ADDENDUM NO. 4 4/28/2022

PROJECT: ENGINEER:

Pavement Maintenance at Various Sites Blair, Church & Flynn
Attention:	Jenn Felix Tanairy Barrera

OWNER: BID NO:
BCF PROJECT NO.

Clovis Unified School District 2890
221-0288

It will be the responsibility of the General Contractor to submit the information contained in this addendum to all its subcontractors and suppliers. Acknowledge receipt of this Addendum in the space provided on the Bid Form. Failure to do so may subject Bidder to disqualification. The following additions, deletions, and revisions to the Drawings and Project Manual are hereby made and do become a part of these Contract Documents.

TABLE OF CONTENTS SUPPLEMENTAL INFORMATION

AD4-1: Geotechnical Reports

ATTACHMENTS

Exhibit A – Buchanan High School Geotechnical Report

Exhibit B – CART Geotechnical Report

Exhibit C – Clovis High School Geotechnical Report Exhibit D – Clovis West High School Geotechnical Report Exhibit E – Community Day School Geotechnical Report
Exhibit F – Jefferson Elementary School Geotechnical Report Exhibit G – Mickey Cox Elementary School Geotechnical Report Exhibit H – Pinedale Elementary School Geotechnical Report Exhibit I – Professional Development Building Geotechnical Report

Blair, Church & Flynn Consulting Engineers 451 Clovis Avenue, Suite 200
Clovis, CA 93612

(559) 326-1400 FAX (559) 326-1500

Page 1 of 2

ADDENDUM NO. 4 4/28/2022

SUPPLEMENTAL INFORMATION AD4-1: Geotechnical Reports

Refer to the attached Exhibits A through I for the geotechnical reports for each site.

Blair, Church & Flynn Consulting Engineers 451 Clovis Avenue, Suite 200
Clovis, CA 93612

(559) 326-1400 FAX (559) 326-1500

Page 2 of 2

April 14, 2022	RMA Project No. 22G-0055-0/01

Mr. Adam Belmont
Clovis Unified School District 1470 Herndon Avenue Clovis, CA 93611

Subject:	 Materials Report for Pavement Section Recommendations Buchanan High School
1560 North Minnewawa Avenue Clovis, California 93619

Dear Mr. Belmont:

As requested, we have performed sampling, laboratory testing, and engineering for the planned improvements to the Buchanan High School parking lot in Clovis, California. The project site consists of the existing Buchanan High School campus located west of North Minnewawa Avenue and south of West Teague Avenue (see Figure 1, Site Vicinity Map). The geographic position of the project site is 36.8566° north latitude and 119.7117° west longitude. At the time of our field exploration on March 30, 2022, the existing parking lot was cracked and uneven. Based on Google Earth data, the ground surface elevation varies between approximately 373 feet at the project site. The layout of the parking lot is illustrated on Figure 2.

SCOPE OF SERVICES

The scope of work performed for this project included the following tasks:

•	 Coring the existing pavement at one location (C-1) and hand-augering to a depth of approximately 51.5 inches, with approximate locations as indicated on the attached Figure 2, Coring Location Map. The coring was performed using a 4-inch core barrel, which extended through the asphalt concrete (AC) into the underlying aggregate base (AB) layer. Hand tools were used to dig through the AB layer and into the subgrade. Subgrade samples were obtained from the coring location between a depth of approximately 13 and 51.5 inches.

•	The core hole was backfilled with soil and AB and then patched with asphalt cold mix.

•	An R-Value test was performed on a sample of the near surface soils that was considered representative of the subgrade to evaluate the stability characteristics of the soil in accordance with ASTM D2844.

•	Performing geotechnical engineering and providing recommendations for earthwork and pavement sections for the new parking lot and preparing this engineering report.

3897 N. Ann Avenue, Fresno, CA 93727 | T: (559) 708-8865 | Fax: (888) 248-8130

FINDINGS

A summary of the data that was obtained from the field exploration that were done for this project is provided in the following table.

Core Number
	Encountered Pavement Section
	
	AC (inches)
	AB (inches)
	
C-1
	3.0
	10.0

The soils encountered at the coring location consisted primarily of fine to coarse grained clayey sand to sandy clay. The subgrade was moist. No unusually loose or wet subgrade was noted within the depths explored.

LABORATORY TESTING

A Resistance Value (R-Value) test was performed on a representative sample of the subgrade obtained from planned paved areas using test methods outlined in ASTM D2844.Details of the R-Value test that was performed are provided in the attached laboratory report, Figure 3.

RECOMMENDATIONS FOR NEW PAVEMENT SECTIONS

Based on the laboratory testing that has been performed for this project, a subgrade R-Value of 10 is recommended for design purposes and has been used to develop the pavement sections given below. The asphalt concrete (AC) structural section recommendations given herein were developed using the procedures outlined in Chapter 630 of the California Highway Design Manual. The design procedure is based on the principle that the pavement structural section must be of adequate thickness to distribute the load from the design TI to the subgrade soils in such a manner that the stresses from the applied loads do not exceed the strength of the soil (R-value). Recommended minimum structural sections are given below:

Design TI
	Recommended Minimum Pavement Section
	
≤5.0
	2.5” AC over 10.0” Class 2 AB
	
5.5
	3.0” AC over 10.5” Class 2 AB
	
6.0
	3.0” AC over 12.5” Class 2 AB

Prior to paving, the subgrade should be prepared with at least the upper 12 inches of subgrade soils compacted to a minimum of 95% relative compaction. All aggregate base (AB) courses should be moisture conditioned to within 2% of optimum moisture content and compacted to a minimum of 95% relative compaction. The AC mix design(s) and installation requirements should be specified by the Project Civil Engineer.

Our field exploration encountered a base layer (AB) that is at least 10 inches thick and the underlying subgrade appeared to be firm and stable. Therefore, as an alternative to completely removing and reconstructing the existing pavement section, the existing AC layer could be removed and replaced with 3-inch thick layer of AC. This alternative would require verifying that the base layer is at least 10 inches thick across the entire site, especially within driveway areas or wherever truck traffic is expected. In areas

Buchanan High School Pavement Maintenance Clovis, California

April 14, 2022 RMA Project No.: 22G-0055-0/01
Page 2

where the existing base layer does not meet the minimum thickness required, Class 2 AB should be placed until this requirement is met. In any case, the aggregate base layer must be compacted to at least 95 percent relative compaction prior to placing the new AC layer.

A representative from RMA GeoScience should perform observations and testing during construction in order to verify that the site preparation, compaction of subgrade, thickness of the base layer, and placement of Class 2 Aggregate Base is done in accordance with recommendations provided in this report and the project specifications.

The AC mix should comply with the Caltrans Standard Specifications. Details of the AC mix design and installation requirements should be specified by the Project Civil Engineer.

CLOSING REMARKS

The information contained in this report was provided in accordance with generally accepted engineering principles and practices. No other warranty, either express or implied, is made. This report has been prepared for Clovis Unified School District and the Project Design Team to be used for the design and construction of the subject parking lot. Anyone using this report for any other purpose must draw their own conclusions regarding required construction procedures and subsurface conditions.

Thank you for the opportunity to be of service to you on this project. If you should have any questions regarding the information provided in this report, please contact the undersigned at (559) 708-8865.

Buchanan High School Pavement Maintenance Clovis, California

April 14, 2022 RMA Project No.: 22G-0055-0/01
Page 3

Respectfully submitted, RMA GeoScience

Megan J. Stewart, GIT Staff Geologist

Josue Montes, P.E., G.E. Principal Geotechnical Engineer

Attachments:

Distribution:

Figure 1 – Site Vicinity Map Figure 2 – Coring Location Map Figure 3– R-Value Test Result

Addressee (1 Originals and a pdf to adambelmont@clovisusd.k12.ca.us)
Ms. Jennifer Felix, Blair, Church & Flynn (3 Originals and a pdf to jfelix@bcf-engr.com) Mr. Zachary Hockett, Blair, Church & Flynn (pdf to zhockett@bcf-engr.com)
Mr. Albert Rodriguez, Blair, Church & Flynn (pdf to arodriguez@bcf-engr.com)

Buchanan High School Pavement Maintenance Clovis, California

April 14, 2022 RMA Project No.: 22G-0055-0/01
Page 4

R-Value
Cover Thickness by Stabilometer (feet)
Figure 3

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By:
Sample Location:

22G-0055-0/01 Buchanan High School Phuoc T.
Jason M.

C-1 @ 13in - 51.5in

Lab ID: Date Sampled:
Date Tested:

22-009418 3/30/2022
4/11/2022

Description:	Clayey SAND/Sandy CLAY, fine to coarse grained, dark brown

"R" Value at 300psi Exudation Pressure:
	10
	
"R" Value by Expansion Pressure:
	N/A

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	1850
	2765
	4126
	
Exudation Pressure (psi):
	147
	220
	329
	
Expansion * (0.0001 in):
	1
	3
	4
	
Expansion Pressure (psf):
	4
	13
	17
	
Stabilometer Value at 2000 lbs:
	150
	144
	137
	
Displacement:
	3.97
	3.94
	3.98
	
Resistance "R" Value:
	4
	7
	10
	
"R" Value Corrected for Height:
	4
	7
	11
	
Percent Moisture at Test:
	13.0
	12.6
	12.1
	
Dry Density at Test (pcf):
	124.9
	126.7
	127.4

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

April 14, 2022	RMA Project No. 22G-0055-0/02

Mr. Adam Belmont
Clovis Unified School District 1470 Herndon Avenue Clovis, CA 93611

Subject:	 Materials Report for Pavement Section Recommendations The Center for Advanced Research and Technology (CART) 2555 Clovis Avenue
Clovis, California 93612

Dear Mr. Belmont:

As requested, we have performed sampling, laboratory testing, and engineering for the planned improvements to the Center for Advanced Research and Technology (CART) parking lot in Clovis, California. The project site consists of the existing CART campus located east of Clovis Avenue and south of Santa Ana Avenue (see Figure 1, Site Vicinity Map). The geographic position of the project site is 36.8032° north latitude and 119.6977° west longitude. At the time of our field exploration on March 24, 2022, the existing parking lot was cracked. Based on Google Earth data, the ground surface elevation varies between approximately 358 and 359 feet at the project site. The layout of the parking lot is illustrated on Figure 2.

