Vista City Council
December 9, 2025

DIRECT SHEAR TEST
Sample
Remolded
Remolded

2.0 2.0
Range
B- 7
B- 7
Classification MC%
NORMAL PRESSURE, psf

9.5 9.5
Note: Sample Innundated Prior To Test
c
289
233
SHEAR STRENGTH, psf
Primary Shear
Residual Shear
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 13
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_DIRECT_SHEAR 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
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0 500
1,000
1,500
2,000
2,500
3,000
0 500 1,000 1,500 2,000 2,500 3,000

Depth/El. Sample TypePrimary/Residual
38 39
112.4
112.4
Silty Sand

DIRECT SHEAR TEST
Sample
Undisturbed
Undisturbed

5.0 5.0
Range
B- 9
B- 9
Classification MC%
NORMAL PRESSURE, psf

4.4 4.4
Note: Sample Innundated Prior To Test
c
191
116
SHEAR STRENGTH, psf
Primary Shear
Residual Shear
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 14
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_DIRECT_SHEAR 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
551 of 619
0 500
1,000
1,500
2,000
2,500
3,000
0 500 1,000 1,500 2,000 2,500 3,000

Depth/El. Sample TypePrimary/Residual
32 32
108.5
108.5
Silty Sand

DIRECT SHEAR TEST
Sample
Undisturbed
Undisturbed

3.0 3.0
Range
B-10B
B-10B
Classification MC%
NORMAL PRESSURE, psf

8.5 8.5
Note: Sample Innundated Prior To Test
c
95 110
SHEAR STRENGTH, psf
Primary Shear
Residual Shear
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 15
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_DIRECT_SHEAR 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
C12
552 of 619
0 500
1,000
1,500
2,000
2,500
3,000
0 500 1,000 1,500 2,000 2,500 3,000

Depth/El. Sample TypePrimary/Residual
26 26

99.8 99.8
Silty Sand

DIRECT SHEAR TEST
Sample
Undisturbed
Undisturbed

3.0 3.0
Range
B-11
B-11
Classification MC%
NORMAL PRESSURE, psf

10.7 10.7
Note: Sample Innundated Prior To Test
c
147
134
SHEAR STRENGTH, psf
Primary Shear
Residual Shear
GeoSoils, Inc.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915 Plate: D - 16
Project: BUCCOLA/CITY OF VISTA
Number: 6366-A-SC
Date: November 2012
US_DIRECT_SHEAR 6366.GPJ US_LAB.GDT 11/14/12
12/09/2025
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ABCD
Compactor air pressure PSI 350 350 350
Water added % 0.6 1.1 2.1
Moisture at compaction % 8.0 8.5 9.5
Height of sample IN 2.45 2.44 2.34
Dry density PCF 130.0 131.0 130.2
R-Value by exudation 83 77 56
R-Value by exudation, corrected 83 76 52
Exudation pressure PSI 563 286 177
Stability thickness FT 0.22 0.29 0.56
Expansion pressure thickness FT 0.37 0.10 0.03
Traffic index, assumed 5.0 Sample Location:

Gravel equivalent factor, assumed 1.25 Sample Description:

Expansion, stability equilibrium 0.25 Notes:

R-Value by expansion 80
R-Value by exudation 77 Test Method:

R-Value at equilibrium 77
GeoSoils, Inc.
5741 Palmer Way Project: BUCCOLA/CITY OF VISTA
Carlsbad, CA 92008
Telephone: (760) 438-3155 Number: 6366-A-SC
Fax: (760) 931-0915
9/2/10 Date: November 2012 Plate: D - 17

TEST SPECIMEN

R - VALUE TEST RESULTS

DESIGN CALCULATION DATA
0% Retained on 3/4 inch sieve
Gray Silty Sand

SAMPLE INFORMATION
B-2 @ 1-3
Cal-Trans Test 301
Expansion, Stability Equilibrium

0.00 0.50

1.00 1.50

2.00 0.00 0.50 1.00 1.50 2.00
Cover Thickness by Expansion Pressure (ft)
Cover Thickness by Stability (ft)
R-Value By Exudation
0 10
20 30
40 50
60 70
80 90
100
0 100 200 300 400 500 600 700 800
Exudation Pressure (psi)
R-Value
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ABCD
Compactor air pressure PSI 200 110 90
Water added % 2.3 5.3 6.3
Moisture at compaction % 14.0 17.0 18.0
Height of sample IN 2.49 2.61 2.49
Dry density PCF 119.9 111.0 108.9
R-Value by exudation 16 8 7
R-Value by exudation, corrected 16 8 7
Exudation pressure PSI 642 325 248
Stability thickness FT 1.08 1.18 1.19
Expansion pressure thickness FT 0.10 0.00 0.00
Traffic index, assumed 5.0 Sample Location:

Gravel equivalent factor, assumed 1.25 Sample Description:

Expansion, stability equilibrium 0 Notes:

R-Value by expansion NA
R-Value by exudation 8 Test Method:

R-Value at equilibrium 8
GeoSoils, Inc.
5741 Palmer Way Project: BUCCOLA/CITY OF VISTA
Carlsbad, CA 92008
Telephone: (760) 438-3155 Number: 6366-A-SC
Fax: (760) 931-0915
9/2/10 Date: November 2012 Plate: D - 18

TEST SPECIMEN

R - VALUE TEST RESULTS

DESIGN CALCULATION DATA
0% Retained on 3/4 inch sieve
Yellow Brown Clayey Sand

SAMPLE INFORMATION
B-3 @ 2-6
Cal-Trans Test 301
Expansion, Stability Equilibrium

0.00 0.50

1.00 1.50

2.00 0.00 0.50 1.00 1.50 2.00
Cover Thickness by Expansion Pressure (ft)
Cover Thickness by Stability (ft)
R-Value By Exudation
0 10
20 30
40 50
60 70
80 0 100 200 300 400 500 600 700 800
Exudation Pressure (psi)
R-Value
12/09/2025
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ABCD
Compactor air pressure PSI 170 110 70
Water added % 2.3 3.3 4.6
Moisture at compaction % 11.7 12.7 14.0
Height of sample IN 2.42 2.45 2.43
Dry density PCF 118.2 116.8 115.3
R-Value by exudation 16 10 6
R-Value by exudation, corrected 15 10 6
Exudation pressure PSI 481 322 150
Stability thickness FT 1.08 1.15 1.20
Expansion pressure thickness FT 0.00 0.00 0.00
Traffic index, assumed 5.0 Sample Location:

Gravel equivalent factor, assumed 1.25 Sample Description:

Expansion, stability equilibrium 0 Notes:

R-Value by expansion NA
R-Value by exudation 10 Test Method:

R-Value at equilibrium 10
GeoSoils, Inc.
5741 Palmer Way Project: BUCCOLA/CITY OF VISTA
Carlsbad, CA 92008
Telephone: (760) 438-3155 Number: 6366-A-SC
Fax: (760) 931-0915
9/2/10 Date: November 2012 Plate: D - 19

TEST SPECIMEN

R - VALUE TEST RESULTS

DESIGN CALCULATION DATA
0% Retained on 3/4 inch sieve
Yellow Brown Sandy Clay

SAMPLE INFORMATION
B-4 @ 1-5
Cal-Trans Test 301
Expansion, Stability Equilibrium

0.00 0.50

1.00 1.50

2.00 0.00 0.50 1.00 1.50 2.00
Cover Thickness by Expansion Pressure (ft)
Cover Thickness by Stability (ft)
R-Value By Exudation
0 10
20 30
40 50
60 70
80 0 100 200 300 400 500 600 700 800
Exudation Pressure (psi)
R-Value
12/09/2025
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ABCD
Compactor air pressure PSI 350 350 350
Water added % 2.5 3.0 0.0
Moisture at compaction % 8.0 8.5 9.8
Height of sample IN 2.53 2.6 2.46
Dry density PCF 126.1 125.5 124.6
R-Value by exudation 75 62 34
R-Value by exudation, corrected 75 64 34
Exudation pressure PSI 442 285 162
Stability thickness FT 0.32 0.49 0.84
Expansion pressure thickness FT 0.00 0.00 0.00
Traffic index, assumed 5.0 Sample Location:

Gravel equivalent factor, assumed 1.25 Sample Description:

Expansion, stability equilibrium 0 Notes:

R-Value by expansion NA
R-Value by exudation 66 Test Method:

R-Value at equilibrium 66
GeoSoils, Inc.
5741 Palmer Way Project: BUCCOLA/CITY OF VISTA
Carlsbad, CA 92008
Telephone: (760) 438-3155 Number: 6366-A-SC
Fax: (760) 931-0915
9/2/10 Date: November 2012 Plate: D - 20

TEST SPECIMEN

R - VALUE TEST RESULTS

DESIGN CALCULATION DATA
1% Retained on 3/4 inch sieve
Dark Gray Silty Sand

SAMPLE INFORMATION
B-5 Base
Cal-Trans Test 301
Expansion, Stability Equilibrium

0.00 0.50

1.00 1.50

2.00 0.00 0.50 1.00 1.50 2.00
Cover Thickness by Expansion Pressure (ft)
Cover Thickness by Stability (ft)
R-Value By Exudation
0 10
20 30
40 50
60 70
80 0 100 200 300 400 500 600 700 800
Exudation Pressure (psi)
R-Value
12/09/2025
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ABCD
Compactor air pressure PSI 350 350 180
Water added % 2.3 3.2 4.2
Moisture at compaction % 10.4 11.3 12.3
Height of sample IN 2.44 2.46 2.48
Dry density PCF 127.0 125.0 122.3
R-Value by exudation 60 28 11
R-Value by exudation, corrected 58 28 11
Exudation pressure PSI 588 402 274
Stability thickness FT 0.51 0.92 1.14
Expansion pressure thickness FT 0.00 0.00 0.00
Traffic index, assumed 5.0 Sample Location:

Gravel equivalent factor, assumed 1.25 Sample Description:

Expansion, stability equilibrium 0 Notes:

R-Value by expansion NA
R-Value by exudation 15 Test Method:

R-Value at equilibrium 15
GeoSoils, Inc.
5741 Palmer Way Project: BUCCOLA/CITY OF VISTA
Carlsbad, CA 92008
Telephone: (760) 438-3155 Number: 6366-A-SC
Fax: (760) 931-0915
9/2/10 Date: November 2012 Plate: D - 21

TEST SPECIMEN

R - VALUE TEST RESULTS

DESIGN CALCULATION DATA
0% Retained on 3/4 inch sieve
Yellow Brown Silty Sand

SAMPLE INFORMATION
B-5 @ 2-5
Cal-Trans Test 301
Expansion, Stability Equilibrium

0.00 0.50

1.00 1.50

2.00 0.00 0.50 1.00 1.50 2.00
Cover Thickness by Expansion Pressure (ft)
Cover Thickness by Stability (ft)
R-Value By Exudation
0 10
20 30
40 50
60 70
80 0 100 200 300 400 500 600 700 800
Exudation Pressure (psi)
R-Value
12/09/2025
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ABCD
Compactor air pressure PSI 350 160 120
Water added % 1.0 2.1 3.0
Moisture at compaction % 10.0 11.1 12.0
Height of sample IN 2.38 2.51 2.59
Dry density PCF 129.0 123.7 120.8
R-Value by exudation 21 10 6
R-Value by exudation, corrected 20 10 6
Exudation pressure PSI 537 286 160
Stability thickness FT 1.01 1.15 1.20
Expansion pressure thickness FT 0.50 0.20 0.00
Traffic index, assumed 5.0 Sample Location:

Gravel equivalent factor, assumed 1.25 Sample Description:

Expansion, stability equilibrium 0 Notes:

R-Value by expansion NA
R-Value by exudation 11 Test Method:

R-Value at equilibrium 11
GeoSoils, Inc.
5741 Palmer Way Project: BUCCOLA/CITY OF VISTA
Carlsbad, CA 92008
Telephone: (760) 438-3155 Number: 6366-A-SC
Fax: (760) 931-0915
9/2/10 Date: November 2012 Plate: D - 22

TEST SPECIMEN

R - VALUE TEST RESULTS

DESIGN CALCULATION DATA
0% Retained on 3/4 inch sieve
Dark Brown Clayey Sand

SAMPLE INFORMATION
B-6 @ 4
Cal-Trans Test 301
Expansion, Stability Equilibrium

0.00 0.50

1.00 1.50

2.00 0.00 0.50 1.00 1.50 2.00
Cover Thickness by Expansion Pressure (ft)
Cover Thickness by Stability (ft)
R-Value By Exudation
0 10
20 30
40 50
60 70
80 0 100 200 300 400 500 600 700 800
Exudation Pressure (psi)
R-Value
12/09/2025
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ABCD
Compactor air pressure PSI 350 350 350
Water added % 4.0 4.9 5.4
Moisture at compaction % 9.5 10.4 10.9
Height of sample IN 2.51 2.53 2.52
Dry density PCF 127.4 126.7 126.0
R-Value by exudation 81 53 37
R-Value by exudation, corrected 81 53 37
Exudation pressure PSI 612 345 217
Stability thickness FT 0.24 0.60 0.81
Expansion pressure thickness FT 0.43 0.17 0.00
Traffic index, assumed 5.0 Sample Location:

Gravel equivalent factor, assumed 1.25 Sample Description:

Expansion, stability equilibrium 0.35 Notes:

R-Value by expansion 73
R-Value by exudation 48 Test Method:

R-Value at equilibrium 48
GeoSoils, Inc.
5741 Palmer Way Project: BUCCOLA/CITY OF VISTA
Carlsbad, CA 92008
Telephone: (760) 438-3155 Number: 6366-A-SC
Fax: (760) 931-0915
9/2/10 Date: November 2012 Plate: D - 23

TEST SPECIMEN

R - VALUE TEST RESULTS

DESIGN CALCULATION DATA
0% Retained on 3/4 inch sieve
Gray Silty Sand

SAMPLE INFORMATION
B-9 @ 1-3
Cal-Trans Test 301
Expansion, Stability Equilibrium

0.00 0.50

1.00 1.50

2.00 0.00 0.50 1.00 1.50 2.00
Cover Thickness by Expansion Pressure (ft)
Cover Thickness by Stability (ft)
R-Value By Exudation
0 10
20 30
40 50
60 70
80 90
100
0 100 200 300 400 500 600 700 800
Exudation Pressure (psi)
R-Value
12/09/2025
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ABCD
Compactor air pressure PSI 350 350 250
Water added % 0.0 1.0 2.0
Moisture at compaction % 9.0 10.0 11.0
Height of sample IN 2.42 2.44 2.47
Dry density PCF 128.3 126.3 123.9
R-Value by exudation 64 32 17
R-Value by exudation, corrected 62 30 17
Exudation pressure PSI 470 335 226
Stability thickness FT 0.46 0.87 1.06
Expansion pressure thickness FT 0.00 0.00 0.00
Traffic index, assumed 5.0 Sample Location:

Gravel equivalent factor, assumed 1.25 Sample Description:

Expansion, stability equilibrium 0 Notes:

R-Value by expansion NA
R-Value by exudation 25 Test Method:

R-Value at equilibrium 25
GeoSoils, Inc.
5741 Palmer Way Project: BUCCOLA/CITY OF VISTA
Carlsbad, CA 92008
Telephone: (760) 438-3155 Number: 6366-A-SC
Fax: (760) 931-0915
9/2/10 Date: November 2012 Plate: D - 24

TEST SPECIMEN

R - VALUE TEST RESULTS

DESIGN CALCULATION DATA
0% Retained on 3/4 inch sieve
Dark Gray Silty Sand

SAMPLE INFORMATION
B-11 @ 1-5
Cal-Trans Test 301
Expansion, Stability Equilibrium

0.00 0.50

1.00 1.50

2.00 0.00 0.50 1.00 1.50 2.00
Cover Thickness by Expansion Pressure (ft)
Cover Thickness by Stability (ft)
R-Value By Exudation
0 10
20 30
40 50
60 70
80 0 100 200 300 400 500 600 700 800
Exudation Pressure (psi)
R-Value
12/09/2025
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GeoSoils, Inc.

