Report of Pavement Subgrade Evaluation

Report of Pavement Subgrade Evaluation Silica Dr., Victorville, CA Prepared For: City of Victorville Prepared By: Merrell Johnson

Merrell Johnson | 16091 Kamana Rd., Apple Valley, CA 92307 phone 760.256.2068 | web www.merrelljohnson.com | sba 1690320

April 20, 2020 City of Victorville Engineering Department Attn. Harry Mayo 14343 Civic Dr. Victorville, CA 92392 Report of Pavement Subgrade Evaluation Silica Dr., Victorville, CA Mr. Mayo In accordance with your authorization, we have performed an investigation of the existing street sections, including the underlying subgrade soils, within the proposed area of Silica Dr. within the City of Victorville as requested. We trust that the enclosed information will be useful during planning, design and construction phases of this project. If you have questions, please do not hesitate to contact our firm. Sincerely, Merrell Johnson Companies

Brad S. Merrell, Principal Engineer Jeff Burns, Division Manager RCE C-49423 Exp. 09/30/2020

April 20, 2020 Report of Pavement Subgrade Evaluation Silica Dr., Victorville, CA [2102.037.600] Page iii

Contents

Introduction ........................................................................................................................ 4

Scope of Work .................................................................................................................... 4

Surface and Subsurface Conditions .................................................................................... 5

Recommendations .............................................................................................................. 6

Closure ............................................................................................................................... 7

April 20, 2020 Report of Pavement Subgrade Evaluation Silica Dr., Victorville, CA [2102.037.600]

Introduction

Merrell Johnson is pleased to present the enclosed summary of findings developed during

the field observation and exploration of existing pavements and laboratory evaluation of

subgrade soils at select locations within the prescribed are of Silica Dr. in Victorville, CA.

The purpose of the evaluation was to provide general pavement recommendations and

approximate existing pavement depths at the locations explored.

Scope of Work

Field Exploration

Four test borings were drilled at the locations shown on Figure 2. All borings were drilled

to a maximum depth of approximately 5 feet. The borings were logged by a Merrell

Johnson representative who also collected samples for examination and laboratory

testing. Asphalt thickness and base (where present) were measured at each hole and

logged on the boring logs. “N” Values were obtained by driving a 2.5-inch inner diameter

modified California sampler with a 140-pound hammer falling 30 inches. The number of

blows required to drive the sampler the final 12 inches of an 18-inch drive are noted on

the boring logs as “N” Value. Disturbed samples were obtained from drill cuttings.

Laboratory Analysis

An appropriate testing program was developed and selected samples were evaluated at

the Merrell Johnson laboratory to determine pertinent classification and engineering

properties. The testing program consisted of the following:

• Grain Size Distribution (ASTM D422)

• Sand Equivalent (ASTM D2419)

• R-Value (ASTM D2844)


The tests were performed in accordance with American Society for Testing and Materials

(ASTM) standards and procedures. Further sampling and testing for R-Value

determination may be warranted following the completion of rough grading.

Surface and Subsurface Conditions Surface pavements encountered include what appear to be conventional hot-mix asphalt.

At locations explored, pavements were underlain by one or more of what are likely import

base underlain by native soils.

Subgrade soils encountered consist of (ML) Sandy silt, (SM) Silty sand, (SW-SM) Well

graded sand with silt, and (SP-SM) Poorly graded sand with silt, as classified by the Unified

Soil Classification System (USCS).

Existing pavement depth and a visual classification of subgrade conditions as encountered

at each location were recorded and provided below in Table I, “Existing Pavement

Conditions”.

Table I - Existing Pavement Conditions

Location Pavement

Depth

(in.)

Pave

Type

Visual

Base

Depth

(in.).

Base

Type

Visual

Subgrade

Class

USCS

Visual

%

Passing

200

Sand

Equivalent

R-

Value

Boring 1 4.00 HMA 10.00 Misc. ML 60.7 5 19

Boring 2 5.00 HMA 8.00 Misc. SM 15.6 39 54

Boring 3 5.00 HMA 10.00 Misc. SW-SM 8.2 56 71

Boring 4 4.00 HMA 12.00 Misc. SP-SM 5.2 57 74

HMA = Hot Mix Asphalt


Recommendations Road construction subgrade soils within the project limits should be compacted to a minimum of 95 percent relative compaction at or slightly above optimum moisture content based on ASTM D1557 to a minimum depth of 12 inches. Subgrade shall be firm and unyielding, as exhibited by proof-rolling, prior to placement of base. Aggregate Base materials should consist of Class 2 aggregate base conforming to Section 26-1.02B of the State of California Standard Specifications. Base material should be compacted to a minimum of 95 percent relative compaction based on ASTM D1557, and should be at or slightly above optimum moisture content when compacted. Table II, “Recommended Pavement Sections” below, may be referenced during design to aid in the determination of suitable pavement sections based on traffic index and R-Value by street.