SCOPE OF SERVICES

The scope of work performed for this project included the following tasks:

•	 Coring the existing pavement at three locations (C-1 through C-3) and hand-augering to depths of approximately 50 inches, with approximate locations as indicated on the attached Figure 2, Coring Location Map. The coring was performed using a 4-inch core barrel, which extended through the asphalt concrete (AC) into the underlying aggregate base (AB) layer. Hand tools were used to dig through the AB layer and into the subgrade. Subgrade samples were obtained from the three coring locations between depths of approximately 46.5 and 50.25 inches.

•	The core holes were backfilled with soil and AB and then patched with asphalt cold mix.

•	Three R-value tests were performed on the soil samples that were considered representative of the subgrade to evaluate the stability characteristics of the soil in accordance with ASTM D2844.

•	Performing geotechnical engineering and providing recommendations for earthwork and pavement sections for the new parking lot and preparing this engineering report.

3897 N. Ann Avenue, Fresno, CA 93727 | T: (559) 708-8865 | Fax: (888) 248-8130

FINDINGS

A summary of the data that was obtained from the field exploration that were done for this project is provided in the following table.

Core Number
	Encountered Pavement Section
	
	AC (inches)
	AB (inches)
	
C-1
	3.0
	6.0
	
C-2
	2.5
	6.5
	
C-3
	2.5
	6.75

The soils encountered at the coring locations consisted primarily of fine to medium grained silty sand. The subgrade at all locations was moist. No unusually loose or wet subgrade was noted within the depths explored.

LABORATORY TESTING

Three Resistance Value (R-Value) tests were performed on representative samples of the subgrade obtained from planned paved areas using test methods outlined in ASTM D2844.Details of the R-Value tests that were performed are provided in the attached laboratory reports, Figures 3 through 5.

RECOMMENDATIONS FOR NEW PAVEMENT SECTIONS

Based on the laboratory testing that has been performed for this project, a subgrade R-Value of 50 is recommended for design purposes and has been used to develop the pavement sections given below. The asphalt concrete (AC) structural section recommendations given herein were developed using the procedures outlined in Chapter 630 of the California Highway Design Manual. The design procedure is based on the principle that the pavement structural section must be of adequate thickness to distribute the load from the design TI to the subgrade soils in such a manner that the stresses from the applied loads do not exceed the strength of the soil (R-value). Recommended minimum structural sections are given below:

Design TI
	Recommended Minimum Pavement Section
	
≤5.0
	2.5” AC over 3.0” Class 2 AB
	
5.5
	3.0” AC over 3.0” Class 2 AB
	
6.0
	3.0” AC over 4.0” Class 2 AB

Prior to paving, the subgrade should be prepared with at least the upper 12 inches of subgrade soils compacted to a minimum of 95% relative compaction. All aggregate base (AB) courses should be moisture conditioned to within 2% of optimum moisture content and compacted to a minimum of 95% relative compaction. The AC mix design(s) and installation requirements should be specified by the Project Civil Engineer.

Our field exploration encountered a base layer (AB) that is at least 6 inches thick and the underlying subgrade appeared to be firm and stable. Therefore, as an alternative to completely removing and reconstructing the existing pavement section, the existing AC layer could be removed and replaced with

CART Pavement Maintenance Clovis, California

April 14, 2022 RMA Project No.: 22G-0055-0/02
Page 2

3-inch thick layer of AC. This alternative would require verifying that the base layer is at least 6 inches thick across the entire site, especially within driveway areas or wherever truck traffic is expected. In areas where the existing base layer does not meet the minimum thickness required, Class 2 AB should be placed until this requirement is met. In any case, the aggregate base layer must be compacted to at least 95 percent relative compaction prior to placing the new AC layer.

A representative from RMA GeoScience should perform observations and testing during construction in order to verify that the site preparation, compaction of subgrade, thickness of the base layer, and placement of Class 2 Aggregate Base is done in accordance with recommendations provided in this report and the project specifications.

The AC mix should comply with the Caltrans Standard Specifications. Details of the AC mix design and installation requirements should be specified by the Project Civil Engineer.

CLOSING REMARKS

The information contained in this report was provided in accordance with generally accepted engineering principles and practices. No other warranty, either express or implied, is made. This report has been prepared for Clovis Unified School District and the Project Design Team to be used for the design and construction of the subject parking lot. Anyone using this report for any other purpose must draw their own conclusions regarding required construction procedures and subsurface conditions.

Thank you for the opportunity to be of service to you on this project. If you should have any questions regarding the information provided in this report, please contact the undersigned at (559) 708-8865.

CART Pavement Maintenance Clovis, California

April 14, 2022 RMA Project No.: 22G-0055-0/02
Page 3

Respectfully submitted, RMA GeoScience

Megan J. Stewart, GIT Staff Geologist

Josue Montes, P.E., G.E. Principal Geotechnical Engineer

Attachments:

Distribution:

Figure 1 – Site Vicinity Map Figure 2 – Coring Location Map
Figures 3 through 5 – R-Value Test Results

Addressee (1 Originals and a pdf to adambelmont@clovisusd.k12.ca.us)
Ms. Jennifer Felix, Blair, Church & Flynn (3 Originals and a pdf to jfelix@bcf-engr.com) Mr. Zachary Hockett, Blair, Church & Flynn (pdf to zhockett@bcf-engr.com)
Mr. Albert Rodriguez, Blair, Church & Flynn (pdf to arodriguez@bcf-engr.com)

CART Pavement Maintenance Clovis, California

April 14, 2022 RMA Project No.: 22G-0055-0/02
Page 4

R-Value
Cover Thickness by Stabilometer (feet)
Figure 3

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By: Sample Location:
Description:

22G-0055-0/02 CART
Phuoc T. Jason M.
C-1 @ 9in - 46.5in

Silty SAND, fine to medium grained, brown

Lab ID: Date Sampled:
Date Tested:

22-009342 3/24/2022
4/6/2022

"R" Value at 300psi Exudation Pressure:
	66
	
"R" Value by Expansion Pressure:
	72

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	1481
	2496
	7026
	
Exudation Pressure (psi):
	118
	199
	559
	
Expansion * (0.0001 in):
	2
	7
	15
	
Expansion Pressure (psf):
	9
	30
	65
	
Stabilometer Value at 2000 lbs:
	70
	45
	23
	
Displacement:
	4.98
	4.23
	3.50
	
Resistance "R" Value:
	39
	60
	81
	
"R" Value Corrected for Height:
	39
	59
	81
	
Percent Moisture at Test:
	13.1
	12.1
	10.3
	
Dry Density at Test (pcf):
	123.6
	122.7
	124.0

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

R-Value
Cover Thickness by Stabilometer (feet)
Figure 4

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By: Sample Location:
Description:

22G-0055-0/02 CART
Phuoc T. Jason M.
C-2 @ 9in - 50.25in

Silty SAND, fine to medium grained, brown

Lab ID: Date Sampled:
Date Tested:

22-009343 3/24/2022
4/6/2022

"R" Value at 300psi Exudation Pressure:
	71
	
"R" Value by Expansion Pressure:
	72

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	2021
	3590
	4683
	
Exudation Pressure (psi):
	161
	286
	373
	
Expansion * (0.0001 in):
	18
	15
	8
	
Expansion Pressure (psf):
	78
	65
	35
	
Stabilometer Value at 2000 lbs:
	36
	31
	27
	
Displacement:
	4.01
	3.98
	4.11
	
Resistance "R" Value:
	68
	72
	75
	
"R" Value Corrected for Height:
	67
	71
	75
	
Percent Moisture at Test:
	11.1
	10.7
	10.2
	
Dry Density at Test (pcf):
	125.2
	122.0
	124.0

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

R-Value
Cover Thickness by Stabilometer (feet)
Figure 5

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By: Sample Location:
Description:

22G-0055-0/02 CART
Phuoc T. Jason M.
C-3 @ 9.25in - 48in

Silty SAND, fine to medium grained, brown

Lab ID: Date Sampled:
Date Tested:

22-009344 3/24/2022
4/6/2022

"R" Value at 300psi Exudation Pressure:
	70
	
"R" Value by Expansion Pressure:
	N/A

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	1464
	3454
	4352
	
Exudation Pressure (psi):
	117
	275
	346
	
Expansion * (0.0001 in):
	14
	16
	22
	
Expansion Pressure (psf):
	61
	69
	95
	
Stabilometer Value at 2000 lbs:
	42
	33
	29
	
Displacement:
	4.37
	4.11
	4.02
	
Resistance "R" Value:
	62
	70
	74
	
"R" Value Corrected for Height:
	62
	69
	74
	
Percent Moisture at Test:
	12.1
	11.7
	11.2
	
Dry Density at Test (pcf):
	121.8
	122.1
	122.0

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

April 5, 2022	RMA Project No. 22G-0055-0/03

Mr. Adam Belmont
Clovis Unified School District 1470 Herndon Avenue Clovis, CA 93611

Subject:	 Materials Report for Pavement Section Recommendations Clovis High School
1055 Fowler Avenue Clovis, California 93611

Dear Mr. Belmont:

As requested, we have performed sampling, laboratory testing, and engineering for the planned improvements to the Clovis High School driveways and playcourt areas in Clovis, California. The project site consists of the existing Clovis High School campus located east of Fowler Avenue and north of Barstow Avenue (see Figure 1, Site Vicinity Map). The geographic position of the project site is 36.8179° north latitude and 119.6786° west longitude. At the time of our field exploration on March 16, 2022, the existing driveways and playcourt were cracked and uneven. Based on Google Earth data, the ground surface elevation varies between approximately 369 and 372 feet at the project site. The layout of the campus is illustrated on Figure 2.