APPENDIX E

GENERAL EARTHWORK AND GRADING GUIDELINES
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GENERAL EARTHWORK AND GRADING GUIDELINES
General
These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrains, excavations, and appurtenant structures or flatwork. The recommendations contained in the geotechnical report are part of these earthwork and grading guidelines and would supercede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new or revised recommendations which could supercede these guidelines or the recommendations contained in the geotechnical report. Generalized details follow this text.

The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications and latest adopted code. In the case of conflict, the most onerous provisions shall prevail. The project geotechnical engineer and engineering geologist (geotechnical consultant), and/or their representatives, should provide observation and testing services, and geotechnical consultation during the duration of the project.

EARTHWORK OBSERVATIONS AND TESTING
Geotechnical Consultant
Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for general conformance with the recommendations of the geotechnical report(s), the approved grading plans, and applicable grading codes and ordinances.

The geotechnical consultant should provide testing and observation so that an evaluation may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly.

All remedial removals, clean-outs, prepared ground to receive fill, key excavations, and subdrain installation should be observed and documented by the geotechnical consultant prior to placing any fill. It is the contractor’s responsibility to notify the geotechnical consultant when such areas are ready for observation.

Laboratory and Field Tests
Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D 1557. Random or representative field compaction tests should be performed in 12/09/2025
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City of Vista Appendix E
File:e:\wp9\Carlsbad\6300\6366a.ppd Page 2
accordance with test methods ASTM designation D 1556, D 2937 or D 2922, and D 3017, at intervals of approximately ±2 feet of fill height or approximately every 1,000 cubic yards placed. These criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant.

Contractor's Responsibility
All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by a geotechnical consultant, and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the geotechnical consultant, and to place, spread, moisture condition, mix, and compact the fill in accordance with the recommendations of the geotechnical consultant. The contractor should also remove all non-earth material considered unsatisfactory by the geotechnical consultant.

Notwithstanding the services provided by the geotechnical consultant, it is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in strict accordance with applicable grading guidelines, latest adopted codes or agency ordinances, geotechnical report(s), and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory.

During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed.

SITE PREPARATION
All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material, should be removed and disposed of off-site. These removals must be concluded prior to placing fill. In-place existing fill, soil, alluvium, colluvium, or rock materials, as evaluated by the geotechnical consultant as being unsuitable, should be removed prior to any fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the geotechnical consultant. 12/09/2025
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City of Vista Appendix E
File:e:\wp9\Carlsbad\6300\6366a.ppd Page 3
Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading, are to be removed or treated in a manner recommended by the geotechnical consultant. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to firm ground and approved by the geotechnical consultant before compaction and filling operations continue. Overexcavated and processed soils, which have been properly mixed and moisture conditioned, should be re-compacted to the minimum relative compaction as specified in these guidelines.

Existing ground, which is determined to be satisfactory for support of the fills, should be scarified (ripped) to a minimum depth of 6 to 8 inches, or as directed by the geotechnical consultant. After the scarified ground is brought to optimum moisture content, or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is greater than 6 to 8 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 to 8 inches in compacted thickness.

Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report, or by the on-site geotechnical consultant. Scarification, disc harrowing, or other acceptable forms of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollows, hummocks, mounds, or other uneven features, which would inhibit compaction as described previously.

Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical [h:v]), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the geotechnical consultant. In fill-over-cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet, with the key founded on firm material, as designated by the geotechnical consultant. As a general rule, unless specifically recommended otherwise by the geotechnical consultant, the minimum width of fill keys should be equal to ½ the height of the slope.

Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness.

All areas to receive fill, including processed areas, removal areas, and the toes of fill benches, should be observed and approved by the geotechnical consultant prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained.
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City of Vista Appendix E
File:e:\wp9\Carlsbad\6300\6366a.ppd Page 4

COMPACTED FILLS
Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been evaluated to be suitable by the geotechnical consultant. These materials should be free of roots, tree branches, other organic matter, or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the geotechnical consultant. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material.

Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other approved material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact.

Oversized materials defined as rock, or other irreducible materials, with a maximum dimension greater than 12 inches, should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the geotechnical consultant. Oversized material should be taken offsite, or placed in accordance with recommendations of the geotechnical consultant in areas designated as suitable for rock disposal. GSI anticipates that soils to be utilized as fill material for the subject project may contain some rock. Appropriately, the need for rock disposal may be necessary during grading operations on the site. From a geotechnical standpoint, the depth of any rocks, rock fills, or rock blankets, should be a sufficient distance from finish grade. This depth is generally the same as any overexcavation due to cut-fill transitions in hard rock areas, and generally facilitates the excavation of structural footings and substructures. Should deeper excavations be proposed (i.e., deepened footings, utility trenching, swimming pools, spas, etc.), the developer may consider increasing the hold-down depth of any rocky fills to be placed, as appropriate. In addition, some agencies/jurisdictions mandate a specific hold-down depth for oversize materials placed in fills. The hold-down depth, and potential to encounter oversize rock, both within fills, and occurring in cut or natural areas, would need to be disclosed to all interested/affected parties. Once approved by the governing agency, the hold-down depth for oversized rock (i.e., greater than 12 inches) in fills on this project is provided as 10 feet, unless specified differently in the text of this report. The governing agency may require that these materials need to be deeper, crushed, or reduced to less than 12 inches in maximum dimension, at their discretion.

To facilitate future trenching, rock (or oversized material), should not be placed within the hold-down depth feet from finish grade, the range of foundation excavations, future utilities, or underground construction unless specifically approved by the governing agency, the geotechnical consultant, and/or the developer’s representative.

If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the geotechnical consultant to evaluate it’s physical properties and suitability for use onsite. Such testing 12/09/2025
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City of Vista Appendix E
File:e:\wp9\Carlsbad\6300\6366a.ppd Page 5
should be performed three (3) days prior to importation. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the geotechnical consultant as soon as possible.

Approved fill material should be placed in areas prepared to receive fill in near horizontal layers, that when compacted, should not exceed about 6 to 8 inches in thickness. The geotechnical consultant may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction.

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

Moisture conditioning, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at, or above, optimum moisture.

After each layer has been evenly spread, moisture conditioned, and mixed, it should be uniformly compacted to a minimum of 90 percent of the maximum density as evaluated by ASTM test designation D 1557, or as otherwise recommended by the geotechnical consultant. Compaction equipment should be adequately sized and should be specifically designed for soil compaction, or of proven reliability to efficiently achieve the specified degree of compaction.

Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the geotechnical consultant.

In general, per the 1997 UBC and/or latest adopted version of the California Building Code (CBC), fill slopes should be designed and constructed at a gradient of 2:1 (h:v), or flatter.

Compaction of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. A final evaluation of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (h:v), prior approval from the governing agency, specific material types, a higher minimum relative compaction, special reinforcement, and special grading procedures will be recommended.
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City of Vista Appendix E
File:e:\wp9\Carlsbad\6300\6366a.ppd Page 6
If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following:

1. An extra piece of equipment consisting of a heavy, short-shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope.

2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling.

3. Field compaction tests will be made in the outer (horizontal) ±2 to ±8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations.

4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face.

Subsequent to testing to evaluate compaction, the slopes should be grid-rolled to achieve compaction to the slope face. Final testing should be used to evaluate compaction after grid rolling.

5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix, and recompact the slope material as necessary to achieve compaction. Additional testing should be performed to evaluate compaction.

SUBDRAIN INSTALLATION
Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The geotechnical consultant may recommend and direct changes in subdrain line, grade, and drain material in the field, pending exposed conditions. The location of constructed subdrains, especially the outlets, should be recorded/surveyed by the project civil engineer. Drainage at the subdrain outlets should be provided by the project civil engineer.

EXCAVATIONS
Excavations and cut slopes should be examined during grading by the geotechnical consultant. If directed by the geotechnical consultant, further excavations or 12/09/2025
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City of Vista Appendix E
File:e:\wp9\Carlsbad\6300\6366a.ppd Page 7
overexcavation and refilling of cut areas should be performed, and/or remedial grading of cut slopes should be performed. When fill-over-cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the geotechnical consultant prior to placement of materials for construction of the fill portion of the slope.

The geotechnical consultant should observe all cut slopes, and should be notified by the contractor when excavation of cut slopes commence.

If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the geotechnical consultant should investigate, evaluate, and make appropriate recommendations for mitigation of these conditions. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the geotechnical consultant, whether anticipated or not.

Unless otherwise specified in geotechnical and geological report(s), no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractor’s responsibility.

Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the geotechnical consultant.

COMPLETION
Observation, testing, and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and fill areas are graded in accordance with the approved project specifications. After completion of grading, and after the geotechnical consultant has finished observations of the work, final reports should be submitted, and may be subject to review by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the geotechnical consultant or approved plans.

All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading.

JOB SAFETY
General
At GSI, getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. 12/09/2025
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City of Vista Appendix E
File:e:\wp9\Carlsbad\6300\6366a.ppd Page 8
On-ground personnel are at highest risk of injury, and possible fatality, on grading and construction projects. GSI recognizes that construction activities will vary on each site, and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor, and GSI personnel must be maintained.

In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects:

Safety Meetings: GSI field personnel are directed to attend contractor’s regularly scheduled and documented safety meetings.

Safety Vests: Safety vests are provided for, and are to be worn by GSI personnel, at all times, when they are working in the field.

Safety Flags: Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits.

Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacons, or strobe lights, on the vehicle during all field testing.

While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated.

In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office.

Test Pits Location, Orientation, and Clearance
The technician is responsible for selecting test pit locations. A primary concern should be the technician’s safety. Efforts will be made to coordinate locations with the grading contractor’s authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractor’s authorized representative (supervisor, grade checker, dump man, operator, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technician’s safety, and obtaining enough tests to represent the fill.

Test pits should be excavated so that the spoil pile is placed away from oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition.

Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. 12/09/2025
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City of Vista Appendix E
File:e:\wp9\Carlsbad\6300\6366a.ppd Page 9
A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration, which typically decreases test results.

When taking slope tests, the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operational distance (e.g., 50 feet) away from the slope during this testing.

The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety.

In the event that the technician’s safety is jeopardized or compromised as a result of the contractor’s failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractor’s representative will be contacted in an effort to affect a solution. However, in the interim, no further testing will be performed until the situation is rectified. Any fill placed can be considered unacceptable and subject to reprocessing, recompaction, or removal.

In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to the technician’s attention and notify this office. Effective communication and coordination between the contractor’s representative and the soil technician is strongly encouraged in order to implement the above safety plan.

Trench and Vertical Excavation
It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which: 1) is 5 feet or deeper unless shored or laid back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3) displays any other evidence of any unsafe conditions regardless of depth.

All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with Cal/OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or “riding down” on the equipment. 12/09/2025
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City of Vista Appendix E
File:e:\wp9\Carlsbad\6300\6366a.ppd Page 10
If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor.

The contractor’s representative will be contacted in an effort to affect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal.

If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify Cal/OSHA and/or the proper controlling authorities. 12/09/2025
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APPENDIX C

SAMPLE GEOTECHNICAL INSPECTION/COMPACTION REPORT

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Geotechnical C Geologic C Coastal C Environmental
5741 Palmer Way C Carlsbad, California 92010 C (760) 438-3155 C FAX (760) 931-0915 C www.geosoilsinc.com June 26, 2015
W.O. 6366-D-SC
City of Vista
Engineering Department
200 Civic Center Drive
Vista, California 92084
Attention: Mr. Skip Hamman
Subject: Compaction Report for South Santa Fe Streetscape Improvements, Sewer, Water and Storm Drain, Main Street to Oceanview Drive, CIP No. 8232 (Future Paseo Santa Fe) Roadway Realignment Project, City of Vista, San Diego County, California
References: 1. “South Santa Fe Streetscape Improvements, Sewer, Water & Storm Drain, Main Street to Oceanview Drive, CIP No. 8232,” 15 Sheets, Print Date February 12, 2014, by Buccola Engineering, Inc.

2. “Preliminary Pavement Design Investigation and Geotechnical Investigation, Paseo Santa Fe, Commercial Redevelopment and Roadway Realignment Project, City of Vista, San Diego County, California,” W.O. 6366-A-SC, dated December 5, 2012, by GeoSoils, Inc.

Dear Mr. Hamman:

This report presents a summary of the geotechnical engineering observation and testing services provided by GeoSoils, Inc. (GSI) during the observation and testing for sewer, water, and storm drain trench backfill operations for the subject site, as presented in Reference No. 1. This report is presented as a requirement of the City of Vista (City) to document the observation and testing services provided in the geotechnical aspect of the subject improvements.

TRENCH BACKFILL (GSI PHASE D)
Backfill operations were observed by GSI personnel on a part-time basis as solely requested and determined by the contractor/client. Select native onsite soils and import soils were used as backfill for the water, sewer, and storm drain trenches and placed in general accordance with standards of practice and the approved report by GSI (Reference No. 2). The required compaction was achieved by mechanical means. The minimum compaction specified was 90 percent of the laboratory standard (ASTM D 1557), except for water line trench backfill, where a minimum 95 percent was specified (Reference No.1). 12/09/2025
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City of Vista W.O. 6366-D-SC
Main Street to Oceanview Drive June 26, 2015
File:e:\wp12\6300\6366d.crf Page 2
In areas where testing was requested and performed, our tests indicate that compaction appears to be at least 90 percent for sewer and storm drain trench backfill, and 95 percent for waterline trench backfill, of the laboratory standard (ASTM D 1557). Test results are presented in the attached Table 1 (Field Density Test Results).

FIELD TESTING

1. Field density tests were performed using the sand-cone method (ASTM D 1556) and nuclear (densometer) method, ASTM test method D 6938-10 (Procedure A). The test results are presented in the attached Table 1.

2. Field density tests were taken at periodic intervals and random locations to evaluate the compactive efforts provided by the contractor. Where test results indicated less than the required minimum compaction, the contractor was notified and the area was reworked until the required minimum relative compaction was achieved for each respective area, where tested. Testing was provided on a part-time basis, as solely determined and requested by the contractor/client.

3. Where trenches were generally deeper than 5 feet, and un-shored during backfill operations, compactive means and methods were generally observed, and confirmed with testing at shallower levels only. Testing was not performed at these deeper trench levels due to safety considerations.

