pavement Recommendations ----------------------------------------------- 25 10.11 Concrete Flatwork --------------------------------------------------------------------- 26 10.12 Infiltration Testing ---------------------------------------------------------------------- 27
11.0 CONSTRUCTION RECOMMENDATIONS ----------------------------------------------- 27
11.1 General ----------------------------------------------------------------------------------- 27 11.2 Temporary Sloped Excavations ---------------------------------------------------- 28
12.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION ------------------------- 28
13.0 CLOSURE ---------------------------------------------------------------------------------------- 29
14.0 REFERENCES ---------------------------------------------------------------------------------- 30
FIGURES Following Page No. Figure No. 1, Approximate Project Location Map ................................................................. 1
Figure No. 2, Approximate Boring and Infiltration Test Locations Map............................ 4 Figure No. 3, Regional Geologic Map……………………………...…………………………7 TABLES Page No.
Table No. 1, Summary of Borings .......................................................................................... 3 Table No. 2, Summary of USGS Groundwater Depth Data .................................................. 5 Table No. 3, Summary of Regional Faults............................................................................. 8 Table No. 4, CBC Seismic Design Parameters ................................................................... 10 Table No. 5, Overexcavation Depths ................................................................................... 14
Table No. 6, Recommended Foundation Parameters ........................................................ 20 Table No. 7, Active and At-Rest Earth Pressures ............................................................... 21 Table No. 8, Soil Parameters for Pipe Design ..................................................................... 23 Table No. 9, Recommended Preliminary Structural Street Sections .................................. 24 Table No.10, Recommended Preliminary Pavement Sections ........................................... 24
Table No.11, Rigid Pavement Structural Sections ............................................................ 25 Table No.12, Estimated Infiltration Rates ............................................................................ 27
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page v
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Table No.13, Slope Ratios for Temporary Excavations ...................................................... 28 APPENDICES
Appendix A .............................................................................................. Field Exploration Appendix B ............................................................................ Laboratory Testing Program Appendix C ............................................................................................ Infiltration Testing Appendix D .......................................................................................... Standard Drawings
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page 1
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1.0 INTRODUCTION
This report presents the results of our preliminary geotechnical investigation performed
for the Two 4-Story Medical Office Buildings project to be located on the approximately 18.0-acre site, northwest of the intersection of South Highland Avenue and San Sevaine Road, City of Fontana, San Bernardino County, California. The approximate location of the site is shown in Figure No. 1, Approximate Project Location Map.
The purpose of this investigation was to determine the nature and engineering properties of the subsurface soils and to provide recommendations for site earthwork, and design and construction for the proposed development.
This report is prepared for the project described herein and is intended for use solely by
Unitex Management Corporation/Intex Properties Corporation and their authorized agents for design purposes. It should not be used as a bidding document but may be made available to the potential contractors for information on factual data only. For bidding purposes, the contractors should be responsible for making their own
interpretation of the data contained in this report.
2.0 PROJECT DESCRIPTION Based on the information provided to us, we understand the medical office buildings will likely be either concrete tilt-up or steel moment frame. The project will include the following.
Two 4-story office buildings - each floor approximately 26,000 square feet. For a total of 94,000 square feet each.
820 at-grade asphalt and cement parking stalls.
On-site drainage device to capture surface runoff.
Above and underground utilities.
Improvement of S. Highland Avenue to its full width.
Widening of San Sevaine Road on the west side along the project frontage. 3.0 SITE DESCRIPTION
The site is bounded to the south by S. Highland Avenue, San Sevaine Road to the east,
on the north by SR-210, and to the west by a utility corridor. Currently, the site is a vineyard. Associated with the location are overhead high-tension wires, overhead utilities, underground high pressure gas line, and eucalyptus trees.
Approximate Project
Location Map
Converse Consultants
Project No.
Figure No.
23-81-269-01
Project: Two 4-Story Medical Office Buildings
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
Location: Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
1
Approximate Project
Location
(Not to Scale)
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page 2
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The approximate elevation of the site varies between 1395 and 1425 feet above mean
sea level (amsl). The coordinates for the project site are approximately 34.1347° north
latitude and 117.4821° west longitude. Photograph Nos. 1 and 2 depict the current site conditions.
Photograph No. 1: Southwest corner of property at South Highland Avenue, view to the
northeast.
Photograph No. 2: Southeast corner of property at San Sevaine Road and South Highland Avenue, view to the northwest. 4.0 SCOPE OF WORK
The scope of this investigation includes the following tasks presented below.
4.1 Project Set-up As part of the project set-up, our staff performed the following tasks.
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page 3
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Prepared boring and infiltration test locations map and submitted it for you review
and approval.
Conducted field reconnaissance and marked the field exploration locations such that drill rig access to all the locations was available.
Notified Underground Service Alert (USA) at least 48 hours prior to drilling to clear the boring locations of any conflicts with existing underground utilities.
Engaged a California-licensed driller to drill exploratory borings.
4.2 Subsurface Exploration Twenty exploratory borings (BH-01 through BH-19) were drilled on October 9 and 11,
2023 to investigate the subsurface conditions at the site. The borings advanced to depths between 2.6 and 15.4 feet below ground surface (bgs). The proposed and completed depths are presented in the table below. The planned depths were not achieved in the borings due to auger refusal caused by gravel, cobbles, and possible boulders. Table No. 1, Summary of Borings
Boring No. Boring Depth (ft, bgs) Groundwater Depth (ft, bgs) Date Completed Proposed Completed
BH-01 15.0 6.5 Not Encountered 10/9/2023
BH-02 15.0 15.1 Not Encountered 10/9/2023
BH-03 50.0 2.6 Not Encountered 10/9/2023
BH-03A 50.0 9.0 Not Encountered 10/11/2023
BH-04 15.0 15.1 Not Encountered 10/9/2023
BH-05 15.0 6.0 Not Encountered 10/9/2023
BH-06 15.0 15.4 Not Encountered 10/9/2023
BH-07 15.0 9.0 Not Encountered 10/9/2023
BH-08 15.0 8.0 Not Encountered 10/9/2023
BH-09 15.0 15.1 Not Encountered 10/9/2023
BH-10 10.0 6.5 Not Encountered 10/11/2023
BH-11 10.0 10.9 Not Encountered 10/11/2023
BH-12 10.0 11.5 Not Encountered 10/11/2023
BH-13 10.0 10.3 Not Encountered 10/11/2023
BH-14 10.0 3.5 Not Encountered 10/11/2023
BH-15 10.0 9.0 Not Encountered 10/11/2023
BH-16 10.0 10.8 Not Encountered 10/11/2023
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page 4
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Boring No. Boring Depth (ft, bgs) Groundwater Depth (ft, bgs) Date Completed Proposed Completed
BH-17 10.0 10.1 Not Encountered 10/11/2023
BH-18 10.0 10.9 Not Encountered 10/11/2023
BH-19 10.0 11.0 Not Encountered 10/11/2023
PT-01 5.0 6.5 Not Encountered 10/11/2023
PT-02 10.0 10.5 Not Encountered 10/11/2023
Two percolation test borings (PT-01 and PT-02) were drilled on October 11, 2023, to perform infiltration testing. The borings were drilled to approximately 6.5 and 10.5 feet below the existing ground surface (bgs) respectively. Due to caving in the test holes, the
tested depths of PT-01 and PT-02 were 5.1 and 10.3 feet bgs respectively. Details
about the percolation tests are presented in Appendix C, Infiltration Testing. Approximate boring and infiltration testing locations are indicated in Figure No. 2, Approximate Boring and Infiltration Testing Locations Map. A detailed discussion of
subsurface exploration is presented in Appendix A, Field Exploration.
4.3 Laboratory Testing Representative samples of the site soils were tested in the laboratory to aid in the soil
classification and to evaluate the relevant engineering properties. These tests included the following.
In-situ moisture contents and dry density (ASTM D2216 and ASTM D2937)
Expansion Index (ASTM D4829)
Sand equivalent (ASTM D2419)
R-value (California Test 301)
Soil corrosivity (California Tests 422, 417, and 643)
Grain size analysis (ASTM D6913)
Maximum dry density and optimum moisture content (ASTM D1557)
Direct shear (ASTM D3080) For in-situ moisture and dry density data, see the Logs of Borings in Appendix A, Field
Exploration. For a description of the laboratory test methods and test results, see Appendix B, Laboratory Testing Program.
4.4 Report Preparation Data and information obtained from the document review, field exploration, and laboratory testing program were compiled and evaluated. Geotechnical analyses of the compiled
Converse Consultants
Approximate Boring and Infiltration
Testing Locations Map
Location:
Project:
Figure No.
2
Project No.23-81-269-01
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, CaliforniaFor:Unitex Managment Corporation/Intex Properties CorporationFor:Unitex Managment Corporation/Intex Properties Corporation
BH-11 / (10.9')BH-11 / (10.9')
BH-10 / (6.5')BH-10 / (6.5')BH-14 / (3.5')BH-14 / (3.5')
BH-12 / (11.5')BH-12 / (11.5')
400'0'400'0'
PT-02 / 10.5'
Number / (Depth) and Approximate Location of
Infiltration Test
BH-19 / 11.0' Number / (Depth) and Approximate Location of
Exploratory Boring
BH-19 / 11.0' Number / (Depth) and Approximate Location of
Exploratory Boring
PT-01 / (6.5')PT-01 / (6.5')
PT-02 / (10.5')PT-02 / (10.5')
BH-19 / (11.0')
On Shoulder in
Dirt
BH-19 / (11.0')
On Shoulder in
Dirt
BH-18 / (10.9') On Shoulder in Dirt
BH-18 / (10.9') On Shoulder in Dirt
BH-15 / (9.0')BH-15 / (9.0')
BH-13 / (10.3')BH-13 / (10.3')
BH-16 / (10.8')
On Shoulder in
Dirt
BH-16 / (10.8')
On Shoulder in
Dirt
BH-17 / (10.1')
On Shoulder in
Dirt
BH-17 / (10.1')
On Shoulder in
Dirt
BH-07 / (9.0')BH-07 / (9.0')
BH-09 / (15.1')BH-09 / (15.1')
BH-01 / (6.5')BH-01 / (6.5')
BH-04 / (15.1')BH-04 / (15.1')BH-04 / (15.1')
BH-02 / (15.1')BH-02 / (15.1')
BH-05 / (6.0')BH-05 / (6.0')
BH-03 / (2.6')BH-03 / (2.6')BH-03 / (2.6')
BH-06 / (15.4')BH-06 / (15.4')
BH-08 / (8.0')
BH-3A / (9.0')
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page 5
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data were performed, and this report was prepared to present our findings, conclusions,
and recommendations for the site. 5.0 SITE CONDITIONS The surface and subsurface conditions encountered at the site during our investigation are described in the following sections.
5.1 Subsurface Profile Based on the exploratory borings and laboratory test results, the subsurface soil at the project site consisted primarily of young alluvial fan deposits consisting primarily of a
mixture of gravel, sand, and silt. Few cobbles up to 8-inch in maximum dimension were
observed in the borings. Though not detected in the borings, boulders are likely present. For a detailed description of the subsurface materials encountered in the exploratory borings, see Drawings No. A-2 through A-23, Logs of Borings, in Appendix A, Field
Exploration.
5.2 Groundwater Groundwater was not encountered during the investigation to the maximum explored
depth of 15.4 feet bgs.
For comparison, regional groundwater data from the GeoTracker database (SWRCB, 2022) was reviewed to evaluate the current and historical groundwater levels. No site with groundwater data were identified within a 1.0-mile radius of the project site.
The National Water Information System (USGS, 2022) was reviewed for current and historical groundwater data from sites within an approximately 1.0-mile radius of the proposed development and the results of that search are included below.
Table No. 2, Summary of USGS Groundwater Depth Data
Site Number Location Groundwater Depth Range (ft. bgs) Date Range
340829117284302
Northeast of the intersection of
Lyster Avenue and San Sevaine
Road; approximately 2,570 feet
northeast of project site
372 - 420 2002-2023
340829117284301
Northeast of the intersection of
Lyster Avenue and San Sevaine Road; approximately 2,570 feet
northeast of project site
405 - 599 2002-2023
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page 6
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The California Department of Water Resources database (DWR, 2023) was reviewed
for historical groundwater data from sites within a 1.0-mile radius of the project site. No site with groundwater data was found within a 1.0-mile radius of the project site. Based on the groundwater data reviewed, historical groundwater levels are deeper than 372 feet bgs, and current groundwater levels are estimated to be deeper than the
maximum explored depth of 15.4 feet bgs. Groundwater is not expected to be encountered during construction of the proposed project. The groundwater level may vary depending upon the seasonal precipitation. Shallow perched groundwater may be present locally, particularly following precipitation or irrigation events.
5.3 Excavatability Based on our field exploration, we anticipate that the earth materials at the site should generally be excavatable with conventional heavy-duty earthmoving equipment, such as backhoes, excavators, or bulldozers. However, difficult excavation may be encountered
where a high concentration of gravel, cobbles, and possible boulders are encountered. The phrase “conventional heavy-duty excavation equipment” is intended to include commonly used equipment such as excavators and trenching machines. It does not include hydraulic hammers (“breakers”), jackhammers, blasting, or other specialized
equipment and techniques used to excavate hard earth materials. Selection of an appropriate excavation equipment model should be done by an experienced earthwork contractor and may require test excavations in representative areas. 5.4 Subsurface Variations
Based on the subsurface exploration and our experience, some variations in the continuity and nature of subsurface conditions within the project site should be anticipated. Because of the uncertainties involved in the nature and depositional characteristics of the earth material, care should be exercised in interpolating or
extrapolating subsurface conditions between or beyond the boring locations.
5.5 Flooding Review of National Flood Insurance Rate Maps (FEMA, 2008) indicates that the project
site is located within Flood Hazard Zone “X”. Zone “X” is designated as an “Area of Minimal Flood Hazard.” The project site is not located within a San Bernardino County Flood Zone (San Bernardino County, 2010a). 6.0 ENGINEERING GEOLOGY
The regional and local geology within the proposed project area is discussed below.