SCOPE OF SERVICES

The scope of work performed for this project included the following tasks:

•	 Coring the existing pavement at three locations (C-1 through C-3) and hand-augering to depths of approximately 52 inches, with approximate locations as indicated on the attached Figure 2, Coring Location Map. The coring was performed using a 4-inch core barrel, which extended through the asphalt concrete (AC) into the underlying aggregate base (AB) layer. Hand tools were used to dig through the AB layer and into the subgrade. Subgrade samples were obtained from the three coring locations between depths of approximately 46 and 52 inches.

•	The core holes were backfilled with soil and AB and then patched with asphalt cold mix.

•	Three R-Value tests were performed on samples of the near surface soils that were considered representative of the subgrade to evaluate the stability characteristics of the soil in accordance with ASTM D2844.

•	Performing geotechnical engineering and providing recommendations for earthwork and pavement sections for the new parking lot and preparing this engineering report.

3897 N. Ann Avenue, Fresno, CA 93727 | T: (559) 708-8865 | Fax: (888) 248-8130

RESULTS

A summary of the data that was obtained from the field exploration that were done for this project is provided in the following table. Details of the R-Value tests that were performed are provided in the attached laboratory report, Figures 3 through 5.

Core Number
	Encountered Pavement Section
	
R-Value by Exudation
	R-Value by Expansion
	
	AC (inches)
	AB (inches)
			
C-1
	2.0
	4.0
	14
	n/a
	
C-2
	2.25
	6.25
	9
	n/a
	
C-3
	1.25
	7.75
	10
	16

The soils encountered at the coring locations consisted primarily of fine to coarse grained clayey sand to sandy clay. The subgrade at all locations was moist. No unusually loose or wet subgrade was noted within the depths explored.

RECOMMENDATIONS FOR NEW PAVEMENT SECTIONS

Based on the laboratory testing that has been performed for this project, a subgrade R-Value of 10 is recommended for design purposes and has been used to develop the pavement sections given below. The asphalt concrete (AC) structural section recommendations given herein were developed using the procedures outlined in Chapter 630 of the California Highway Design Manual. The design procedure is based on the principle that the pavement structural section must be of adequate thickness to distribute the load from the design TI to the subgrade soils in such a manner that the stresses from the applied loads do not exceed the strength of the soil (R-value). Recommended minimum structural sections are given below:

Design TI
	Recommended Minimum Pavement Section
	
≤5.0
	2.5” AC over 10.0” Class 2 AB
	
5.5
	3.0” AC over 10.5” Class 2 AB
	
6.0
	3.0” AC over 12.5” Class 2 AB

Prior to paving, the subgrade should be prepared with at least the upper 12 inches of subgrade soils compacted to a minimum of 95% relative compaction. All aggregate base (AB) courses should be moisture conditioned to within 2% of optimum moisture content and compacted to a minimum of 95% relative compaction. The AC mix design(s) and installation requirements should be specified by the Project Civil Engineer.

Our field exploration encountered a base layer (AB) that is at least 4 inches thick and the underlying subgrade appeared to be firm and stable. Therefore, as an alternative to completely removing and reconstructing the existing pavement section, the existing AC layer could be removed and replaced with 3-inch thick layer of AC. This alternative would require verifying that the base layer is at least 4 inches thick across the entire site, especially within driveway areas or wherever truck traffic is expected. In areas where the existing base layer does not meet the minimum thickness required, Class 2 AB should be placed

Clovis High School Pavement Maintenance Clovis, California

April 5, 2022 RMA Project No.:22G-0055-0/03
Page 2

until this requirement is met. In any case, the aggregate base layer must be compacted to at least 95 percent relative compaction prior to placing the new AC layer.

A representative from RMA GeoScience should perform observations and testing during construction in order to verify that the site preparation, compaction of subgrade, thickness of the base layer, and placement of Class 2 Aggregate Base is done in accordance with recommendations provided in this report and the project specifications.

The AC mix should comply with the Caltrans Standard Specifications. Details of the AC mix design and installation requirements should be specified by the Project Civil Engineer.

CLOSING REMARKS

The information contained in this report was provided in accordance with generally accepted engineering principles and practices. No other warranty, either expressed or implied, is made. This report has been prepared for Clovis Unified School District and the Project Design Team to be used for the design and construction of the subject parking lot. Anyone using this report for any other purpose must draw their own conclusions regarding required construction procedures and subsurface conditions.

Thank you for the opportunity to be of service to you on this project. If you should have any questions regarding the information provided in this report, please contact the undersigned at (559) 708-8865.

Respectfully submitted, RMA GeoScience

Megan J. Stewart, GIT Staff Geologist

Josue Montes, P.E., G.E. Principal Geotechnical Engineer

Attachments:

Distribution:

Figure 1 – Site Vicinity Map Figure 2 – Coring Location Map
Figure 3 through 5– R-Value Test Results

Addressee (1 Originals and a pdf to adambelmont@clovisusd.k12.ca.us)
Ms. Jennifer Felix, Blair, Church & Flynn (3 Originals and a pdf to jfelix@bcf-engr.com) Mr. Zachary Hockett, Blair, Church & Flynn (pdf to zhockett@bcf-engr.com)
Mr. Albert Rodriguez, Blair, Church & Flynn (pdf to arodriguez@bcf-engr.com)

Clovis High School Pavement Maintenance Clovis, California

April 5, 2022 RMA Project No.:22G-0055-0/03
Page 3

R-Value
Cover Thickness by Stabilometer (feet)
Figure 3

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By: Sample Location:
Description:

22G-0055-0/03 Clovis High School Phuoc T.
Jason M.

C-1 @ 6in - 52in

Clayey SAND, fine to coarse grained, dark brown

Lab ID: Date Sampled:
Date Tested:

22-009267 3/16/2022
3/30/2022

"R" Value at 300psi Exudation Pressure:
	14
	
"R" Value by Expansion Pressure:
	N/A

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	1846
	3023
	5154
	
Exudation Pressure (psi):
	147
	241
	410
	
Expansion * (0.0001 in):
	1
	3
	9
	
Expansion Pressure (psf):
	4
	13
	39
	
Stabilometer Value at 2000 lbs:
	149
	139
	112
	
Displacement:
	4.11
	3.96
	3.81
	
Resistance "R" Value:
	4
	9
	22
	
"R" Value Corrected for Height:
	5
	9
	22
	
Percent Moisture at Test:
	11.0
	10.1
	9.2
	
Dry Density at Test (pcf):
	134.7
	131.4
	132.7

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

R-Value
Cover Thickness by Stabilometer (feet)
Figure 4

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By: Sample Location:
Description:

22G-0055-0/03 Clovis High School Phuoc T.
Jason M.

C-2 @ 8.5in - 51.25in

Clayey SAND, fine to medium grained, brown

Lab ID: Date Sampled:
Date Tested:

22-009268 3/16/2022
3/30/2022

"R" Value at 300psi Exudation Pressure:
	9
	
"R" Value by Expansion Pressure:
	N/A

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	1659
	3303
	4585
	
Exudation Pressure (psi):
	132
	263
	365
	
Expansion * (0.0001 in):
	12
	14
	20
	
Expansion Pressure (psf):
	52
	61
	87
	
Stabilometer Value at 2000 lbs:
	148
	139
	135
	
Displacement:
	4.28
	4.32
	3.79
	
Resistance "R" Value:
	5
	8
	11
	
"R" Value Corrected for Height:
	5
	8
	10
	
Percent Moisture at Test:
	12.2
	11.3
	10.4
	
Dry Density at Test (pcf):
	127.9
	125.7
	128.1

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

R-Value
Cover Thickness by Stabilometer (feet)
Figure 5

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By: Sample Location:
Description:

22G-0055-0/03 Clovid High School Phuoc T.
Jason M.

C-3 @ 9in - 46in

Clayey SAND, fine to coarse grained, brown

Lab ID: Date Sampled:
Date Tested:

22-009269 3/16/2022
3/30/2022

"R" Value at 300psi Exudation Pressure:
	10
	
"R" Value by Expansion Pressure:
	16

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	1386
	3556
	4602
	
Exudation Pressure (psi):
	110
	283
	366
	
Expansion * (0.0001 in):
	8
	20
	27
	
Expansion Pressure (psf):
	35
	87
	117
	
Stabilometer Value at 2000 lbs:
	153
	134
	114
	
Displacement:
	4.53
	4.96
	4.99
	
Resistance "R" Value:
	2
	9
	17
	
"R" Value Corrected for Height:
	3
	9
	17
	
Percent Moisture at Test:
	13.0
	11.6
	10.7
	
Dry Density at Test (pcf):
	129.3
	123.5
	126.0

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

April 14, 2022	RMA Project No.22G-0055-0/04

Mr. Adam Belmont
Clovis Unified School District 1470 Herndon Avenue Clovis, CA 93611

Subject:	Materials Report for Pavement Section Recommendations Clovis West High School
1070 East Teague Avenue Fresno, California 93720

Dear Mr. Belmont:

As requested, we have performed sampling, laboratory testing, and engineering for the planned improvements to the Clovis West High School playcourt area in Fresno, California. The project site consists of the existing Clovis West High School campus located north of East Teague Avenue and east of North Millbrook Avenue (see Figure 1, Site Vicinity Map). The geographic position of the project site is 36.8597° north latitude and 119.7615° west longitude. At the time of our field exploration on March 30, 2022, the existing playcourt was cracked and uneven. Based on Google Earth data, the ground surface elevation varies between approximately 369 and 371 feet at the project site. The layout of the playcourt area is illustrated on Figure 2.

SCOPE OF SERVICES

The scope of work performed for this project included the following tasks:

•	Coring the existing pavement at one location (C-1) and hand-augering to a depth of approximately 48 inches, with approximate locations as indicated on the attached Figure 2, Coring Location Map. The coring was performed using a 4-inch core barrel, which extended through the asphalt concrete (AC) into the underlying aggregate base (AB) layer. Hand tools were used to dig through the AB layer and into the subgrade. Subgrade samples were obtained from the coring location between a depth of approximately 8.5 and 48 inches.