Table II – Preliminary Pavement Sections

Location Pavement Section Alternate Section | Subbase Alternate Pavement | Cement Treated Soils

HMA

(in.)

Base

(in.)

HMA

(in.)

Base

(in.)

Subbase

(in.)

HMA

(in.)

Base

(in.)

CT

(in.)

Boring 1 6.00 18.00 6.00 13.00 5.00 6.00 4.00 12.00

Boring 2 6.00 5.00 - - - - - -

Boring 3 6.00 4.00 - - - - - -

Boring 4 6.00 4.00 - - - - - -

Recommended section based on CalFP 20-Year Design when selecting traffic index (TI) of 10 and specifying Class 2 Aggregate

Base (AB) with a gravel factor (GF) of 1.1 and Hot Mix Asphalt (HMA) suitable for intended conditions and climate.

HMA = Hot Mix Asphalt CT = Cement Treated


Closure The “Existing Pavement Conditions” table presents the pavement and subgrade conditions at each core location and may not reflect the conditions of the entire street or at depths beyond those explored. Localized areas of cobbles were encountered at several of the core locations. It should be assumed that localized boulders might also be encountered. Further sampling and testing for R-Value determination and subsequent pavement sections should be conducted following the completion of rough grading. The geotechnical engineer should periodically observe excavation and grading while it is in progress. If the conditions encountered during construction differ from those anticipated based on the subsurface exploration program, additional testing may be warranted. We trust that this report provides sufficient information for your requirements. If you have questions, please contact our firm at 760.256.2068.

April 20, 2020 Report of Pavement Subgrade Evaluation Silica Dr., Victorville, CA [2102.037.600] Figure 1 | Site Vicinity

April 20, 2020 Report of Pavement Subgrade Evaluation Silica Dr., Victorville, CA [2102.037.600] Figure 2 | Boring Locations

Appendix A | Field and Laboratory Data

Soil Classification Key Report Date: 04/07/20Sheet: 1 of 1

Project Number: 2102.037.500 Other:Project Title: Silica Drive DSA File No:

Unified Soil Classification System (USCS) and Particle Size Limits Appendix: BPermit No:Client Project No:

Clayey gravels, gravel-sand-clay mixtures

SW Well-graded sands, gravelly sands, little or no fines

Project Location: Victorville, CA DSA Application No:Client: City of Victorville DSA LEA No:

Sand and Sandy Soils

More Than 50% Passing No. 4

Sieve

Clean SandLittle Or No

Fines SP Poorly-graded sands, gravelly sands, little or no fines

SM

PT Peat, humus, swamp soils with high organic contentsHighly Organic Soils

Unified Soil Classification System (USCS)

GW Well-graded gravels, gravel-sand mixtures, little or no fines

Coarse Grained

SoilsMore Than 50% Is Larger Than No. 200 Sieve

Gravel and Gravelly

SoilsMore Than 50% Retained on No.

4 Sieve

Clean Gravels

Little Or No Fines

GP Poorly-graded gravels, gravel-sand mixtures, little or no fines

GM Silty gravels, gravel-sand-silt mixtures

Silty-sands, sand-silt mixturesSands w/ Fines

Appreciable Amount

SC Clayey sands, sand-clay mixtures

Gravels w/ Fines

Appreciable Amount

GC

Fine Grained Soils

More Than 50% Is Smaller Than No. 200 Sieve

Silts and Clays

Liquid Limit Less Than 50

CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

OL Organic silts and organic silty clays of low placticity

MH Inorganic silts, micaceous or diatomaceous fine sand or silty soilsSilts and

ClaysLiquid Limit

Greater Than 50

CH

ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity

Inorganic clays of high plasticity, fat clays

OH Organic clays of medium to high plasticity, organic silts

Particle Size Limits

Silt or Clay Sand Gravel Cobbles BouldersDivisonFine Medium Coarse Fine Coarse

U.S. Sieve No. 200 No. 40 No. 10 No. 4 3/4" 3"

Soils possessing characteristics of two classifications are designated by group symbol combination. Soils may be classified initially using the visual manual procedure prior to laboratory test.