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page 7
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6.1 Regional Geology
The proposed project is located within the Chino Basin near the northwestern boundary of the Peninsular Ranges Geomorphic Province of Southern California. The Peninsular Ranges Geomorphic Province consists of a series of northwest-trending
mountain ranges and valleys bounded on the north by the San Bernardino and San Gabriel Mountains, on the west by the Los Angeles Basin, and on the south by the Pacific Ocean. The province is a seismically active region characterized by a series of northwest-
trending strike-slip faults. The most prominent of the nearby fault zones include the San Jacinto, Cucamonga, and San Andreas Fault, all of which have been known to be active during Quaternary time. Topography within the province is generally characterized by broad alluvial valleys
separated by linear mountain ranges. This northwest-trending linear fabric is created by the regional faulting within the granitic basement rock of the Southern California Batholith. Broad, linear, alluvial valleys have been formed by erosion of these principally granitic mountain ranges.
The Chino Basin is a broad alluvial valley bounded by the San Gabriel Mountains on the north, the San Bernardino Mountains on the east and northeast, the Santa Ana Mountains on the southwest, and the Puente Hills on the west. The thickness of the alluvium is more than 800 feet in the central area of the basin with a maximum thickness of 1,300 feet near the Ontario area.
Figure No. 3, Regional Geologic Map, depicts the geologic setting of the project site. 6.2 Local Geology
The project is located on a broad, south-sloping alluvial fan near the eastern terminus of the San Gabriel Mountains. Regional mapping (Morton and Miller, 2006) indicates that the project site is underlain by late Holocene-aged young alluvial fan deposits. These deposits consist of unconsolidated to slightly consolidated sand, gravel, cobbles and boulders. Where encountered in our investigation, the alluvial soils consisted primarily of a mixture
of gravel, sand, and silt. Few cobbles up to 8-inch in maximum dimension were observed in the borings.
Converse Consultants
Project No.
Figure No.
Project:
Location:
For:
Regional Geologic Map
Morton, D.M., and Miller, F.K., 2006, Geologic map of the San Bernardino and Santa Ana 30' x 60' quadrangles, California: U.S. Geological Survey, Open-File Report OF-2006-1217, scale 1:100,000
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection ofS. Highland Avenue and San Sevaine RoadCity of Fontana, San Bernardino County, California
Unitex Managment Corporation/Intex Properties Corporation
23-81-269-01
3
Approximate Project
Location
(Not to Scale)
Legend
Qaf – Artificial Fill (Late
Holocene)
Qf – Very Young Alluvial-fan Deposits (Late
Holocene)
Qyf5 – Young Alluvial-fan Deposits (Late
Holocene) –
Unconsolidated to slightly
consolidated coarse-
grained sand to bouldery alluvial-fan deposits
having slightly dissected to
undissected surfaces
Qyf1 – Young Alluvial-fan Deposits (Early Holocene
and Late Pleistocene)
Approximate Site Location
1 mile
Qye – Young Eolian Deposits
(Holocene and Late
Pleistocene)
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page 8
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7.0 FAULTING AND SEISMICITY
The approximate distance and seismic characteristics of nearby faults are discussed in the following subsections. 7.1 Faulting
The project site is not located within a currently designated State of California or San Bernardino County Earthquake Fault Zone (CGS, 2007; San Bernardino County, 2010b). There are no known active faults projecting toward or extending across the project site. The potential for surface rupture resulting from the movement of nearby
major faults is not known with certainty but is considered low.
The proposed site is situated in a seismically active region. As is the case for most areas of Southern California, ground shaking resulting from earthquakes associated with nearby and more distant faults may occur at the project site. During the life of the
project, seismic activity associated with active faults can be expected to generate
moderate to strong ground shaking at the site. The following table contains a list of active and potentially active faults within 100 kilometers of the subject site. The fault parameters and distances presented in the
following table are based on the output from EQFAULT (Blake, 2000), revised in
accordance with CGS fault parameters (Cao et. al., 2003).
Table No. 3, Summary of Regional Faults
Fault Name and Section
Closest Distance (km) Slip Sense Length (km) Slip Rate (mm/year) Maximum Magnitude
Cucamonga 3.59 thrust 28 5 6.70
San Jacinto 8.62 strike slip 241 n/a 7.88
S. San Andreas 13.8 strike slip 548 n/a 8.18
Cleghorn 18.74 strike slip 25 3 6.80
San Jose 19.44 strike slip 20 0.5 6.70
Sierra Madre Connected 23.95 reverse 76 2 7.30
Chino, alt 2 26.9 strike slip 29 1 6.80
North Frontal (West) 28.1 reverse 50 1 7.20
Elsinore 34.59 strike slip 241 n/a 7.85
Clamshell-Sawpit 35.62 reverse 16 0.5 6.70
Puente Hills (Coyote Hills) 44.34 thrust 17 0.7 6.90
Raymond 47.07 strike slip 22 1.5 6.80
Elysian Park (Upper) 57.59 reverse 20 1.3 6.70
San Joaquin Hills 58.71 thrust 27 0.5 7.10
Helendale-So Lockhart 58.87 strike slip 114 0.6 7.40
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Fault Name and Section
Closest
Distance (km) Slip Sense Length (km) Slip Rate (mm/year) Maximum Magnitude
Verdugo 62.05 reverse 29 0.5 6.90
Puente Hills (LA) 62.35 thrust 22 0.7 7.00
North Frontal (East) 66.62 thrust 27 0.5 7.00
Hollywood 69.15 strike slip 17 1 6.70
Newport Inglewood Connected alt 2 69.47 strike slip 208 1.3 7.50
Newport Inglewood Connected alt 1 69.65 strike slip 208 1.3 7.50
Pinto Mtn 70.73 strike slip 74 2.5 7.30
Santa Monica Connected alt 2 74.15 strike slip 93 2.4 7.40
San Gabriel 76.39 strike slip 71 1 7.30
Sierra Madre (San Fernando) 76.72 thrust 18 2 6.70
Lenwood-Lockhart-Old Woman Springs 80.35 strike slip 145 0.9 7.50
Palos Verdes Connected 83.41 strike slip 285 3 7.70
Northridge 84.92 thrust 33 1.5 6.90
Johnson Valley (No) 85.42 strike slip 35 0.6 6.90
Santa Monica Connected alt 1 86.21 strike slip 79 2.6 7.30
Landers 91.96 strike slip 95 0.6 7.40
Santa Susana, alt 1 95.82 reverse 27 5 6.90
Gravel Hills-Harper Lk 96.28 strike slip 65 0.7 7.10
So Emerson-Copper Mtn 97.03 strike slip 54 0.6 7.10
Malibu Coast, alt 2 97.1 strike slip 38 0.3 7.00
Burnt Mtn 98.61 strike slip 21 0.6 6.80
Anacapa-Dume, alt 2 99.69 thrust 65 3 7.20
(Source: https://earthquake.usgs.gov/cfusion/hazfaults_2008_search/)
7.2 CBC 2016 Seismic Design Parameters Seismic parameters based on the 2022 California Building Code (CBSC, 2022) and ASCE 7-16 are provided in the following table. These parameters were determined
using the generalized coordinates for the location and the Seismic Design Maps ATC online tool.
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Table No. 4, CBC Seismic Design Parameters
Parameter Value
Site Coordinates 34.1347 N, 117.4821 W
Site Class D
Risk Category III
Mapped Short period (0.2-sec) Spectral Response Acceleration, SS 1.968g
Mapped 1-second Spectral Response Acceleration, S1 0.640g
Site Coefficient (from Table 1613.5.3(1)), Fa 1.0
Site Coefficient (from Table 1613.5.3(2)), Fv 1.7
MCE 0.2-sec period Spectral Response Acceleration, SMS 1.968g
MCE 1-second period Spectral Response Acceleration, SM1 1.088g
Design Spectral Response Acceleration for short period SDS 1.312g
Design Spectral Response Acceleration for 1-second period, SD1 0.725g
Peak Ground Acceleration, PGAM 0.881g
7.3 Secondary Effects of Seismic Activity
Aside from generating damaging ground motion, a nearby seismic event may impact a
project by ground surface fault rupture, soil liquefaction, inducing landslides, lateral spreading, earthquake-induced flooding, seiches, differential settlement and ground lurching. A site-specific discussion on each of the above secondary effects is provided below:
Ground Surface Fault Rupture: The site is not located within a currently designated State of California or San Bernardino County Earthquake Fault Zone (CGS, 2007; San Bernardino County, 2010b). There are no known active faults projecting toward or extending across the project site. The potential for surface rupture resulting from the
movement of nearby major faults is not known with certainty but is considered low.
Liquefaction and Seismically-Induced Settlement: Liquefaction is defined as the phenomenon in which a cohesionless soil mass within the upper 50 feet of the ground surface suffers a substantial reduction in its shear strength, due the development of
excess pore pressures. During earthquakes, excess pore pressures in saturated soil
deposits may develop as a result of induced cyclic shear stresses, resulting in liquefaction. Soil liquefaction generally occurs in submerged granular soils and non-plastic silts
during or after strong ground shaking. There are several general requirements for
liquefaction to occur and they are as follows.
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Soils must be submerged.
Soils must be loose to medium-dense.
Ground motion must be intense.
Duration of shaking must be sufficient for the soils to lose shear resistance. Based on review of hazard maps, the project site is not located within a designated
zone of liquefaction susceptibility (San Bernardino County, 2010b). Due to the dense soil conditions, high blow counts and groundwater being deeper than approximately 372 feet bgs at the project site, the risk of liquefaction is considered to be remote. Based on our field exploration for this project and previous field investigations in the Fontana area, seismically induced settlement may be considered low at the project site.
Landslides: Seismically induced landslides and slope failures are common occurrences during or soon after large earthquakes. Due to the flat nature of the site, the potential for seismically induced landslides affecting the proposed site is considered to be very low.
Lateral Spreading: Seismically induced lateral spreading involves lateral movement of earth materials over a deeper layer which has liquified due to ground shaking. It differs from a slope failure in that ground failure involving a large movement does not occur due to the flatter slope of the initial ground surface. Lateral spreading is characterized by near-vertical cracks with predominantly horizontal movement of the soil mass
involved over the liquefied soils. Based on the flat-topography of the proposed site configuration, lateral spreading is not considered a risk.
Earthquake-Induced Flooding: Dams or other water-retaining structures may fail as a result of large earthquakes. The project site is not located within a designated dam inundation area (San Bernardino County, 2010a). The project site is located within a
FEMA designated area of flood risk due to nearby levees.
Tsunamis: Tsunamis are large waves generated by fault displacement or major ground movement. Based on the inland location of the site, tsunamis do not pose a hazard.
Seiches: Seiches are large waves generated in enclosed bodies of water in response to ground shaking. The site is not considered at risk for damage from seiching due to the lack of nearby bodies of water. 8.0 LABORATORY TEST RESULTS
Results of the various laboratory tests are presented in Appendix B, Laboratory Testing
Program, except for the results of in-situ moisture and dry density tests which are presented on the Logs of Borings in Appendix A, Field Exploration. The results are also discussed below.
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8.1 Physical Testing
The results of laboratory tests on samples obtained from the site are presented below.
In-situ Moisture and Dry Density – Results of in-situ moisture and dry density tests performed in accordance with ASTM Standard D2216 and D2937 are
presented on the Logs of Borings in Appendix A, Field Exploration. The dry densities of upper 16 feet soils of the site ranged from 91 to 143 pcf with moisture contents ranging from 0 to 5 percent.
Sand Equivalent (SE) – Two representative bulk soil samples were tested to evaluate sand equivalent (SE) in accordance with the ASTM Standard D2419
test method. The measured sand equivalents were 33 and 35.
R-Value (R) – Four representative bulk soil samples were tested in accordance with Caltrans Test Method 301. The results of the R-value tests were between 62 and 65.
Grain Size Analysis (PA) – Eight representative soil samples were tested to
determine the relative grain size distribution in accordance with the ASTM Standard D6913. The test results are graphically presented in Drawing Nos. B-1a and B-1b, Grain Size Distribution Results.
Maximum Dry Density and Optimum Moisture Content (CP) – The moisture-density relationship of three representative soil samples were tested, according
to ASTM Standard D1557, with the results graphically presented in Drawing No. B-2, Moisture-Density Relationship Results, in Appendix B, Laboratory Testing
Program. The laboratory maximum dry densities were 140.0, 138.0, and 137.0 pcf and the optimum moisture contents of 3.2, 7.0, and 4.0 percent, respectively. With rock corrections applied, the values were 145.6, 145.2, and 144.8 pcf and
the optimum moisture contents of 2.4, 5.2, and 2.9 percent.
Direct Shear (DS) – Two direct shear tests were performed on samples remolded to 90% of the maximum dry density under soaked moisture conditions in accordance with ASTM D3080. The results of the direct shear tests are presented in Drawings No. B-3 and B-4, Direct Shear Test Results in Appendix
B, Laboratory Testing Program.
8.2 Chemical Testing - Corrosivity Evaluation (CR) Two representative soil samples were tested to determine minimum electrical resistivity,
pH, and chemical content, including soluble sulfate and chloride concentrations. The purpose of these tests was to determine the corrosion potential of site soils when placed in contact with common construction materials. The tests were performed by AP Engineering and Testing, Inc. (Pomona, CA) in accordance with Caltrans Tests 643,
422 and 417. The test results are presented in Appendix B, Laboratory Testing Program
and summarized below.
The pH measurements of the samples were 7.6 and 7.7.
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The soluble sulfate contents of the samples were 0.002 and percent by weight.
The chloride concentrations of the samples were 17 and 18 ppm.
The minimum electrical resistivities of the samples when saturated were 23,000 and 33,274 ohm-cm. 9.0 EARTHWORK RECOMMENDATIONS
Recommendations for earthwork are presented in the following subsections.