3. Visual classification of the soil in the field was the basis for determining the maximum density value to use for a given density test.

LABORATORY TESTING
Maximum Density Testing
The laboratory maximum dry density and optimum moisture content for the major soil types, encountered during grading, were evaluated in general accordance with test method ASTM D 1557. The following table presents the results:

SOIL TYPE

MAXIMUM DENSITY
(PCF)

MOISTURE CONTENT
(PERCENT)
A - Dark Yellow Brown Clayey Sand 127.5 10.5
B - Dark Gray Brown, Sandy Clay 121.0 13.0
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SOIL TYPE

MAXIMUM DENSITY
(PCF)

MOISTURE CONTENT
(PERCENT)
City of Vista W.O. 6366-D-SC
Main Street to Oceanview Drive June 26, 2015
File:e:\wp12\6300\6366d.crf Page 3
C - Brown Clayey Sand 131.0 9.5
D - Pipe Zone Sand (import) 129.5 8.0

REGULATORY COMPLIANCE
Placement of compacted backfills, under the purview of this report, have been completed using the observation and selective testing services provided by representatives of GSI.

Backfill operations were performed in general conformance with the requirements of the City of Vista.

Our findings were made in conformance with generally accepted professional engineering practices, and no further warranty is implied or made. GSI assumes no responsibility or liability for work, testing, or recommendations performed or provided by others. This report is subject to review by the controlling authorities for this project. 12/09/2025
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Th
e opportunity to be of service is sincerely appreciated. If you should' have any questions, please do not hesitate to contact our office.

GeoSoils, Inc.

Robert G. Crisman
Engineering Geologist, CEG 1934
RGC/ATG/JPF/jh
Attachment: Table 1 - Field Density Test Results
Distribution: (4) Addressee
City of Vista
Main Street to Oceanview Drive
File:e:\wp12\6300\6366d .crf GeoSoils, Inc.

W.O. 6366-D-SC
June 26, 2015

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Table 1

FIELD DENSITY TEST RESULTS

TEST UTILITY DATE TEST LOCATION TRACT ELEV MOISTURE DRY REL TEST SOIL NO. TYPE NO. OR CONTENT DENSITY COMP METHOD TYPE
DEPTH (ft) (%) (pcf) (%)
SEWER
1 S 6/20/14 East Broadway 9+70 S. Santa Fe Imp. 321.0 10.7 118.9 93.6 ND A 2 S 6/20/14 East Broadway 9+75 S. Santa Fe Imp. 319.0 10.8 118.2 93.0 ND A 3 S 6/20/14 East Broadway 9+80 S. Santa Fe Imp. 324.0 11.0 119.6 94.1 ND A 4 S 6/20/14 Line 'A' 13+50 S. Santa Fe Imp. 316.0 10.8 120.7 95.0 SC A 5 S 6/20/14 Line 'A' 13+20 S. Santa Fe Imp. 314.5 10.6 119.3 93.9 ND A 6 S 6/20/14 Line 'A' 13+65 S. Santa Fe Imp. 318.0 11.1 119.7 94.2 ND A 7 S 6/20/14 Line 'A' 13+42 S. Santa Fe Imp. 319.0 10.9 117.8 92.7 ND A 8 S 6/20/14 Line 'A' 13+57 S. Santa Fe Imp. 323.0 10.8 123.6 97.3 ND A 9 S 6/23/14
E. Broadway & S. Santa Fe Ave
Line 'A' 9+98 S. Santa Fe Imp. 320.0 9.9 122.1 93.2 ND C 10 S 6/24/14
E. Broadway & S. Santa Fe Ave
Line 'A' 10+10 S. Santa Fe Imp. 323.0 9.8 122.9 93.8 ND C 11 S 6/24/14
E. Broadway & S. Santa Fe Ave
Line 'A' 10+25 S. Santa Fe Imp. 318.0 10.1 123.3 94.1 SC C 12 S 6/24/14
E. Broadway & S. Santa Fe Ave
Line 'A' 10+20 S. Santa Fe Imp. 324.0 9.6 124.8 95.2 ND C 13 S 6/24/14
E. Broadway & S. Santa Fe Ave
Line 'A' 10+00 S. Santa Fe Imp. 326.0 9.9 123.5 94.2 ND C 14 S 6/24/14 Line 'A' 13+20 S. Santa Fe Imp. 316.0 9.5 122.7 93.6 ND C 15 S 6/24/14 Line 'A' 13+07 S. Santa Fe Imp. 319.0 9.7 123.2 94.0 ND C 16 S 6/25/14 Line 'A' 13+30 S. Santa Fe Imp. 333.0 10.8 116.5 91.7 ND A 17 S 6/25/14 Line 'A' 13+20 S. Santa Fe Imp. 326.0 9.6 122.9 93.8 ND C 18 S 6/25/14 Line 'A' 12+85 S. Santa Fe Imp. 317.0 10.0 122.1 93.2 ND C 19 S 6/25/14 Line 'A' 12+95 S. Santa Fe Imp. 321.0 9.8 121.7 92.9 ND C 20 S 6/25/14 Line 'A' 13+05 S. Santa Fe Imp. 324.0 9.7 123.3 94.1 ND C 21 S 6/26/14 Line 'A' 12+65 S. Santa Fe Imp. 316.0 10.0 123.5 94.2 ND C 22 S 6/26/14 Line 'A' 12+70 S. Santa Fe Imp. 319.0 9.6 122.5 93.5 ND C 23 S 6/26/14 Line 'A' 12+88 S. Santa Fe Imp. 322.0 9.9 123.1 93.9 ND C 24 S 6/26/14 Line 'A' 12+95 S. Santa Fe Imp. 325.0 9.5 121.5 92.7 SC C 25* S 6/26/14 Line 'A' 12+44 S. Santa Fe Imp. 317.0 9.6 117.7 89.8 ND C 25A S 6/26/14 Line 'A' 12+44 S. Santa Fe Imp. 317.0 10.1 123.3 94.1 ND C 26 S 6/26/14 Line 'A' 12+60 S. Santa Fe Imp. 320.0 9.9 124.5 95.0 ND C 27 S 6/26/14 Line 'A' 12+65 S. Santa Fe Imp. 325.5 11.0 118.5 93.3 ND A 28 S 6/26/14 Line 'A' 12+27 S. Santa Fe Imp. 317.0 9.7 123.5 94.2 ND C 29 S 6/26/14 Line 'A' 12+35 S. Santa Fe Imp. 321.0 9.9 122.9 93.8 ND C 30 S 6/26/14 Line 'A' 12+35 S. Santa Fe Imp. 325.5 9.5 124.8 95.2 ND C 31 S 6/27/14 Line 'A' 12+03 S. Santa Fe Imp. 317.5 9.9 122.0 93.1 ND C 32 S 6/27/14 Line 'A' 12+10 S. Santa Fe Imp. 321.0 10.0 123.5 94.2 ND C 33 S 6/27/14 Line 'A' 12+18 S. Santa Fe Imp. 325.5 9.6 122.8 93.7 ND C 34 S 6/27/14 Line 'A' 11+83 S. Santa Fe Imp. 318.0 9.8 124.5 95.0 ND C 35 S 6/27/14 Line 'A' 11+94 S. Santa Fe Imp. 324.0 9.6 123.1 93.9 SC C 36 S 6/30/14 Line 'A' 11+71 S. Santa Fe Imp. 321.0 14.5 114.2 94.3 ND B 37 S 6/30/14 Line 'A' 11+90 S. Santa Fe Imp. 326.0 14.2 113.5 93.8 ND B 38 S 6/30/14 Line 'A' 11+40 S. Santa Fe Imp. 318.0 10.1 121.2 92.5 ND C 39 S 6/30/14 Line 'A' 11+48 S. Santa Fe Imp. 322.5 9.8 121.9 93.0 ND C 40 S 6/30/14 Line 'A' 11+57 S. Santa Fe Imp. 326.0 10.0 122.0 93.1 SC C 41 S 6/30/14 Line 'A' 11+22 S. Santa Fe Imp. 320.0 10.2 121.6 92.8 ND C 42 S 7/1/14 Line 'A' 11+01 S. Santa Fe Imp. 321.5 10.1 122.4 93.4 ND C 43 S 7/1/14 Line 'A' 11+12 S. Santa Fe Imp. 326.0 9.8 123.1 93.9 SC C 44 S 7/1/14 Line 'A' 11+90 S. Santa Fe Imp. 320.0 9.9 121.4 92.6 ND C 45 S 7/1/14 Line 'A' 11+05 S. Santa Fe Imp. 325.0 10.0 123.3 94.1 ND C City of Vista
Main Street to Oceanview Drive
File: C:\excel\tables\6300\6366d.cro GeoSoils, Inc.

W.O. 6366-D-SC
June 2015

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Table 1

FIELD DENSITY TEST RESULTS

TEST UTILITY DATE TEST LOCATION TRACT ELEV MOISTURE DRY REL TEST SOIL NO. TYPE NO. OR CONTENT DENSITY COMP METHOD TYPE
DEPTH (ft) (%) (pcf) (%)
46 S 7/1/14 Line 'A' 11+75 S. Santa Fe Imp. 319.0 10.2 121.9 93.0 ND C 47 S 7/2/14 Line 'A' 10+95 S. Santa Fe Imp. 327.0 10.1 123.6 94.3 ND C 48 S 7/3/14 Line 'A' 10+85 S. Santa Fe Imp. 323.0 9.9 123.2 94.0 ND C 49 S 7/3/14 Line 'A' 10+60 S. Santa Fe Imp. 316.0 9.6 123.1 93.9 ND C 50 S 7/3/14 Line 'A' 10+65 S. Santa Fe Imp. 320.0 10.0 124.8 95.2 ND C 51 S 7/3/14 Line 'A' 10+72 S. Santa Fe Imp. 325.0 9.5 123.3 94.1 SC C 52 S 7/3/14 Line 'A' 10+33 M.H. S. Santa Fe Imp. 320.0 9.7 122.3 93.3 ND C 53 S 7/3/14 Line 'A' 10+38 M.H. S. Santa Fe Imp. 318.5 9.5 121.4 92.6 ND C 54 S 7/3/14 Line 'A' 10+45 S. Santa Fe Imp. 322.5 9.6 122.0 93.1 ND C 55 S 7/7/14 Line 'B' 15+93 S. Santa Fe Imp. 316.0 11.0 117.9 92.8 ND A 56 S 7/7/14 Line 'B' 16+00 S. Santa Fe Imp. 320.0 14.1 113.4 93.7 ND B 57 S 7/7/14 Line 'B' 15+97 S. Santa Fe Imp. 325.0 13.6 112.6 93.0 ND B 58 S 7/8/14 Line 'B' 16+20 S. Santa Fe Imp. 317.0 14.0 111.9 92.4 ND B 59* S 7/8/14 Line 'B' 16+15 S. Santa Fe Imp. 321.0 13.9 108.7 89.8 ND B 59A S 7/8/14 Line 'B' 16+15 S. Santa Fe Imp. 321.0 14.1 113.8 94.0 ND B 60 S 7/8/14 Line 'B' 16+10 S. Santa Fe Imp. 325.0 13.7 115.1 95.1 SC B 61 S 7/8/14 Line 'B' 16+47 S. Santa Fe Imp. 319.5 9.6 122.5 93.5 ND C 62 S 7/8/14 Line 'B' 16+58 S. Santa Fe Imp. 323.0 9.8 122.9 93.8 SC C 63 S 7/8/14 Line 'B' 16+52 S. Santa Fe Imp. 325.5 9.5 123.3 94.1 SC C 64 S 7/16/14 Line 'B' 16+75 S. Santa Fe Imp. 320.0 10.0 123.2 94.0 ND C 65 S 7/16/14 Line 'B' 16+70 S. Santa Fe Imp. 323.5 9.6 122.8 93.7 ND C 66 S 7/16/14 Line 'B' 16+87 S. Santa Fe Imp. 319.0 9.9 122.9 93.8 ND C 67 S 7/16/14 Line 'B' 16+85 S. Santa Fe Imp. 326.0 9.8 124.6 95.1 SC C 68 S 7/17/14
S. Santa Fe Ave 15+13
Abandoned M.H. S. Santa Fe Imp. 326.0 9.5 126.9 96.8 ND C 69 S 7/17/14
S. Santa Fe Ave 15+43
Abandoned M.H. S. Santa Fe Imp. 327.0 9.6 125.7 95.9 ND C 70 S 7/17/14
S. Santa Fe Ave 15+58
Abandoned M.H. S. Santa Fe Imp. 326.5 9.6 127.4 97.2 ND C 71 S 8/11/14 S. Santa Fe 17+08 S. Santa Fe Imp. 320.0 9.8 121.7 92.9 ND C 71' S 8/13/14 Line 'C' M.H. 0+84 S. Santa Fe Imp. 316.0 9.6 122.9 93.8 SC C 72 S 8/11/14 S. Santa Fe 17+12 S. Santa Fe Imp. 324.0 10.0 124.1 94.7 ND C 72' S 8/13/14 Line 'C' M.H. 0+91 S. Santa Fe Imp. 318.0 9.5 123.3 94.1 ND C 73 S 8/11/14 S. Santa Fe 17+30 S. Santa Fe Imp. 327.0 9.7 123.5 94.2 ND C 73' S 8/15/14 Line 'C' M.H. 1+05 S. Santa Fe Imp. 322.0 10.0 124.1 94.7 SC C 74 S 8/15/14 Line 'C' M.H. 0+76 S. Santa Fe Imp. 322.0 9.7 124.6 95.1 ND C 75 S 8/15/14 Line 'C' 0+90 S. Santa Fe Imp. 323.5 9.8 123.1 93.9 ND C 76 S 8/20/14
Temporary Sewer Route
S. Santa Fe 17+95 S. Santa Fe Imp. 313.0 10.1 121.9 93.0 ND C 77 S 8/20/14
Temporary Sewer Route
S. Santa Fe 18+00 S. Santa Fe Imp. 314.5 9.8 121.2 92.5 ND C 78 S 8/20/14
Temporary Sewer Route
S. Santa Fe 18+00 S. Santa Fe Imp. 317.0 9.9 123.3 94.1 ND C 79 S 9/12/14 S. Santa Fe 17+35 S. Santa Fe Imp. 320.0 9.8 125.0 95.4 ND C 80 S 9/12/14 S. Santa Fe 17+31 S. Santa Fe Imp. 323.0 9.5 125.8 96.0 ND C 81 S 9/12/14 S. Santa Fe 17+12 S. Santa Fe Imp. 326.0 9.6 124.4 94.9 SC C 82 S 9/13/14 S. Santa Fe 17+25 S. Santa Fe Imp. 320.0 10.0 123.5 94.2 ND C 83 S 9/13/14 S. Santa Fe 17+23 S. Santa Fe Imp. 323.0 11.6 121.6 92.8 ND C 84 S 9/22/14 S. Santa Fe 17+62 S. Santa Fe Imp. 320.0 10.8 125.5 95.7 ND C 85 S 9/22/14 S. Santa Fe 17+73 S. Santa Fe Imp. 323.0 12.8 124.7 95.0 ND C 86 S 9/22/14 S. Santa Fe 17+91 S. Santa Fe Imp. 326.0 10.9 129.2 98.6 ND C 87 S 9/22/14 S. Santa Fe 17+81 S. Santa Fe Imp. 321.0 12.9 124.7 95.2 ND C City of Vista
Main Street to Oceanview Drive
File: C:\excel\tables\6300\6366d.cro GeoSoils, Inc.

