03_CA_FLAP_03S11(1)_GeotechRpt_AppendixA.pdf

Reds Meadow Road Improvements Revised Final Geotechnical Report

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Appendix A: Subsurface Explorations

Appendix A

Subsurface Explorations

CONTENTS

A.1 Introduction ...................................................................................................................... A-1

A.2 Test Pits ............................................................................................................................. A-1

A.3 Borings............................................................................................................................... A-1

A.4 Soil and Rock Classification System................................................................................ A-2

A.5 References ......................................................................................................................... A-3

Figures Figure A-1: Soil Description and Log Key Figure A-2: Rock Classification and Log Key Figure A-3: Log of Test Pit TP-1 FigureA-4: Log of Test Pit TP-2B Figure A-5: Log of Test Pit TP-3 Figure A-6: Log of Test Pit TP-4B Figure A-7: Log of Test Pit TP-5 Figure A-8: Log of Test Pit TP-6 Figure A-9: Log of Test Pit TP-7 Figure A-10: Log of Test Pit TP-8 Figure A-11: Log of Boring SW-B-01 Figure A-12: Log of Boring SW-B-02 Figure A-13: Log of Boring SW-B-03 Figure A-14: Log of Boring SW-B-04 Figure A-15: Log of Boring SW-B-05 Figure A-16: Log of Boring SW-B-06 Figure A-17: Log of Boring SW-B-07 Figure A-18: Log of Boring SW-B-08 Figure A-19: Log of Boring SW-B-09 Figure A-20: Log of Boring SW-B-10 Figure A-21: Log of Boring SW-B-11 Figure A-22: Log of Boring SW-B-12 Figure A-23: Log of Boring SW-B-13

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Figure A-24: Log of Boring SW-B-14 Figure A-25: Log of Boring SW-B-15 Figure A-26: Log of Boring SW-B-16 Figure A-27: Log of Boring SW-B-17 Figure A-28: Log of Boring SW-B-18 Figure A-29: Log of Boring SW-B-19 Figure A-30: Log of Boring SW-B-20 Figure A-31: Log of Boring SW-B-21 Figure A-32: Log of Boring SW-B-22 Figure A-33: Log of Boring SW-B-23 Figure A-34: Log of Boring SW-B-24 Figure A-35: Log of Boring SW-B-25 Figure A-36: Log of Boring SW-B-26 Figure A-37: Log of Boring SW-B-27 Figure A-38: Log of Boring SW-B-28 Figure A-39: Log of Boring SW-B-29 Figure A-40: Log of Boring SW-B-30A Figure A-41: Log of Boring SW-B-30B Figure A-42: Log of Boring SW-B-31A Figure A-43: Log of Boring SW-B-31B Figure A-44: Log of Boring SW-B-32 Figure A-45: Log of Boring SW-B-33 Figure A-46: Log of Boring SW-B-34 Figure A-47: Log of Boring SW-B-35 Figure A-48: Log of Boring SW-B-36 Figure A-49: Log of Boring SW-B-37 Figure A-50: Log of Boring SW-B-38 Figure A-51: Log of Boring SW-B-39 Figure A-52: Log of Boring SW-B-40 Figure A-53: Log of Boring SW-B-41 Figure A-54: Log of Boring SW-B-42 Figure A-55: Log of Boring SW-B-43 Figure A-56: Log of Boring SW-B-44 Figure A-57: Log of Boring SW-B-45 Figure A-58: Log of Boring SW-B-46 Figure A-59: Log of Boring SW-B-47

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Figure A-60: Log of Boring SW-B-48 Figure A-61: Log of Boring SW-B-49 Figure A-62: Log of Boring SW-B-50 Figure A-63: Log of Boring SW-B-51 GEOVision Geophysical Services, Inc., 2018, Reds Meadow Road Improvements: Report prepared by GEOVision Geophysical Services, Inc. Corona, California, GEOVision Project No. 18419, for Shannon & Wilson, Glendale, California, November, 43 p.

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A.1 INTRODUCTION

The field exploration program for the proposed Reds Meadow Road improvements consisted of 8 test pits and 51 boring locations. The test pits were excavated on May 19, 2018, and the borings were drilled from May 28 to June 3 and October 26 to November 5, 2018. The approximate test pit and boring locations are shown on the Site and Exploration Plan, Figure 2. A representative from Shannon & Wilson, Inc. (Shannon & Wilson) observed the excavating, drilling, and sampling operations; retrieved representative samples for laboratory testing; and prepared a log of each subsurface exploration. The methods used to conduct the field exploration program are described below.