9.1 General This section contains our general recommendations regarding earthwork and grading
for the proposed development. These recommendations are based on the results of our
field exploration, laboratory tests, our experience with similar projects, and data evaluation as presented in the preceding sections. These recommendations may require modification by the geotechnical consultant based on findings during the final investigation or observation of the actual field conditions during grading.
Prior to the start of construction, all existing underground utilities and appurtenances (if any) should be located at the project site. Such utilities should either be protected in-place or removed and replaced during construction as required by the project specifications. All excavations should be conducted in such a manner as not to cause
loss of bearing and/or lateral support of existing structures or utilities.
All debris, deleterious material, and surficial soils containing roots and perishable materials (if any) should be stripped and removed from the site. Deleterious material, including organics, concrete, and debris generated during excavation, should not be
placed as fill.
The final bottom surfaces of all excavations should be observed and approved by the project geotechnical consultant prior to placing any fill. Based on these observations, localized areas may require remedial grading deeper than indicated herein. Therefore,
some variations in the depth and lateral extent of excavation recommended in this
report should be anticipated. 9.2 Overexcavation/Removal
Footing, slab and pavement should be uniformly supported on compacted fill. In order to
provide uniform support, structural areas should be over-excavated, scarified, and recompacted. The general over-excavation minimum depths are as follows.
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Table No. 5, Overexcavation Depths
Structure/Pavement Minimum Excavation Depth
Building Footings 24 inches below footings or 5 feet below ground surface, whichever is deeper
Slab-on-grade 18 inches below slab or 3 feet below existing ground surface, whichever is deeper
Pavement 12 inches below finish grade or 2 feet below existing ground surface, whichever is deeper
The over-excavation below the footings and slab should be uniform. The over-
excavation should extend to at least 3 feet beyond the proposed foundation edges and slab edges, and 1 foot beyond the edges of the proposed pavement. The over-excavation bottom should be scarified and compacted as described in Section 9.4,
Compacted Fill Placement.
If isolated pockets of very soft, loose, eroded, or pumping soil are encountered, the unstable soil should be excavated as needed to expose undisturbed, firm, and unyielding soils. Voids created by removal of oversize materials such as cobbles and boulders should be backfilled with compacted fill.
The contractor should determine the best manner to conduct the excavations, such that
there are no losses of bearing and/or lateral support to the existing structures or utilities. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to a near-optimum moisture condition, and
recompacted to at least 90 percent relative compaction (based on ASTM Test Method
D1557). 9.3 Engineered Fill
No fill soils or aggregate base should be placed until excavations and/or natural ground
preparation have been observed and approved by the geotechnical consultant. The native soils encountered within the project site are generally considered suitable for re-use as compacted fill. Excavated soils should be processed, including removal of roots and debris, removal of oversized particles (if any), mixing, and moisture conditioning,
before placing as compacted fill. On-site soils used as fill should meet the following
criteria.
No particles larger than 6 inches in largest dimension.
Rocks larger than three inches should not be placed within the upper 12 inches
of subgrade soils.
Free of all organic matter, debris, or other deleterious material.
Expansion index of 20 or less.
Sand equivalent greater than 15 (greater than 30 for pipe bedding).
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Contain less than 30 percent by weight retained in ¾-inch sieve.
Contain less than 40 percent fines (passing #200 sieve). Based on our field investigation and laboratory test, the on-site materials are high in large sized particles and low in fine particles. The on-site materials do not meet the above-mentioned criteria for engineered fill and therefore are not suitable to be used as
structural fill in its current condition. The on-site soils may be suitable for structural fill provided that appropriate screening will be performed to remove the large sized particles. Imported materials, if required, should meet the above criteria prior to being used as
compacted fill. Any imported fills should be tested and approved by a geotechnical consultant prior to delivery to the site. 9.4 Compacted Fill Placement
All surfaces to receive structural fills should be scarified to a depth of 12 inches. The soil should be moisture conditioned to within ±3 percent of optimum moisture content for coarse soils and 0 to 2 percent above optimum moisture content for fine soils. The scarified soils should be recompacted to at least 90 percent of the laboratory maximum dry density as determined by ASTM Standard D1557 test method.
Fill soils should be thoroughly mixed, and moisture conditioned to within ±3 percent of optimum moisture content for coarse soils and 0 to 2 percent above optimum moisture content for fine soils. Fill soils should be evenly spread in horizontal lifts not exceeding 8 inches in uncompacted thickness.
All fill placed at the site should be compacted to at least 90 percent of the laboratory maximum dry densities as determined by ASTM Standard D1557 test method unless a higher compaction is specified herein. At least the upper 12 inches of subgrade soils underneath pavements intended to support vehicle loads should be scarified, moisture
conditioned, and compacted to at least 95 percent of the laboratory maximum dry density. To reduce differential settlement, variations in the soil type, degree of compaction and thickness of the engineered fill placed underneath the foundations should be minimized.
Fill materials should not be placed, spread, or compacted during unfavorable weather conditions. When site grading is interrupted by heavy rain, filling operations should not resume until the geotechnical consultant approves the moisture and density conditions
of the previously placed fill.
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9.5 Shrinkage and Subsidence
The volume of excavated and recompacted soils may be expected to decrease as a result of grading. The shrinkage would depend on, among other factors, the depth of cut and/or fill, and the grading method and equipment utilized. For preliminary estimation, shrinkage factors for various units of earth material at the site may be taken as presented below.
The shrinkage factor (defined as a percentage of soil volume reduction when moisture conditioned and compacted to the average of 92 percent relative compaction) An average value of 5 percent may be used for preliminary earthwork planning.
There will also be a loss or volume reduction, due to oversized rock which cannot be placed as fill of approximately 5 to 10 percent.
Subsidence (defined as the settlement of native materials from the equipment load applied during grading and proposed fill loads) would depend on the construction methods including type of equipment utilized. Ground subsidence is estimated to be
approximately 0.15 foot to 0.20 foot. Although these values are only approximate, they represent our best estimates of the factors to be used to calculate lost volume that may occur during grading. If more accurate shrinkage and subsidence factors are needed, it is recommended that field-testing using
the actual equipment and grading techniques be conducted.
9.6 Utility Trench Backfill The following sections present earthwork recommendations for utility trench backfill,
including subgrade preparation, pipe bedding, and trench zone backfill. Open cuts adjacent to existing roadways and/or adjacent structures are not recommended within a 1:1 (horizontal:vertical) plane extending down and away from the roadway or structures perimeter. If open cuts are located within the 1:1 downward plane
away from roadways and structure perimeters due to space limitations or existing utility/structure constraints, the following options are recommended. Spoils from the trench excavation should not be stockpiled more than 6 feet in height or within a horizontal distance from the trench edge equal to the depth of the trench. Spoils
should not be stockpiled behind the shoring, if any, within a horizontal distance equal to the depth of the trench, unless the shoring has been designed for such loads. 9.6.1 Pipeline Subgrade Preparation
The final subgrade surface should be level, firm, uniform, free of loose materials, and properly graded to provide uniform bearing and support to the entire section of the pipe placed on bedding material. Protruding oversize particles, larger than 2 inches in
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dimension, if any, should be removed from the trench bottom and replaced with
compacted on-site materials. Any loose, soft and/or unsuitable materials encountered at the pipe sub-grade should be removed and replaced with an adequate bedding material.
During the digging of depressions for proper sealing of the pipe joints, the pipe should rest on a prepared bottom as near its full length as is practicable. 9.6.2 Pipe Bedding
Bedding is defined as the material supporting and surrounding the pipe to 1 foot above the pipe. Pipe bedding should follow the city of Realto standard. If needed, additional recommendations for pipe bedding are provided below. To provide uniform and firm support for the pipe, compacted granular materials such as
clean sand, gravel or ¾-inch crushed aggregate, or crushed rock may be used as pipe bedding material. Typically, soils with sand equivalent value of 30 or more are used as pipe bedding material. The pipe designer should determine if the soils are suitable as pipe bedding material.
The type and thickness of the granular bedding placed underneath and around the pipe, if any, should be selected by the pipe designer. The load on the rigid pipes and deflection of flexible pipes and, hence, the pipe design, depends on the type and the amount of bedding placed underneath and around the pipe.
Bedding materials should be vibrated in-place to achieve compaction. Care should be taken to densify the bedding material below the springline of the pipe. Prior to placing the pipe bedding material, the pipe subgrade should be uniform and properly graded to provide uniform bearing and support to the entire section of the pipe placed on bedding material. During the digging of depressions for proper sealing of the pipe joints, the pipe
should rest on a prepared bottom as near its full length as is practicable. Migration of fines from the surrounding native and/or fill soils must be considered in selecting the gradation of any imported bedding material. We recommend that the pipe bedding material should satisfy the following criteria to protect migration of fine
materials.
i.
ii.
iii. Bedding Materials must have less than 5% passing No. 200 sieve (0.0074
mm) to avoid internal movement of fines.
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Where, F = Bedding Material B = Surrounding Native and/or Fill Soils
D15(F) = Particle size through which 15% of bedding material will pass D85(B) = Particle size through which 85% of surrounding soil will pass
D50(F) = Particle size through which 50% of bedding material will pass
D50(B) = Particle size through which 50% of surrounding soil will pass If the above criteria do not satisfy, commercially available geofabric used for filtration purposes (such as Mirafi 140N or equivalent) may be wrapped around the bedding
material encasing the pipe to separate the bedding material from the surrounding native or fill soils. 9.6.3 Trench Zone Backfill
The trench zone is defined as the portion of the trench above the pipe bedding extending up to the final grade level of the trench surface. Excavated site soils free of oversize particles and deleterious matter may be used to backfill the trench zone. Detailed trench backfill recommendations are provided below.
Trench excavations to receive backfill should be free of trash, debris or other unsatisfactory materials at the time of backfill placement.
Trench zone backfill should be compacted to at least 90 percent of the laboratory maximum dry density as per ASTM D1557 test method. At least the upper 1 foot of trench backfill underlying pavement should be compacted to at least 95
percent of the laboratory maximum dry density as per ASTM D1557 test method.
Particles larger than 1 inch should not be placed within 12 inches of the pavement subgrade. No more than 30 percent of the backfill volume should be larger than ¾-inch in the largest dimension. Gravel should be well mixed with finer soil. Rocks larger than 3 inches in the largest dimension should not be
placed as trench backfill.
Trench backfill should be compacted by mechanical methods, such as sheepsfoot, vibrating or pneumatic rollers or mechanical tampers to achieve the
density specified herein. The backfill materials should be brought to within ± 3
percent of optimum moisture content for coarse-grained soil, and between
optimum and 2 percent above optimum for fine-grained soil, then placed in horizontal layers. The thickness of uncompacted layers should not exceed 8 inches. Each layer should be evenly spread, moistened or dried as necessary, and then tamped or rolled until the specified density has been achieved.
The contractor should select the equipment and processes to be used to achieve
the specified density without damage to adjacent ground, structures, utilities and completed work.
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The field density of the compacted soil should be measured by the ASTM D1556
(Sand Cone) or ASTM D6938 (Nuclear Gauge) or equivalent.
Observations and field tests should be performed by the project soils consultant to confirm that the required degree of compaction has been obtained. Where compaction is less than specified, additional compactive effort should be made with adjustment of the moisture content as necessary, until the specified
compaction is obtained.
It should be the responsibility of the contractor to maintain safe working conditions during all phases of construction.
Trench backfill should not be placed, spread or rolled during unfavorable weather conditions. When the work is interrupted by heavy rain, fill operations should not
resume until field tests by the project’s geotechnical consultant indicate that the moisture content and density of the fill are in compliance with project specifications. 9.7 Site Drainage
Adequate positive drainage should be provided away from the structures and excavation areas to prevent ponding and to reduce percolation of water into the foundation soils. The buildings pad should have a gradient of at least 2 percent towards drainage facilities. The drainage gradient should be 1 percent for paved areas and 2 percent for landscaped
areas. Surface drainage should be directed to suitable non-erosive devices. 10.0 DESIGN RECOMMENDATIONS
Design recommendations are presented in the following sections.
10.1 General Evaluation
The various design recommendations provided in this section are based on the assumptions that in preparing the site, the above earthwork recommendations will be implemented.
10.2 Shallow Foundation Design Parameters
The proposed medical office buildings may be supported on continuous spread footing and/or isolated spread footings. The design of the shallow foundations should be based
on the recommended parameters presented in the table below.
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Table No. 6, Recommended Foundation Parameters
Parameter Value
Minimum continuous spread footing width 18 inches
Minimum isolated footing width 18 inches
Minimum continuous or isolated footing depth of embedment below lowest adjacent grade 24 inches
Allowable net bearing capacity 3,500 psf
The footing dimensions and reinforcement should be based on structural design. The allowable bearing capacity can be increased by 500 psf with each foot of additional embedment and 100 psf with each foot of additional width up to a maximum of 4,500 psf.
The net allowable bearing values indicated above are for the dead loads and frequently applied live loads and are obtained by applying a factor of safety of 3.0 to the net ultimate bearing capacity. If normal code requirements are applied for design, the above vertical bearing value may be increased by 33 percent for short duration
loadings, which will include loadings induced by wind or seismic forces. 10.3 Modulus of Subgrade Reaction For the subject project, design of the structures supported on subgrade prepared in
accordance with the recommendations provided in this report may be based on a soil modulus of subgrade reaction of 125 kips per cubic feet (kcf), this assumes that soils, similar to the on-site soils will be utilized for import. 10.4 Lateral Earth Pressures and Resistance to Lateral Loads
In the following subsections, the lateral earth pressures and resistance to lateral loads are estimated by using on-site native soils strength parameters obtained from laboratory testing. 10.4.1 Active Earth Pressures
The active earth pressure behind any buried wall or foundation depends primarily on the allowable wall movement, type of backfill materials, backfill slopes, wall or foundation
inclination, surcharges, and any hydrostatic pressures. The recommended lateral earth pressures for level backfill profile without surcharge for the site are presented in the following table.