W.O. 6366-D-SC
June 2015

12/09/2025
C12
599 of 619
Table 1

FIELD DENSITY TEST RESULTS

TEST UTILITY DATE TEST LOCATION TRACT ELEV MOISTURE DRY REL TEST SOIL NO. TYPE NO. OR CONTENT DENSITY COMP METHOD TYPE
DEPTH (ft) (%) (pcf) (%)
88 S 9/23/14 S. Santa Fe 17+99 S. Santa Fe Imp. 320.0 14.4 117.8 97.3 ND B 88' S 10/20/14 Line 'B' 18+10 S. Santa Fe Imp. 320.0 13.3 117.9 97.4 ND B 89 S 9/23/14 S. Santa Fe 18+9 S. Santa Fe Imp. 323.0 13.0 118.6 98.0 ND B 89' S 10/20/14 Line 'B' 18+16 S. Santa Fe Imp. 321.0 14.4 115.7 95.6 ND B 90 S 9/23/14 S. Santa Fe 18+17 S. Santa Fe Imp. 322.0 13.8 116.7 96.4 ND B 90' S 10/20/14 Line 'B' 18+26 S. Santa Fe Imp. 323.0 13.0 117.8 97.3 ND B 91 S 9/23/14 S. Santa Fe 18+31 S. Santa Fe Imp. 324.0 10.5 118.0 97.4 ND B 91' S 10/20/14 Line 'B' 18+5 S. Santa Fe Imp. 325.0 13.2 118.6 98.0 ND B 91'' S 10/21/14 MH #3 17+26 S. Santa Fe Imp. 324.5 9.8 127.8 97.5 ND C 92 S 9/23/14 S. Santa Fe 18+11 S. Santa Fe Imp. 326.0 14.2 115.5 95.4 ND B 92' S 10/21/14 MH #3 17+26 S. Santa Fe Imp. 326.0 9.5 125.8 96.0 ND C 93 S 9/25/14 S. Santa Fe 18+38 S. Santa Fe Imp. 320.0 10.0 124.8 95.2 ND C 93' S 10/21/14 MH #3 17+26 S. Santa Fe Imp. 328.0 10.2 125.0 95.4 ND C 94 S 9/25/14 S. Santa Fe 17+66 S. Santa Fe Imp. 326.0 9.5 123.3 94.1 SC C 94' S 10/21/14 MH #3 17+26 S. Santa Fe Imp. 328.0 9.6 127.4 97.2 ND C 95 S 9/25/14 S. Santa Fe 17+92 S. Santa Fe Imp. 322.0 10.9 125.2 95.5 ND C 95' S 10/21/14 S Santa Fe 17+46 S. Santa Fe Imp. 326.0 10.0 125.7 95.9 ND C 96 S 9/25/14 S. Santa Fe 17+90 S. Santa Fe Imp. 327.0 9.8 125.0 95.4 ND C 96' S 10/21/14 S Santa Fe 17+66 S. Santa Fe Imp. 325.0 9.8 126.9 96.8 ND C 97 S 9/26/14 S. Santa Fe 17+88 S. Santa Fe Imp. 323.0 14.2 115.5 95.4 ND B 97' S 10/21/14 S Santa Fe 17+75 S. Santa Fe Imp. 326.0 10.6 124.6 95.1 ND C 98 S 9/26/14 S. Santa Fe 17+95 S. Santa Fe Imp. 320.0 15.8 119.0 98.3 ND B 98' S 10/21/14 S Santa Fe 17+86 S. Santa Fe Imp. 328.0 10.4 129.0 98.4 ND C 99 S 9/26/14 S. Santa Fe 17+89 S. Santa Fe Imp. 322.0 16.6 115.7 95.6 ND B 100 S 9/26/14 S. Santa Fe 18+50 S. Santa Fe Imp. 322.0 13.0 119.3 98.5 ND B 101 S 9/26/14 S. Santa Fe 18+62 S. Santa Fe Imp. 323.0 14.2 118.4 97.8 ND B 102 S 10/1/14 S. Santa Fe 18+66 S. Santa Fe Imp. 318.0 9.6 126.9 96.8 ND C 102' S 10/22/14 S. Santa Fe 18+00 S. Santa Fe Imp. 318.0 9.5 126.9 96.8 ND C 103 S 10/1/14 S. Santa Fe 18+84 S. Santa Fe Imp. 322.0 9.6 127.4 97.2 ND C 103' S 10/22/14 S. Santa Fe 18+25 S. Santa Fe Imp. 325.0 10.3 124.7 95.2 ND C 104 S 10/1/14 S. Santa Fe 18+94 S. Santa Fe Imp. 324.0 9.5 125.7 95.9 ND C 104' S 10/22/14 S. Santa Fe 18+45 S. Santa Fe Imp. 327.0 9.6 125.8 96.0 ND C 105 S 10/1/14 S. Santa Fe 19+05 S. Santa Fe Imp. 320.0 9.5 125.8 96.0 ND C 105' S 10/22/14 S. Santa Fe 18+70 S. Santa Fe Imp. 327.0 9.9 127.4 97.2 ND C 106 S 10/1/14 S. Santa Fe 19+17 S. Santa Fe Imp. 326.0 11.7 124.7 95.2 ND C 106' S 10/22/14 S. Santa Fe 18+95 S. Santa Fe Imp. 326.0 9.7 125.7 95.9 ND C 107 S 10/3/14 Line 'G' 19+29 S. Santa Fe Imp. 320.0 11.5 124.7 95.2 ND C 107' S 10/23/14 S. Santa Fe 19+15 S. Santa Fe Imp. 325.0 9.7 124.8 95.2 ND C 108 S 10/3/14 Line G '19'+20 S. Santa Fe Imp. 317.0 10.9 128.6 98.2 ND C 108' S 10/23/14 S. Santa Fe 19+23 Lateral S. Santa Fe Imp. 327.0 9.5 128.6 98.0 ND C 109 S 10/3/14 Line 'G' 19+35 S. Santa Fe Imp. 320.0 9.5 125.5 95.7 ND C 109' S 10/23/14 S. Santa Fe 19+23 Lateral S. Santa Fe Imp. 327.0 10.2 125.5 95.7 ND C 110 S 10/3/14 MH #5 19+40 S. Santa Fe Imp. 322.0 9.5 124.4 95.0 ND C 110' S 10/23/14 S. Santa Fe 19+17 Lateral S. Santa Fe Imp. 325.0 9.7 124.4 95.0 ND C 111 S 10/3/14 MH #5 19+42 S. Santa Fe Imp. 326.0 10.4 125.7 95.9 ND C 111' S 10/23/14 S. Santa Fe 19+17 Sewer Main S. Santa Fe Imp. 327.0 10.6 124.8 95.2 ND C 112 S 10/3/14 MH #5 19+41 S. Santa Fe Imp. 322.0 9.8 123.6 94.4 ND C 112' S 10/23/14 S. Santa Fe 19+30 Sewer Main S. Santa Fe Imp. 327.0 9.9 129.2 98.6 ND C 113 S 10/3/14 Line 'G' 19+46 S. Santa Fe Imp. 327.0 9.5 129.5 98.8 ND C 113' S 10/24/14 S. Santa Fe M.H. #5 S. Santa Fe Imp. 326.0 13.0 117.3 96.9 ND B 114 S 10/3/14 S Main Lateral 19+34 S. Santa Fe Imp. 320.0 9.8 127.3 97.2 SC C 114' S 10/24/14 S. Santa Fe M.H. #5 S. Santa Fe Imp. 326.0 13.8 115.5 95.4 ND B City of Vista
Main Street to Oceanview Drive
File: C:\excel\tables\6300\6366d.cro GeoSoils, Inc.

W.O. 6366-D-SC
June 2015

12/09/2025
C12
600 of 619
Table 1

FIELD DENSITY TEST RESULTS

TEST UTILITY DATE TEST LOCATION TRACT ELEV MOISTURE DRY REL TEST SOIL NO. TYPE NO. OR CONTENT DENSITY COMP METHOD TYPE
DEPTH (ft) (%) (pcf) (%)
115 S 10/3/14 S Main Lateral 19+34 S. Santa Fe Imp. 320.0 10.9 126.0 96.1 SC C 115' S 10/24/14 S. Santa Fe M.H. #5 S. Santa Fe Imp. 325.0 14.2 119.3 98.5 ND B 116 S 10/6/14 Line 'B' 19+50 S. Santa Fe Imp. 320.0 13.5 117.8 97.3 ND B 116' S 10/24/14 S. Santa Fe M.H. #5 S. Santa Fe Imp. 327.0 13.4 115.4 95.3 ND B 117 S 10/6/14 Line 'B' 19+56 S. Santa Fe Imp. 322.0 14.2 115.3 95.3 ND B 117' S 10/24/14 S. Santa Fe M.H. #5 S. Santa Fe Imp. 329.0 14.6 115.7 95.6 ND B 118 S 10/6/14 Line 'B' 19+66 S. Santa Fe Imp. 320.0 13.9 116.2 96.0 ND B 118' S 10/27/14 S. Santa Fe 19+33 S. Santa Fe Imp. 318.0 13.2 118.6 98.0 ND B 119 S 10/6/14 Line 'B' 19+75 S. Santa Fe Imp. 323.0 14.2 118.5 97.9 ND B 119' S 10/27/14 S. Santa Fe 19+33 S. Santa Fe Imp. 318.0 13.7 117.9 97.3 ND B 120 S 10/6/14 MH #6 19+86 S. Santa Fe Imp. 320.0 14.9 117.2 96.8 ND B 120' S 10/27/14 S. Santa Fe 19+33 S. Santa Fe Imp. 320.0 14.2 116.7 96.4 ND B 121 S 10/6/14 MH #6 19+86 S. Santa Fe Imp. 324.0 13.2 115.2 95.2 ND B 121' S 10/27/14 S. Santa Fe 19+33 S. Santa Fe Imp. 320.0 14.6 115.3 95.4 ND B 122 S 10/6/14 MH #6 19+90 S. Santa Fe Imp. 326.0 13.5 116.0 95.8 ND B 122' S 10/27/14 S. Santa Fe 19+35 S. Santa Fe Imp. 324.0 13.9 117.8 97.3 ND B 123 S 10/27/14 S. Santa Fe 19+56 S. Santa Fe Imp. 324.0 13.0 115.7 95.6 ND B 124 S 10/27/14 S. Santa Fe 19+75 S. Santa Fe Imp. 327.0 14.9 116.5 96.2 ND B 125 S 10/27/14 S. Santa Fe 19+85 S. Santa Fe Imp. 327.0 13.3 118.7 98.1 ND B 126 S 10/27/14 S. Santa Fe 19+92 M.H. #6 S. Santa Fe Imp. 325.0 14.4 115.1 95.1 ND B 127 S 10/27/14 S. Santa Fe 19+86 M.H. #6 S. Santa Fe Imp. 325.0 13.9 118.0 97.4 ND B 128 S 10/27/14 S. Santa Fe 19+86 M.H. #6 S. Santa Fe Imp. 327.0 13.1 113.7 93.9 ND B 129 S 10/28/14 S. Santa Fe 19+68 S. Santa Fe Imp. 327.0 9.5 127.4 97.2 ND C 130 S 10/28/14 S. Santa Fe 20+05 S. Santa Fe Imp. 328.0 9.7 125.1 95.4 ND C 131 S 10/28/14 S. Santa Fe 20+13 M.H. #7 S. Santa Fe Imp. 326.0 9.7 124.8 95.2 ND C 132 S 10/28/14 S. Santa Fe 20+13 M.H. #7 S. Santa Fe Imp. 326.0 9.5 127.3 97.1 ND C 133 S 10/28/14 S. Santa Fe 20+13 M.H. #7 S. Santa Fe Imp. 328.0 10.2 129.0 98.4 ND C 134 S 10/28/14 S. Santa Fe 20+13 S. Santa Fe Imp. 318.0 10.8 126.9 96.8 ND C 135 S 10/28/14 S. Santa Fe 20+25 S. Santa Fe Imp. 320.0 11.2 125.6 95.8 ND C 136 S 10/28/14 S. Santa Fe 20+40 S. Santa Fe Imp. 322.0 9.8 124.6 95.1 ND C 137 S 10/29/14 S. Santa Fe 20+50 M.H. #8 S. Santa Fe Imp. 320.0 9.5 127.0 96.9 ND C 138 S 10/29/14 S. Santa Fe M.H. #8 S. Santa Fe Imp. 323.0 9.8 128.3 97.9 ND C 139 S 10/29/14 S. Santa Fe M.H. #8 S. Santa Fe Imp. 326.0 10.4 128.7 98.2 ND C 140 S 10/29/14 S. Santa Fe Sewer Main S. Santa Fe Imp. 325.0 10.8 124.2 95.0 ND C 141 S 10/29/14 S. Santa Fe Sewer Main S. Santa Fe Imp. 325.0 11.2 125.5 95.8 ND C 142 S 10/29/14 S. Santa Fe Sewer Main S. Santa Fe Imp. 326.0 9.7 129.6 98.9 ND C 143 S 10/29/14 S. Santa Fe Sewer Main S. Santa Fe Imp. 326.0 11.8 125.3 95.6 ND C 144 S 10/29/14 S. Santa Fe Sewer Main S. Santa Fe Imp. 328.0 10.6 125.5 95.8 ND C 145 S 10/29/14 S. Santa Fe Sewer Main S. Santa Fe Imp. 329.0 11.5 128.0 97.6 ND C 146 S 10/29/14 S. Santa Fe Sewer Main S. Santa Fe Imp. 330.0 9.5 124.2 95.0 ND C 147 S 10/29/14 S. Santa Fe 21+38 S. Santa Fe Imp. 320.0 9.5 124.6 95.1 ND C 148 S 10/29/14 S. Santa Fe 21+42 S. Santa Fe Imp. 322.0 9.8 129.5 98.3 ND C 149 S 10/29/14 S. Santa Fe 21+42 S. Santa Fe Imp. 324.0 10.7 123.1 94.0 ND C 150 S 10/29/14 S. Santa Fe 21+50 M.H. #9 S. Santa Fe Imp. 320.0 11.2 125.5 95.8 ND C 151 S 10/29/14 S. Santa Fe 21+50 M.H. #9 S. Santa Fe Imp. 321.0 9.7 125.3 95.6 ND C 152 S 10/29/14 S. Santa Fe 21+50 M.H. #9 S. Santa Fe Imp. 322.0 11.2 125.8 96.0 ND C 153 S 10/29/14 S. Santa Fe 21+66 S. Santa Fe Imp. 320.0 10.4 126.2 96.3 ND C 154 S 10/29/14 S. Santa Fe 22+07 S. Santa Fe Imp. 322.0 10.6 125.5 95.8 ND C 155 S 10/29/14 S. Santa Fe 22+28 S. Santa Fe Imp. 320.0 9.4 127.0 96.9 ND C 156 S 10/29/14 S. Santa Fe 22+37 S. Santa Fe Imp. 324.0 9.7 128.3 97.9 ND C 157 S 10/29/14 S. Santa Fe 22+68 S. Santa Fe Imp. 322.0 10.2 126.5 96.5 ND C 158 S 10/29/14 S. Santa Fe 22+70 S. Santa Fe Imp. 321.0 10.4 128.2 98.2 ND C City of Vista
Main Street to Oceanview Drive
File: C:\excel\tables\6300\6366d.cro GeoSoils, Inc.