A.2 TEST PITS

Eight test pits were excavated by ConSpec, Inc. of Lee Vining, California, under subcontract to Shannon & Wilson, using a CASE 590 Super N backhoe loader. Where bedrock was not encountered, the test pits were excavated into the toe of the existing slope to a depth of 5 feet. In test pits where bedrock was encountered, the excavations were terminated at depths ranging from approximately 6 inches to 4 feet.

Test pit logs are presented as Figures A-3 through A-10. The test pit logs represent our interpretation of the subsurface conditions encountered at the time of excavating. Bulk soil samples were obtained by collecting the excavation cuttings from each excavation, except TP-3 which encountered bedrock 6 inches below the existing slope. Approximately 50 to 60 pounds of cuttings were placed in a plastic bag and transported to our laboratory for further analysis and testing. The excavations were backfilled with soil cuttings and lightly compacted at the surface using the backhoe bucket and tires.

A.3 BORINGS

Forty-six borings were drilled by Geo-Ex Subsurface Exploration of Dixon, California and five borings were drilled by 2R Drilling, Inc. of Chino, California, both under subcontract to Shannon & Wilson. Truck-mounted CME 55 and CME 75 drill rigs were used. Borings SW- B-22 through SW-B-32 were drilled with the CME 55 drill rig, whereas all other borings were drilled with the CME 75 drill rig. Borings SW-B-22 through SW-B-32 were advanced to 5 feet with a 4-inch diameter solid stem auger. At locations selected for bulk sampling, a secondary boring located approximately 1 to 2 feet from the original boring was also advanced to 5 feet to collect additional bulk sample material. All other borings drilled by Geo-Ex Subsurface Exploration were advanced to 5 feet with a 6-inch diameter solid stem

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auger to provide an adequate amount of material for bulk sampling, then advanced beyond 5 feet with a 4-inch diameter solid stem auger. The five borings drilled by 2R Drilling were advanced with an 8-inch diameter hollow stem auger. Borings were backfilled with cuttings and capped with concrete.

We collected disturbed samples by performing Standard Penetration Tests (SPTs), which were performed in general accordance with ASTM International (ASTM) Designation:

D1586, Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling. The SPT consists of driving a 2-inch outside diameter, 1.375-inch inside diameter, split-spoon sampler 18 inches with a 140-pound hammer free-falling a distance of 30 inches.

An automatic hammer system was used to advance the samplers. During sampling, the Shannon & Wilson field representative recorded the number of blows for each 6-inch increment of penetration. The number of blows required for the last 12 inches of penetration is termed the Standard Penetration Resistance, or N-value. When the resistance exceeded 50 blows for 6 inches or less penetration, the test was terminated, and the number of blows and corresponding penetration were recorded. The N-value is an empirical parameter that provides a means for evaluating the relative density, or compactness, of granular soils and the consistency, or stiffness, of cohesive soils. The N-values are plotted on the individual boring logs. The split-spoon SPT sampler used during the penetration testing recovered a disturbed sample of the soil. The soil samples were field classified and recorded on boring logs, sealed in plastic jars, and returned to our laboratory for further analysis and testing.

Bulk soil samples were also obtained by collecting the drill cuttings from the upper 5 feet of select borings. Approximately 20 to 60 pounds of cuttings were placed in a plastic bag and transported to our laboratory for further analysis and testing.

A boring log is a written record of the subsurface conditions encountered in the exploration.

It represents our interpretation of the subsurface conditions encountered at the time of the drilling and presents the results of laboratory testing. Our boring logs are presented as Figures A-11 through A-63.

A.4 SOIL AND ROCK CLASSIFICATION SYSTEM

During drilling and test pit excavations, the Shannon & Wilson representative collected soil/rock samples and prepared a field log of each boring and test pit. Soil classifications were based on ASTM Designation: D2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System), and ASTM Designation: D2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure).

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The system is referred to as the Unified Soil Classification System and is summarized on Figure A-1.