•	The core holes were backfilled with soil and AB and then patched with asphalt cold mix.

•	An R-value test was performed on a sample of the near surface soils that was considered representative of the subgrade to evaluate the stability characteristics of the soil in accordance with ASTM D2844/California Test Method 301.

•	Performing geotechnical engineering and providing recommendations for earthwork and pavement sections for the new parking lot and preparing this engineering report.

3897 N. Ann Avenue, Fresno, CA 93727 | T: (559) 708-8865 | Fax: (888) 248-8130

FINDINGS

A summary of the data that was obtained from the field exploration that were done for this project is provided in the following table.

Core Number
	Encountered Pavement Section
	
	AC (inches)
	AB (inches)
	
C-1
	4.0
	4.5

The soils encountered at the coring location consisted primarily of fine grained sandy silt trace clay. The subgrade was moist. No unusually loose or wet subgrade was noted within the depths explored.

LABORATORY TESTING

A Resistance Value (R-Value) test was performed on a representative sample of the subgrade obtained from planned paved areas using test methods outlined in ASTM D2844. Details of the R-Value test that was performed are provided in the attached laboratory report, Figure 3.

RECOMMENDATIONS FOR NEW PAVEMENT SECTIONS

Based on the laboratory testing that has been performed for this project, a subgrade R-Value of 15 is recommended for design purposes and has been used to develop the pavement sections given below. The asphalt concrete (AC) structural section recommendations given herein were developed using the procedures outlined in Chapter 630 of the California Highway Design Manual. The design procedure is based on the principle that the pavement structural section must be of adequate thickness to distribute the load from the design TI to the subgrade soils in such a manner that the stresses from the applied loads do not exceed the strength of the soil (R-value). Recommended minimum structural sections are given below:

Design TI
	Recommended Minimum Pavement Section
	
≤5.0
	2.5” AC over 9.0” Class 2 AB
	
5.5
	3.0” AC over 10.0” Class 2 AB
	
6.0
	3.0” AC over 11.5” Class 2 AB

Prior to paving, the subgrade should be prepared with at least the upper 12 inches of subgrade soils compacted to a minimum of 95% relative compaction. All aggregate base (AB) courses should be moisture conditioned to within 2% of optimum moisture content and compacted to a minimum of 95% relative compaction. The AC mix design(s) and installation requirements should be specified by the Project Civil Engineer.

Our field exploration encountered a base layer (AB) that is at least 4 inches thick and the underlying subgrade appeared to be firm and stable. Therefore, as an alternative to completely removing and reconstructing the existing pavement section, the existing AC layer could be removed and replaced with 3-inch thick layer of AC. This alternative would require verifying that the base layer is at least 4 inches thick across the entire site, especially within driveway areas or wherever truck traffic is expected. In areas

Clovis West High School Pavement Maintenance Fresno, California

April 14, 2022 RMA Project No.: 22G-0055-0/04
Page 2

where the existing base layer does not meet the minimum thickness required, Class 2 AB should be placed until this requirement is met. In any case, the aggregate base layer must be compacted to at least 95 percent relative compaction prior to placing the new AC layer.

A representative from RMA GeoScience should perform observations and testing during construction in order to verify that the site preparation, compaction of subgrade, thickness of the base layer, and placement of Class 2 Aggregate Base is done in accordance with recommendations provided in this report and the project specifications.

The AC mix should comply with the Caltrans Standard Specifications. Details of the AC mix design and installation requirements should be specified by the Project Civil Engineer.

CLOSING REMARKS

The information contained in this report was provided in accordance with generally accepted engineering principles and practices. No other warranty, either express or implied, is made. This report has been prepared for Clovis Unified School District and the Project Design Team to be used for the design and construction of the subject parking lot. Anyone using this report for any other purpose must draw their own conclusions regarding required construction procedures and subsurface conditions.

Thank you for the opportunity to be of service to you on this project. If you should have any questions regarding the information provided in this report, please contact the undersigned at (559) 708-8865.

Clovis West High School Pavement Maintenance Fresno, California

April 14, 2022 RMA Project No.: 22G-0055-0/04
Page 3

Respectfully submitted, RMA GeoScience

Megan J. Stewart, GIT Staff Geologist

Josue Montes, P.E., G.E. Principal Geotechnical Engineer

Attachments:

Distribution:

Figure 1 – Site Vicinity Map Figure 2 – Coring Location Map Figure 3– R-Value Test Result

Addressee (1 Originals and a pdf to adambelmont@clovisusd.k12.ca.us)
Ms. Jennifer Felix, Blair, Church & Flynn (3 Originals and a pdf to jfelix@bcf-engr.com) Mr. Zachary Hockett, Blair, Church & Flynn (pdf to zhockett@bcf-engr.com)
Mr. Albert Rodriguez, Blair, Church & Flynn (pdf to arodriguez@bcf-engr.com)

Clovis West High School Pavement Maintenance Fresno, California

April 14, 2022 RMA Project No.: 22G-0055-0/04
Page 4

R-Value
Cover Thickness by Stabilometer (feet)
Figure 3

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By: Sample Location:
Description:

22G-0055-0/04

Clovis West High School Phuoc T.
Jason M.

C-1 @ 8.5in - 48in

Sandy SILT trace Clay, fine grained, brown

Lab ID: Date Sampled:
Date Tested:

22G-009417 3/30/2022
4/8/2022

"R" Value at 300psi Exudation Pressure:
	17
	
"R" Value by Expansion Pressure:
	N/A

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	2152
	3190
	4359
	
Exudation Pressure (psi):
	171
	254
	347
	
Expansion * (0.0001 in):
	1
	5
	7
	
Expansion Pressure (psf):
	4
	22
	30
	
Stabilometer Value at 2000 lbs:
	150
	141
	84
	
Displacement:
	4.79
	4.89
	4.81
	
Resistance "R" Value:
	3
	6
	32
	
"R" Value Corrected for Height:
	4
	6
	33
	
Percent Moisture at Test:
	23.5
	22.5
	21.6
	
Dry Density at Test (pcf):
	117.2
	116.7
	118.5

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

April 14, 2022	RMA Project No. 22G-0055-0/05

Mr. Adam Belmont
Clovis Unified School District 1470 Herndon Avenue Clovis, CA 93611

Subject:	 Materials Report for Pavement Section Recommendations Community Day School
1715 David E Cook Way Clovis, California 93611

Dear Mr. Belmont:

As requested, we have performed sampling, laboratory testing, and engineering for the planned improvements to the Community Day School parking lot and playcourt areas in Clovis, California. The project site consists of the existing Community Day School campus located north and east of David E. Cook Way and west of North Fowler Avenue (see Figure 1, Site Vicinity Map). The geographic position of the project site is 36.8346° north latitude and 119.6837° west longitude. At the time of our field exploration on March 31, 2022, the existing parking lot and playcourt area was cracked. Based on Google Earth data, the ground surface elevation varies between approximately 375 and 379 feet at the project site. The layout of the parking lot and playcourt areas are illustrated on Figure 2.

SCOPE OF SERVICES

The scope of work performed for this project included the following tasks:

•	 Coring the existing pavement at two locations (C-1 through C-2) and hand-augering to depths of approximately 46 inches, with approximate locations as indicated on the attached Figure 2, Coring Location Map. The coring was performed using a 4-inch core barrel, which extended through the asphalt concrete (AC) into the underlying aggregate base (AB) layer. Hand tools were used to dig through the AB layer and into the subgrade. Subgrade samples were obtained from the three coring locations between depths of approximately 45 and 46.25 inches.

•	The core holes were backfilled with soil and AB and then patched with asphalt cold mix.

•	Two R-value tests were performed on the soil samples that were considered representative of the subgrade to evaluate the stability characteristics of the soil in accordance with ASTM D2844.

•	Performing geotechnical engineering and providing recommendations for earthwork and pavement sections for the new parking lot and playcourt areas and preparing this engineering report.

3897 N. Ann Avenue, Fresno, CA 93727 | T: (559) 708-8865 | Fax: (888) 248-8130

FINDINGS

A summary of the data that was obtained from the field exploration that were done for this project is provided in the following table.

Core Number
	Encountered Pavement Section
	
	AC (inches)
	AB (inches)
	
C-1 (Parking Lot)
	2.5
	5.0
	
C-2 (Playcourts)
	2.0
	7.0

The soils encountered at the coring locations consisted primarily of fine to medium grained silty sand with varying amounts of clay. The subgrade at all locations was moist. No unusually loose or wet subgrade was noted within the depths explored.

LABORATORY TESTING

Two Resistance Value (R-Value) tests were performed on representative samples of the subgrade obtained from planned paved areas using test methods outlined in ASTM D2844.Details of the R-Value tests that were performed are provided in the attached laboratory reports, Figures 3 and 4.

RECOMMENDATIONS FOR NEW PAVEMENT SECTIONS

Based on the laboratory testing that has been performed for this project, the subgrade R-Values recommended for design purposes are given below.

Location
	Recommended R-Value
	
Parking Lot
	45
	
Playcourts
	25

The asphalt concrete (AC) structural section recommendations given herein were developed using the procedures outlined in Chapter 630 of the California Highway Design Manual. The design procedure is based on the principle that the pavement structural section must be of adequate thickness to distribute the load from the design TI to the subgrade soils in such a manner that the stresses from the applied loads do not exceed the strength of the soil (R-value). Recommended minimum structural sections are given below:

Parking Lot

Design TI
	Recommended Minimum Pavement Section
	
≤5.0
	2.5” AC over 4.0” Class 2 AB
	
5.5
	3.0” AC over 4.0” Class 2 AB
	
6.0
	3.0” AC over 5.0” Class 2 AB

Community Day School Pavement Maintenance Clovis, California

April 14, 2022 RMA Project No.: 22G-0055-0/05
Page 2

Playcourts

Design TI
	Recommended Minimum Pavement Section
	
≤5.0
	2.5” AC over 7.5” Class 2 AB
	
5.5
	3.0” AC over 8.0” Class 2 AB
	
6.0
	3.0” AC over 9.5” Class 2 AB

Prior to paving, the subgrade should be prepared with at least the upper 12 inches of subgrade soils compacted to a minimum of 95% relative compaction. All aggregate base (AB) courses should be moisture conditioned to within 2% of optimum moisture content and compacted to a minimum of 95% relative compaction. The AC mix design(s) and installation requirements should be specified by the Project Civil Engineer.