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Table No. 7, Active and At-Rest Earth Pressures
Loading Conditions Lateral Earth Pressure (psf/ft depth)
Active earth conditions (wall is free to deflect at least 0.001 radian) 45
At-rest (wall is restrained) 68
Seismic pressure on unrestrained (yielding) walls (at the top of reverse triangle where H is the height of the wall) 30H
These pressures assume a level ground surface behind the walls for a distance greater
than the walls height, no surcharge and no hydrostatic pressure. If water pressure is allowed to build up behind the walls, the active pressures should be reduced by 50 percent and added to a full hydrostatic pressure to compute the design pressures against the walls.
10.4.2 Passive Earth Pressure Resistance to lateral loads can be assumed to be provided by a combination of friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of
0.40 between concrete and soil may be used with the dead load forces. An allowable
passive earth pressure of 250 psf per foot of depth may be used for the sides of footings poured against recompacted soils. A factor of safety of 1.5 was applied in calculating passive earth pressure. The maximum value of the passive earth pressure should be limited to 2,500 psf for compacted fill.
Vertical and lateral bearing values indicated above are for the total dead loads and frequently applied live loads. If normal code requirements are applied for design, the above vertical bearing and lateral resistance values may be increased by 33 percent for short duration loading, which will include the effect of wind or seismic forces.
Due to the low overburden stress of the soil at shallow depth, the upper 1 foot of passive resistance should be neglected unless the soil is confined by pavement or slab. 10.5 Slabs-on-Grade
Slabs-on-grade should be supported on properly compacted fill. Compacted fill used to support slabs-on-grade should be placed and compacted in accordance with Section 9.4 Compacted Fill Placement.
Structural design elements of slabs-on-grade, including but not limited to thickness, reinforcement, joint spacing, should be selected based on the analysis performed by the project structural engineer considering anticipated loading conditions and the modulus of subgrade reaction of the supporting materials.
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Slabs should be designed and constructed as promulgated by the American Concrete
Institute (ACI) and the Portland Cement Association (PCA). Care should be taken during concrete placement to avoid slab curling. Prior to the slab pour, all utility trenches should be properly backfilled and compacted. Subgrade for slabs-on-grade should be firm and uniform. All loose or disturbed soils
including under-slab utility trench backfill should be recompacted. In hot weather, the contractor should take appropriate curing precautions after placement of concrete to minimize cracking or curling of the slabs. The potential for slab cracking may be lessened by the addition of fiber mesh to the concrete and/or control of the
water/cement ratio. Concrete should be cured by protecting it against loss of moisture and rapid temperature change for at least 7 days after placement. Moist curing, waterproof paper, white polyethylene sheeting, white liquid membrane compound, or a combination
thereof may be used after finishing operations have been completed. The edges of concrete slabs exposed after removal of forms should be immediately protected to provide continuous curing. 10.6 Settlement
The total settlement of shallow footings from static structural loads and short-term settlement of properly compacted fill is anticipated to be 0.5 inch or less. dry seismic settlement 0.5 inch should be used for design. The differential settlement resulting from static loads is anticipated to be 0.25 inches or less over a horizontal distance of 40 feet.
Generally, static and dynamic settlement does not occur at the same time. For design purposes, the structural engineer should decide whether static and dynamic settlement will be combined or not.
10.7 Pipe Design for Underground Utilities Structural design of pipes requires proper evaluation of all possible loads acting on pipes. The stresses and strains induced on buried pipes depend on many factors, including the type of soil, density, bearing pressure, angle of internal friction, coefficient
of passive earth pressure, and coefficient of friction at the interface between the backfill and native soils. The recommended values of the various soil parameters for the pipe design are provided in Table No. 8, Soil Parameters for Pipe Design below.
Where pipes are connecting to rigid structures near, or at its lower levels, and then are
subjected to significant loads as the backfill is placed to finish grade, we recommend that provisions be incorporated in the design to provide support of these pipes where they exit the structure. Consideration can be given to flexible connections, concrete
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slurry support beneath the pipes where they exit the structures, overlaying and
supporting the pipes with a few inches of compressible material (i.e., Styrofoam or other materials), or other techniques. Automatic shutoffs should be installed to limit the potential leakage in the event of damage in a seismic event.
Table No. 8, Soil Parameters for Pipe Design
Soil Parameters Parameters
Total unit weight of compacted backfill (assuming 92%
average relative compaction), γ 136 pcf
Angle of internal friction of soils, φ 30º
Soil cohesion, c 70 psf
Coefficient of friction between concrete and native soils, fs 0.40
Coefficient of friction between pipe and native soils, fs 0.35
Bearing pressure against compacted soils 3,500 psf
Coefficient of passive earth pressure, Kp 3.00
Coefficient of active earth pressure, Ka 0.33
*Modulus of Soil Reaction, E’1,500 psi
(* Modulus of soil reaction, E’ is provided for native trench wall soil.)
10.8 Soil Corrosivity
The results of chemical testing of two representative soil samples were evaluated for corrosivity with respect to common construction materials such as concrete and steel.
The test results are presented in Appendix B, Laboratory Testing Program and design
recommendations pertaining to soil corrosivity are presented below.
The sulfate contents of the sampled soils correspond to American Concrete Institute (ACI) exposure category S0 for these sulfate concentrations (ACI 318-14, Table
19.3.1.1). No concrete type restrictions are specified for exposure category S0 (ACI
318-14, Table 19.3.2.1). A minimum compressive strength of 2,500 psi is recommended.
We anticipate that concrete structures such as footings, slabs, and flatwork will be
exposed to moisture from precipitation and irrigation. Based on the site locations and
the results of chloride testing of the site soils, we do not anticipate that concrete structures will be exposed to external sources of chlorides, such as deicing chemicals, salt, brackish water, or seawater. ACI specifies exposure category C1 where concrete is exposed to moisture, but not to external sources of chlorides (ACI 318-14, Table
19.3.1.1). ACI provides concrete design recommendations in ACI 318-14, Table
19.3.2.1, including a compressive strength of at least 2,500 psi and a maximum chloride content of 0.3 percent.
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The measured value of the minimum electrical resistivity of the sample when saturated
were 23,000 and 33,274 Ohm-cm. This indicates that the soil tested of the site is mildly corrosive to ferrous metals in contact with the soils (Romanoff, 1957). Converse does not practice in the area of corrosion consulting. A qualified corrosion consultant should provide appropriate corrosion mitigation measures for any ferrous metals in contact with the site and site soils.
10.9 Flexible Pavement Recommendations
Four representative soil samples were tested to determine the R-value of the subgrade soils. The tested R-values were between 62 and 65. For pavement design, we have
utilized design R-value of 60 and Traffic Indices (TIs) of 6.5 and 10.0 based on the City of Fontana Street Design Requirements STD. Plan No. 1012, for Collector Street and Primary Highway classification.
Table No. 9, Recommended Preliminary Structural Street Sections
Design R-value Street Type Traffic Index (TI)
Option 1 Option 2
Calculated Pavement Section (inches) Calculated Full AC Section (inches)
60
Collector Street
(San Sevaine Road) 6.5 4.5 AC/ 0.0 AB 5.5
Primary Highway
(South Highland Avenue) 10.0 6.5 AC/ 4.0 AB 8.5
*The Pavement Section should follow City of Fontana Street Design Requirements
Based on the above information, asphalt concrete and aggregate base thickness results are presented using the Caltrans Highway Design Manual (Caltrans, 2022), Chapter 630 with a safety factor of 0.2 for asphalt concrete/aggregate base section and 0.1 for
full depth asphalt concrete section we have utilized design R-value of 50 and Traffic
Indices (TIs) ranging from 5 to 8 for preliminary asphalt concrete pavement sections for interior streets and parking lots presented in the following table.
Table No. 10, Recommended Preliminary Pavement Sections
R-value
50
Traffic Index (TI)
Pavement Section
Option 1 Option 2
Asphalt Concrete (inches) Aggregate Base (inches)
Full AC Section (inches)
5.0 3.0 4.0 4.5
6.0 3.5 4.0 5.5
7.0 4.0 4.5 7.0
8.0 5.0 5.0 8.0
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Pavement sections should follow the City of Fontana Street Design Requirements STD.
Plan No. 1012, attached in Appendix D, Standard Drawings, or Table No. 9,
Recommended Preliminary Pavement Sections, whichever is determined to be applicable. At or near the completion of grading, subsurface samples should be tested to evaluate the actual subgrade R-value for final pavement design.
Prior to placement of aggregate base, at least the upper 12 inches of subgrade soils should be scarified, moisture-conditioned if necessary, and recompacted to at least 95 percent of the laboratory maximum dry density as defined by ASTM Standard D1557 test
method.
Base materials should conform with Section 200-2.2,"Crushed Aggregate Base," of the current Standard Specifications for Public Works Construction (SSPWC; Public Works Standards, 2021) and should be placed in accordance with Section 301.2 of the SSPWC.
Asphaltic concrete materials should conform to Section 203 of the SSPWC and should be placed in accordance with Section 302.5 of the SSPWC.
10.10 Rigid Pavement Recommendations
For pavement design, we have utilized a design subgrade R-value of 50 and design Traffic Indices (TIs) ranging from 5 to 8. We recommend that the project structural engineer consider the loading conditions at various locations and select the appropriate pavement sections from the following table:
Table No. 11, Rigid Pavement Structural Sections
Design R-Value Design Traffic Index (TI) PCCP Pavement Section (inches)
50
5.0 6.0
6.0 6.5
7.0 6.5
8.0 7.0
Prior to placement of aggregate base, at least 1 to 2 feet of the soils below existing grade should be removed, processed, and replaced as compacted fill prior to placing addition fill to reach finish grade, and recompacted to at least 95 percent of the laboratory maximum dry density as defined by ASTM Standard D1557 test method.
Positive drainage should be provided away from all pavement areas to prevent seepage of surface and/or subsurface water into pavement base and/or subgrade.
At or near the completion of grading, subsurface samples should be tested to evaluate the
actual subgrade R-value for final pavement design.
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The concrete pavement section is based on a minimum 28-day Modulus of Rupture (M-
R) of 550 psi and a compressive strength of 3,000 psi. The third point method of testing beams should be used to evaluate modulus of rupture. The concrete mix design should contain a minimum cement content of 5.5 sacks per cubic yard. Recommended maximum and minimum values of slump for pavement concrete are three inches and one inch, respectively.
Transverse contraction joints should not be spaced more than 15 feet and should be cut to a depth of ¼ the thickness of the slab. Longitudinal joints should not be spaced more than 12 feet apart. A longitudinal joint is not necessary in the pavement adjacent to the curb and gutter section.
Concrete materials should conform to Section 201 of the 2021 Standard Specifications for Public Works Construction (SSPWC; Public Works Standards, 2021), and concrete pavement should be constructed in accordance with Section 302-6, “Portland Cement Concrete Pavement” of the SSPWC.
10.11 Concrete Flatwork
Except as modified herein, concrete walks, driveways, access ramps, curb and gutters should be constructed in accordance with Section 303-5, Concrete Curbs, Walks,
Gutters, Cross-Gutters, Alley Intersections, Access Ramps, and Driveways, of the Standard Specifications for Public Works Construction (Public Works Standards, 2021).
The subgrade soils under the above structures should consist of compacted fill placed as described in this report. Prior to placement of concrete, the upper 12 inches of
subgrade soils should be moisture conditioned within 3 percent of optimum moisture content for coarse-grained soils and 0 and 2 percent above optimum for fine-grained soils.
The thickness of driveways for passenger vehicles should be at least 4 inches, or as
required by the civil or structural engineer. Transverse control joints for driveways should be spaced not more than 10 feet apart. Driveways wider than 12 feet should be provided with a longitudinal control joint.
Concrete walks subjected to pedestrian and bicycle loading should be at least 4 inches
thick, or as required by the civil or structural engineer. Transverse joints should be spaced 15 feet or less and should be cut to a depth of one-fourth the slab thickness.
Positive drainage should be provided away from all driveways and sidewalks to prevent
seepage of surface and/or subsurface water into the concrete base and/or subgrade.
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10.12 Infiltration Testing
The measured percolation test data and calculations for conversion to infiltration rates, porosity correction, and factor of safety are shown on Plates No. 1 through 4, Estimated
Infiltration Rate from Percolation Test Data and graphically represented on Plates No. 2 and 4, Infiltration Rate Versus Time in Appendix C Infiltration Testing. The estimated
infiltration rate at the test holes are presented in the following table.
Table No. 12, Estimated Infiltration Rates
Percolation Test Depth (feet) Soil Type Infiltration Rate (inches/hour) (FOS 2)
PT-01 5.1 Silty Sand with Gravel (SM), Sand with Gravel/Gravel with Sand (SP/GP) 1.58
PT-02 10.3 Silty Sand with Gravel/Silty Gravel with Sand (SM/GM), Sand with Gravel (SP) 4.20
Based on the calculated infiltration rate during the final respective intervals in each test,
a design infiltration rate of 1.58 and 4.20 (inches/hour) can be used for depth of 5.1 and 10.3 feet respectively for the selected locations and specified soil types.
Please note that infiltration rates may change if the soil type and location of the
proposed system changes. If that is the case, then additional percolation testing needs
to be performed in the new locations.
11.0 CONSTRUCTION RECOMMENDATIONS
Temporary sloped excavation recommendations are presented in the following sections.
11.1 General
Both sloped and vertical braced excavations can be considered for the foundations at the site and pipelines associated with it. Recommendations pertaining to temporary excavations are presented in this section.
Depending on the sequence of construction, excavations may be required near existing streets or structures, which may require vertical side wall excavation. Where the side of the excavation is a vertical cut, it should be adequately supported by temporary shoring to protect workers and any adjacent structures.
All applicable requirements of the California Construction and General Industry Safety Orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. The soils exposed in cuts should be observed during excavation by the geotechnical consultant and the competent person designated by the contractor. If
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potentially unstable soil conditions are encountered, modifications of slope ratios for
temporary cuts may be required.