The Shannon & Wilson representative classified rock samples in general accordance with the International Society of Rock Mechanics (ISRM) classification method. According to this system, rocks are classified based on the stratigraphic structure, rock strength, degree of weathering, and other properties. The rock classification system is summarized on Figure A-2.

A.5 REFERENCES

ASTM International, 2017a, Standard practice for classification of soils for engineering purposes (unified soil classification system), D2487-17: West Conshohocken, Pa., ASTM International, Annual book of standards, 10 p., available: www.astm.org.

ASTM International, 2017b, Standard practice for description and identification of soils (visual-manual procedures), D2488-17 1: West Conshohocken, Pa., ASTM International, Annual book of standards, 13 p., available: www.astm.org.

ASTM International, 2018, Standard test method for standard penetration test (SPT) and split-barrel sampling of soils, D1586-18: West Conshohocken, Pa., ASTM International, Annual book of standards, 26 p., available: www.astm.org.

LOG OF TEST PIT TP-1

SOIL DESCRIPTION

LOCATION: Station 19+90

Sketch of ___________ Pit Side Road Surface Elevation:

0 1 2 3 4 5 6 Horizontal Distance in Feet

G ro un d

W at er

W at er

C on te nt

S am pl es

D ep th , F t.

Quaternary Talus and Slopewash (Qts) 0'-2' Loose to medium dense, Clayey Sand with Gravel (SC); moist; few cobbles; fine to coarse gravel; fine to coarse sand; roots; layers parallel to slope; cobbles oriented subparallel to slope.

Quaternary Talus and Slopewash (Qts) 2'-5' Medium dense to dense; yellow brown to brown; Clayey Sand with Gravel (SC); moist; trace boulders;

few cobbles; fine to coarse gravel;

fine to coarse sand; massive;

boulders and cobbles oriented subparallel to slope.

East ~9114'

FIG

. A

- 3

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants JOB NO: 100062-00 DATE: 5-19-2018

PROJECT: Red Meadow Road Improvements

Filename: I:\EF\LAX\100000s\100062 Reds Meadow Roa\Drafting\Test Pits.dwg Plot Date: 12/31/18 Login: Louis Larios

No groundwater observed.

NOTES

Root System

Slough

Road

Long and short axis of clast.

LOG OF TEST PIT TP-2B

JOB NO: LOCATION: Station 28+15

PROJECT:

Sketch of ___________ Pit Side

0 1 2 3 4 5 6 Horizontal Distance in Feet

G ro un d

W at er

W at er

C on te nt

S am pl es

D ep th , F t.

Quaternary Talus and Slopewash (Qts) 0'-1.5' Loose to medium dense, yellow-brown to brown, Clayey to Silty Sand with Gravel (SC-SM);

moist; few cobbles; fine to coarse gravel; fine to coarse sand; layered parallel to slope; root structure;

cobbles and gravel randomly oriented.

Quaternary Talus and Slopewash (Qts) 1.5'-5' Dense to very dense, yellow-brown to brown, Clayey Sand with Gravel (SC); moist; trace boulders; few cobbles; fine to coarse gravel; fine to coarse sand; layering parallel to slope; boulders, cobbles, gravel randomly oriented.

South ~9046'

FIG

. A

- 4

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants

Filename: I:\EF\LAX\100000s\100062 Reds Meadow Roa\Drafting\Test Pits.dwg Plot Date: 12/31/18 Login: Louis Larios

No groundwater observed.

TP-2B was excavated approximately 20' south of TP-2A.

TP-2A exposed Undifferentiated Metasedimentary (JTRc) appoximately 6 inches below the surface. N85W/65NE.

NOTES

Root System

Road

100062-00 DATE: 5-19-2018

Red Meadow Road Improvements

Road Surface Elevation:

LOG OF TEST PIT TP-3

JOB NO: LOCATION: Station 45+00

PROJECT:

Sketch of ___________ Pit Side

0 2 4 6 8 10 12 Horizontal Distance in Feet

G ro un d

W at er

W at er

C on te nt

S am pl es

D ep th , F t.

Quaternary Talus and Slopewash (Qts) 0-0.5' Loose, yellow-brown to brown, Clayey Sand (SC); moist; trace fine gravel; medium to coarse sand.