Our field exploration encountered a base layer (AB) that is at least 5 inches thick and the underlying subgrade appeared to be firm and stable. Therefore, as an alternative to completely removing and reconstructing the existing pavement section, the existing AC layer could be removed and replaced with 3-inch thick layer of AC. This alternative would require verifying that the base layer is at least 5 inches thick across the entire site, especially within driveway areas or wherever truck traffic is expected. In areas where the existing base layer does not meet the minimum thickness required, Class 2 AB should be placed until this requirement is met. In any case, the aggregate base layer must be compacted to at least 95 percent relative compaction prior to placing the new AC layer.

A representative from RMA GeoScience should perform observations and testing during construction in order to verify that the site preparation, compaction of subgrade, thickness of the base layer, and placement of Class 2 Aggregate Base is done in accordance with recommendations provided in this report and the project specifications.

The AC mix should comply with the Caltrans Standard Specifications. Details of the AC mix design and installation requirements should be specified by the Project Civil Engineer.

CLOSING REMARKS

The information contained in this report was provided in accordance with generally accepted engineering principles and practices. No other warranty, either express or implied, is made. This report has been prepared for Clovis Unified School District and the Project Design Team to be used for the design and construction of the subject parking lot. Anyone using this report for any other purpose must draw their own conclusions regarding required construction procedures and subsurface conditions.

Thank you for the opportunity to be of service to you on this project. If you should have any questions regarding the information provided in this report, please contact the undersigned at (559) 708-8865.

Community Day School Pavement Maintenance Clovis, California

April 14, 2022 RMA Project No.: 22G-0055-0/05
Page 3

Respectfully submitted, RMA GeoScience

Megan J. Stewart, GIT Staff Geologist

Josue Montes, P.E., G.E. Principal Geotechnical Engineer

Attachments:

Distribution:

Figure 1 – Site Vicinity Map Figure 2 – Coring Location Map
Figures 3 & 4 – R-Value Test Results

Addressee (1 Originals and a pdf to adambelmont@clovisusd.k12.ca.us)
Ms. Jennifer Felix, Blair, Church & Flynn (3 Originals and a pdf to jfelix@bcf-engr.com) Mr. Zachary Hockett, Blair, Church & Flynn (pdf to zhockett@bcf-engr.com)
Mr. Albert Rodriguez, Blair, Church & Flynn (pdf to arodriguez@bcf-engr.com)

Community Day School Pavement Maintenance Clovis, California

April 14, 2022 RMA Project No.: 22G-0055-0/05
Page 4

R-Value
Cover Thickness by Stabilometer (feet)
Figure 3

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By:
Sample Location:

22G-0055-0/05 Community Day School Phuoc T.
Jason M.

C-1 @ 7.5in - 46.25in

Lab ID: Date Sampled:
Date Tested:

22-009421 3/31/2022
4/11/2022

Description:	Silty SAND trace Clay, fine to medium grained, brown

"R" Value at 300psi Exudation Pressure:
	45
	
"R" Value by Expansion Pressure:
	63

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	2010
	3009
	4988
	
Exudation Pressure (psi):
	160
	240
	397
	
Expansion * (0.0001 in):
	3
	4
	11
	
Expansion Pressure (psf):
	13
	17
	48
	
Stabilometer Value at 2000 lbs:
	110
	81
	39
	
Displacement:
	5.11
	5.41
	3.46
	
Resistance "R" Value:
	18
	31
	69
	
"R" Value Corrected for Height:
	19
	32
	68
	
Percent Moisture at Test:
	10.8
	9.9
	9.0
	
Dry Density at Test (pcf):
	129.0
	130.3
	125.9

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

R-Value
Cover Thickness by Stabilometer (feet)
Figure 4

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By:
Sample Location:

22G-0055-0/05 Community Day School Phuoc T.
Jason M.

C-2 @ 9in - 45in

Lab ID: Date Sampled:
Date Tested:

22-009422 3/31/2022
4/8/2022

Description:	Silty SAND with Clay, fine to medium grained, brown

"R" Value at 300psi Exudation Pressure:
	27
	
"R" Value by Expansion Pressure:
	N/A

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	1603
	2933
	4143
	
Exudation Pressure (psi):
	128
	234
	330
	
Expansion * (0.0001 in):
	1
	2
	6
	
Expansion Pressure (psf):
	4
	9
	26
	
Stabilometer Value at 2000 lbs:
	146
	137
	78
	
Displacement:
	4.08
	4.06
	3.74
	
Resistance "R" Value:
	6
	9
	41
	
"R" Value Corrected for Height:
	6
	8
	40
	
Percent Moisture at Test:
	12.0
	11.0
	10.1
	
Dry Density at Test (pcf):
	126.5
	125.7
	124.8

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

April 5, 2022	RMA Project No. 22G-0055-0/06

Mr. Adam Belmont
Clovis Unified School District 1470 Herndon Avenue Clovis, CA 93611

Subject:	 Materials Report for Pavement Section Recommendations Jefferson Elementary School
1880 Fowler Avenue Clovis, California 93611

Dear Mr. Belmont:

As requested, we have performed sampling, laboratory testing, and engineering for the planned improvements to the Jefferson Elementary School playcourt area in Clovis, California. The project site consists of the existing Jefferson Elementary School campus located west of Fowler Avenue and north of Shaw Avenue (see Figure 1, Site Vicinity Map). The geographic position of the project site is 36.8099° north latitude and 119.6863° west longitude. At the time of our field exploration on March 16, 2022, the existing playcourt was cracked and uneven. Based on Google Earth data, the ground surface elevation varies between approximately 369 feet at the project site. The layout of the campus is illustrated on Figure 2.

SCOPE OF SERVICES

The scope of work performed for this project included the following tasks:

•	 Coring the existing pavement at one location (C-1) and hand-augering to a depth of approximately 44 inches, with approximate locations as indicated on the attached Figure 2, Coring Location Map. The coring was performed using a 4-inch core barrel, which extended through the asphalt concrete (AC) into the underlying aggregate base (AB) layer. Hand tools were used to dig through the AB layer and into the subgrade. Subgrade samples were obtained from the coring location between a depth of approximately 7.5 and 44.25 inches.

•	The core hole was backfilled with soil and AB and then patched with asphalt cold mix.

•	 An R-Value tests was performed on a sample of the near surface soils that was considered representative of the subgrade to evaluate the stability characteristics of the soil in accordance with ASTM D2844.

•	 Performing geotechnical engineering and providing recommendations for earthwork and pavement sections for the new parking lot and preparing this engineering report.

3897 N. Ann Avenue, Fresno, CA 93727 | T: (559) 708-8865 | Fax: (888) 248-8130

RESULTS

A summary of the data that was obtained from the field exploration that were done for this project is provided in the following table. Details of the R-Value test that was performed are provided in the attached laboratory report, Figure 3.

Core Number
	Encountered Pavement Section
	
R-Value by Exudation
	R-Value by Expansion
	
	AC (inches)
	AB (inches)
			
C-1
	1.25
	6.25
	21
	n/a

The soils encountered at the coring location consisted primarily of fine to medium grained silty sand with clay. The subgrade was moist. No unusually loose or wet subgrade was noted within the depths explored.

RECOMMENDATIONS FOR NEW PAVEMENT SECTIONS

Based on the laboratory testing that has been performed for this project, a subgrade R-Value of 20 is recommended for design purposes and has been used to develop the pavement sections given below. The asphalt concrete (AC) structural section recommendations given herein were developed using the procedures outlined in Chapter 630 of the California Highway Design Manual. The design procedure is based on the principle that the pavement structural section must be of adequate thickness to distribute the load from the design TI to the subgrade soils in such a manner that the stresses from the applied loads do not exceed the strength of the soil (R-value). Recommended minimum structural sections are given below:

Design TI
	Recommended Minimum Pavement Section
	
≤5.0
	2.5” AC over 8.0” Class 2 AB
	
5.5
	3.0” AC over 9.0” Class 2 AB
	
6.0
	3.0” AC over 10.5” Class 2 AB

Prior to paving, the subgrade should be prepared with at least the upper 12 inches of subgrade soils compacted to a minimum of 95% relative compaction. All aggregate base (AB) courses should be moisture conditioned to within 2% of optimum moisture content and compacted to a minimum of 95% relative compaction. The AC mix design(s) and installation requirements should be specified by the Project Civil Engineer.

Our field exploration encountered a base layer (AB) that is at least 6 inches thick and the underlying subgrade appeared to be firm and stable. Therefore, as an alternative to completely removing and reconstructing the existing pavement section, the existing AC layer could be removed and replaced with 3-inch thick layer of AC. This alternative would require verifying that the base layer is at least 6 inches thick across the entire site, especially within driveway areas or wherever truck traffic is expected. In areas where the existing base layer does not meet the minimum thickness required, Class 2 AB should be placed until this requirement is met. In any case, the aggregate base layer must be compacted to at least 95 percent relative compaction prior to placing the new AC layer.

Clovis High School Pavement Maintenance Clovis, California

April 5, 2022 RMA Project No.: 22G-0055-0/03
Page 2

A representative from RMA GeoScience should perform observations and testing during construction in order to verify that the site preparation, compaction of subgrade, thickness of the base layer, and placement of Class 2 Aggregate Base is done in accordance with recommendations provided in this report and the project specifications.

The AC mix should comply with the Caltrans Standard Specifications. Details of the AC mix design and installation requirements should be specified by the Project Civil Engineer.