11.2 Temporary Sloped Excavations
Temporary open-cut trenches may be constructed with side slopes as recommended in
the following table. Temporary cuts encountering soft and wet fine-grained soils; dry loose, cohesionless soils or loose fill from trench backfill may have to be constructed at a flatter gradient than presented below.
Table No. 13, Slope Ratios for Temporary Excavations
Soil Type OSHA Soil Type Depth of Excavation (ft) Recommended Maximum Slope (Horizontal:Vertical)¹
Silty Gravel/Silty Sand (GM/SM), Gravel with Silt
(GW-GM), (GP-GM), Gravel/Sand (GP/SP), and Sand with Silt (SP-SM)
C
0-10 1.5:1
10-20 2:1
1 Slope ratio assumed to be uniform from top to toe of slope.
For shallow excavations up to 4 feet bgs, excavation can be vertical. For steeper temporary construction slopes or deeper excavations, or unstable soil encountered during the excavation, shoring or trenches should be provided by the contractor to
protect the workers in the excavation. Design recommendations for temporary shoring can be provided if necessary.
Surfaces exposed in slope excavations should be kept moist but not saturated to retard raveling and sloughing during construction. Adequate provisions should be made to
protect the slopes from erosion during periods of rainfall. Surcharge loads, including construction materials, should not be placed within 5 feet of the unsupported slope edge. Stockpiled soils with a height higher than 6 feet will require greater distance from trench edges.
12.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION
The project geotechnical consultant should review plans and specifications as the project design progresses. Such review is necessary to identify design elements, assumptions, or new conditions which require revisions or additions to our geotechnical recommendations.
The project geotechnical consultant should be present to observe conditions during construction. Testing should be performed to determine density and moisture of the compacted soils. Geotechnical observation and testing should be performed as needed to verify compliance with project specifications. Additional geotechnical
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recommendations may be required based on subsurface conditions encountered during
construction. 13.0 CLOSURE This report is prepared for the project described herein and is intended for use solely by Unitex Management Corporation/Intex Properties Corporation and their authorized
agents, to assist in the design and construction of the proposed project. Our findings
and recommendations were obtained in accordance with generally accepted professional principles practiced in geotechnical engineering. We make no other warranty, either expressed or implied.
Converse Consultants is not responsible or liable for any claims or damages associated
with interpretation of available information provided to others. Site exploration identifies actual soil conditions only at those points where samples are taken, when they are taken. Data derived through sampling and laboratory testing is extrapolated by Converse employees who render an opinion about the overall soil conditions. Actual
conditions in areas not sampled may differ. In the event that changes to the project
occur, or additional, relevant information about the project is brought to our attention, the recommendations contained in this report may not be valid unless these changes and additional relevant information are reviewed, and the recommendations of this report are modified or verified in writing. In addition, the recommendations can only be
finalized by observing actual subsurface conditions revealed during construction.
Converse cannot be held responsible for misinterpretation or changes to our recommendations made by others during construction. As the project evolves, continued consultation and construction monitoring by a
qualified geotechnical consultant should be considered an extension of geotechnical
investigation services performed to date. The geotechnical consultant should review plans and specifications to verify that the recommendations presented herein have been appropriately interpreted, and that the design assumptions used in this report are valid. Where significant design changes occur, Converse may be required to augment or
modify the recommendations presented herein. Subsurface conditions may differ in
some locations from those encountered in the explorations, and may require additional analyses and, possibly, modified recommendations. Design recommendations given in this report are based on the assumption that the
recommendations contained in this report are implemented. Additional consultation may
be prudent to interpret Converse's findings for contractors, or to possibly refine these recommendations based upon the review of the actual site conditions encountered during construction. If the scope of the project changes, if project completion is to be delayed, or if the report is to be used for another purpose, this office should be
consulted.
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14.0 REFERENCES
AMERICAN CONCRETE INSTITUTE (ACI), 2014, Building Code Requirements for
Structural Concrete (ACI 318-14) and Commentary, October 2014.
Appendix VII, Infiltration Rate, Evaluation Protocol and Factor of Safety Recommendations, San Bernardino County, 2013.
CALIFORNIA BUILDING STANDARDS COMMISSION (CBSC), 2022, California Building Code (CBC).
CALIFORNIA DEPARTMENT OF TRANSPORTATION (Caltrans), 2022, Highway
Design Manual, dated December 2022.
CALIFORNIA GEOLOGICAL SURVEY (CGS), 2007, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Faulting Zoning Act with Index to Earthquake Fault Zone Maps, Special Publication 42, revised 2007.
CALIFORNIA STATE WATER RESOURCES CONTROL BOARD (SWRCB), 2018, GeoTracker database (http://geotracker.waterboards.ca.gov/), accessed October 2023.
DAS, B.M., 2011, Principles of Foundation Engineering, Seventh Edition, published by
Global Engineering, 2011.
FEDERAL EMERGENCY MANAGEMENT AGENCY (FEMA), 2008, Flood Insurance Rate Map, Riverside County, California and Incorporated Areas, Map No.
06065C2017G, revised August 28, 2008.
MORTON, D.M. and MILLER, F.K., 2006, Geologic Map of the Riverside and Santa Ana 30' x 60' Quadrangles, California, U.S. Geological Survey Open-File Report 2006-1217, scale 1:100,000.
PUBLIC WORKS STANDARDS, INC., 2021, Standard Specifications for Public Works Construction (“Greenbook”), 2021.
ROMANOFF, MELVIN, 1957, Underground Corrosion, National Bureau of Standards
Circular 579, dated April 1957.
SAN BERNARDINO COUNTY, 2010a, San Bernardino County General Plan Hazard Overlays, Map Sheet FH21B, scale 1:14,400, dated March 9, 2010.
SAN BERNARDINO COUNTY, 2010b, San Bernardino County General Plan Geologic
Hazard Overlays, Map Sheet FH21C, scale 1:14,400, dated March 9, 2010.
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SAN BERNARDINO COUNTY, 2013, Technical Guidance Document for Water Quality Management Plans, dated June 7, 2013. U.S. GEOLOGICAL SURVEY (USGS), 2018a, National Water Information System: Web Interface (https://nwis.waterdata.usgs.gov/usa/nwis/gwlevels), accessed October
2023. U.S. GEOLOGICAL SURVEY (USGS), 2018b, U.S. Seismic Design Maps Tool: Web Interface (http://earthquake.usgs.gov/hazards/designmaps/usdesign.php), accessed October 2023.
Appendix A
Field Exploration
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APPENDIX A FIELD EXPLORATION
Our field investigation included a site reconnaissance and a subsurface exploration program consisting of drilling soil borings and conducting percolation tests. During the site reconnaissance, the surface conditions were noted, and the borings were marked at locations approved by Millard Lee. The boring locations were established in the field
using approximate distances from local streets as well as existing features as a guide and should be considered accurate only to the degree implied by the method used to locate them.
Twenty exploratory borings (BH-01 through BH-19) were drilled on October 9, 2023,
and October 11, 2023, to investigate the subsurface conditions at the site. The borings were advanced to depths between 2.6 and 15.4 feet below ground surface (bgs). The proposed depths could not be achieved due to refusal from gravel, cobbles, and possible boulders. Borings details are presented in Table No. A-1, Summary of Borings
and Drawings Nos. A-2 through A-23, Logs of Borings.
Table No. A-1, Summary of Borings
Boring No. Boring Depth (ft, bgs) Groundwater Depth (ft, bgs) Date Completed Proposed Completed
BH-01 15.0 6.5 Not Encountered 10/9/2023
BH-02 15.0 15.1 Not Encountered 10/9/2023
BH-03 50.0 2.6 Not Encountered 10/9/2023
BH-03A 50.0 9.0 Not Encountered 10/11/2023
BH-04 15.0 15.1 Not Encountered 10/9/2023
BH-05 15.0 6.0 Not Encountered 10/9/2023
BH-06 15.0 15.4 Not Encountered 10/9/2023
BH-07 15.0 9.0 Not Encountered 10/9/2023
BH-08 15.0 8.0 Not Encountered 10/9/2023
BH-09 15.0 15.1 Not Encountered 10/9/2023
BH-10 10.0 6.5 Not Encountered 10/11/2023
BH-11 10.0 10.9 Not Encountered 10/11/2023
BH-12 10.0 11.5 Not Encountered 10/11/2023
BH-13 10.0 10.3 Not Encountered 10/11/2023
BH-14 10.0 3.5 Not Encountered 10/11/2023
BH-15 10.0 9.0 Not Encountered 10/11/2023
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Boring No. Boring Depth (ft, bgs) Groundwater Depth (ft, bgs) Date Completed Proposed Completed
BH-16 10.0 10.8 Not Encountered 10/11/2023
BH-17 10.0 10.1 Not Encountered 10/11/2023
BH-18 10.0 10.9 Not Encountered 10/11/2023
BH-19 10.0 11.0 Not Encountered 10/11/2023
PT-01 5.0 6.5 Not Encountered 10/11/2023
PT-02 10.0 10.5 Not Encountered 10/11/2023
Two percolation test borings (PT-01 and PT-02) were drilled on October 11, 2023, to perform infiltration testing. The borings were drilled to approximately 6.5 and 10.5 feet
below the existing ground surface (bgs) respectively. Due to caving in the test holes, the
tested depths of PT-01 and PT-02 were 5.1 and 10.3 feet bgs respectively. Details about the percolation tests are presented in Appendix C, Infiltration Testing. The borings were advanced using a track-mounted drill rig equipped with 8-inch diameter
hollow-stem augers for soils sampling. Encountered materials were continuously logged
by a Converse geologist and classified in the field by visual inspection in accordance with the Unified Soil Classification System. Where appropriate, the field descriptions and classifications have been modified to reflect laboratory test results.
Where possible, relatively undisturbed samples were obtained using California Modified
Samplers (2.4 inches inside diameter and 3.0 inches outside diameter) lined with thin sample rings. The steel ring sampler was driven into the bottom of the borehole with successive drops of a 140-pound driving weight falling 30 inches. Blow counts at each sample interval are presented on the boring logs. Samples were retained in brass rings
(2.4 inches inside diameter and 1.0 inch in height) and carefully sealed in waterproof
plastic containers for shipment to the Converse laboratory. Bulk samples of typical soil types were also obtained. The exact depths at which material changes occur cannot always be established
accurately. Unless a more precise depth can be established by other means, changes
in material conditions that occur between drive samples are indicated on the logs at the top of the next drive sample. Following the completion of logging and sampling, the borings were backfilled with soil
cuttings and tamped with an auger using the weight of the drill rig. If construction is
delayed, the surface may settle over time. So, we recommend the owner monitor the boring locations and backfill any depressions that might occur or provide protection around the boring locations to prevent trip and fall injuries from occurring near the area of any potential settlement.
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For a key to soil symbols and terminology used in the boring logs, refer to Drawing Nos. A-1a and A-1b, Unified Soil Classification and Key to Boring Log Symbols. For logs of borings, see Drawings Nos. A-2 through A-23, Logs of Borings.
1
A-1aDrawing No.Project No.
(LITTLE OR NO FINES)
INORGANIC SILTS AND VERYFINE SANDS, ROCK FLOUR,SILTY OR CLAYEY FINESANDS OR CLAYEY SILTSWITH SLIGHT PLASTICITY
LIQUID LIMIT LESS
THAN 50
SILTY GRAVELS, GRAVEL - SAND- SILT MIXTURES
OH
SC
SILTS AND
CLAYS
MORE THAN 50% OFCOARSE FRACTION
PASSING ON NO. 4
SIEVE
MORE THAN 50% OF
MATERIAL IS
LARGER THAN NO.
200 SIEVE SIZE
SILTY SANDS, SAND - SILTMIXTURES
POORLY-GRADED SANDS,GRAVELLY SAND, LITTLE ORNO FINES
(LITTLE OR NO FINES)
OL
WELL-GRADED GRAVELS,GRAVEL - SAND MIXTURES,LITTLE OR NO FINES
SANDS WITHFINES
CL
HIGHLY ORGANIC SOILS PT
MORE THAN 50% OF
MATERIAL IS
SMALLER THAN NO.
200 SIEVE SIZE
SM
WELL-GRADED SANDS,GRAVELLY SANDS, LITTLEOR NO FINES
(APPRECIABLE AMOUNTOF FINES)
SP
SW
COARSEGRAINEDSOILS
POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES,LITTLE OR NO FINES
CLAYEY GRAVELS, GRAVEL -SAND - CLAY MIXTURES
SAMPLE TYPE
LETTER
INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY,GRAVELLY CLAYS, SANDYCLAYS, SILTY CLAYS, LEANCLAYS
ORGANIC CLAYS OF MEDIUM TOHIGH PLASTICITY, ORGANICSILTS
SANDANDSANDYSOILS
INORGANIC SILTS, MICACEOUSOR DIATOMACEOUS FINESAND OR SILTY SOILS
SOIL CLASSIFICATION CHART
MORE THAN 50% OF
COARSE FRACTION
RETAINED ON NO. 4
SIEVE
(APPRECIABLE AMOUNTOF FINES)
GC
DESCRIPTIONS
BORING LOG SYMBOLS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOWPLASTICITY
FINE
GRAINED
SOILS
SILTS AND
CLAYS
ML
TYPICAL
Split barrel sampler in accordance withASTM D-1586-84 Standard Test Method
No recovery
BULK SAMPLE
GROUNDWATER WHILE DRILLING
GROUNDWATER AFTER DRILLING
MH
GM
GW
SYMBOLS
PEAT, HUMUS, SWAMP SOILSWITH HIGH ORGANICCONTENTS
LIQUID LIMIT
GREATER THAN 50
MAJOR DIVISIONS
STANDARD PENETRATION TEST
CH
GRAVELSWITHFINES
DRIVE SAMPLE 2.42" I.D. sampler (CMS).