Undifferentiated Metasedimentary (JTRc) 0.5' High strength, light gray to white, schistose, sheared; slightly weathered to fresh.

South ~8917'

FIG

. A

- 5

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants

Filename: I:\EF\LAX\100000s\100062 Reds Meadow Roa\Drafting\Test Pits.dwg Plot Date: 12/31/18 Login: Louis Larios

No groundwater observed.

NOTES

N55W 76E

100062-00 DATE: 5-19-2018

Red Meadow Road Improvements

Road Surface Elevation:

Bottom of The Trench

LOG OF TEST PIT TP-4B

JOB NO: LOCATION: Station 88+10

PROJECT:

Sketch of ___________ Pit Side

0 1 2 3 4 5 6 Horizontal Distance in Feet

G ro un d

W at er

W at er

C on te nt

S am pl es

D ep th , F t.

Quaternary Talus and Slopewash (Qts) 0'-2' Loose to medium dense, yellow-brown to brown, Clayey Sand with Gravel (SC); moist; trace cobbles; fine to coarse gravel; fine to coarse sand; layered parallel to slope; root structure; cobbles and gravel oriented subparallel to slope.

Quaternary Talus and Slopewash (Qts) 2'-3.5' Dense to very dense, yellow-brown to brown, Silty Sand with Gravel (SM); moist; few cobbles; fine to coarse gravel; fine to coarse sand;

layering parallel to slope; cobbles and gravel randomly oriented.

Undifferentiated Metasedimentary (JTRc) 3.5-4' Medium strong to strong, light gray to white, schistose, sheared; slightly weathered to fresh.

South ~8591'

FIG

. A

- 6

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants

Filename: I:\EF\LAX\100000s\100062 Reds Meadow Roa\Drafting\Test Pits.dwg Plot Date: 12/31/18 Login: Louis Larios

Root System

Road

100062-00 DATE: 5-19-2018

Red Meadow Road Improvements

Road Surface Elevation:

Slough

Long and short axis of clast.

Seepage

Groundwater seepage at 2 feet.

TP-4B was excavated approximately 16' south of TP-4A.

TP-4A exposed Undifferentiated Metasedimentary (JTRc) approximately 6 inches below the surface.

NOTES

LOG OF TEST PIT TP-5

JOB NO: LOCATION: Station 101+20

PROJECT:

Sketch of ___________ Pit Side

0 1 2 3 4 5 6 Horizontal Distance in Feet

G ro un d

W at er

W at er

C on te nt

S am pl es

D ep th , F t.

Quaternary Talus and Slopewash (Qts) 0'-3' Loose to medium dense, yellow-brown to brown, Poorly Graded Sand with Gravel (SP);

moist; few cobbles; fine to coarse gravel; medium to coarse sand;

seepage at soil / rock contact;

cobble and gravel randomly oriented.

Undifferentiated Metasedimentary (JTRc) 3'-3.7' Medium strong to strong, orange-brown and red and white, fine-grained, foliated; moderately weathered.

South ~8536'

FIG

. A

- 7

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants

Filename: I:\EF\LAX\100000s\100062 Reds Meadow Roa\Drafting\Test Pits.dwg Plot Date: 12/31/18 Login: Louis Larios

Backhoe penetrated approximately

0.7 feet into bedrock.

Groundwater seepage at 3 feet.

NOTES

Root System

Road

100062-00 DATE: 5-19-2018

Red Meadow Road Improvements

LOG OF TEST PIT TP-6

JOB NO: LOCATION: Station 105+20

PROJECT:

Sketch of ___________ Pit Side

0 1 2 3 4 5 6 Horizontal Distance in Feet

G ro un d

W at er

W at er

C on te nt

S am pl es

D ep th , F t.

Quaternary Talus and Slopewash (Qts) 0'-5' Loose to medium dense, yellow-brown to brown, Poorly Graded Sand with Gravel (SP);

moist; few (at depth) boulders; few cobbles; fine to coarse gravel;

medium to coarse sand; boulders, cobbles, and gravel oriented subparallel to slope.

South ~8507'

FIG

. A

-8

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants

Filename: I:\EF\LAX\100000s\100062 Reds Meadow Roa\Drafting\Test Pits.dwg Plot Date: 12/31/18 Login: Louis Larios

No groundwater observed.