W.O. 6366-D-SC
June 2015

12/09/2025
C12
601 of 619
Table 1

FIELD DENSITY TEST RESULTS

TEST UTILITY DATE TEST LOCATION TRACT ELEV MOISTURE DRY REL TEST SOIL NO. TYPE NO. OR CONTENT DENSITY COMP METHOD TYPE
DEPTH (ft) (%) (pcf) (%)
159 S 10/29/14 S. Santa Fe 22+07 S. Santa Fe Imp. 324.0 9.9 127.2 97.0 ND C 160 S 10/29/14 S. Santa Fe 22+96 S. Santa Fe Imp. 324.0 11.3 129.6 98.9 ND C 161 S 10/31/14 S. Santa Fe 22+96 M.H. #10 S. Santa Fe Imp. 325.0 9.7 127.3 97.1 ND C 162 S 10/31/14 S. Santa Fe 22+96 M.H. #10 S. Santa Fe Imp. 327.0 9.5 125.1 95.4 ND C 163 S 10/31/14 S. Santa Fe 22+96 M.H. #10 S. Santa Fe Imp. 328.0 9.9 129.6 98.9 ND C 164 S 10/31/14 S. Santa Fe 22+96 M.H. #10 S. Santa Fe Imp. 329.0 10.4 128.7 98.2 ND C 165 S 10/31/14 S. Santa Fe 23+07 S. Santa Fe Imp. 328.0 9.8 124.2 95.0 ND C 166 S 10/31/14 S. Santa Fe 23+36 S. Santa Fe Imp. 328.0 10.2 128.3 97.9 ND C 167 S 10/31/14 S. Santa Fe 23+56 S. Santa Fe Imp. 326.0 10.6 128.0 97.6 ND C 168 S 10/31/14 S. Santa Fe 23+61 M.H. #11 S. Santa Fe Imp. 328.0 9.6 127.4 97.2 ND C 169 S 10/31/14 S. Santa Fe 23+61 M.H. #11 S. Santa Fe Imp. 327.0 10.8 125.7 95.9 ND C 170 S 10/31/14 S. Santa Fe 23+61 M.H. #11 S. Santa Fe Imp. 328.0 11.2 125.8 96.0 ND C 171 S 11/5/14 S. Santa Fe 23+56 S. Santa Fe Imp. 327.0 10.4 127.1 97.0 ND C 172 S 11/5/14 Oceanview Dr 23+56 S. Santa Fe Imp. 327.0 9.7 126.9 96.8 ND C 173 S 11/5/14 Oceanview Dr 23+56 M.H. #14 S. Santa Fe Imp. 326.0 10.7 124.4 95.0 ND C 174 S 11/5/14 Oceanview Dr 23+56 M.H. #14 S. Santa Fe Imp. 328.0 9.5 125.0 95.3 ND C 175 S 11/5/14 Oceanview Dr 23+56 M.H. #14 S. Santa Fe Imp. 330.0 9.8 125.2 95.5 ND C 176 S 11/5/14 S. Santa Fe 24+00 S. Santa Fe Imp. 326.0 9.5 125.8 96.0 ND C 177 S 11/5/14 S. Santa Fe 24+50 S. Santa Fe Imp. 328.0 10.2 129.4 98.0 ND C 178 S 11/5/14 S. Santa Fe 24+79 M.H. #12 S. Santa Fe Imp. 327.0 10.4 128.0 97.6 ND C 179 S 11/5/14 S. Santa Fe 24+79 M.H. #12 S. Santa Fe Imp. 328.0 10.7 125.7 95.9 ND C 180 S 11/5/14 S. Santa Fe 24+79 M.H. #12 S. Santa Fe Imp. 330.0 9.5 128.7 98.2 ND C 181 S 11/14/14 Eucalyptus 1+69 S. Santa Fe Imp. 320.0 9.6 125.9 96.1 SC C 182 S 11/14/14 Eucalyptus 1+89 S. Santa Fe Imp. 325.0 10.1 125.2 95.6 ND C 183 S 11/14/14 Eucalyptus 2+11 S. Santa Fe Imp. 327.0 10.2 123.4 94.2 ND C 184 S 11/14/14 Eucalyptus 2+36 S. Santa Fe Imp. 329.0 9.7 121.9 93.1 ND C 185 S 11/14/14 Eucalyptus 2+60 S. Santa Fe Imp. 330.0 9.8 121.7 92.9 ND C 186 S 11/14/14 Eucalyptus 2+86 S. Santa Fe Imp. 328.0 11.1 123.5 94.3 ND C 187 S 11/14/14 Eucalyptus 3+15 S. Santa Fe Imp. 330.0 10.5 124.6 95.1 SC C 188 S 11/25/14 Eucalyptus 3+53.71 S. Santa Fe Imp. 331.0 11.4 125.8 96.0 ND C 189 S 11/25/14 Eucalyptus 3+60 M.H. #24 S. Santa Fe Imp. 332.0 9.7 128.7 98.2 ND C 190 S 11/25/14 Eucalyptus 3+60 M.H. #24 S. Santa Fe Imp. 333.0 9.5 125.2 95.4 ND C 191 S 11/25/14 Eucalyptus 3+60 M.H. #24 S. Santa Fe Imp. 334.0 10.4 127.3 97.1 ND C 192 S 11/25/14 Eucalyptus 3+60 M.H. #24 S. Santa Fe Imp. 326.0 10.9 125.7 95.9 ND C 193 S 11/25/14 Eucalyptus 3+24 S. Santa Fe Imp. 333.0 11.1 128.3 97.9 ND C 194 S 11/25/14 Eucalyptus 3+24, Lateral S. Santa Fe Imp. 332.0 10.1 124.2 94.8 ND C 195 S 11/25/14 Eucalyptus 3+24, Lateral S. Santa Fe Imp. 334.0 9.7 121.9 93.1 ND C

STORM DRAIN
1 SD 7/9/14 Line 'K' 13+53 S. Santa Fe Imp. 340.0 9.5 122.0 93.1 ND C 2 SD 7/9/14 Like 'K' 13+78 S. Santa Fe Imp. 339.5 9.9 122.4 93.4 ND C 3 SD 7/9/14 Line 'K' 13+65 S. Santa Fe Imp. 341.0 9.8 123.2 94.0 ND C 4 SD 7/28/14 Line 'J' 16+22 S. Santa Fe Imp. 323.5 9.9 121.6 92.8 ND C 5 SD 7/28/14 Line 'J' 15+98 S. Santa Fe Imp. 326.0 9.5 122.8 93.7 ND C 6 SD 7/28/14 Line 'M' 15+88 S. Santa Fe Imp. 325.0 9.7 122.5 93.5 ND C 7 SD 7/28/14 Line 'J' 15+89 S. Santa Fe Imp. 322.5 9.6 123.2 94.0 ND C 8* SD 7/28/14 Line 'J' 15+67 S. Santa Fe Imp. 323.0 9.7 117.7 89.8 ND C 8A SD 7/28/14 Line 'J' 15+67 S. Santa Fe Imp. 323.0 9.8 122.7 93.6 ND C 9 SD 7/28/14 Line 'J' 15+53 S. Santa Fe Imp. 327.0 11.0 117.4 92.4 SC A 10 SD 7/28/14 Line 'J' 15+24 S. Santa Fe Imp. 325.0 10.9 120.8 95.1 ND A 11 SD 7/28/14 Line 'J' 14+90 S. Santa Fe Imp. 326.5 11.1 119.4 94.0 ND A 12 SD 7/29/14 Line 'J' 14+77 S. Santa Fe Imp. 324.5 9.7 118.2 90.2 ND C 13 SD 7/29/14 Line 'J 14+50 S. Santa Fe Imp. 323.0 9.9 122.5 93.5 ND C City of Vista
Main Street to Oceanview Drive
File: C:\excel\tables\6300\6366d.cro GeoSoils, Inc.

W.O. 6366-D-SC
June 2015

12/09/2025
C12
602 of 619
Table 1

FIELD DENSITY TEST RESULTS

TEST UTILITY DATE TEST LOCATION TRACT ELEV MOISTURE DRY REL TEST SOIL NO. TYPE NO. OR CONTENT DENSITY COMP METHOD TYPE
DEPTH (ft) (%) (pcf) (%)
14 SD 7/29/14 Line 'J' 14+60 S. Santa Fe Imp. 327.0 9.5 123.3 94.1 ND C 15 SD 7/29/14 Line 'J' 17+02 S. Santa Fe Imp. 322.0 9.5 122.4 93.4 ND C 16 SD 7/29/14 Line 'J' 16+90 S. Santa Fe Imp. 326.0 9.6 121.9 93.0 ND C 17 SD 7/29/14 Line 'J' 16+55 S. Santa Fe Imp. 324.0 11.0 120.8 95.1 ND A 18 SD 7/29/14 Line 'J' 16+65 S. Santa Fe Imp. 327.5 11.2 118.9 93.6 SC A 19 SD 7/29/14 Line 'J' 16+39 S. Santa Fe Imp. 326.0 9.8 123.5 94.2 ND C 20 SD 8/4/14 Line 'J' 14+25 S. Santa Fe Imp. 324.0 9.8 126.9 96.8 ND C 21 SD 8/4/14 Line 'J' 14+22 S. Santa Fe Imp. 327.0 9.6 124.8 95.2 SC C 22 SD 8/4/14 Line 'J' 14+05 S. Santa Fe Imp. 325.0 9.6 124.1 94.7 ND C 23 SD 8/4/14 Line 'J' 13+70 S. Santa Fe Imp. 326.5 9.5 125.0 95.4 ND C 24 SD 9/30/14 S. Santa Fe Line 'L' 17+06 S. Santa Fe Imp. 324.0 9.7 126.5 96.5 ND C 25 SD 9/30/14 S. Santa Fe Line 'L' 17+25 S. Santa Fe Imp. 326.5 11.8 128.2 97.8 ND C 26 SD 9/30/14 S. Santa Fe Line 'L' 17+50 S. Santa Fe Imp. 327.8 10.2 128.0 97.6 ND C 27 SD 9/30/14 S. Santa Fe Line 'L' 17+66 S. Santa Fe Imp. 324.8 11.5 124.2 95.0 ND C 28 SD 9/30/14 S. Santa Fe Line 'L' 17+84 S. Santa Fe Imp. 326.0 9.8 126.9 96.9 ND C 29 SD 9/30/14 S. Santa Fe Line 'L' 17+94 S. Santa Fe Imp. 325.0 10.6 124.8 95.2 ND C 30 SD 9/30/14 S. Santa Fe Line 'L' 17+86 S. Santa Fe Imp. 327.5 9.6 129.6 98.9 ND C 31 SD 9/30/14 S. Santa Fe Line 'L' 17+95 S. Santa Fe Imp. 325.0 9.5 124.6 95.1 ND C 32 SD 9/30/14 S. Santa Fe Line 'L' 17+89 S. Santa Fe Imp. 327.0 11.3 129.5 98.9 ND C 33 SD 9/30/14 S. Santa Fe Line 'L' 18+01 S. Santa Fe Imp. 324.0 11.5 124.0 94.7 ND C 34 SD 9/30/14 S. Santa Fe Line 'L' 18+20 S. Santa Fe Imp. 327.0 10.9 125.4 95.7 ND C 35 SD 9/30/14 S. Santa Fe Line 'L' 18+35 S. Santa Fe Imp. 325.0 11.2 129.0 98.5 ND C 36 SD 12/19/14 Paseo Santa Fe 18+50 S. Santa Fe Imp. 324.0 11.4 124.8 95.2 ND C 37 SD 12/19/14 Paseo Santa Fe 18+69 S. Santa Fe Imp. 326.0 10.2 125.1 95.4 ND C 38 SD 12/19/14 Paseo Santa Fe 18+50 S. Santa Fe Imp. 328.0 10.5 127.4 97.2 ND C 39 SD 12/19/14 Paseo Santa Fe 18+50 S. Santa Fe Imp. 329.0 9.8 124.9 95.3 ND C 40 SD 12/19/14 Paseo Santa Fe 18+50 S. Santa Fe Imp. 328.0 10.8 125.7 95.9 ND C 41 SD 12/22/14 S. Santa Fe 18+66 S. Santa Fe Imp. 326.0 11.5 124.2 95.0 ND C 42 SD 12/22/14 S. Santa Fe 19+24 S. Santa Fe Imp. 328.0 9.7 126.5 96.5 ND C 43 SD 12/22/14 S. Santa Fe 19+44 S. Santa Fe Imp. 328.0 10.2 125.5 95.8 ND C 44 SD 12/22/14 S. Santa Fe 19+26 S. Santa Fe Imp. 325.0 9.8 126.2 96.3 ND C 45 SD 12/22/14 S. Santa Fe 19+26 S. Santa Fe Imp. 327.0 9.5 127.8 97.6 ND C 46 SD 12/22/14 Eucalyptus 19+26 S. Santa Fe Imp. 329.0 9.7 129.6 98.9 ND C 47 SD 12/22/14 S. Santa Fe 18+57 S. Santa Fe Imp. 330.0 9.5 128.7 98.2 ND C 48 SD 12/22/14 S. Santa Fe 20+02 S. Santa Fe Imp. 324.0 11.3 128.3 97.9 ND C 49 SD 12/23/14 S. Santa Fe 20+04 S. Santa Fe Imp. 326.0 9.7 124.8 95.2 ND C 50 SD 12/23/14 Eucalyptus 1+50 S. Santa Fe Imp. 325.0 10.2 126.9 96.8 ND C 51 SD 12/23/14 Eucalyptus 1+55 S. Santa Fe Imp. 327.0 9.5 125.6 95.8 ND C 52 SD 12/23/14 Eucalyptus 1+65 S. Santa Fe Imp. 328.0 9.8 125.1 95.4 ND C 53 SD 12/23/14 S. Santa Fe 20+34 S. Santa Fe Imp. 325.0 11.2 124.6 95.1 ND C 54 SD 12/23/14 S. Santa Fe 20+34 S. Santa Fe Imp. 327.0 9.6 124.2 95.0 ND C 55 SD 12/23/14 S. Santa Fe 20+55 S. Santa Fe Imp. 328.0 9.5 126.5 96.5 ND C 56 SD 12/23/14 S. Santa Fe 20+95 S. Santa Fe Imp. 328.0 9.8 128.3 97.9 ND C 57 SD 12/24/14 S. Santa Fe 20+90 S. Santa Fe Imp. 328.0 9.8 126.4 96.5 ND C 58 SD 12/24/14 S. Santa Fe 20+94 S. Santa Fe Imp. 326.0 10.2 124.6 95.1 ND C 59 SD 12/24/14 S. Santa Fe 21+05 S. Santa Fe Imp. 327.0 9.7 126.9 96.8 ND C 60 SD 12/24/14 S. Santa Fe 19+95 S. Santa Fe Imp. 328.0 9.5 127.4 97.2 ND C 61 SD 12/24/14 S. Santa Fe 21+36 S. Santa Fe Imp. 328.0 9.8 124.2 95.0 ND C 62 SD 12/24/14 S. Santa Fe 21+59 S. Santa Fe Imp. 328.0 11.1 125.6 95.8 ND C 63 SD 12/24/14 S. Santa Fe 21+59.64 S. Santa Fe Imp. 327.0 10.0 125.6 95.9 ND C 64 SD 12/29/14 S. Santa Fe 21+56 S. Santa Fe Imp. 329.0 9.5 124.8 95.2 ND C 65 SD 12/29/14 S. Santa Fe 21+58 S. Santa Fe Imp. 329.0 10.5 125.6 95.8 ND C City of Vista
Main Street to Oceanview Drive
File: C:\excel\tables\6300\6366d.cro GeoSoils, Inc.