DRIVE SAMPLE
CLEANSANDS
GRAVELANDGRAVELLYSOILS
CLEANGRAVELS
INORGANIC CLAYS OF HIGHPLASTICITY
GP
CLAYEY SANDS, SAND - CLAYMIXTURES
GRAPH
Converse Consultants
DRILLING METHOD SYMBOLS
C
CL
CP
CR
CU
DS
EI
M
OC
P
PA
PI
PL
PM
PP
R
SE
SG
SW
TV
UC
UU
UW
FIELD AND LABORATORY TESTS
Consolidation (ASTM D 2435)
Collapse Potential (ASTM D 4546)
Compaction Curve (ASTM D 1557)
Corrosion, Sulfates, Chlorides (CTM 643-99; 417; 422)
Consolidated Undrained Triaxial (ASTM D 4767)
Direct Shear (ASTM D 3080)
Expansion Index (ASTM D 4829)
Moisture Content (ASTM D 2216)
Organic Content (ASTM D 2974)
Permeablility (ASTM D 2434)
Particle Size Analysis (ASTM D 6913 [2002])
Liquid Limit, Plastic Limit, Plasticity Index
(ASTM D 4318)
Point Load Index (ASTM D 5731)
Pressure Meter
Pocket Penetrometer
R-Value (CTM 301)
Sand Equivalent (ASTM D 2419)
Specific Gravity (ASTM D 854)
Swell Potential (ASTM D 4546)
Pocket Torvane
Unconfined Compression - Soil (ASTM D 2166)
Unconfined Compression - Rock (ASTM D 7012)
Unconsolidated Undrained Triaxial (ASTM D 2850)
Unit Weight (ASTM D 2937)
Auger Drilling Mud Rotary Drilling Dynamic Coneor Hand Driven Diamond Core
UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOG SYMBOLS
Project ID: 23-81-269-01.GPJ; Template: LOG
23-81-269-01
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
CONSISTENCY OF COHESIVE SOILS
Descriptor
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
APPARENT DENSITY OF COHESIONLESS SOILS
Descriptor Criteria
Descriptor SPT N - Value (blows / foot)
Very Loose
Loose
Medium Dense
Dense
Very Dense
<4
4- 10
11 - 30
31 - 50
>50
Nonplastic
Low
Medium
High
Descriptor Criteria
Crumbles or breaks with handling orlittle finger pressure.
Crumbles or breaks with considerablefinger pressure.
Will not crumble or break with fingerpressure.
Weak
Moderate
Strong
Unconfined Compressive Strength (tsf)Torvane (tsf)
Pocket Penetrometer (tsf)
<0.25
0.25 - 0.50
0.50 - 1.0
1.0 - 2.0
2.0 - 4.0
>4.0
Descriptor Criteria
Trace (fine)/
Few
Little
Some
Mostly
Particles are present but estimatedto be less than 5%
5 to 10%
15 to 25%
30 to 45%
50 to 100%
PERCENT OF PROPORTION OF SOILS
MOISTURE
Criteria
Absence of moisture, dusty, dry to the touch
Damp but no visible water
Visible free water, usually soil is belowwater table
Size
CoarseMediumFine
> 12 inches
3 to 12 inches
Passing No. 200 Sieve
No. 10 Sieve to No. 4 SieveNo. 40 Sieve to No. 10 SieveNo. 200 Sieve to No. No. 40 Sieve
<0.25
0.25 - 0.50
0.50 - 1.0
1.0 - 2.0
2.0 - 4.0
>4.0
60
PLASTICITY OF FINE-GRAINED SOILS
Descriptor
Dry
Moist
Wet
Boulder
Cobble
Gravel
Sand
Silt and Clay
Descriptor
CoarseFine 3/4 inch to 3 inchesNo. 4 Sieve to 3/4 inch
CEMENTATION/ Induration
A 1/8-inch thread cannot be rolled at any water content.
The thread can barely be rolled, and the lump cannot be formed when drier than the plastic limit.
The thread is easy to roll, and not much time is required to reach the plastic limit; it cannot be rerolled afterreaching the plastic limit. The lump crumbles when drier than the plastic limit.
It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several timesafter reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit.
Field Approximation
Easily penetrated several inches by fist
Easily penetrated several inches by thumb
Can be penetrated several inches by thumbwith moderate effort
Readily indented by thumb but penetratedonly with great effort
Readily indented by thumbnail
Indented by thumbnail with difficulty
<0.12
0.12 - 0.25
0.25 - 0.50
0.50 - 1.0
1.0 - 2.0
>2.0
SOIL PARTICLE SIZE
NOTE: This legend sheet provides descriptions andassociated criteria for required soil description componentsonly. Refer to Caltrans Soil and Rock Logging, Classification,and Presentation Manual (2010), Section 2, for tables ofadditional soil description components and discussion of soildescription and identification.
A-1bDrawing No.Project No.
Project ID: 23-81-269-01.GPJ; Template: LOG
Converse Consultants
UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOG SYMBOLS
SPT Blow
Counts
< 2
2 - 4
5 - 8
9 - 15
16 - 30
>30
CA Sampler
<3
3 - 6
7 - 12
13 - 25
26 - 50
>50
CA Sampler
<5
5 - 12
13 - 35
36 - 60
>60
Scattered (coarse)
23-81-269-01
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravel
up to 3" in maximum dimension, dense, dry to moist,brown.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 1" in
maximum dimension, trace silt, very dense, moist,
brown.
2
4 143
12/28/23
18/28/40
*Disturbed
Boring terminated at 6.5 feet bgs due to auger refusal.No groundwater encountered.Boring backfilled with soil cuttings and tamped with an
auger using the weight of the drill rig on 10/09/2023.
A-2
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1410
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-01
Driving Weight and Drop:
10/9/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL (SM): fine to
coarse-grained, gravel up to 3" in maximum
dimension, dense, moist, brown. - @ 2.5': gravel up to 1" in maximum dimension.
SAND WITH SILT AND GRAVEL (SP-SM): fine to
coarse-grained, gravel up to 3" in maximum
dimension, very dense, dry to moist, grayish brown.
- @ 7.5': dense, moist, brown.
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravel
up to 3" in maximum dimension, very dense, moist,
grayish brown.
3
2
3
3
91 12/18/26
16/38/31
16/26/30
30/50-6"
50-1"
DS
CP, CR,PA
*Disturbed
*Disturbed
*NoRecoveryEnd of boring at 15.1 feet bgs.
No groundwater encountered.Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/09/2023.
A-3
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1410
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
15
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-02
Driving Weight and Drop:
10/9/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravel
up to 3" in maximum dimension, very dense, moist,brown. 50-1"
EI
*NoRecovery
Boring terminated at 2.6 feet bgs due to auger refusal.No groundwater encountered.
Boring backfilled with soil cuttings and tamped with an
auger using the weight of the drill rig on 10/09/2023.
A-4
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1411
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-03
Driving Weight and Drop:
10/9/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, few
cobbles up to 6" in maximum dimension, dry to moist,brown. - @ 2.5': no cobbles, gravel up to 2" in maximum
dimension, dense.
GRAVEL WITH SILT AND SAND (GW-GM): fine tocoarse-grained sand, gravel up to 3" in maximum
dimension, very dense, moist, brown.
1
2
12/24/14
50-6"
50-4"
*Disturbed
*Disturbed
PA
*NoRecovery
Boring terminated at 9.0 feet bgs due to auger refusal.
No groundwater encountered.
Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/11/2023.
A-5
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1411
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-03A
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravel
up to 3" in maximum dimension, moist, brown.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 2.5" in
maximum dimension, trace silt, dense, dry to moist,light brownish gray. - @ 5': moist, brown.
GRAVEL WITH SAND (GP): fine to coarse-grained
sand, gravel up to 2.5" in maximum dimension, trace
silt, very dense, dry to moist, brown.
GRAVEL WITH SILT AND SAND (GP-GM): fine to
coarse-grained sand, gravel up to 3" in maximum
dimension, very dense, moist, brown.
2
3
2
10/24/16
16/26/27
20/35/45
10/50-6"
50-1"
*Disturbed
*Disturbed
*Disturbed
*NoRecovery
PA, SE
*NoRecoveryEnd of boring at 15.1 feet bgs.
No groundwater encountered.Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/09/2023.
A-6
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1409
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
15
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-04
Driving Weight and Drop:
10/9/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravel
up to 3" in maximum dimension, moist, brown. - @ 2.5': dense, dry to moist.
- @ 5': very dense.
2
2
14/15/22
22/50-3"
*Disturbed
*Disturbed
Boring terminated at 6.0 feet bgs due to auger refusal.
No groundwater encountered.Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/09/2023.
A-7
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1410
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-05
Driving Weight and Drop:
10/9/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
GRAVEL WITH SILT AND SAND (GP-GM): fine to
coarse-grained sand, gravel up to 3" in maximum
dimension, dry to moist, brown. - @ 2.5': dense.
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravel
up to 1" in maximum dimension, very dense, moist,
brown.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 3" in
maximum dimension, trace silt, very dense, dry to
moist, brown.
- @ 15': light brown.
2
2
2
23/23/27
12/46/44
24/26/40
33/7/50-5"
50-5"
EI, PA
*DIsturbed
DS
*NoRecovery
*DIsturbed
*DIsturbed
End of boring at 15.5 feet bgs.
No groundwater encountered.
Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/09/2023.
A-8
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1412
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
15
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-06
Driving Weight and Drop:
10/9/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravel
up to 3" in maximum dimension, dry to moist, brown.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 3" in
maximum dimension, trace silt, dense, moist, brown. - @ 5': very dense.
- @ 7.5': gravel up to 1.5" in maximum dimension, dry to
moist.
2
2
2
17/20/28
25/50-6"
28/38/44
*Disturbed
*Disturbed
*Disturbed
Boring terminated at 9.0 feet bgs due to auger refusal.
No groundwater encountered.
Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/09/2023.
A-9
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1415
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-07
Driving Weight and Drop:
10/9/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravel
up to 3" in maximum dimension, moist, brown.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 3" in
maximum dimension, trace silt, dense, dry to moist,brown.
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravelup to 1.5" in maximum dimension, dense, dry to moist,brown.
- @ 7.5': very dense.
2
2
2
14/22/19
15/18/37
50-6"
*Disturbed
*Disturbed
*Disturbed
Boring terminated at 8.0 feet bgs due to auger refusal.
No groundwater encountered.
Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/09/2023.
A-10
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1413
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-08
Driving Weight and Drop:
10/9/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravel
up to 3" in maximum dimension, dry to moist, brown. - @ 2.5': very dense, light brown.
- @ 5': dense.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 3" in
maximum dimension, trace silt, very dense, dry to
moist, light brown.
SILTY GRAVEL WITH SAND (GM): fine to
coarse-grained sand, gravel up to 3" in maximum
dimension, very dense, dry to moist, light grayishbrown.
2
1
2
2
25/35/31
15/20/32
28/50-6"
38/50-6"
50-1"
*Disturbed
*Disturbed
*Disturbed
*Disturbed
CR, PA
*NoRecoveryEnd of boring at 15.1 feet bgs.
No groundwater encountered.Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/09/2023.
A-11
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1414
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
15
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-09
Driving Weight and Drop:
10/9/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, few
cobbles up to 3.5" in maximum dimension, dry tomoist, brown. - @ 2.5': no cobbles gravel up to 2" in maximum
dimension, dense.
- @ 5.0': roots, moist.
2
3
16/20/22
15/19/28
*Disturbed
R*Disturbed
Boring terminated at 6.5 feet bgs due to auger refusal.
No groundwater encountered.
Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/11/2023.
A-12
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1408
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-10
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, few
cobbles up to 4" in maximum dimension, moist, brown. - @ 2.5': no cobbles, gravel up to 2.5" in maximumdimension, medium dense.
- @ 5': gravel up to 3" in maximum dimension, very dense,
dry to moist.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 1" in
maximum dimension, trace silt, very dense, dry to
moist, brown. - @ 10': gravel up to 2.5" in maximum dimension.
3
2
2
2
12/15/12
35/30/33
25/27/38
30/50-5"
*Disturbed
*Disturbed
*Disturbed
*Disturbed
End of boring at 10.9 feet bgs.
No groundwater encountered.
Boring backfilled with soil cuttings and tamped with an
auger using the weight of the drill rig on 10/11/2023.
A-13
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1404
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-11
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, few
cobbles up to 4" in maximum dimension, moist, brown. - @ 2.5': gravel up to 3" in maximum dimension, dense.
- @ 5': very dense.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 2" in
maximum dimension, trace silt, very dense, dry to
moist, light brown.
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravel
up to 1" in maximum dimension, very dense, dry tomoist, brown.
3
3
2
2
108
103
26/27/31
20/50-6"
25/26/36
20/30/34
*Disturbed
*Disturbed
End of boring at 11.5 feet bgs.No groundwater encountered.
Boring backfilled with soil cuttings and tamped with an
auger using the weight of the drill rig on 10/11/2023.
A-14
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1406
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-12
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL (SM): fine to
coarse-grained, gravel up to 1" in maximum
dimension, dry to moist, light brown.
SILTY SAND (SM): fine to medium-grained, few gravel
up to 2" in maximum dimension, rootlets, medium
dense, dry to moist, brown.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 3" in
maximum dimension, trace silt, very dense, dry, brown.
- @ 10.0': moist, grayish brown.
2
1
3
123
12/19/15
16/30/35
50-6"
50-4"
*Disturbed
*NoRecovery
*Disturbed
End of boring at 10.3 feet bgs.No groundwater encountered.
Boring backfilled with soil cuttings and tamped with an
auger using the weight of the drill rig on 10/11/2023.
A-15
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1417
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-13
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, few
cobbles up to 4" in maximum dimension, very dense,moist, brown. 10/50-4"*NoRecovery
Boring terminated at 3.5 feet bgs due to auger refusal.
No groundwater encountered.Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/11/2023.
A-16
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1418
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-14
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVVEL (SM): fine to
coarse-grained, scattered cobbles up to 6" in
maximum dimension, moist, light brown. - @ 2.5': no cobbles, gravel up to 1" in maximumdimension, medium dense.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 3" in
maximum dimension, very dense, dry to moist, brown.