NOTES

Root System

Pumice and Sand Layer ~0.3' Thick

Slough

Road

100062-00 DATE: 5-19-2018

Red Meadow Road Improvements

LOG OF TEST PIT TP-7

JOB NO: LOCATION: Station 120+60

PROJECT:

Sketch of ___________ Pit Side

0 1 2 3 4 5 6 Horizontal Distance in Feet

G ro un d

W at er

W at er

C on te nt

S am pl es

D ep th , F t.

Quaternary Talus and Slopewash (Qts) 0'-5' Loose, yellow-brown to brown, Poorly Graded Sand with Gravel (SP); moist; trace boulders; few cobbles; fine to coarse gravel;

boulders, cobbles, and gravel oriented subparallel to slope.

South ~8396'

FIG

. A

-9

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants

Filename: I:\EF\LAX\100000s\100062 Reds Meadow Roa\Drafting\Test Pits.dwg Plot Date: 12/31/18 Login: Louis Larios

Seepage at 2.5 and 4.5 feet. Trench filled up with 6 inches of water in less than 3 minutes.

NOTES

Root System

Slough

Road

100062-00 DATE: 5-19-2018

Red Meadow Road Improvements

Road Surface Elevation:

Seepage

LOG OF TEST PIT TP-8

JOB NO: LOCATION: Station 123+95

PROJECT:

Sketch of ___________ Pit Side

0 2 4 6 8 10 12 Horizontal Distance in Feet

G ro un d

W at er

W at er

C on te nt

S am pl es

D ep th , F t.

Quaternary Talus and Slopewash (Qts) 0'-4' Loose, yellow-brown to brown, Silty Sand with Gravel (SM); moist to wet; few cobbles; fine to coarse gravel; fine to coarse sand; cobbles and gravel oriented subparallel to slope.

Quaternary Talus and Slopewash (Qts) 4'-5' Medium dense, yellow-brown to brown, Poorly Graded Sand with Clay and Gravel (SP-SC); wet;

trace boulders; few cobbles; fine to coarse gravel; boulders, cobbles, and gravel oriented subparallel to slope.

South ~8375'

FIG

. A

-10

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants

Filename: I:\EF\LAX\100000s\100062 Reds Meadow Roa\Drafting\Test Pits.dwg Plot Date: 12/31/18 Login: Louis Larios

No groundwater observed.

NOTES

Root System

Pumice Gravel

Slough Road

100062-00 DATE: 5-19-2018

Red Meadow Road Improvements

Vision

5.1 P-Wave Seismic Refraction Line S-1

5.2 P-Wave Seismic Refraction Line S-2

5.3 P-Wave Seismic Refraction Line S-3

5.4 P-Wave Seismic Refraction Line S-4

5.5 P-Wave Seismic Refraction Line S-5

5.6 P-Wave Seismic Refraction Line S-6

5.7 P-Wave Seismic Refraction Line S-7

5.8 P-Wave Seismic Refraction Line S-8

5.9 P-Wave Seismic Refraction Line S-9

5.10 P-Wave Seismic Refraction Line S-10

5.11 P-Wave Seismic Refraction Line S-11

5.12 P-Wave Seismic Refraction Line S-12

5.13 P-Wave Seismic Refraction Line S-13

5.14 P-Wave Seismic Refraction Line S-14

5.15 P-Wave Seismic Refraction Line S-15

TABLES

FIGURES

Service Layer Credits:

Content may not reflect National

Service Layer Credits:

Content may not reflect National

SITE LOCATED NEAR

REDS MEADOW

CALIFORNIA

PREPARED FOR

SHANNON & WILSON, INC.

NOTES:

1. California State Plane Coordinate System, NAD 83, Zone III (0403), US Survey Feet

2. Base map source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, HERE, Garmin, Intermap, increment P Corp., GEBCO, FAO, NPS, NRCAN, GeoBase,Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), swisstopo, © OpenStreetMap contributors, and the GIS User Community

FIGURE 1-1

S-1, S-2, S-3, S-4, S-13

18419_1.MXD

W Dalrymple T Rodriguez D Carpenter

11/7/2018 18419

File Name:

Approved by:

Drawn by:

Developed by:

Date:

GV Project:

Minaret Vista

0'

235'

0'

138'

0'

115'

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235' 0'

215'

S-3S-2

S-

S-13

S-1

6977500

6977500

6978400

6978400

0p

150 0 150 300

Feet

Legend P-wave Seismic Refraction Line

F-SAN JOAQUIN

RIDGE SM

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1-4

Content may not reflect National

Service Layer Credits:

Content may not reflect National

SITE LOCATED NEAR

REDS MEADOW

M , CALIFORNIA

PREPARED FOR

SHANNON & WILSON, INC.