CLOSING REMARKS

The information contained in this report was provided in accordance with generally accepted engineering principles and practices. No other warranty, either expressed or implied, is made. This report has been prepared for Clovis Unified School District and the Project Design Team to be used for the design and construction of the subject parking lot. Anyone using this report for any other purpose must draw their own conclusions regarding required construction procedures and subsurface conditions.

Thank you for the opportunity to be of service to you on this project. If you should have any questions regarding the information provided in this report, please contact the undersigned at (559) 708-8865.

Respectfully submitted, RMA GeoScience

Megan J. Stewart, GIT Staff Geologist

Josue Montes, P.E., G.E. Principal Geotechnical Engineer

Attachments:

Distribution:

Figure 1 – Site Vicinity Map Figure 2 – Coring Location Map Figure 3– R-Value Test Result

Addressee (1 Originals and a pdf to adambelmont@clovisusd.k12.ca.us)
Ms. Jennifer Felix, Blair, Church & Flynn (3 Originals and a pdf to jfelix@bcf-engr.com) Mr. Zachary Hockett, Blair, Church & Flynn (pdf to zhockett@bcf-engr.com)
Mr. Albert Rodriguez, Blair, Church & Flynn (pdf to arodriguez@bcf-engr.com)

Clovis High School Pavement Maintenance Clovis, California

April 5, 2022 RMA Project No.: 22G-0055-0/03
Page 3

R-Value
Cover Thickness by Stabilometer (feet)
Figure 3

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By:
Sample Location:

22G-0055-0/06

Jefferson Elementary School Phuoc T.
Jason M.

C-1 @ 7.5in - 44.5in

Lab ID: Date Sampled:
Date Tested:

22-009265 3/16/2022
3/28/2022

Description:	Silty SAND with Clay, fine to medium grained, brown

"R" Value at 300psi Exudation Pressure:
	21
	
"R" Value by Expansion Pressure:
	N/A

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	2082
	3326
	4389
	
Exudation Pressure (psi):
	166
	265
	349
	
Expansion * (0.0001 in):
	2
	2
	9
	
Expansion Pressure (psf):
	9
	9
	39
	
Stabilometer Value at 2000 lbs:
	132
	120
	78
	
Displacement:
	5.3
	5.21
	5.03
	
Resistance "R" Value:
	9
	14
	34
	
"R" Value Corrected for Height:
	9
	14
	33
	
Percent Moisture at Test:
	13.1
	12.2
	11.3
	
Dry Density at Test (pcf):
	123.8
	125.7
	124.8

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

April 5, 2022	RMA Project No. 22G-0055-0/07

Mr. Adam Belmont
Clovis Unified School District 1470 Herndon Avenue Clovis, CA 93611

Subject:	 Materials Report for Pavement Section Recommendations Mickey Cox Elementary School
2191 Sierra Avenue Clovis, California 93611

Dear Mr. Belmont:

As requested, we have performed sampling, laboratory testing, and engineering for the planned improvements to the Mickey Cox Elementary School playcourt area in Clovis, California. The project site consists of the existing Mickey Cox Elementary School campus located north of Sierra Avenue and west of North Armstrong Avenue (see Figure 1, Site Vicinity Map). The geographic position of the project site is 36.8307° north latitude and 119.6748° west longitude. At the time of our field exploration on March 16, 2022, the existing playcourt was cracked and uneven. Based on Google Earth data, the ground surface elevation varies between approximately 377 to 379 feet at the project site. The layout of the campus is illustrated on Figure 2.

SCOPE OF SERVICES

The scope of work performed for this project included the following tasks:

•	 Coring the existing pavement at one location (C-1) and hand-augering to a depth of approximately 48 inches, with approximate locations as indicated on the attached Figure 2, Coring Location Map. The coring was performed using a 4-inch core barrel, which extended through the asphalt concrete (AC) into the underlying aggregate base (AB) layer. Hand tools were used to dig through the AB layer and into the subgrade. Subgrade samples were obtained from the coring location between a depth of approximately 5.5 and 48 inches.

•	The core hole was backfilled with soil and AB and then patched with asphalt cold mix.

•	 An R-Value tests was performed on a sample of the near surface soils that was considered representative of the subgrade to evaluate the stability characteristics of the soil in accordance with ASTM D2844.

•	 Performing geotechnical engineering and providing recommendations for earthwork and pavement sections for the new parking lot and preparing this engineering report.

3897 N. Ann Avenue, Fresno, CA 93727 | T: (559) 708-8865 | Fax: (888) 248-8130

RESULTS

A summary of the data that was obtained from the field exploration that were done for this project is provided in the following table. Details of the R-Value test that was performed are provided in the attached laboratory report, Figure 3.

Core Number
	Encountered Pavement Section
	
R-Value by Exudation
	R-Value by Expansion
	
	AC (inches)
	AB (inches)
			
C-1
	2.25
	3.25
	38
	30

The soils encountered at the coring location consisted primarily of fine to medium grained silty sand with clay. The subgrade was moist. No unusually loose or wet subgrade was noted within the depths explored.

RECOMMENDATIONS FOR NEW PAVEMENT SECTIONS

Based on the laboratory testing that has been performed for this project, a subgrade R-Value of 30 is recommended for design purposes and has been used to develop the pavement sections given below. The asphalt concrete (AC) structural section recommendations given herein were developed using the procedures outlined in Chapter 630 of the California Highway Design Manual. The design procedure is based on the principle that the pavement structural section must be of adequate thickness to distribute the load from the design TI to the subgrade soils in such a manner that the stresses from the applied loads do not exceed the strength of the soil (R-value). Recommended minimum structural sections are given below:

Design TI
	Recommended Minimum Pavement Section
	
≤5.0
	2.5” AC over 6.5” Class 2 AB
	
5.5
	3.0” AC over 7.0” Class 2 AB
	
6.0
	3.0” AC over 8.5” Class 2 AB

Prior to paving, the subgrade should be prepared with at least the upper 12 inches of subgrade soils compacted to a minimum of 95% relative compaction. All aggregate base (AB) courses should be moisture conditioned to within 2% of optimum moisture content and compacted to a minimum of 95% relative compaction. The AC mix design(s) and installation requirements should be specified by the Project Civil Engineer.

Our field exploration encountered a base layer (AB) that is at least 3 inches thick and the underlying subgrade appeared to be firm and stable. Therefore, as an alternative to completely removing and reconstructing the existing pavement section, the existing AC layer could be removed and replaced with 3-inch thick layer of AC. This alternative would require verifying that the base layer is at least 3 inches thick across the entire site, especially within driveway areas or wherever truck traffic is expected. In areas where the existing base layer does not meet the minimum thickness required, Class 2 AB should be placed until this requirement is met. In any case, the aggregate base layer must be compacted to at least 95 percent relative compaction prior to placing the new AC layer.

Clovis High School Pavement Maintenance Clovis, California

April 5, 2022 RMA Project No.: 22G-0055-0/03
Page 2

A representative from RMA GeoScience should perform observations and testing during construction in order to verify that the site preparation, compaction of subgrade, thickness of the base layer, and placement of Class 2 Aggregate Base is done in accordance with recommendations provided in this report and the project specifications.

The AC mix should comply with the Caltrans Standard Specifications. Details of the AC mix design and installation requirements should be specified by the Project Civil Engineer.

CLOSING REMARKS

The information contained in this report was provided in accordance with generally accepted engineering principles and practices. No other warranty, either expressed or implied, is made. This report has been prepared for Clovis Unified School District and the Project Design Team to be used for the design and construction of the subject parking lot. Anyone using this report for any other purpose must draw their own conclusions regarding required construction procedures and subsurface conditions.

Thank you for the opportunity to be of service to you on this project. If you should have any questions regarding the information provided in this report, please contact the undersigned at (559) 708-8865.

Respectfully submitted, RMA GeoScience

Megan J. Stewart, GIT Staff Geologist

Josue Montes, P.E., G.E. Principal Geotechnical Engineer

Attachments:

Distribution:

Figure 1 – Site Vicinity Map Figure 2 – Coring Location Map Figure 3– R-Value Test Result

Addressee (1 Originals and a pdf to adambelmont@clovisusd.k12.ca.us)
Ms. Jennifer Felix, Blair, Church & Flynn (3 Originals and a pdf to jfelix@bcf-engr.com) Mr. Zachary Hockett, Blair, Church & Flynn (pdf to zhockett@bcf-engr.com)
Mr. Albert Rodriguez, Blair, Church & Flynn (pdf to arodriguez@bcf-engr.com)

Clovis High School Pavement Maintenance Clovis, California

April 5, 2022 RMA Project No.: 22G-0055-0/03
Page 3

R-Value
Cover Thickness by Stabilometer (feet)
Figure 3

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By:
Sample Location:

22G-0055-0/07

Mickey Cox Elementary School Phuoc T.
Jason M.

C-1 @ 5.5in - 48in

Lab ID: Date Sampled:
Date Tested:

22-009266 3/16/2022
3/28/2022

Description:	Silty SAND with Clay, fine to medium grained, brown

"R" Value at 300psi Exudation Pressure:
	38
	
"R" Value by Expansion Pressure:
	30

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	6151
	3602
	1648
	
Exudation Pressure (psi):
	490
	287
	131
	
Expansion * (0.0001 in):
	43
	30
	13
	
Expansion Pressure (psf):
	186
	130
	56
	
Stabilometer Value at 2000 lbs:
	64
	79
	124
	
Displacement:
	3.81
	4.09
	4.32
	
Resistance "R" Value:
	50
	39
	14
	
"R" Value Corrected for Height:
	48
	38
	14
	
Percent Moisture at Test:
	8.3
	8.7
	9.2
	
Dry Density at Test (pcf):
	129.5
	126.4
	129.0

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

January 7, 2020	RMA Project No. 19G-0642-0/05

Mr. Adam Belmont
Clovis Unified School District 1470 Herndon Avenue Clovis, CA 93611

Subject:	 Materials Report for Pavement Section Recommendations Pinedale Elementary School
7171 North Sugar Pine Avenue Fresno, California 93650

Dear Mr. Belmont:

As requested, we have performed sampling, laboratory testing, and engineering for the planned improvements to the Pinedale Elementary School Parking Lot in Fresno, California. The project site consists of the existing Pinedale Elementary School located on the west side of North Sugar Pine Avenue north of West Fir Avenue (see Figure 1, Site Vicinity Map). The geographic position of the project site is 36.8399° north latitude and 119.7915° west longitude. At the time of our field exploration on December 18, 2019, the existing parking lot was cracked and uneven. Based on Google Earth data, the ground surface elevation varies between approximately 347 and 348 feet at the project site. The layout of the parking lot is illustrated on Figure 2.