- @ 7.5': dry, light grayish brown.
3
2
1
10/12/17
25/50-6"
50-6"
*Disturbed
*Disturbed
*Disturbed
Boring terminated at 9.0 feet bgs due to auger refusal.
No groundwater encountered.
Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/11/2023.
A-17
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1414
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-15
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL (SM): fine to
coarse-grained, scattered cobbles up to 8" in
maximum dimension, dry, light brown. - @ 2.5': no cobbles, gravel up to 3" in maximumdimension, dense.
- @ 5': gray.
GRAVEL WITH SAND (GP): fine to coarse-grained
sand, few cobbles up to 8" in maximum dimension,
trace silt, very dense, dry to moist, light grayish brown.
1 22/26/26
18/26/30
30/37/47
10/50-3"
CP, EI,
PA, R, SE
*Disturbed
*NoRecovery
*NoRecovery
*NoRecovery
End of boring at 10.8 feet bgs.
No groundwater encountered.
Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/11/2023.
A-18
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1424
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-16
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, few
cobbles up to 6" in maximum dimension, dry to moist,light brown. - @ 2.5': no cobbles, gravel up to 3" in maximum
dimension, dense.
GRAVEL WITH SAND (GP): fine to coarse-grainedsand, gravel up to 3" in maximum dimension, trace silt,
very dense, dry to moist, light brown.
0 27/23/20
20/50-3"
50-4"
50-1"
*Disturbed
*NoRecovery
PA
*NoRecovery
*NoRecoveryEnd of boring at 10.1 feet bgs.
No groundwater encountered.Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/11/2023.
A-19
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1421
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-17
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, few
cobbles up to 6" in maximum dimension, moist, brown. - @ 2.5' no cobbles, gravel up to 2" in maximumdimension, dense.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 2" in
maximum dimension, trace silt, dense, moist, brown.
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravel
up to 3" in maximum dimension, dense, moist, brown.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 2" in
maximum dimension, trace silt, very dense, moist,
brown.
3
3
5
4
12/19/20
42/25/23
21/26/27
30/50-5"
R
*Disturbed
*Disturbed
*Disturbed
*Disturbed
End of boring at 10.9 feet bgs.
No groundwater encountered.Boring backfilled with soil cuttings and tamped with an
auger using the weight of the drill rig on 10/11/2023.
A-20
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1409
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-18
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
GRAVEL WITH SILT AND SAND (GW-GM): fine to
coarse-grained sand, few cobbles up to 8" in maximum
dimension, moist, brown. - @ 7.5': no cobbles, gravel up to 2.5" in maximumdimension, medium dense.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 1" in
maximum dimension, trace silt, dense, moist, brown.
- @ 7.5': very dense.
- @ 10.0': gravel up to 2" in maximum dimension.
3
4
2
3
132
137
19/15/20
12/20/20
25/30/36
30/50-6"
CP, PA,R
*Disturbed
*Disturbed
End of boring at 11.0 feet bgs.
No groundwater encountered.Boring backfilled with soil cuttings and tamped with anauger using the weight of the drill rig on 10/11/2023.
A-21
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1401
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. BH-19
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL (SM): fine to
coarse-grained, scattered cobbles up to 6" in
maximum dimension. moist, brown. - @ 2.5': no cobbles, gravel up to 2" in maximumdimension, medium dense.
SAND WITH GRAVEL/GRAVEL WITH SAND (SP/GP):
fine to coarse-grained sand, gravel up to 1" in
maximum dimension, trace silt, dense, moist, brown.
4
2
8/11/16
15/28/30
*Disturbed
*Disturbed
End of Boring at 6.5 feet bgs.
No groundwater encountered.Borehole was used for percolation testing. Pipe wasremoved, and borehole backfilled with soil cuttings and
tamped on 10/12/2023.
A-22
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1395
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. PT-01
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
YOUNG ALLUVIAL FAN DEPOSITS:
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, few
cobbles up to 5" in maximum dimension, moist, brown.
SILTY SAND WITH GRAVEL (SM): fine to
coarse-grained, gravel up to 2" in maximum
dimension, dense, moist, brown.
SAND WITH GRAVEL (SP): fine to coarse-grained,
gravel up to 1.5" in maximum dimension, trace silt,
dense, moist, brown. - @ 7.5': very dense, dark brown.
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH
SAND (SM/GM): fine to coarse-grained sand, gravel
up to 1" in maximum dimension, moist, brown.
3
2
2
1
14/16/34
15/25/20
22/34/41
50-6"
*Disturbed
*Disturbed
*Disturbed
*Disturbed
End of Boring at 10.5 feet bgs.
No groundwater encountered.
Borehole was used for percolation testing. Pipe wasremoved, and borehole backfilled with soil cuttings andtamped on 10/12/2023.
A-23
Drawing No.
SAMPLES
Gr
a
p
h
i
c
Lo
g
Javier D. Calzada Robert Gregorek II
BL
O
W
S
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SUMMARY OF SUBSURFACE CONDITIONS
Checked By:
De
p
t
h
(
f
t
)
Equipment:
MO
I
S
T
U
R
E
(
%
)
Logged by:
Depth to Water (ft, bgs):1395
23-81-269-01
SUMMARY OF SUBSURFACE CONDITIONS
De
p
t
h
(
f
t
)
OT
H
E
R
5
10
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
This log is part of the report prepared by Converse for this projectand should be read together with the report. 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 changeat this location with the passage of time. The data presented is asimplification of actual conditions encountered.DR
I
V
E
Project No.
NOT ENCOUNTERED
Log of Boring No. PT-02
Driving Weight and Drop:
10/11/2023
140 lbs / 30 in
BU
L
K
8" DIAMETER HOLLOW STEM AUGER
Ground Surface Elevation (ft):
Gr
a
p
h
i
c
Lo
g
Date Drilled:
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: LOG
Appendix B
Laboratory Testing Program
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page B-1
Converse Consultants
M:\JOBFILE\2023\81\23-81-269 Unitex, Westgate Medical Office Building\Report\23-81-269_GIR(01)medical
APPENDIX B LABORATORY TESTING PROGRAM
Tests were conducted in our laboratory on representative soil samples for the purpose
of classification and evaluation of their physical properties and engineering characteristics. The amount and selection of tests were based on the geotechnical parameters required for this project. Test results are presented herein and on the Logs of Borings, in Appendix A, Field Exploration. The following is a summary of the various
laboratory tests conducted for this project.
In-Situ Moisture Content and Dry Density Results of these tests performed in accordance with ASTM Standard D2216 and D2937 on relatively undisturbed ring samples were used to aid in the classification and to provide
quantitative measure of the in situ dry density and moisture content. Data obtained from
this test provides qualitative information on strength and compressibility characteristics of the site soils. For test results, see the Logs of Borings in Appendix A, Field Exploration. Expansion Index (EI)
Three samples were tested to evaluate the expansion potential in accordance with
ASTM Standard D4829. The test results are presented in the following table. Table No. B-1, Expansion Index Test Results
Boring No. Depth (feet) Soil Description Expansion Index Expansion Potential
BH-03 0-2.5 Silty Sand with Gravel (SM) 0 Very Low
BH-06 0-5 Gravel with Silt and Sand (GP-GM) 0 Very Low
BH-16 0-5 Silty Sand with Gravel (SM) 0 Very Low
Sand Equivalent (SE) Two representative soil samples were tested in accordance with the ASTM D2419 test
method to determine the sand equivalent. The test results are presented in the following table. Table No. B-2, Sand Equivalent Test Results
Boring No. Depth (feet) Soil Description Sand Equivalent
BH-04 10-15 Gravel with Silt and Sand (GP-GM) 35
BH-16 0-5 Silty Sand with Gravel (SM) 33
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page B-2
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M:\JOBFILE\2023\81\23-81-269 Unitex, Westgate Medical Office Building\Report\23-81-269_GIR(01)medical
R-value (R) Four representative bulk soil samples were tested in accordance with California Test Method CT301 for resistance value (R-value). The test provides a relative measure of
soil strength for use in pavement design. The test results are presented in the following table. Table No. B-3, R-Value Test Results
Boring No. Depth (feet) Soil Classification Measured R-value
BH-10 5-6.5 Silty Sand with Gravel/Silty Gravel with Silt (SM/GM) 63
BH-16 0-5 Silty Sand with Gravel (SM) 65
BH-18 0-5 Silty Sand with Gravel/Silty
Gravel with Silt (SM/GM) 63
BH-19 0-5 Gravel with Silt and Sand (GW-GM) 62
Soil Corrosivity (CR) Two representative soil samples were tested to determine minimum electrical resistivity, pH, and chemical content, including soluble sulfate and chloride concentrations. The
purpose of these tests was to determine the corrosion potential of site soils when placed
in contact with common construction materials. The tests were performed by AP Engineering and Testing, Inc. (Pomona, CA) in accordance with Caltrans Tests 643, 422 and 417. Test results are presented in the following table.
Table No. B-4, Summary of Soil Corrosivity Test Results
Boring No. Depth (feet) pH Soluble Sulfates (CA 417) (% by weight)
Soluble Chlorides (CA 422) (ppm)
Min. Resistivity (CA 643) (Ohm-cm)
BH-02 5-10 7.7 0.002 18 23,000
BH-09 10-15 7.6 0.002 17 33,274
Grain-Size Analyses (PA) To assist in classification of soils, mechanical grain-size analyses were performed on eight select samples in accordance with ASTM Standard D6913 test method. Grain-size distribution is summarized in the table below and plotted in Drawings Nos. B-1a
and B-1b, Grain Size Distribution Results.
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page B-3
Converse Consultants
M:\JOBFILE\2023\81\23-81-269 Unitex, Westgate Medical Office Building\Report\23-81-269_GIR(01)medical
Table No. B-5, Grain Size Distribution Test Results
Boring No. Depth (ft) Soil Classification %Gravel %Sand %Silt %Clay
BH-02 5-10 Sand with Silt and Gravel
(SP-SM) 38.0 52.3 9.7
BH-03A 5-9 Gravel with Silt and Sand
(GW-GM) 53.0 37.1 9.9
BH-04 10-15 Gravel with Silt and Sand
(GP-GM) 52.0 40.4 7.6
BH-06 0-5 Gravel with Silt and Sand
(GP-GM) 71.0 22.2 6.8
BH-09 10-15 Silty Gravel with Sand (GM) 49.0 27.4 23.6
BH-16 0-5 Silty Sand with Gravel (SM) 38.0 48.7 13.3
BH-17 5-10 Gravel with Sand (GP) 67.0 29.0 4.0
BH-19 0-5 Gravel with Silt and Sand
(GW-GM) 65.0 28.8 6.2
Maximum Density and Optimum Moisture Content (CP) Laboratory maximum dry density-optimum moisture content relationship tests were performed on four representative bulk soil samples. The tests were conducted in
accordance with the ASTM Standard D1557 test method. The test results are presented
in Drawing No. B-2, Moisture-Density Relationship Results, and summarized in the following table.
Table No B-6, Summary of Moisture-Density Relationship Results
Boring No. Depth (feet) Soil Description Optimum Moisture (%) Maximum Density (lb/cft)
BH-02 5-10 Sand with Silt and Gravel
(SP-SM), Brown 3.2 (2.4*) 140.0 (145.6*)
BH-16 0-5 Silty Sand with Gravel
(SM), Light Brown 7.0 (5.2*) 138.0 (145.2*)
BH-19 0-5 Gravel with Silt and Sand
(GW-GM), Brown 4.0 (2.9*) 137.0 (144.8*)
Direct Shear (DS) Two direct shear tests were performed on samples remolded to 90% of the maximum dry density under soaked moisture conditions in accordance with ASTM D3080. For
each test, three samples contained in brass sampler rings were placed, one at a time, directly into the test apparatus and subjected to a range of normal loads appropriate for the anticipated conditions. The samples were then sheared at a constant strain rate of 0.02 inch/minute. Shear deformation was recorded until a maximum of about 0.25-inch shear displacement was achieved. Ultimate strength was selected from the shear-stress
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page B-4
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deformation data and plotted to determine the shear strength parameters. For test data, including sample density and moisture content, see Drawings No. B-3 and B-4, Direct Shear Test Results, and the following table. Table No. B-7, Summary of Direct Shear Test Results
Boring No.
Depth
(feet) Soil Description
Peak Strength Parameters
Friction Angle (degrees) Cohesion (psf)
BH-02* 5.0-6.5 Sand with Silt and Gravel
(SP-SM) 30 70
BH-06* 5.0-6.5 Silty Sand with Gravel/Silty Gravel with Sand (SM/GM) 31 110
*Remolded to 90% of the laboratory maximum dry density Sample Storage Soil samples presently stored in our laboratory will be discarded 30 days after the date of this report, unless this office receives a specific request to retain the samples for a
longer period.
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
4 200
Drawing No.
PE
R
C
E
N
T
F
I
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B
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G
H
T
100
GRAIN SIZE DISTRIBUTION RESULTS
coarse
6 5020
%Gravel
Description PI Cc
mediumfine
0.386
1.071
0.973
5.091
0.3
0.077
0.076
0.122
0.15
Depth (ft)D100 %Sand %Clay
4
U.S. SIEVE OPENING IN INCHES
coarse
2
SAND WITH SILT AND GRAVEL (SP-SM)
GRAVEL WITH SILT AND SAND (GW-GM)
GRAVEL WITH SILT AND SAND (GP-GM)
GRAVEL WITH SILT AND SAND (GP-GM)
SILTY GRAVEL WITH SAND (GM)
Depth (ft)Cu
1413
SILT OR CLAY
U.S. SIEVE NUMBERS
3/8
GRAVEL
140
COBBLES
Project No.