NOTES:

1. California State Plane Coordinate System, NAD 83, Zone III (0403), US Survey Feet

2. Base map source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, HERE, Garmin, Intermap, increment P Corp., GEBCO, FAO, NPS, NRCAN, GeoBase,Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), swisstopo, © OpenStreetMap contributors, and the GIS User Community

FIGURE 1-2

S-6, S-7, S-15

18419_1.MXD

W Dalrymple T Rodriguez D Carpenter

11/7/2018 18419

File Name:

Approved by:

Drawn by:

Developed by:

Date:

GV Project:

0'

115'

0'

115'

0'

115'

0'

115' S-7

S-6

S-

S-15

6976600

6976600

6977500

6977500

6978400

6978400 p

150 0 150 300

Feet

Legend P-wave Seismic Refraction Line

F-SAN JOAQUIN

RIDGE SM

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Content may not reflect National

Service Layer Credits:

Content may not reflect National

SITE LOCATED NEAR

REDS MEADOW

M CALIFORNIA

PREPARED FOR

SHANNON & WILSON, INC.

NOTES:

1. California State Plane Coordinate System, NAD 83, Zone III (0403), US Survey Feet

2. Base map source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, HERE, Garmin, Intermap, increment P Corp., GEBCO, FAO, NPS, NRCAN, GeoBase,Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), swisstopo, © OpenStreetMap contributors, and the GIS User Community

FIGURE 1-3

S-8, S-9, S-14

18419_1.MXD

W Dalrymple T Rodriguez D Carpenter

11/7/2018 18419

File Name:

Approved by:

Drawn by:

Developed by:

Date:

GV Project:

0'

235'

0' 115'

0' 115'S-14

S-9 S-8

6975700

6975700

6976600

6976600 p

150 0 150 300

Feet

Legend P-wave Seismic Refraction Line

F-SAN JOAQUIN

RIDGE SM

M O

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1-2

1-1

Content may not reflect National

Service Layer Credits:

Content may not reflect National

SITE LOCATED NEAR

REDS MEADOW

MA , CALIFORNIA

PREPARED FOR

SHANNON & WILSON, INC.

NOTES:

1. California State Plane Coordinate System, NAD 83, Zone III (0403), US Survey Feet

2. Base map source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, HERE, Garmin, Intermap, increment P Corp., GEBCO, FAO, NPS, NRCAN, GeoBase,Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), swisstopo, © OpenStreetMap contributors, and the GIS User Community

FIGURE 1-4

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18419_1.MXD

W Dalrymple T Rodriguez D Carpenter

11/7/2018 18419

File Name:

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Date:

GV Project:

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APPENDIX A

1124 Olympic Drive, Corona, California 92881 ph 951-549-1234 fx 951-549-1236 www.geovision.com

TRAVEL TIME DATA

LAYER VELOCITIES

DEPTH SECTION

SEDIMENTS

BEDROCK

BEDROCK VELOCITY

SEDIMENT VELOCITIES

15000

10000

125010007505002500

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(m illi se co nd s)

SEISMIC REFRACTION

METHOD

GEOVision conducts high-resolution seismic refraction and seismic reflection surveys in support of a variety of engineering, environmental, and hydrogeologic investigations.

When conducting seismic surveys, acoustic energy is input to the subsurface by an energy source such as a sledgehammer impacting a metallic plate, weight drop, vibratory source, or explosive charge.

The acoustic waves propagate into the subsurface at a velocity dependent upon the elastic properties of the material through which they travel. When the waves reach an interface where the density or velocity changes significantly, a portion of the energy is reflected back to the surface, and the remainder is transmitted into the lower layer.