MEC-100.4 SK 04/13 Merrell Engineering Company, Inc. | 22221 US Highway 18, Apple Valley, Ca. 92308 t)760.256.2068 f)760.256.0418 w)www.merrelljohnson.com

12"

Grain (mm) 0.075 0.420 2.00 4.76 19.1 76.2 305

Exploratory Log Report Date: 04/07/20Sheet: 1 of 1

Project Number: 2102.037.500 USA Ticket No:Project Title: Silica Drive DSA File No:

ASTM D5434, D1452, D1586, D1587, D2488 (USCS), D3550 Appendix: BPermit No:Client Project No:

Location No: B1 (EBL) Start Date/Time: 4/7/20 9:37 End Date/Time: 4/7/20 9:55


Operator: Adrian Guillermo Dimensions: 8" x 5' Groundwater: Not EncounteredConducted By: Clayton Garrison Excavation Type: Auger Hole Elevation: 2946'

Drive Weight (lb): 140 Field Tests: D3550 Sampler Insertion: DrivenEquipment Type: CME-75-HSA Advance Assist: None Recent Weather: Clear

Lab Tests (2)

Drive Drop (in): 30 Shoring Type: None Preservation: D4220

Gra

phic

Dep

th (f

t)

'N' V

alue

Sam

ple (1

)

Moi

stur

e (%

)

Den

sity

(pcf

)

Cla

ss (U

SCS)

Description / Comments

ML Bulk sample CRG04072001 at 10" to 5'01 6, 8

4" AC over 10" Base

12SA, SE, RV

3 6, 6Brown, Loose, Moist, Sandy Silt

105 7,11 Drilling terminated at aproximately 5'

13

=Bulk (2) DS =Direct Shear

Comments: "N" Value based on 2.5" diameter modified California Tube Sampler (ASTM D3550) or SPT (ASTM D1556) as noted on log. Some boulder/cobble encountered during drilling operations. Partial caving of hole observed.

SA =Sieve Analysis MD =Max Density AL =Atterberg Limits

MEC-100.6 EL 04/16 Merrell Engineering Company, Inc. | 22221 US Highway 18, Apple Valley, Ca. 92308 t)760.256.2068 f)760.256.0418 w)www.merrelljohnson.com

RV =R-Value SE =Sand Equivalent TD =Tube Density=Driven EI =Expansion Index CR =Corrosion

CN =Consolidation(1)





Conducted By: Clayton Garrison Excavation Type: Auger Hole Elevation: 2947'

Location No: B2 (WBL) Start Date/Time: 4/7/20 10:01 End Date/Time: 4/7/20 10:20

Equipment Type: CME-75-HSA Advance Assist: None Recent Weather: ClearOperator: Adrian Guillermo Dimensions: 8" x 5' Groundwater: Not Encountered

Drive Drop (in): 30 Shoring Type: None Preservation: D4220Drive Weight (lb): 140 Field Tests: D3550 Sampler Insertion: Driven

Description / Comments Lab Tests (2)

0

Gra

phic

Dep

th (f

t)

'N' V

alue

Sam

ple (1

)

Moi

stur

e (%

)

Den

sity

(pcf

)

Cla

ss (U

SCS)

5" AC over 8" BaseSM Bulk sample CRG04072002 at 8'' to 5' SA, SE, RV

101 7, 8

3 11, 19Brown, Less Dense, Moist, Silty sand

5 11, 1320

Drilling terminated at approximately 5'16


SA =Sieve Analysis MD =Max Density AL =Atterberg Limits(1) =Bulk (2) DS =Direct Shear CN =Consolidation








Location No: B3 (WBL) Start Date/Time: 4/20/20 10:30 End Date/Time: 4/7/20 11:10




0

Gra

phic

Dep

th (f

t)

'N' V

alue

Sam

ple (1

)

Moi

stur

e (%

)

Den

sity

(pcf

)

Cla

ss (U

SCS)

5" AC over 10'' BaseSW-SM Bulk sample CRG04072003 at 10'' to 5' SA, SE, RV

101 10, 10

3 9, 7Brown, Less Dense, Moist, Well graded sand with silt

5 5, 1213











Location No: B4 (EBL) Start Date/Time: 4/7/20 11:25 End Date/Time: 4/7/20 11:50




0

Gra

phic

Dep

th (f

t)

'N' V

alue

Sam

ple (1

)

Moi

stur

e (%

)

Den

sity

(pcf

)

Cla

ss (U

SCS)