SCOPE OF SERVICES

The scope of work performed for this project included the following tasks:

•	 Coring the existing pavement at two locations (C-1 through C-2) and hand-augering to depths of approximately 82 inches as indicated on the attached Figure 2, Coring Location Map. The coring was performed using a 4-inch core barrel, which extended through the asphalt concrete (AC) into the underlying aggregate base (AB) layer. Hand tools were used to dig through the AB layer and into the subgrade. Subgrade samples were obtained from the two coring locations between depths of approximately 9 and 82 inches.

•	The core holes were backfilled with soil and AB and then patched with asphalt cold mix.

•	 A Minus #200 Wash (ASTM D1140) was completed on a sample from each core location. An R-value test was performed on a composite soil sample that was considered representative of the subgrade to evaluate the stability characteristics of the soil in accordance with ASTM D2844/California Test Method 301. In addition, a Maximum Density/Optimum Moisture test was performed on a composite sample in accordance with ASTM D1557.

•	Performing geotechnical engineering and providing recommendations for earthwork and pavement sections for the new parking lot and preparing this engineering report.

3897 N. Ann Avenue, Fresno, CA 93727 | T: (559) 708-8865 | Fax: (888) 248-8130

RESULTS

A summary of the data that was obtained from the field exploration that were done for this project is provided in the following table. Details of the R-value test that was performed are provided in the attached laboratory report, Figure 3.

Core Number
	Encountered Pavement Section
	% Passing the #200
	
R-Value
	
	AC (inches)
	AB (inches)
			
C-1
	2.25
	6.5
	49
	
58
	
C-2
	2
	8.25
	34

The soils encountered at the coring locations consisted primarily of silty sand with varying amounts of clay and silty sand with gravel. The subgrade at C-1 and C-2 was damp in the upper 3 feet and moist below that. No unusually loose or wet subgrade was noted within the depths explored.

Core Number
	
% Moisture
	
Optimum Moisture %
	
% from Optimum
	
C-1
	10.0
	
7.5
	+2.5
	
C-2
	8.5
		+1.0

RECOMMENDATIONS FOR NEW PAVEMENT SECTIONS

Based on the laboratory testing that has been performed for this project, a subgrade R-value of 50 is recommended for design purposes and has been used to develop the pavement sections given below. The asphalt concrete (AC) structural section recommendations given herein were developed using the procedures outlined in Chapter 630 of the California Highway Design Manual. The design procedure is based on the principle that the pavement structural section must be of adequate thickness to distribute the load from the design TI to the subgrade soils in such a manner that the stresses from the applied loads do not exceed the strength of the soil (R-value). Recommended minimum structural sections are given below:

Design TI
	Recommended Minimum Pavement Section
	
≤5.0
	2.5” AC over 3.0” Class 2 AB
	
5.5
	3.0” AC over 3.0” Class 2 AB
	
6.0
	3.0” AC over 4.0” Class 2 AB

Prior to paving, the subgrade should be prepared with at least the upper 8 inches of subgrade soils compacted to a minimum of 95% relative compaction. All aggregate base (AB) courses should be moisture conditioned to within 2% of optimum moisture content and compacted to a minimum of 95% relative compaction. The AC mix design(s) and installation requirements should be specified by the Project Civil Engineer.

Our field exploration encountered a base layer (AB) that is at least 5 inches thick and the underlying subgrade appeared to be firm and stable. Therefore, as an alternative to completely removing and

Pinedale Elementary School Pavement Maintenance Fresno, California

January 7, 2020 RMA Project No.: 19G-0642-0/05
Page 2

reconstructing the existing pavement section, the existing AC layer could be removed and replaced with 3-inch thick layer of AC. This alternative would require verifying that the base layer is at least 5 inches thick across the entire site, especially within driveway areas or wherever truck traffic is expected. In areas where the existing base layer does not meet the minimum thickness required, Class 2 AB should be placed until this requirement is met. In any case, the aggregate base layer must be compacted to at least 95 percent relative compaction prior to placing the new AC layer.

A representative from RMA GeoScience should perform observations and testing during construction in order to verify that the site preparation, compaction of subgrade, thickness of the base layer, and placement of Class 2 Aggregate Base is done in accordance with recommendations provided in this report and the project specifications.

The AC mix should comply with the Caltrans Standard Specifications. Details of the AC mix design and installation requirements should be specified by the Project Civil Engineer.

CLOSING REMARKS

The information contained in this report was provided in accordance with generally accepted engineering principles and practices. No other warranty, either expressed or implied, is made. This report has been prepared for Clovis Unified School District and the Project Design Team to be used for the design and construction of the subject parking lot. Anyone using this report for any other purpose must draw their own conclusions regarding required construction procedures and subsurface conditions.

Thank you for the opportunity to be of service to you on this project. If you should have any questions regarding the information provided in this report, please contact the undersigned at (559) 708-8865.

Pinedale Elementary School Pavement Maintenance Fresno, California

January 7, 2020 RMA Project No.: 19G-0642-0/05
Page 3

Respectfully submitted, RMA GeoScience

Megan J. Stewart, GIT Staff Geologist

Josue Montes, P.E., G.E. Principal Geotechnical Engineer

Attachments:

Distribution:

Figure 1 – Site Vicinity Map Figure 2 – Coring Location Map Figure 3– R-Value Test Results
Figure 4– ASTM D1557 Test Result

Addressee (1 Originals and a pdf to adambelmont@clovisusd.k12.ca.us)
Mr. Zachary Hockett, Blair, Church & Flynn (3 Originals and a pdf to zhockett@bcf-engr.com)

Pinedale Elementary School Pavement Maintenance Fresno, California

January 7, 2020 RMA Project No.: 19G-0642-0/05
Page 4

Site

41

Scale: 1" ≈ 1,205' FIGURE 1

SITE VICINITY MAP
Pinedale Elementary School Southeast Parking Lot 7171 North Sugarpine Fresno, California 93650 Project #19G‐0642‐0/05

C‐1

C‐2

Reference: Site Plan prepared by Blair, Church & Flynn Consulting Engineers, 10/7/2019

FIGURE 2 CORING LOCATION MAP
Pinedale Elementary School Southeast Parking Lot 7171 North Sugarpine Fresno, California 93650 Project #19G‐0642‐0/05

Scale: 1" ≈ 115'

C‐2 Approximate Coring Location

R-Value
Cover Thickness by Stabilometer (feet)
Figure 3

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By: Sample Location:
Description:

19G-0642-0/05

Pinedale ES Southeast Parking Lot Bryce M.
Ryan R.

Composite: C-1 & C-2

Silty SAND, fine to medium grained, brown

Lab ID: Date Sampled:
Date Tested:

19-003562 12/18/2019
12/23/2019

"R" Value at 300psi Exudation Pressure:
	58
	
"R" Value by Expansion Pressure:
	N/A

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	1336
	3605
	9731
	
Exudation Pressure (psi):
	106
	287
	775
	
Expansion * (0.0001 in):
	0
	0
	0
	
Expansion Pressure (psf):
	0
	0
	0
	
Stabilometer Value at 2000 lbs:
	102
	48
	38
	
Displacement:
	4.04
	4.2
	4.47
	
Resistance "R" Value:
	26
	58
	64
	
"R" Value Corrected for Height:
	27
	57
	61
	
Percent Moisture at Test:
	12.7
	9.0
	8.1
	
Dry Density at Test (pcf):
	124.4
	126.9
	128.6

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

Sieve Size
	No.4
	3/8"
	3/4"
	
Oversize Fraction, %
	<1%
	0.0%
	0.0%
	
Figure 4

Laboratory Test Form | ASTM D 1557 Test Method A

Project Number: Project Name: Sampled By: Tested By: Sample Location:
Description:

19G-0642-0/05

Pinedale ES Southeast Parking Lot Bryce M.
Phuoc T. / Ryan R. Composite: C-1, C-2
Silty SAND, fine to medium grained, brown

Curve Number: Lab ID:
Date Sampled:

Date Tested:

1

19-003562 12/18/2019
12/23/2019

	1
	2
	3
	4
	
Weight of Moist Specimen and Mold (grams)
	3972.4
	4105.7
	4066.5
	4025.5
	
Weight of Compaction Mold (grams)
	1957.8
	1957.8
	1957.8
	1957.8
	
Weight of Moist Specimen (grams)
	2014.6
	2147.9
	2108.7
	2067.7
	
Volume of mold (ft3)
	0.0334
	0.0334
	0.0334
	0.0334
	
Wet Density (lbs/ft3)
	133.0
	141.8
	139.2
	136.5
	
Weight of Wet (Moisture) Sample (grams)
	300.0
	300.0
	300.0
	300.0
	
Weight of Dry (Moisture) Sample (grams)
	283.7
	279.1
	273.9
	269.3
	
Moisture Content (%)
	5.7%
	7.5%
	9.5%
	11.4%
	
Dry Density (lbs/ft3)
	125.7
	131.9
	127.1
	122.5
	
	A: No.4 Sieve, < 25% Oversize, 4” Mold Method	B: 3/8" Sieve, < 25% Oversize, 4” Mold
C: 3/4" Sieve, < 30% Oversize, 6” Mold Rammer: Mechanical / Manual	Preparation: Dry / Moist
Specimen Prep. Mass:	2500 gm

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10)

150

2.7

145		2.6 2.5

Maximum
Dry Density (pcf)

Optimum Water Content (%)

140	2.4	131.9	7.5

135

Dry Density, lbs/c.u.ft.
130

125

120

115

110

105

100

95

0%	5%	10%	15%	20%	25%

MoistureContent, % of Dry Weight

Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

3897 N Ann Ave Fresno, CA 93727 559.708.8865 | 559.228.9488 fax

April 14, 2022	RMA Project No. 22G-0055-0/08

Mr. Adam Belmont
Clovis Unified School District 1470 Herndon Avenue Clovis, CA 93611

Subject:	 Materials Report for Pavement Section Recommendations Professional Development Center
1680 David E Cook Way Clovis, California 93611

Dear Mr. Belmont:

As requested, we have performed sampling, laboratory testing, and engineering for the planned improvements to the Professional Development Center parking lot in Clovis, California. The project site consists of the existing Professional Development Center campus located south of David E Cook Way and west of North Fowler Avenue (see Figure 1, Site Vicinity Map). The geographic position of the project site is 36.8343° north latitude and 119.6849° west longitude. At the time of our field exploration on March 31, 2022, the existing parking lot was cracked. Based on Google Earth data, the ground surface elevation varies between approximately 375 and 379 feet at the project site. The layout of the parking lot is illustrated on Figure 2.