W.O. 6366-D-SC
June 2015

12/09/2025
C12
603 of 619
Table 1

FIELD DENSITY TEST RESULTS

TEST UTILITY DATE TEST LOCATION TRACT ELEV MOISTURE DRY REL TEST SOIL NO. TYPE NO. OR CONTENT DENSITY COMP METHOD TYPE
DEPTH (ft) (%) (pcf) (%)
66 SD 12/29/14 S. Santa Fe 21+85 S. Santa Fe Imp. 329.0 9.8 126.5 96.5 ND C 67 SD 12/29/14 S. Santa Fe 22+16 S. Santa Fe Imp. 329.0 10.8 124.6 95.1 ND C 68 SD 12/29/14 S. Santa Fe 22+40 S. Santa Fe Imp. 326.0 9.6 128.3 97.9 ND C 69 SD 12/29/14 S. Santa Fe 22+56 S. Santa Fe Imp. 329.0 10.2 124.2 95.0 ND C 70 SD 12/29/14 S. Santa Fe 22+80 S. Santa Fe Imp. 329.0 9.7 126.9 96.8 ND C 71 SD 1/9/15 S. Santa Fe 23+07 S. Santa Fe Imp. 329.0 9.7 125.5 95.8 ND C 71' SD 1/24/15 S. Santa Fe 23+07 S. Santa Fe Imp. 326.0 9.7 127.4 97.3 ND C 72 SD 1/9/15 S. Santa Fe 23+40 S. Santa Fe Imp. 330.0 9.5 125.8 96.0 ND C 72' SD 1/24/15 S. Santa Fe 23+40 S. Santa Fe Imp. 328.0 9.5 126.9 96.9 ND C 73 SD 1/9/15 S. Santa Fe 23+65 S. Santa Fe Imp. 328.0 10.2 126.5 96.5 ND C 73' SD 1/24/15 S. Santa Fe 23+66 S. Santa Fe Imp. 330.0 9.8 125.6 95.9 ND C 74 SD 1/9/15 S. Santa Fe 23+80 S. Santa Fe Imp. 327.0 10.8 128.2 97.9 ND C 74' SD 1/24/15 S. Santa Fe 23+84 S. Santa Fe Imp. 330.0 10.2 126.9 96.9 ND C 75 SD 1/9/15 S. Santa Fe 23+80 S. Santa Fe Imp. 329.0 10.4 127.2 97.0 ND C 75' SD 1/24/15 S. Santa Fe 23+84 S. Santa Fe Imp. 326.0 9.8 127.4 97.3 ND C 76 SD 1/24/15 S. Santa Fe 23+80 S. Santa Fe Imp. 328.0 10.4 124.2 94.8 ND C 77 SD 1/28/15 S. Santa Fe 23+95 S. Santa Fe Imp. 328.0 9.6 125.5 95.8 ND C 78 SD 1/28/15 S. Santa Fe 24+10 S. Santa Fe Imp. 328.0 9.5 127.3 97.1 ND C 79 SD 1/28/15 S. Santa Fe 24+06 S. Santa Fe Imp. 330.0 9.9 126.4 96.5 ND C 80 SD 1/28/15 S. Santa Fe 24+10 S. Santa Fe Imp. 327.0 10.2 125.6 95.9 ND C 81 SD 1/28/15 S. Santa Fe 24+20 S. Santa Fe Imp. 330.0 10.7 126.8 96.7 ND C 82 SD 1/28/15 S. Santa Fe 24+12 S. Santa Fe Imp. 330.0 9.5 127.4 97.2 ND C 83 SD 1/28/15 S. Santa Fe 24+40 S. Santa Fe Imp. 330.0 9.7 126.3 96.4 ND C 84 SD 2/4/15 Eucalyptus 1+11 S. Santa Fe Imp. 328.0 10.2 126.5 96.5 ND C 85 SD 2/4/15 Eucalyptus 1+36 S. Santa Fe Imp. 329.0 9.5 125.3 95.6 ND C 86 SD 2/4/15 Eucalyptus 1+56 S. Santa Fe Imp. 326.0 10.2 124.6 95.1 ND C 87 SD 2/4/15 Eucalyptus 1+57 S. Santa Fe Imp. 328.0 9.7 125.8 96.0 ND C 88 SD 2/4/15 Eucalyptus 1+76 S. Santa Fe Imp. 332.0 9.5 128.2 97.9 ND C 89 SD 2/5/15 Eycalytpus 1+89 S. Santa Fe Imp. 329.0 9.6 125.1 95.4 ND C 90 SD 2/5/15 Eycalytpus 1+95 S. Santa Fe Imp. 330.0 9.5 124.7 95.1 ND C 91 SD 2/5/15 Eycalytpus 1+95 S. Santa Fe Imp. 331.0 10.2 125.6 95.9 ND C 92 SD 2/5/15 Eycalytpus 1+95 S. Santa Fe Imp. 326.0 9.8 127.4 97.2 ND C 93 SD 2/5/15 Eycalytpus 1+95 -L4 S. Santa Fe Imp. 328.0 10.8 127.0 96.9 ND C 94 Test Number Skipped
95 SD 2/5/15 Eycalytpus 2+10 S. Santa Fe Imp. 330.0 9.6 128.2 97.9 ND C 96 SD 2/10/15 Eycalytpus 2+30 S. Santa Fe Imp. 326.0 9.5 125.3 95.6 ND C 97 SD 2/10/15 Eycalytpus 2+45 S. Santa Fe Imp. 328.0 9.7 124.6 95.1 ND C 98 SD 2/10/15 Eycalytpus 2+45 S. Santa Fe Imp. 330.0 9.6 125.9 96.1 ND C 99 SD 2/10/15 Eycalytpus 2+45 S. Santa Fe Imp. 329.0 10.4 125.8 96.0 ND C 100 SD 2/10/15 Eycalytpus 2+45.38 S. Santa Fe Imp. 332.0 9.9 127.2 97.0 ND C 101 SD 2/12/15 Eucalyptus 2+65 S. Santa Fe Imp. 320.0 9.5 125.7 95.9 ND C 102 SD 2/12/15 Eucalyptus 2+87.35 S. Santa Fe Imp. 330.0 9.8 126.9 96.8 ND C 103 SD 2/12/15 Eucalyptus 2+87 S. Santa Fe Imp. 322.0 9.7 125.5 95.8 ND C 104 SD 2/12/15 Eucalyptus 2+87 S. Santa Fe Imp. 324.0 9.5 128.2 97.9 ND C 105 SD 2/12/15 Eucalyptus 3+06 S. Santa Fe Imp. 324.0 9.5 127.2 97.0 ND C 106 SD 2/12/15 Eucalyptus 3+25 S. Santa Fe Imp. 332.0 9.7 125.3 95.6 ND C 107 SD 2/13/15 Eucalyptus 3+50 S. Santa Fe Imp. 328.0 9.5 129.6 98.9 ND C 108 SD 2/13/15 Eucalyptus 3+50 S. Santa Fe Imp. 330.0 10.2 125.5 95.8 ND C 109 SD 2/13/15 Eucalyptus 3+60 S. Santa Fe Imp. 332.0 9.6 122.2 93.3 ND C 110 SD 2/13/15 Eucalyptus 3+50 S. Santa Fe Imp. 335.0 10.7 126.5 96.5 ND C 111 SD 2/13/15 Eucalyptus -L5 S. Santa Fe Imp. 326.0 9.7 129.6 98.9 ND C 112 SD 2/13/15 Eucalyptus -L5 S. Santa Fe Imp. 330.0 9.8 125.3 95.6 ND C City of Vista
Main Street to Oceanview Drive
File: C:\excel\tables\6300\6366d.cro GeoSoils, Inc.

W.O. 6366-D-SC
June 2015

12/09/2025
C12
604 of 619
Table 1

FIELD DENSITY TEST RESULTS

TEST UTILITY DATE TEST LOCATION TRACT ELEV MOISTURE DRY REL TEST SOIL NO. TYPE NO. OR CONTENT DENSITY COMP METHOD TYPE
DEPTH (ft) (%) (pcf) (%)
WATER
1* W 7/16/14 S. Santa Fe 18" 12+68 Spring Line S. Santa Fe Imp. 325.0 7.8 118.4 91.4 ND D 1A W 7/16/14 S. Santa Fe 18" 12+68 Spring Line S. Santa Fe Imp. 325.0 8.1 123.3 95.2 ND D 2* W 7/16/14 S. Santa Fe 18" 13+35 Spring Line S. Santa Fe Imp. 324.5 7.6 119.8 92.5 ND D 2A W 7/16/14 S. Santa Fe 18" 13+35 Spring Line S. Santa Fe Imp. 324.5 8.3 124.1 95.8 ND D 3 W 7/16/14 S. Santa Fe 18" 12+76 Spring Line S. Santa Fe Imp. 325.5 8.2 124.9 96.4 SC D 4 W 7/16/14 S. Santa Fe 18" 13+15 Spring Line S. Santa Fe Imp. 324.5 8.2 123.7 95.5 ND D 5 W 7/18/14 S. Santa Fe 18" 13+68 Spring Line S. Santa Fe Imp. 325.0 8.3 125.9 97.2 ND D 6 W 7/18/14 S. Santa Fe 18" 13+87 Spring Line S. Santa Fe Imp. 324.5 8.2 123.9 95.6 ND D 7 W 7/18/14 S. Santa Fe 18" 14+11 Spring Line S. Santa Fe Imp. 324.5 8.2 124.2 95.9 ND D 8 W 7/18/14 S. Santa Fe 18" 14+43 Spring Line S. Santa Fe Imp. 324.5 8.0 124.4 96.0 ND D 9 W 7/18/14 S. Santa Fe 18" 13+89 Spring Line S. Santa Fe Imp. 324.0 8.2 123.3 95.2 SC D 10 W 7/21/14 S. Santa Fe 12+80 S. Santa Fe Imp. 328.5 9.7 125.5 95.8 ND C 11* W 7/21/14 S. Santa Fe 14+93 Spring Line S. Santa Fe Imp. 323.0 8.0 119.4 92.2 ND D 11A W 7/21/14 S. Santa Fe 14+93 Spring Line S. Santa Fe Imp. 323.0 8.1 123.6 95.4 ND D 12 W 7/21/14 S. Santa Fe 13+60 S. Santa Fe Imp. 328.0 9.6 125.9 96.1 SC C 13 W 7/21/14 S. Santa Fe 12+65 S. Santa Fe Imp. 326.0 8.2 124.5 96.1 ND D 14 W 7/21/14 S. Santa Fe 12+35 S. Santa Fe Imp. 327.5 9.6 125.2 95.5 ND C 15 W 7/23/14 S. Santa Fe 15+00 S. Santa Fe Imp. 325.5 8.0 123.2 95.1 ND D 16* W 7/23/14 S. Santa Fe 15+25 Spring Line S. Santa Fe Imp. 323.0 8.0 121.4 93.7 SC D 16A W 7/23/14 S. Santa Fe 15+25 Spring Line S. Santa Fe Imp. 323.0 8.1 124.4 96.0 ND D 17 W 7/23/14 S. Santa Fe 15+80 Spring Line S. Santa Fe Imp. 322.5 8.2 124.2 95.9 ND D 18 W 7/23/14 S. Santa Fe 16+70 Spring Line S. Santa Fe Imp. 322.5 8.1 123.3 95.2 ND D 19 W 7/23/14 S. Santa Fe 16+00 Spring Line S. Santa Fe Imp. 322.5 8.3 124.5 96.1 ND D 20 W 7/24/14 S. Santa Fe 16+20 Spring Line S. Santa Fe Imp. 322.5 8.0 127.1 98.1 SC D 21 W 7/24/14 S. Santa Fe 16+95 Spring Line S. Santa Fe Imp. 323.0 8.3 125.4 96.8 ND D 22 W 7/25/14 S. Santa Fe 15+75 S. Santa Fe Imp. 325.5 8.4 126.2 97.4 ND D 23 W 7/25/14 S. Santa Fe 16+85 S. Santa Fe Imp. 326.0 8.2 127.1 98.1 ND D 24 W 7/25/14 S. Santa Fe 16+90 S. Santa Fe Imp. 326.0 8.3 125.0 96.5 SC D 25 W 7/28/14 S. Santa Fe 16+50 S. Santa Fe Imp. 327.0 9.5 125.9 96.1 ND C 26 W 7/28/14 S. Santa Fe 15+70 S. Santa Fe Imp. 328.0 9.6 125.5 95.8 ND C 27* W 8/8/14 E. Broadway 1+07 S. Santa Fe Imp. 327.0 8.0 119.1 91.9 ND D 27A W 8/8/14 E. Broadway 1+07 S. Santa Fe Imp. 327.0 8.1 124.2 95.9 SC D 28 W 8/8/14 E. Broadway 1+70 S. Santa Fe Imp. 326.5 8.2 124.6 96.2 ND D 29 W 8/8/14 E. Broadway 2+45 S. Santa Fe Imp. 325.5 8.2 125.4 96.8 ND D 30 W 8/11/14 E. Broadway 2+94 S. Santa Fe Imp. 326.0 8.2 125.4 96.8 ND D 31 W 8/11/14 E. Broadway 1+16 S. Santa Fe Imp. 327.5 9.8 127.1 97.0 ND C 32 W 8/11/14 E. Broadway 1+80 S. Santa Fe Imp. 326.5 9.6 125.0 95.4 SC C 33 W 8/11/14 E. Broadway 2+65 S. Santa Fe Imp. 327.0 9.6 125.8 96.0 ND C 34 W 8/11/14 E. Broadway 3+03 S. Santa Fe Imp. 326.5 9.7 126.3 96.4 ND C 35 W 8/20/14 S. Santa Fe to Alley 15+43 S. Santa Fe Imp. 325.5 8.0 124.5 96.1 ND D 36 W 8/20/14 S. Santa Fe to Alley 15+43 S. Santa Fe Imp. 327.0 9.8 125.2 95.5 SC C 37 W 8/20/14 S. Santa Fe to Alley 15+43 S. Santa Fe Imp. 328.0 9.5 126.2 96.3 ND C 38 W 9/3/14 S. Santa Fe 12+43 Spring Line S. Santa Fe Imp. 326.0 8.3 123.3 95.2 ND D 39 W 9/3/14 S. Santa Fe 11+92 Spring Line S. Santa Fe Imp. 326.0 8.1 124.4 96.0 ND D 40* W 9/3/14 S. Santa Fe 12+15 Spring Line S. Santa Fe Imp. 326.0 8.2 119.6 92.3 ND D 40A W 9/3/14 S. Santa Fe 12+15 Spring Line S. Santa Fe Imp. 326.0 8.1 124.2 95.9 ND D 41 W 9/3/14 S. Santa Fe 15+60 Spring Line S. Santa Fe Imp. 323.0 9.8 127.1 97.0 ND C 42 W 9/3/14 S. Santa Fe 15+60 Spring Line S. Santa Fe Imp. 323.0 10.0 124.6 95.1 SC C 43 W 9/4/14 S. Santa Fe 12+35 S. Santa Fe Imp. 327.0 10.0 125.0 95.4 SC C 44 W 9/4/14 S. Santa Fe 12+00 S. Santa Fe Imp. 328.0 9.7 124.6 95.1 ND C 43' W 10/7/14 Line 'B' 17+06 S. Santa Fe Imp. 325.0 9.0 126.1 97.4 ND D City of Vista
Main Street to Oceanview Drive
File: C:\excel\tables\6300\6366d.cro GeoSoils, Inc.