4" AC over 12" BaseSP-SM Bulk sample CRG04072004 at 1' to 5' SA, SE, RV

141 11, 12

3 5, 9Brown, Less Dense, Moist, Poorly graded sand with silt

5 7, 417






Determination of Dry Mass: D2216Particles; Shape, Hardness:Dispersion Device/Period:

MEC-035.1 MD 11/14 Merrell Engineering Company, Inc. | 22221 US Highway 18, Apple Valley, Ca. 92308 t)760.256.2068 f)760.256.0418 w)www.merrelljohnson.com

The Material

Classification, ASTM D2487:Sample Origin:Laboratory Remarks:

ND ND ND ND ND -NA NA 17.0% 19.000Cu Cc Moisture D100 D60 D30 D10 LL PL PI SG

9.9% 29.4% 60.7%

FM Other

NDManual/12 hr

Laboratory Comments:

(ML) Sandy siltBoring One at 10'' to 5'

D422

Defloc. & 1.0

Particle-Size Analysis of Soil Report Date: 04/07/20Sheet: 1 of 1

Project Number: 2102.037.500 Other:Project Title: Silica Drive DSA File No:

D422, D1140, D2487 Appendix: CPermit No:Client Project No:

Sample ID: CRG04072001


Fines (%):Sand (%):Gravel (%):

cc: Project Architect, Structural Engineer, Project Inspector, DSA Regional Office, School District

Was Not Sampled & tested in accordance with the reqs. of the DSA approved documents.The Material Tested Met Did Not Meet The requirements of the DSA approved documents.

Type & Amount of Agent:

Method / Procudure Used:

Was

Size of Initial Dry Mass (g): 870.2

0

10

20

30

40

50

60

70

80

90

100

0.010.101.0010.00100.00

Perc

ent

Fine

r by

Wei

ght

Particle Size in Millimeters

U.S. Sieve Opening In Inches U.S. Standard Sieve Number Hydrometer

3 1.5 3/4 3/8 4 8 16 30 50 100 2002 1 10 20 40 60 140



Was Not Sampled & tested in accordance with the reqs. of the DSA approved documents.The Material Tested Met Did Not Meet The requirements of the DSA approved documents.The Material Was

Type & Amount of Agent: Defloc. & 1.0Laboratory Comments:

Dispersion Device/Period: Manual/12 hrParticles; Shape, Hardness: ND

D2216Size of Initial Dry Mass (g): 937.4Determination of Dry Mass:

Method / Procudure Used: D422

ND ND ND ND ND -NA NA 9.4% 19.000 0.355 0.160PL PI SG FM OtherCu Cc Moisture D100 D60 D30 D10 LL

Laboratory Remarks:Sample Origin: Boring Two at 8" to 5'Classification, ASTM D2487: (SM) Silty sand

Fines (%): 15.6%Sample ID: CRG04072002 Gravel (%): 9.6% Sand (%): 74.8%

Client: City of Victorville DSA LEA No:Project Location: Victorville, CA DSA Application No:Project Title: Silica Drive DSA File No:Project Number: 2102.037.500 Other:


Sheet: 1 of 1Particle-Size Analysis of Soil Report Date: 04/07/20

0

10

20

30

40

50

60

70

80

90

100

0.010.101.0010.00100.00

Perc

ent

Fine

r by

Wei

ght



3 1.5 3/4 3/8 4 8 16 30 50 100 2002 1 10 20 40 60 140








ND ND ND ND ND -12 2 4.9% 19.000 1.200 0.450 0.100PL PI SG FM OtherCu Cc Moisture D100 D60 D30 D10 LL

Laboratory Remarks:Sample Origin: Boring Three at 10" to 5'Classification, ASTM D2487: (SW-SM) Well graded sand with silt





0

10

20

30

40

50

60

70

80

90

100

0.010.101.0010.00100.00

Perc

ent

Fine

r by

Wei

ght



3 1.5 3/4 3/8 4 8 16 30 50 100 2002 1 10 20 40 60 140








ND ND ND ND ND -4 1 6.9% 19.000 0.665 0.370 0.160PL PI SG FM OtherCu Cc Moisture D100 D60 D30 D10 LL

Laboratory Remarks:Sample Origin: Boring Four at 1' to 5'Classification, ASTM D2487: (SP-SM) Poorly graded sand with silt





0

10

20

30

40

50

60

70

80

90

100

0.010.101.0010.00100.00

Perc

ent

Fine

r by

Wei

ght



3 1.5 3/4 3/8 4 8 16 30 50 100 2002 1 10 20 40 60 140

of

Not Specified

Was Not

Ammount/Value AllowableSand Equivalent Value

5 -

Sampled & tested in accordance with the reqs. of the DSA approved documents.