Where the velocity of the lower layer is higher than that of the upper layer, a portion of the energy is also critically refracted along the interface. Critically refracted waves travel along the interface at the velocity of the lower layer and continually refract energy back to surface. Receivers (geophones), laid out in linear array on the surface, record the incoming refracted and reflected waves. The seismic refraction method involves analysis of the travel times of the first energy to arrive at the geophones. These first arrivals are from either the direct wave (at geophones close to the source), or critically refracted waves (at geophones further from the source). The seismic reflection method involves the analysis of reflected waves, which occur later in the seismic record.

Seismic Refraction Survey in Mojave Desert, California using XLR8 2700 lb Accelerated Weight Drop Energy Source

Seismic Refraction Survey to Map Bedrock Topography

GEOVision uses the seismic refraction method to:

Map bedrock topography Map depth to groundwater Map faults in bedrock Map faults forming groundwater barriers Characterize landslides Estimate bedrock rippability Evaluate soil and rock properties

1124 Olympic Drive, Corona, California 92881 ph 951-549-1234 fx 951-549-1236 www.geovision.com

100 kg Accelerated Weight Drop

Geometrics Geode Seismographs

Seismic Refraction Survey to Map Bedrock Rippability

Analysis of seismic refraction data depends upon the complexity of the subsurface seismic velocity structure. If the subsurface target is planar in nature then the slope intercept method can be used to model multiple horizontal or dipping planar layers. A minimum of one end shot is required to model horizontal layers and reverse end shots are required to model dipping planar layers. If the subsurface target is undulating and exhibits an abrupt velocity increase (e.g. basement surface) then layer based analysis routines such as the generalized reciprocal method, delay time method, time-term method, plus-minus method and wavefront method are required to model subsurface velocity structure. These methods generally require a minimum of 5 to 7 shot points per spread (end shots, off end shots and a center shot). If subsurface velocity structure is complex and cannot be adequately modeled using layer-based modeling techniques (e.g., complex weathering profile in bedrock, numerous lateral velocity variations), then tomographic inversion techniques are best suited to model the seismic refraction data. These techniques require a high shot density (typically every 2 to 6 stations/ geophones).

GEOVision seismic refraction equipment includes:

Multiple Geometrics Geode 24-channel seismographs

Oyo DAS-1 seismograph with 144-channel capability

Seismic refraction cables with 10 to 55 ft takeouts

4.5, 8 and 10 Hz geophones 40 and 100 kg accelerated weight drop energy sources Betsy downhole percussion firing rod Seismic Source and Gisco radio trigger modules High-voltage blaster

1124 Olympic Drive, Corona, California 92881 ph 951-549-1234 fx 951-549-1236 www.geovision.com

Seismic Refraction Survey to Map Bedrock Fault

Seismic Refraction Survey to Map Depth to Groundwater (200 ft deep) and Bedrock (500 to 600 ft deep) as part of a Groundwater Resources Investigation. Energy Source Consisted of XLR8 2700 lb Accelerated Weight Drop.

Data modeled using Nonlinear Traveltime Tomographic Analysis with a Layer-Based Starting Model.

GEOVision maintains several software packages to model seismic refraction data including:

Firstpix™ by Interpex, Ltd.

IXrefraX by Interpex ,Ltd.

Viewseis™ by Viewlog Systems, Ltd.

Refract by Geogiga Seisimager™ by Geometrics, Inc./Oyo Corporation Rayfract™ by Intelligent Resources, Inc.

SeisOpt™ Pro by Optim LLC

These software packages allow processing of seismic refraction data using the following layer based and smooth velocity model techniques:

Generalized reciprocal method

(GRM)

Reciprocal method/delay time method

Time-Term method Plus-Minus method Wavefront method Monte Carlo based inversion Delta t-V tomographic inversion Wavepath Eikonal traveltime tomographic inversion Nonlinear traveltime tomographic analysis

1124 Olympic Drive, Corona, California 92881 ph 951-549-1234 fx 951-549-1236 www.geovision.com

Seismic Refraction Imaging of Complex Geologic Structure consisting of Tertiary Volcanic Rocks and Basement Rocks Thrust over Tertiary Sediments and Basement Complex. Small Explosive Charges used as the Energy Source and Data Modeled using Wavepath Eikonal Traveltime Tomographic Inversion.

Loading Explosive Charge Drilling Shot Holes for Explosive Seismic Refraction Survey

Seismic Refraction Survey to Characterize a Landslide