W.O. 6366-D-SC
June 2015

12/09/2025
C12
605 of 619
Table 1

FIELD DENSITY TEST RESULTS

TEST UTILITY DATE TEST LOCATION TRACT ELEV MOISTURE DRY REL TEST SOIL NO. TYPE NO. OR CONTENT DENSITY COMP METHOD TYPE
DEPTH (ft) (%) (pcf) (%)
44' W 10/7/14 Line 'B' 17+24 S. Santa Fe Imp. 326.0 8.5 127.2 98.2 ND D 45 W 10/7/14 Line 'B' 17+40 S. Santa Fe Imp. 327.0 8.0 123.6 95.4 ND D 46 W 10/7/14 Line 'B' 17+48 S. Santa Fe Imp. 327.0 8.2 124.5 96.1 ND D 47 W 10/7/14 Line 'B' 17+75 S. Santa Fe Imp. 328.0 8.9 126.7 97.8 ND D 48 W 10/7/14 Line 'B' 17+86 S. Santa Fe Imp. 327.3 8.3 127.3 98.3 ND D 49 W 10/7/14 Line 'B' 18+01 S. Santa Fe Imp. 327.3 8.5 126.4 97.5 ND D 50 W 10/7/14 Line 'B' 18+15 S. Santa Fe Imp. 326.0 8.1 124.0 95.8 SC D 51 W 10/7/14 Line 'B' 18+24 S. Santa Fe Imp. 325.0 8.5 126.5 97.7 ND D 52 W 10/7/14 Line 'B' 18+46 S. Santa Fe Imp. 326.0 9.2 127.3 98.3 ND D 53 W 10/7/14 Line 'B' 18+66 S. Santa Fe Imp. 326.0 8.1 124.2 95.9 ND D 54 W 10/7/14 Line 'B' 18+82 S. Santa Fe Imp. 327.0 8.6 123.4 95.3 ND D 55 W 10/7/14 Line 'B' 19+06 S. Santa Fe Imp. 326.0 8.0 125.3 96.8 SC D 56 W 10/7/14 Line 'B' 19+25 S. Santa Fe Imp. 324.0 8.2 124.2 96.0 ND D 57 W 10/8/14 Line "B" S. Santa Fe 17+08 S. Santa Fe Imp. 327.0 10.2 127.1 97.0 ND C 58 W 10/8/14 Line "B" S. Santa Fe 17+20 S. Santa Fe Imp. 328.0 10.8 126.9 96.8 ND C 59 W 10/8/14 Line "B" S. Santa Fe 17+40 S. Santa Fe Imp. 328.0 11.2 124.4 95.0 ND C 60 W 10/8/14 Line "B" S. Santa Fe 17+61 S. Santa Fe Imp. 328.0 10.6 125.0 95.3 ND C 61 W 10/8/14 Line "B" S. Santa Fe 17+80 S. Santa Fe Imp. 328.0 11.2 124.9 98.3 ND A 62 W 10/8/14 Line "B" S. Santa Fe 18+00 S. Santa Fe Imp. 327.0 10.6 125.0 98.4 SC A 63 W 10/8/14 Line "B" S. Santa Fe 18+28 S. Santa Fe Imp. 326.0 10.9 124.1 97.7 ND A 64 W 10/8/14 Line "B" S. Santa Fe 18+43 S. Santa Fe Imp. 326.0 11.8 123.4 97.1 ND A 65 W 10/8/14 Line "B" S. Santa Fe 18+60 S. Santa Fe Imp. 327.0 11.2 124.2 97.8 ND A 66 W 10/9/14 Line "B" S. Santa Fe 19+10 S. Santa Fe Imp. 326.0 10.5 124.8 95.2 SC C 67 W 10/9/14 Line "B" S. Santa Fe 19+25 S. Santa Fe Imp. 326.0 9.8 125.5 95.7 ND C 68 W 10/9/14 Line "B" S. Santa Fe 19+37 S. Santa Fe Imp. 326.0 10.2 129.2 98.6 ND C 69 W 10/9/14 Line "B" S. Santa Fe 18+77 S. Santa Fe Imp. 326.0 11.5 124.1 97.7 ND A 70 W 10/9/14 Line "B" S. Santa Fe 19+00 S. Santa Fe Imp. 326.0 11.2 122.9 96.8 ND A 71 W 10/9/14 Line "B" S. Santa Fe 19+20 S. Santa Fe Imp. 326.0 11.8 122.4 96.4 ND A 72 W 10/9/14 Line "B" S. Santa Fe 19+36 S. Santa Fe Imp. 326.0 11.6 122.0 96.0 ND A 73 W 10/9/14 Line "B" S. Santa Fe 19+48 S. Santa Fe Imp. 326.0 10.8 120.2 94.6 ND A 73' W 10/16/14 Line "B" S. Santa Fe 19+42 S. Santa Fe Imp. 324.0 8.5 126.4 97.5 SC D 74 W 10/16/14 Line "B" S. Santa Fe 19+52 S. Santa Fe Imp. 325.7 8.0 124.5 96.1 ND D 75 W 10/16/14 Line "B" S. Santa Fe 19+72 S. Santa Fe Imp. 324.0 8.8 123.6 95.4 ND D 76 W 10/16/14 Line "B" S. Santa Fe 19+85 S. Santa Fe Imp. 325.0 9.2 125.1 96.6 ND D 77 W 10/16/14 Line "B" S. Santa Fe 20+02 S. Santa Fe Imp. 324.0 9.0 126.1 97.4 ND D 78 W 10/17/14 Line "B" S. Santa Fe 19+46 S. Santa Fe Imp. 327.8 10.2 124.6 95.1 ND C 79 W 10/17/14 Line "B" S. Santa Fe 19+55 S. Santa Fe Imp. 326.0 9.8 128.1 97.8 ND C 80 W 10/17/14 Line "B" S. Santa Fe 19+72 S. Santa Fe Imp. 327.0 9.5 125.4 95.7 SC C 81 W 10/17/14 Line "B" S. Santa Fe 19+82 S. Santa Fe Imp. 326.0 10.8 126.9 96.8 ND C 82 W 10/17/14 Line "B" S. Santa Fe 20+05 S. Santa Fe Imp. 327.0 9.8 125.8 96.0 ND C 83 W 11/7/14 S. Santa Fe 19+36 S. Santa Fe Imp. 327.6 8.2 123.8 95.6 ND D 84 W 11/7/14 S. Santa Fe 19+50 S. Santa Fe Imp. 327.1 8.7 123.4 95.3 ND D 85 W 11/7/14 S. Santa Fe 19+57 S. Santa Fe Imp. 328.0 9.2 124.8 96.4 ND D 86 W 11/7/14 S. Santa Fe 20+14 S. Santa Fe Imp. 328.0 8.5 125.3 96.8 SC D 87 W 11/7/14 S. Santa Fe 20+25 S. Santa Fe Imp. 328.0 8.7 122.3 94.4 ND D 88 W 11/7/14 S. Santa Fe 20+45 S. Santa Fe Imp. 328.0 8.0 124.2 95.9 ND D 89 W 11/10/14 S. Santa Fe 20+72 S. Santa Fe Imp. 328.0 8.4 125.3 96.8 ND D 90 W 11/10/14 S. Santa Fe 21+02 S. Santa Fe Imp. 326.0 8.0 123.5 95.4 SC D 91 W 11/10/14 S. Santa Fe 21+02 S. Santa Fe Imp. 327.0 8.5 124.2 95.9 ND D 92 W 11/10/14 S. Santa Fe 21+02 S. Santa Fe Imp. 328.0 8.1 123.8 95.6 ND D 93 W 11/10/14 S. Santa Fe 20+95 S. Santa Fe Imp. 328.0 8.2 126.9 98.0 ND D 94 W 11/10/14 S. Santa Fe 20+95 S. Santa Fe Imp. 326.0 8.9 123.4 95.3 ND D City of Vista
Main Street to Oceanview Drive
File: C:\excel\tables\6300\6366d.cro GeoSoils, Inc.

W.O. 6366-D-SC
June 2015

12/09/2025
C12
606 of 619
Table 1

FIELD DENSITY TEST RESULTS

TEST UTILITY DATE TEST LOCATION TRACT ELEV MOISTURE DRY REL TEST SOIL NO. TYPE NO. OR CONTENT DENSITY COMP METHOD TYPE
DEPTH (ft) (%) (pcf) (%)
95 W 11/10/14 S. Santa Fe 20+95 S. Santa Fe Imp. 326.0 8.6 127.3 98.3 ND D 96 W 11/10/14 S. Santa Fe 20+90 S. Santa Fe Imp. 327.0 8.2 124.7 96.3 ND D 97 W 11/10/14 S. Santa Fe 20+85 S. Santa Fe Imp. 327.0 8.0 123.6 95.4 ND D 98 W 11/10/14 S. Santa Fe 21+56 S. Santa Fe Imp. 328.0 8.7 124.0 95.8 ND D 99 W 11/10/14 S. Santa Fe 19+76 S. Santa Fe Imp. 329.0 8.9 124.5 96.1 SC D 100 W 11/10/14 S. Santa Fe 20+06 S. Santa Fe Imp. 328.0 8.0 125.8 97.1 ND D 101 W 11/10/14 S. Santa Fe 20+45 S. Santa Fe Imp. 328.0 8.0 123.8 95.6 ND D 102 W 11/10/14 S. Santa Fe 22+96 S. Santa Fe Imp. 329.0 8.6 122.3 94.4 ND D 103 W 11/12/14 S. Santa Fe 22+84 S. Santa Fe Imp. 329.0 8.0 122.3 94.4 SC D 104 W 11/12/14 S. Santa Fe 23+24 S. Santa Fe Imp. 330.0 8.4 123.8 95.6 ND D 105 W 11/12/14 S. Santa Fe 23+71 S. Santa Fe Imp. 329.0 8.1 124.0 95.8 ND D 106 W 11/12/14 S. Santa Fe 24+15 S. Santa Fe Imp. 330.0 8.7 123.5 95.4 ND D 107 W 11/12/14 S. Santa Fe 24+53 S. Santa Fe Imp. 329.0 8.2 127.3 98.3 ND D 108 W 11/12/14 S. Santa Fe 24+71 S. Santa Fe Imp. 330.0 8.0 125.3 96.8 SC D 109 W 11/12/14 S. Santa Fe 24+30 S. Santa Fe Imp. 330.0 8.9 124.7 96.3 ND D 110 W 11/12/14 S. Santa Fe 22+30 S. Santa Fe Imp. 329.0 8.3 126.9 98.0 ND D 111 W 11/13/14 S. Santa Fe 23+66 S. Santa Fe Imp. 328.0 8.2 124.5 96.1 ND D 112 W 11/13/14 Oceanview Dr. 23+66 S. Santa Fe Imp. 329.0 8.7 123.4 95.3 ND D 113 W 11/13/14 Oceanview Dr. 23+66 S. Santa Fe Imp. 330.0 8.4 123.8 95.6 SC D 114 W 11/13/14 Oceanview Dr. 23+55 S. Santa Fe Imp. 328.0 8.1 123.4 95.3 ND D 115 W 11/13/14 Oceanview Dr. 23+56 S. Santa Fe Imp. 330.0 8.3 126.0 97.3 ND D 116 W 12/5/14 Eucalyptus 2+08 S. Santa Fe Imp. 330.0 8.3 122.3 94.4 ND D 117 W 12/5/14 Eucalyptus 2+08 S. Santa Fe Imp. 330.0 8.0 123.6 95.4 ND D 118 W 12/5/14 Eucalyptus 2+25 S. Santa Fe Imp. 331.0 8.4 124.2 95.9 SC D 119 W 12/5/14 Eucalyptus 2+51 S. Santa Fe Imp. 331.0 8.2 123.5 95.4 SC D 120 W 12/5/14 Eucalyptus 2+65 S. Santa Fe Imp. 332.0 8.0 126.9 98.0 ND D 121 W 12/5/14 Eucalyptus 2+86 S. Santa Fe Imp. 333.0 8.5 122.4 94.5 ND D 122 W 12/5/14 Eucalyptus 2+90 S. Santa Fe Imp. 333.0 8.0 123.8 95.6 ND D 123 W 12/5/14 Eucalyptus 3+14 S. Santa Fe Imp. 334.0 8.4 127.3 98.3 ND D 124 W 12/5/14 Eucalyptus 2+09 S. Santa Fe Imp. 329.0 8.0 124.7 96.3 ND D 124 W 12/6/14 Eucalyptus 3+44 S. Santa Fe Imp. 334.0 8.0 122.8 94.8 ND D 125 W 12/6/14 Eucalyptus 3+56 S. Santa Fe Imp. 334.0 8.4 124.8 96.4 SC D 126 W 12/6/14 Eucalyptus 3+78 S. Santa Fe Imp. 335.0 8.1 124.3 96.0 ND D 127 W 12/6/14 Eucalyptus 3+95 S. Santa Fe Imp. 334.0 8.3 123.2 95.1 ND D 128 W 12/6/14 Eucalyptus 3+95 S. Santa Fe Imp. 335.0 8.5 125.8 97.1 ND D 129 W 12/6/14 Eucalyptus 3+49 S. Santa Fe Imp. 333.0 8.0 122.4 94.5 ND D 130 W 12/6/14 Eucalyptus 3+49 S. Santa Fe Imp. 334.0 8.1 124.2 95.9 SC D 131 W 12/6/14 Eucalyptus 3+49 S. Santa Fe Imp. 335.0 8.4 123.4 95.3 ND D LEGEND:
' = Repeated Test Number
* = Failed Test
A = Retest
M.H. = Manhole
ND = Nuclear Densometer
S = Sewer
SC = Sand Cone
SD = Storm Drain
W = Water
City of Vista
Main Street to Oceanview Drive
File: C:\excel\tables\6300\6366d.cro GeoSoils, Inc.