51.68
124.54
73.62
138.80
5-10
5-9
10-15
0-5
10-15
D10 %Silt
Boring No.PL
23-81-269-01 B-1a
10
BH-02
BH-03A
BH-04
BH-06
BH-09
BH-02
BH-03A
BH-04
BH-06
BH-09
52.3
37.1
40.4
22.2
27.4
3.988
9.5
9.007
20.82
7.2
5-10
5-9
10-15
0-5
10-15
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
6 30 403
HYDROMETER
0.48
1.58
0.86
8.30
9.7
9.9
7.6
6.8
23.6
D30
SAND
37.5
37.5
50
50
37.5
Boring No.D60
LL
38.0
53.0
52.0
71.0
49.0
1683/4
GRAIN SIZE IN MILLIMETERS
1.5 1/2
fine
60
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: GRAIN SIZE
Converse Consultants
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
4 200
Drawing No.
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
100
GRAIN SIZE DISTRIBUTION RESULTS
coarse
6 5020
%Gravel
Description PI Cc
mediumfine
0.261
3.654
1.985
0.3
0.15
Depth (ft)D100 %Sand %Clay
4
U.S. SIEVE OPENING IN INCHES
coarse
2
SILTY SAND WITH GRAVEL (SM)
GRAVEL WITH SAND (GP)
GRAVEL WITH SILT AND SAND (GW-GM)
Depth (ft)Cu
1413
SILT OR CLAY
U.S. SIEVE NUMBERS
3/8
GRAVEL
140
COBBLES
Project No.
39.44
173.23
0-5
5-10
0-5
D10 %Silt
Boring No.PL
23-81-269-01 B-1b
10
BH-16
BH-17
BH-19
BH-16
BH-17
BH-19
48.7
29.0
28.8
3.348
11.832
25.984
0-5
5-10
0-5
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
6 30 403
HYDROMETER
3.76
1.01
13.3
4.0
6.2
D30
SAND
50
37.5
50
Boring No.D60
LL
38.0
67.0
65.0
1683/4
GRAIN SIZE IN MILLIMETERS
1.5 1/2
fine
60
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: GRAIN SIZE
Converse Consultants
90
95
100
105
110
115
120
125
130
135
140
145
150
0 5 10 15 20 25 30
DR
Y
D
E
N
S
I
T
Y
,
p
c
f
MOISTURE-DENSITY RELATIONSHIP RESULTS
B-2
Drawing No.
2.802.702.60
3.2 (2.4*)
7.0 (5.2*)
4.0 (2.9*)
WATER CONTENT, %
DEPTH (ft) DESCRIPTION
ASTM
TEST METHOD
OPTIMUM
WATER, %
MAXIMUM DRY
DENSITY, pcf
BH-06
BH-16
BH-19
140.0 (145.6*)
138.0 (145.2*)
137.0 (144.8*)
0-5
0-5
0-5
Curves of 100% Saturation
for Specific Gravity Equal to:
Project No.
23-81-269-01
SYMBOL BORING NO.
GRAVEL WITH SILT AND SAND (GP-GM), BROWN
SILTY SAND WITH GRAVEL (SM), LIGHT BROWN
GRAVEL WITH SILT AND SAND (GW-GM), BROWN
D1557 Method C
D1557 Method C
D1557 Method C
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties CorporationProject ID: 23-81-269-01 - ALEKSEY.GPJ; Template: COMPACTION
Converse Consultants
(* Rock correction: BH-06 = 22.7%, BH-16 = 27.3%, BH-19 = 29.1%)
0
500
1,000
1,500
2,000
2,500
3,000
3,500
4,000
0 1,000 2,000 3,000 4,000
DESCRIPTION :
SURCHARGE PRESSURE, psf
30:
Project No.
23-81-269-01
:
:
5.0-6.5
DRY DENSITY (pcf)
DIRECT SHEAR TEST RESULTS
:BORING NO.
SAND WITH SILT AND GRAVEL (SP-SM)
B-3
:
70
Drawing No.
COHESION (psf)
BH-02
NOTE: Remolded to 90% Compaction.
DEPTH (ft)
MOISTURE CONTENT (%)
SH
E
A
R
S
T
R
E
N
G
T
H
,
p
s
f
FRICTION ANGLE (degrees)
:
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: DIRECT SHEAR
0
500
1,000
1,500
2,000
2,500
3,000
3,500
4,000
0 1,000 2,000 3,000 4,000
DESCRIPTION :
SURCHARGE PRESSURE, psf
31:
Project No.
23-81-269-01
:
:
5.0-6.5
DRY DENSITY (pcf)
DIRECT SHEAR TEST RESULTS
:BORING NO.
SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH SAND (SM/GM)
B-4
:
110
Drawing No.
COHESION (psf)
BH-06
NOTE: Remolded to 90% Compaction.
DEPTH (ft)
MOISTURE CONTENT (%)
SH
E
A
R
S
T
R
E
N
G
T
H
,
p
s
f
FRICTION ANGLE (degrees)
:
Two 4-Story Medical Office Buildings
Approximately 18.0-Acre site, Northwest of the intersection of
S. Highland Avenue and San Sevaine Road
City of Fontana, San Bernardino County, California
For: Unitex Managment Corporation/Intex Properties Corporation
Converse Consultants
Project ID: 23-81-269-01 - ALEKSEY.GPJ; Template: DIRECT SHEAR
Appendix C
Infiltration Testing
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page C-1
Converse Consultants
M:\JOBFILE\2023\81\23-81-269 Unitex, Westgate Medical Office Building\Report\23-81-269_GIR(01)medical
APPENDIX C
INFILTRATION TESTING
Percolation testing was performed at two locations (PT-01 and PT-02) on October 12, 2023, in general accordance with the San Bernardino County BMP Design Handbook, Appendix A, Infiltration Testing (San Bernardino County, 2011), for using a percolation testing method to estimate infiltration rates.
Upon completion of drilling the test holes, a 2-inch-thick gravel layer was placed at the bottom of the hole and a 3.0-inch diameter perforated pipe was installed above the gravel to the ground surface. The boring annulus around the pipe was filled with gravel.
The purpose of the pipe and gravel was to reduce the potential for erosion and caving
due to the addition of water to the hole.
The test holes were presoaked by filling with water to at least 5 times the radius of the test hole. More than 6 inches of water seeped away from the test holes in less than 25
minutes for 2 consecutive measurements, meeting the criteria for testing as “sandy soil”.
Percolation testing was conducted at least 1 hour after presoaking. During testing, the water level and total depth of the test hole were measured from the top of the pipe every 10 minutes for one hour. Following the completion of percolation testing, the pipe was removed from each test hole and was backfilled with soil cuttings and tamped.
Percolation rates describe the movement of water horizontally and downward into the soil from a boring. Infiltration rates describe the downward movement of water through a horizontal surface, such as the floor of a retention basin. Percolation rates are related to infiltration rates but are generally higher and require conversion before use in design. The
percolation test data was used to estimate infiltration rates using the Porchet Inverse
Borehole Method, in accordance with the San Bernardino County guidelines. A factor of safety of 2 was applied to the measured infiltration rates to account for subsurface variations, uncertainty in the test method, and future siltation. The infiltration system designer should determine whether additional design-related safety factors are
appropriate.
The measured percolation test data, calculations and estimated infiltration rates are shown on Plates Nos. C-1 through C-4. The estimated infiltration rates at each test hole are presented in the following table.
Geotechnical Investigation Report and Water Infiltration Test Repot Two 4-Story Medical Office Buildings Approximately 18.0-Acre site, Northwest of the intersection of S. Highland Avenue and San Sevaine Road City of Fontana, San Bernardino County, California November 3, 2023 Page C-2
Converse Consultants
M:\JOBFILE\2023\81\23-81-269 Unitex, Westgate Medical Office Building\Report\23-81-269_GIR(01)medical
Table No. C-1, Estimated Infiltration Rates
Percolation Test Depth (feet) Soil Type Infiltration Rate (inches/hour) (FOS 2)
PT-01 5.1 Silty Sand with Gravel (SM), Sand with Gravel/Gravel with Sand (SP/GP) 1.58
PT-02 10.3 Silty Sand with Gravel/Silty Gravel with Sand (SM/GM), Sand with Gravel (SP) 4.20
Based on the calculated infiltration rate during the final respective intervals in each test,
a design infiltration rate of 1.58 and 4.20 (inches/hour) can be used for depth of 5.1 and 10.3 feet respectively for the selected locations and specified soil types.
Please note that infiltration rates may change if the soil type and location of the
proposed system changes. If that is the case, then additional percolation testing needs
to be performed in the new locations.
Estimated Infiltration Rate from Percolation Test Data, PT-01
Shaded cells contain calculated values.
Project Name Two 4-Story Medical Office Buildings Test Hole Radius, r (inches)4
Project Number 23-81-269-01 Total Depth of Test hole, DT (inches)61
Test Number PT-01 Inside Diameter of Pipe, I (inches)3.00
Test Location Southwest portion of site Outside Diameter of Pipe, O (inches)3.13
Personnel JC
Presoak Date 10/11/2023
Test Date 10/12/2023 Factor of Safety (FOS), F 2
Interval No.
Time
Interval, ∆t (min)
Initial Depth
to Water, D0 (inches)
Final Depth
to Water, Df (inches)
Elapsed
Time (min)
Initial Height
of Water, H0 (inches)
Final Height
of Water, Hf (inches)
Change in
Height of
Water, ∆H (inches)
Average
Head
Height, Havg (inches)
Infiltration
Rate, It (inches/hr)
Infiltration
Rate with
FOS, If (inches/hr)
0 0
1 25.00 8.40 58.44 25.00 52.60 2.56 50.04 27.58 8.12 4.06
2 25.00 8.40 40.20 50.00 52.60 20.80 31.80 36.70 3.94 1.97
3 10.00 9.60 23.40 60.00 51.40 37.60 13.80 44.50 3.56 1.78
4 10.00 12.00 25.80 70.00 49.00 35.20 13.80 42.10 3.76 1.88
5 10.00 12.00 24.96 80.00 49.00 36.04 12.96 42.52 3.49 1.70
6 10.00 12.00 24.48 90.00 49.00 36.52 12.48 42.76 3.35 1.55
7 10.00 12.00 24.24 100.00 49.00 36.76 12.24 42.88 3.27 1.64
8 10.00 12.00 23.88 110.00 49.00 37.12 11.88 43.06 3.16 1.58
Recommended Design Infiltration Rate (inches/hr)1.58
H0 = DT - D0
Hf = DT - Df
∆H = H0 - Hf
Havg = (H0 + Hf) / 2
It = (∆H * (60 * r)) / (∆t * (r + (2 * Havg))
Plate No.
C-1
Infiltration calculations are based on the Porchet Inverse Borehole Method presented in Riverside County BMP Design Handbook, Appendix A, Infiltration Testing (Riverside County, 2011)
Infiltration Rate versus Time, PT-01
Project Name Two 4-Story Medical Office Buildings
Project Number 23-81-269-01
Test Number PT-01
Test Location Southwest portion of site
Personnel JC
Presoak Date 10/11/2023
Test Date 10/12/2023
Plate No.
C-2
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
0 25.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00
In
f
i
l
t
r
a
t
i
o
n
R
a
t
e
(
i
n
/
h
r
)
Elapsed Time (min)
Infiltration Rate Versus Time
PT-01
Estimated Infiltration Rate from Percolation Test Data, PT-02
Shaded cells contain calculated values.
Project Name Two 4-Story Medical Office Buildings Test Hole Radius, r (inches)4
Project Number 23-81-269-01 Total Depth of Test hole, DT (inches)124
Test Number PT-02 Inside Diameter of Pipe, I (inches)3.00
Test Location Southwest portion of site Outside Diameter of Pipe, O (inches)3.13
Personnel JC
Presoak Date 10/11/2023
Test Date 10/12/2023 Factor of Safety (FOS), F 2
Interval No.
Time
Interval, ∆t (min)
Initial Depth
to Water, D0 (inches)
Final Depth
to Water, Df (inches)
Elapsed
Time (min)
Initial Height of
Water, H0 (inches)
Final Height
of Water, Hf (inches)
Change in
Height of
Water, ∆H (inches)
Average
Head
Height, Havg (inches)
Infiltration
Rate, It (inches/hr)
Infiltration
Rate with
FOS, If (inches/hr)
0 0
1 25.00 24.00 109.56 25.00 100.00 14.44 85.56 57.22 6.935 3.47
2 25.00 28.68 108.24 50.00 95.32 15.76 79.56 55.54 6.637 3.32
3 10.00 48.00 89.16 60.00 76.00 34.84 41.16 55.42 8.602 4.30
4 10.00 48.00 89.16 70.00 76.00 34.84 41.16 55.42 8.602 4.30
5 10.00 48.00 89.40 80.00 76.00 34.60 41.40 55.30 8.670 4.34
6 10.00 48.00 88.92 90.00 76.00 35.08 40.92 55.54 8.534 4.27
7 10.00 48.00 88.68 100.00 76.00 35.32 40.68 55.66 8.466 4.23
8 10.00 48.00 88.44 110.00 76.00 35.56 40.44 55.78 8.399 4.20
Recommended Design Infiltration Rate (inches/hr)4.20
H0 = DT - D0
Hf = DT - Df
∆H = H0 - Hf
Havg = (H0 + Hf) / 2
It = (∆H * (60 * r)) / (∆t * (r + (2 * Havg))
Plate No.
C-3
Infiltration calculations are based on the Porchet Inverse Borehole Method presented in Riverside County BMP Design Handbook, Appendix A, Infiltration Testing (Riverside County, 2011)
Infiltration Rate versus Time, PT-02
Project Name Two 4-Story Medical Office Buildings
Project Number 23-81-269-01
Test Number PT-02
Test Location Southwest portion of site
Personnel JC
Presoak Date 10/11/2023
Test Date 10/12/2023
Plate No.
C-4
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
0 25.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00
In
f
i
l
t
r
a
t
i
o
n
R
a
t
e
(
i
n
/
h
r
)
Elapsed Time (min)
Infiltration Rate Versus Time
PT-02
Appendix D
Standard Drawings
1012