MEC-108 SE 09/15 t)760.256.2068 f)760.256.0418 w)www.merrelljohnson.com

Was


Clayton Garrison / Laboratory ManagerReviewed By (Signature) Name / Title

The MaterialThe Material Tested Met Did Not Meet The requirements of the DSA approved documents.

Project Number:

ASTM D2419

Sand Equivalent of Soils and Fine Aggregate 04/07/20

Sample ID:

1 1C

City of Victorville

Report Date:Sheet:Attachment:Permit No.:Client Project No.:Other:DSA File No.:DSA Application No.:DSA LEA No.:

Project Title:Project Location:Client:

2102.037.500Silica DriveVictorville, CA

CRG04072001 General Compliance Non-Compliance

Desription: (ML) Sandy siltSample Origin: Boring One at 10" to 5'Laboratory Remarks:

Tested By: James AlbornozMechanical/Manual Shaker: Mechanical

of

Not Specified

Was Not


39 -



Was




Project Number:

ASTM D2419


Sample ID:

1 1C

City of Victorville





Desription: (SM) Silty sandSample Origin: Boring Two at 8" to 5'Laboratory Remarks:


of

Not Specified

Was Not


56 -



Was




Project Number:

ASTM D2419


Sample ID:

1 1C

City of Victorville





Desription: (SW-SM) Well graded sand with siltSample Origin: Boring Three at 10" to 5'Laboratory Remarks:


of

Not Specified

Was Not


57 -



Was




Project Number:

ASTM D2419


Sample ID:

1 1C

City of Victorville





Desription: (SP-SM) Poorly graded sand with siltSample Origin: Boring Four at 1' to 5'Laboratory Remarks:


of

Not Specified

Was NotWas




Project Number:

ASTM D2844

R-Value and Expansion Pressure of Compacted Soils Report Date:Sheet:Appendix: Permit No.:Client Project No.:Other:

04/07/20

DSA LEA No.:

1 1C

DSA File No.:DSA Application No.:

10.3115.86810

Desription: (ML) Sand silt

City of Victorville


Victorville, CA


Sample Origin: Boring One at 10" to 5'Tested By:


2102.037.500Silica Drive

Sample ID:

James Albornoz

316.5103.51770

212.2115.2

MEC-107 RV 09/15 t)760.256.2068 f)760.256.0418 w)www.merrelljohnson.com

R-Value:

1

20 19 17

Briguette Number:Moisture Content (%):

Dry Density (pcf):Exudation Pressure (psi):Expansion Pressure (psf):

4160

201917

0

10

20

30

40

50

60

70

80

90

100

0 100 200 300 400 500 600 700 800

R-Va

lue

Expansion Pressure, psi

R-Value & Expansion VS. Exudation

of

Not Specified

Was NotWas




Project Number:

ASTM D2844


04/07/20

DSA LEA No.:

1 1C


11.1115.26320

Desription: (SM) Silty sand

City of Victorville


Victorville, CA


Sample Origin: Boring Two at 8" to 5'Tested By:



Sample ID:

James Albornoz

314.3114.81370

212.1116.6


R-Value:

1

57 54 49



2970

575449

0

10

20

30

40

50

60

70

80

90

100

0 100 200 300 400 500 600 700 800

R-Va

lue



of

Not Specified

Was NotWas




Project Number:

ASTM D2844


04/07/20

DSA LEA No.:

1 1C


7.9119.47730

Desription: (SW-SM) Well graded sand with silt

City of Victorville


Victorville, CA


Sample Origin: Boring Three at 10" to 5'Tested By:



Sample ID:

Cheyenne Oravets

311.4118.42210

210.3118.6


R-Value:

1

77 72 68



3400

7772

68

0

10

20

30

40

50

60

70

80

90

100

0 100 200 300 400 500 600 700 800

R-Va

lue



of

Not Specified

Was NotWas




Project Number:

ASTM D2844


04/07/20

DSA LEA No.:

1 1C


6.8113.06850

Desription: (SP-SM) Poorly graded sand with silt

City of Victorville


Victorville, CA


Sample Origin: Boring Four at 1' to 5'Tested By:



Sample ID:

Cheyenne Oravets

38.3

118.81270

27.3

114.8


R-Value:

1

70 75 72



4050

7075

72

0

10

20

30

40

50

60

70

80

90

100

0 100 200 300 400 500 600 700 800

R-Va

lue



Report of Pavement Subgrade Evaluation

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