W.O. 6366-D-SC
June 2015

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APPENDIX D

SAMPLE DAILY FIELD REPORT

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APPENDIX E

SAMPLE MATERIAL TESTING REPORT

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W.O.# 7600-e569
DATE: Oct 2, 2025 00:00
NAME: TODD
HOURS: 6.0
CLIENT RAZORS EDGE TRACT 8515 COMMERCE LOCATION SAN DIEGO

SUPER ANGEL CONTRACTOR RAZORS EDGE
EQUIP. AS/PER
ASTM C172
TEST LOCATION/ADDRESS EL. Or MOISTURE % WET/DRY % RELATIVE TEST SOIL NO. DEPTH TEMP. F DENSITY COMPACTION TYPE TYPE
COMMENTS: RECEIVED BY CLIENT OR REP./NOT ON SITE N.O.S.

ON SITE AT 0930 FOR A TEN O’CLOCK READY MIX CONCRETE POUR ON SEACOASTDRIVE AND THE ALLEY ON THE NORTH SIDE OF THE IN FORUM SPORTS BAR.

GeoSoils, Inc.

BY:______________________
PAGE: 1 OF 1
This field report presents a summary of observation and testing by Geosoils, Inc. personnel. Our work does not include supervision or direction of the actual work of the contractor, his employees, or agents. The contractor should be informed that neither the presence of our field representative, nor the observation and testing by our firm, shall excuse him in anyway for defects discovered in his work. It is understood that our firm will not be responsible for job or site safety on this project.

FIELD TESTING REPORT
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APPENDIX F

SAMPLE SHORING DESIGN

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x²
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RATE SCHEDULE FOR CITY OF VISTA AND BUENA SANITATION DISTRICT

AS-NEEDED PROFESSIONAL GEOTECHNICAL ENGINEERING, MATERIALS TESTING, AND CONSTRUCTION

INSPECTION SERVICES

PROFESSIONAL FEES: hourly rate hourly rate
Field Technicians* $ 78.00 Field Engineers/Geologists* $ 121.00 Senior Field Technicians* $ 92.00 Staff Engineers/Geologists $ 138.00 Engineering/Geologic Aid* $ 103.00 Project Engineers/Geologists $ 150.00 Laboratory Technicians $ 92.00 Principal Engineers/Geologists $ 212.00 Technical Illustrators $ 78.00 Office Services/Technical Typing $ 67.00 Legal Management Specialist $ 90.00 Expert Witness/Deposition (4 hr minimum) $ 595.00 * $67.00/hr surcharge for Prevailing Wage projects (Soils Technician) * $102.00/hr surcharge for Prevailing Wage projects (Special Inspector)

LABORATORY CHARGES: per test rate per test rate
Percent Passing No. 200 Sieve ASTM C 117 $ 70.00 Liquid Limit, Plastic Limit, and Plasticity Index
ASTM D 4318 $ 184.00
Concrete Compressive Strength ASTM C 39 $ 35.00 Swell (Per Sample) $ 92.00 Maximum Dry Density (Opt.

Moisture)
ASTM D 1557 $ 184.00 Swell (Complete) ASTM D 4546 $ 292.00 Checkpoint Max Dry Density $ 65.00 Expansion Index ASTM D 4829 $ 140.00 Moisture Content ASTM D 2216 $ 16.00 Specific Gravity (Fine Aggregate) ASTM D 854 $ 108.00 Sand Equivalent ASTM D 2419 $ 97.00 CALTRANS 216 CTM 216 $ 178.00 Consolidation Test ASTM D 2435 $ 259.00 Specific Gravity (Coarse Aggregate) CTM 224 $ 92.00 Moisture and Density (Ring Samples) ASTM D 2937 3550 $ 32.00 Durability (Fine Aggregate) CTM 229 $ 92.00 Direct Shear (Undisturbed) ASTM D 3080 $ 312.00 Durability (Coarse Aggregate) CTM 229 $ 92.00 Direct Shear (Remolded) ASTM D 3080 $ 432.00 Sieve Analysis (Aggregate) ASTM C136 $ 167.00 Direct Shear (Slow Shear,
Undisturbed)
ASTM D 3080 $ 318.00 Maximum Dry Density (Aggregate) ASTM D1557 - C
$ 194.00
Direct Shear (Slow Shear, Remolded) ASTM D 3080 $ 432.00 Cleanness Value (Aggregate) CT 227 $ 93.00 Sieve Analysis ASTM D 6913 $ 135.00 R-Value CTM 301 $ 292.00 Hydrometer Analysis ASTM D 7928 $ 150.00 Moisture and Density (Chunk Samples) See Specific Test
$ 92.00
Sieve and Hydrometer Analysis ASTM D 422 $ 211.00 Corrosivity Test (Res., pH, Cl-, Sol. SO4) Various $ 184.00 Asphalt Concrete Extraction %
Bitumen, Correction Factor
ASTM D 6307,
CTM 382
$443.00 Cleanness Value CTM 227 $328.00
Minimum charges are 0.5 hrs for e -mail responses and telephonic consultation, 4 hrs for requested field technician/special inspector work; 6 hours for requested field technician/special inspector weekend work; and 8 hours for requested field technician/special inspector night/ holiday work (all mileage). Special tests will be charged on an hourly basis. Materials testing fees and additional laboratory testing fees will be provided upon request. Laboratory samples will be maintained for 30 days. Monthly storage fee of $2.50 per bag/$1.00 per ring will be assessed if longer storage is required. Weekend testing and RUSH tests may be provided upon clients request & additional charges will be determined on a project-by-project basis.

OTHER FEES AND EXPENSES:

Facsimile/Scan $1.00/page,
$2.00/sheet
Seismic Timer $50.00/hr
Outside Reproduction Cost plus 15% Pneumatic Instrumentation Cost Plus 15% Report Reproduction $16.00/page Settlemonitor Cost Plus 15% Vehicle w/Equipment/driver (subject to change w/o
notice)
$0.78/mi Nuclear Densometer $12.00/hr
Outside Service Cost Plus 15% Inclinometer Cost Plus 15% Billing will be at the above rates for actual time spent. Overtime for hourly personnel will be billed at the above rates times 1.33. Night shift services for hourly personnel will be billed at the above rates times 1.33. Holiday work for hourly personnel will be billed at the above rates times 2. 12/09/2025
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00034875 3 Exhibit C, Page 1 of 3

EXHIBIT C

INSURANCE REQUIREMENTS
Contractor shall procure and maintain for the duration of the contract, insurance against claims for injuries to persons or damages to property which may arise from or in connection with the performance of the work hereunder by the Contractor, his agents, representatives, employees, or subcontractors. Nothing in these provisions shall limit Contractor’s Duty of Indemnification.

MINIMUM SCOPE AND LIMIT OF INSURANCE
Coverage shall be at least as broad as:

1. Commercial General Liability (“CGL”): Insurance Services Office Form CG 00 01 covering CGL on an “occurrence” basis, including products, completed operations, property damage, bodily injury, and personal & advertising injury with limits no less than $2,000,000 per occurrence. If a general aggregate limit applies, either the general aggregate limit shall apply separately to this Project/location or the general aggregate limit shall be twice the required occurrence limit.

2. Automobile Liability: Insurance Services Office Form Number CA 0001 covering Code 1 (any auto), with limits no less than $2,000,000 per accident for bodily injury and property damage.

3. Workers’ Compensation insurance as required by the State of California, with Statutory Limits, and Employers’ Liability insurance with a limit of no less than $1,000,000 per accident for bodily injury or disease.

Contractor shall also provide the additional coverages checked below and at least as broad as:

4. Professional Liability, with limits no less than $1,000,000 per occurrence or claim, and $2,000,000 policy aggregate.

If the Contractor maintains higher limits than the minimums shown above, City requires and shall be entitled to coverage for the higher limits maintained by the Contractor. Any available insurance proceeds in excess of the specified minimum limits of insurance and coverage shall be available to City.

Deductibles and Self-Insured Retentions
Any deductibles or self-insured retentions must be declared to and approved by City. At the option of City, either: the Contractor shall cause the insurer shall reduce or eliminate such deductibles or self-insured retentions as respects City, its officers, officials, employees, and volunteers; or the Contractor shall provide a financial guarantee satisfactory to City guaranteeing payment of losses and related investigations, claim administration, and defense expenses.

Other Insurance Provisions
The insurance policies are to contain, or be endorsed to contain, the following provisions:

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00034875 3 Exhibit C, Page 2 of 3
to liability arising out of work or operations performed by or on behalf of the Contractor including materials, parts, or equipment furnished in connection with such work or operations and automobiles owned, leased, hired, or borrowed by or on behalf of the Contractor. General liability coverage can be provided in the form of an endorsement to the Contractor’s insurance (at least as broad as ISO Form CG 20 10, CG 11 85 or both CG 20 10 and CG 20 37 forms if later revisions used), unless otherwise approved in advance by City.

2. For any claims related to this Project, the Contractor’s insurance coverage shall be primary insurance as respects City, its officers, officials, employees, and volunteers.

Any insurance or self-insurance maintained by City, its officers, officials, employees, and volunteers shall be excess of the Contractor’s insurance and shall not contribute with it.

3. Each insurance policy required by this clause shall provide that coverage shall not be canceled, except with notice to City.

Claims Made Policies
If any coverage required is written on a claims-made coverage form:

1. The retroactive date must be shown, and this date must be before the execution date of the contract or the beginning of contract work.

2. Insurance must be maintained and evidence of insurance must be provided for at least five (5) years after completion of contract work.

3. If coverage is canceled or non-renewed, and not replaced with another claims-made policy form with a retroactive date prior to the contract effective, or start of work date, the Contractor must purchase extended reporting period coverage for a minimum of five (5) years after completion of contract work.

4. A copy of the claims reporting requirements must be submitted to City for review.

Acceptability of Insurers
Insurance is to be placed with insurers with a current A.M. Best rating of no less than A: VII, unless otherwise acceptable to City.

Waiver of Subrogation
Contractor hereby agrees to waive rights of subrogation which any insurer of Contractor may acquire from Contractor by virtue of the payment of any loss. Contractor agrees to obtain any endorsement that may be necessary to affect this waiver of subrogation. The Workers’ Compensation policy shall be endorsed with a waiver of subrogation in favor of City for all work performed by the Contractor, its employees, agents and subcontractors.

Verification of Coverage
Contractor shall furnish City with original certificates and amendatory endorsements, or copies of the applicable insurance language, effecting coverage required by this contract. All certificates and endorsements are to be received and approved by City before work commences. However, failure to obtain the required documents prior to the work beginning shall not waive the Contractor’s obligation to provide them. City reserves the right to require 12/09/2025
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00034875 3 Exhibit C, Page 3 of 3
complete, certified copies of all required insurance policies, including endorsements, required by these specifications, at any time.

Subcontractors
Contractor shall require and verify that all subcontractors maintain insurance meeting all the requirements stated herein, and Contractor shall ensure that City is an additional insured on insurance required from subcontractors. For CGL coverage, subcontractors shall provide coverage with a format least as broad as CG 20 38 04 13.

Special Risks or Circumstances
City reserves the right to modify these requirements, including limits, based on the nature of the risk, prior experience, insurer, coverage, or other circumstances.

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00034875 3 Exhibit D

AGREEMENT TO COMPLY WITH CALIFORNIA LABOR LAW REQUIREMENTS [Labor Code §§ 1720, 1771.1, 1773.8, 1775, 1776, 1777.5, 1813, 1860, 1861, 3700] The undersigned Contractor certifies that it is aware of and hereby agrees to fully comply with the following provisions of California law:

1. No contractor or subcontractor may be listed on a bid proposal for a public works project (submitted on or after March 1, 2015) unless registered with the Department of Industrial Relations pursuant to Labor Code section 1725.5 [with limited exceptions from this requirement for bid purposes only under Labor Code section 1771.1(a)]. No contractor or subcontractor may be awarded a contract for public work on a public works project (awarded on or after April 1, 2015) unless registered with the Department of Industrial Relations pursuant to Labor Code section 1725.5. This project is subject to compliance monitoring and enforcement by the Department of Industrial Relations.

2. Contractor acknowledges that this contract is subject to the provisions of Division 2, Part 7, Chapter 1 (commencing with Section 1720) of the California Labor Code relating to public works and the awarding public agency (“ Agency”) and agrees to be bound by all the provisions thereof as though set forth in full herein.

3. Contractor agrees to comply with the provisions of California Labor Code Section 1773.8 which requires the payment of travel and subsistence payments to each worker needed to execute the work to the extent required by law.

4. Contractor agrees to comply with the provisions of California Labor Code Sections 1774 and 1775 concerning the payment of prevailing rates of wages to workers and the penalties for failure to pay prevailing wages. The Contractor shall, as a penalty to the Agency, forfeit not more than fifty dollars ($50) for each calendar day, or portion thereof, for each worker paid less than the prevailing rates as determined by the Director of Industrial Relations for the work or craft in which the worker is employed for any public work done under the contract by Contractor or by any subcontractor.

5. Contractor agrees to comply with the provisions of California Labor Code Section 1776 which require Contractor and each subcontractor to (1) keep accurate payroll records, (2) certify and make such payroll records available for inspection as provided by Section 1776, and (3) inform the Agency of the location of the records. The Contractor is responsible for compliance with Section 1776 by itself and all of its subcontractors.

6. Contractor agrees to comply with the provisions of California Labor Code Section 1777.5 concerning the employment of apprentices on public works projects, and further agrees that Contractor is responsible for compliance with Section 1777.5 by itself and all of its subcontractors.

7. Contractor agrees to comply with the provisions of California Labor Code Section 1813 concerning penalties for workers who work excess hours. The Contractor shall, as a penalty to the Agency, forfeit twenty-five dollars ($25) for each worker employed in the execution of the contract by the Contractor or by any subcontractor for each calendar day during which such worker is required or permitted to work more than 8 hours in any one calendar day and 40 hours in any one calendar week in violation of the pro visions of Division 2, Part 7, Chapter 1, Article 3 of the California Labor Code.

8. California Labor Code Sections 1860 and 3700 provide that every contractor will be required to secure the payment of compensation to its employees. In accordance with the provisions of California Labor Code Section 1861, Contractor hereby certifies as follows:
“I am aware of the provisions of Section 3700 of the Labor Code which require every employer to be insured against liability for worker’s compensation or to undertake self-insurance in accordance with the provisions of that code, and I will comply with such provisions before commencing the performance of the work of this contract.”
Signature Date
Name/Title Company:
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00034875 3 Exhibit E

EXHIBIT E

SPECIAL PROVISIONS
This Contract is subject to the following provisions, if checked:

1. State of California grant conditions, as attached.

2. Federal grant conditions, as attached.

3. Other conditions, as attached.

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