SCOPE OF SERVICES

The scope of work performed for this project included the following tasks:

•	 Coring the existing pavement at two locations (C-1 through C-2) and hand-augering to depths of approximately 48 inches, with approximate locations as indicated on the attached Figure 2, Coring Location Map. The coring was performed using a 4-inch core barrel, which extended through the asphalt concrete (AC) into the underlying aggregate base (AB) layer. Hand tools were used to dig through the AB layer and into the subgrade. Subgrade samples were obtained from the three coring locations between depths of approximately 46.5 and 48 inches.

•	The core holes were backfilled with soil and AB and then patched with asphalt cold mix.

•	Two R-value tests were performed on the soil samples that were considered representative of the subgrade to evaluate the stability characteristics of the soil in accordance with ASTM D2844.

•	Performing geotechnical engineering and providing recommendations for earthwork and pavement sections for the new parking lot and playcourt areas and preparing this engineering report.

3897 N. Ann Avenue, Fresno, CA 93727 | T: (559) 708-8865 | Fax: (888) 248-8130

FINDINGS

A summary of the data that was obtained from the field exploration that were done for this project is provided in the following table.

Core Number
	Encountered Pavement Section
	
	AC (inches)
	AB (inches)
	
C-1
	2.75
	7.75
	
C-2
	2.75
	4.25

The soils encountered at the coring locations consisted primarily of fine to medium to fine to coarse grained silty sand. The subgrade at all locations was moist. No unusually loose or wet subgrade was noted within the depths explored.

LABORATORY TESTING

Two Resistance Value (R-Value) tests were performed on representative samples of the subgrade obtained from planned paved areas using test methods outlined in ASTM D2844.Details of the R-Value tests that were performed are provided in the attached laboratory reports, Figures 3 and 4.

RECOMMENDATIONS FOR NEW PAVEMENT SECTIONS

Based on the laboratory testing that has been performed for this project, a subgrade R-Value of 50 is recommended for design purposes and has been used to develop the pavement sections given below. The asphalt concrete (AC) structural section recommendations given herein were developed using the procedures outlined in Chapter 630 of the California Highway Design Manual. The design procedure is based on the principle that the pavement structural section must be of adequate thickness to distribute the load from the design TI to the subgrade soils in such a manner that the stresses from the applied loads do not exceed the strength of the soil (R-value). Recommended minimum structural sections are given below:

Design TI
	Recommended Minimum Pavement Section
	
≤5.0
	2.5” AC over 3.0” Class 2 AB
	
5.5
	3.0” AC over 3.0” Class 2 AB
	
6.0
	3.0” AC over 4.0” Class 2 AB

Prior to paving, the subgrade should be prepared with at least the upper 12 inches of subgrade soils compacted to a minimum of 95% relative compaction. All aggregate base (AB) courses should be moisture conditioned to within 2% of optimum moisture content and compacted to a minimum of 95% relative compaction. The AC mix design(s) and installation requirements should be specified by the Project Civil Engineer.

Our field exploration encountered a base layer (AB) that is at least 4 inches thick and the underlying subgrade appeared to be firm and stable. Therefore, as an alternative to completely removing and reconstructing the existing pavement section, the existing AC layer could be removed and replaced with

Professional Development Center Pavement Maintenance Clovis, California

April 14, 2022 RMA Project No.: 22G-0055-0/08
Page 2

3-inch thick layer of AC. This alternative would require verifying that the base layer is at least 4 inches thick across the entire site, especially within driveway areas or wherever truck traffic is expected. In areas where the existing base layer does not meet the minimum thickness required, Class 2 AB should be placed until this requirement is met. In any case, the aggregate base layer must be compacted to at least 95 percent relative compaction prior to placing the new AC layer.

A representative from RMA GeoScience should perform observations and testing during construction in order to verify that the site preparation, compaction of subgrade, thickness of the base layer, and placement of Class 2 Aggregate Base is done in accordance with recommendations provided in this report and the project specifications.

The AC mix should comply with the Caltrans Standard Specifications. Details of the AC mix design and installation requirements should be specified by the Project Civil Engineer.

CLOSING REMARKS

The information contained in this report was provided in accordance with generally accepted engineering principles and practices. No other warranty, either express or implied, is made. This report has been prepared for Clovis Unified School District and the Project Design Team to be used for the design and construction of the subject parking lot. Anyone using this report for any other purpose must draw their own conclusions regarding required construction procedures and subsurface conditions.

Thank you for the opportunity to be of service to you on this project. If you should have any questions regarding the information provided in this report, please contact the undersigned at (559) 708-8865.

Professional Development Center Pavement Maintenance Clovis, California

April 14, 2022 RMA Project No.: 22G-0055-0/08
Page 3

Respectfully submitted, RMA GeoScience

Megan J. Stewart, GIT Staff Geologist

Josue Montes, P.E., G.E. Principal Geotechnical Engineer

Attachments:

Distribution:

Figure 1 – Site Vicinity Map Figure 2 – Coring Location Map
Figures 3 & 4 – R-Value Test Results

Addressee (1 Originals and a pdf to adambelmont@clovisusd.k12.ca.us)
Ms. Jennifer Felix, Blair, Church & Flynn (3 Originals and a pdf to jfelix@bcf-engr.com) Mr. Zachary Hockett, Blair, Church & Flynn (pdf to zhockett@bcf-engr.com)
Mr. Albert Rodriguez, Blair, Church & Flynn (pdf to arodriguez@bcf-engr.com)

Professional Development Center Pavement Maintenance Clovis, California

April 14, 2022 RMA Project No.: 22G-0055-0/08
Page 4

R-Value
Cover Thickness by Stabilometer (feet)
Figure 3

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By: Sample Location:
Description:

22G-0055-0/08

Professional Development Center Phuoc T.
Jason M.

C-1 @ 10.5in - 48in

Silty SAND, fine to coarse grained, brown

Lab ID: Date Sampled:
Date Tested:

22-009419 3/31/2022
4/11/2022

"R" Value at 300psi Exudation Pressure:
	84
	
"R" Value by Expansion Pressure:
	N/A

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	1347
	3248
	6846
	
Exudation Pressure (psi):
	107
	259
	545
	
Expansion * (0.0001 in):
	1
	3
	3
	
Expansion Pressure (psf):
	4
	13
	13
	
Stabilometer Value at 2000 lbs:
	24
	18
	14
	
Displacement:
	4.02
	3.98
	3.47
	
Resistance "R" Value:
	78
	83
	88
	
"R" Value Corrected for Height:
	78
	83
	87
	
Percent Moisture at Test:
	12.2
	10.4
	8.6
	
Dry Density at Test (pcf):
	119.4
	120.0
	118.5

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)

R-Value
Cover Thickness by Stabilometer (feet)
Figure 4

Laboratory Test Form | ASTM D2844 Resistance "R-Value" and Expansion Pressure of Compacted Soil

Project Number: Project Name: Sampled By: Tested By: Sample Location:
Description:

22G-0055-0/08

Professional Development Center Phuoc T.
Jason M.

C-2 @ 7in - 46.5in

Silty SAND, fine to medium grained, brown

Lab ID: Date Sampled:
Date Tested:

22-009420 3/31/2022
4/12/2022

"R" Value at 300psi Exudation Pressure:
	69
	
"R" Value by Expansion Pressure:
	N/A

4.0

3.6

3.2

2.8

2.4

2.0

1.6

1.2

0.8

0.4

0.0
0.0     0.4     0.8     1.2     1.6     2.0     2.4     2.8     3.2     3.6     4.0
Cover Thickness by Expansion Pressure (feet)
	100

90

80

70

60

50

40

30

20

10

0 1000 900 800 700 600 500 400 300 200 100	0
Exudation Pressure (PSI)

Specimen:	1	2	3
	
Exudation Pressure Load (lbs):
	2150
	3514
	6326
	
Exudation Pressure (psi):
	171
	280
	504
	
Expansion * (0.0001 in):
	1
	4
	5
	
Expansion Pressure (psf):
	4
	17
	22
	
Stabilometer Value at 2000 lbs:
	79
	39
	30
	
Displacement:
	4.89
	3.78
	3.58
	
Resistance "R" Value:
	34
	67
	75
	
"R" Value Corrected for Height:
	34
	67
	75
	
Percent Moisture at Test:
	11.2
	10.3
	9.4
	
Dry Density at Test (pcf):
	123.1
	123.8
	125.3

Results relate only to the items inspected or tested. (Statement required per ASTM E329-18 Section 12.1.10) Report shall not be reproduced, except in full, without the prior written approval of the agency (As required per ASTM E329-18 Section 12.1.11)