February 1, 1998
(DLAE name)
(DLAE name)
(District office Address)
(if one has been assigned)
(Source Inspection for Project Name, County)
(phone #)
ATTACHMENT #1
Division of Local Assistance, Office of Procedures Development and Training Quality Assurance Program (QAP) Manual for Use by Local Agencies Revised January 20, 2011 Appendix F - Construction Materials Accepted by a Certificate of Compliance *
Soil Amendment
Fiber
Mulch
Stabilizing Emulsion
Plastic Pipe
Lime
Reinforcing Steel
Structural Timber and Lumber
Treated Timber and Lumber
Timber and Lumber
Culvert and Drainage Pipe Joints
Reinforced Concrete Pipe
Corrugated Steel Pipe and Corrugated Steel Pipe Arches
Structural Metal Plate Pipe Arches and Pipe Arches
Perforated Steel Pipe
Polyvinyl Chloride Pipe and Polyethylene Tubing
Steel Entrance Tapers, Pipe Down drains, Reducers, Coupling Bands and Slip Joints Aluminum Pipe (Entrance Tapers, Arches, Pipe Down drains, Reducers, Coupling Bands and Slip Joints) Metal Target Plates
Electrical Conductors
Portland Cement
Minor Concrete
Waterstop
* If Caltrans Standard Specifications May 2006 is part of contract specifications.
Note: Usually these items are inspected at the site of manufacture or fabrication and reinspected after delivery to the job site.
32 ATTACHMENT #2
Division of Local Assistance, Office of Procedures Development and Training Quality Assurance Program (QAP) Manual for Use by Local Agencies Revised January 20, 2011 Appendix J.1 - Example of a Vendor’s Certificate of Compliance 36 ATTACHMENT #3
Division of Local Assistance, Office of Procedures Development and Training Quality Assurance Program (QAP) Manual for Use by Local Agencies Revised January 20, 2011 Appendix J.2 - Example of a Certificate of Compliance for Portland Cement (continued)
This is to certify is to certify that the
Portland Cement .
Supplied by ABC Cement Company complies with all
requirements for Type II Portland Cement when tested in accordance with ASTM C - 494.
Local Agency Project No. Albert Howakowa
HP21L – 5055 – 111 Quality Assurance Engineer
ABC Cement Company
Date: 07/07/07 .
37 Division of Local Assistance, Office of Procedures Development and Training Quality Assurance Program (QAP) Manual for Use by Local Agencies Revised January 20, 2011 Appendix K - Examples of Materials Certificates/Exceptions (Signed by the Resident Engineer at the Completion
of the Project)
Federal-aid Project No.: Project HP21L – 5055 – 111
Subject: Materials Certification
This is to certify that the results of the tests on acceptance samples indicate that the materials incorporated in the construction work and the construction operations controlled by sampling and testing were in conformity with the approved plans and specifications. X All materials exceptions to the plans and specifications on this project are noted below.
No exceptions were found to the plans and specifications on this project.
Bill Sanders_________ Bill Sanders 7/7/07
Resident Engineer (Print Name) Resident Engineer (Signature) (Date) Note: The signed original of this certificate is placed in the Resident Engineer’s project files and one copy is mailed to the DLAE and filed under “Report of Expenditures.” See the attachment (next page)
38 ATTACHMENT #4
Division of Local Assistance, Office of Procedures Development and Training Quality Assurance Program (QAP) Manual for Use by Local Agencies Revised January 20, 2011 Appendix K (continued)
Attachments: Materials Exceptions (Acceptance Testing)
Type of
Test
Description
of Work
Total Tests
Performed On
the Project
Number
of Failed
Tests
Action Taken
Slump Test Concrete
Sidewal Sidewalk
8 1 When the measured slump exceeded the p exceeded the maximum limit, the entire con tire concrete load was
rejecte rejected.
Sand
Equivalent
Aggregate Aggregate
for Structural
Concrete
10 1 The tested S.E. wa The tested S.E. was 70 and the contract d the contract compliance specification liance specification was 71 minimum.
However, the concrete 28-day compressive
strength was 4800 psi. The concrete was
considered adequate and no materials
deductions were taken.
Compaction Sub grade
Material
12 1 One failed test e failed test was noted. The failed The failed area was watered and reworked. When this was
completed, a retest was a retest was performed rformed. The retest e retest was acce was acceptable.
Compaction Hot Mix Asphalt
12 1 One failed ar iled area was noted. It was reworked and retested. and retested. The sec The second test met specifications. specifications.
Bill Sanders Bill Sanders July 4, 2007
Resident Engineer (Print Name) Resident Engineer (Signature) Date 39 Division of Local Assistance, Office of Procedures Development and Training Quality Assurance Program (QAP) Manual for Use by Local Agencies Revised January 20, 2011 Appendix H - Example of a Log Summary Sheet
Subgrade Materials
Date CT Station Elevation Test
Results
Minimum
Spec.
Passed
or Failed
Action
Taken
5/15/07 231 1+ 00 (30’ L) 99.00 93 90 or greater Passed N/A 5/16/07 231 1+ 50 (20’ R) 100.50 94 90 or greater Passed N/A 5/17/07 231 2+ 25 (25’ R) 101.00 96 90 or greater Passed N/A 5/18/07 231 1+ 50 (30’ L) 101.50 95 95 or greater Passed N/A 5/19/07 231 2+ 50 (20’ L) 102.00 92 * 95 or greater Failed See Note 1 5/19/07 231 2+ 50 (20’ L) 102.00 95 95 or greater Passed N/A CT 231 = Compaction (Nuclear Gage)
* Note 1: The Contractor used a water tank to dampen the soil surface at the failed subgrade location. Using a sheep’s foot compactor, he reworked the subgrade (making at least 10 passes) from Station 2+ 00 to Station 3+ 00. After approximately 30 minutes, another compaction test was taken. This time the relative compaction was 95.
Aggregates and Base Materials
Date CT Station Elevation Test ResultsMinimum
Spec.
Passed
or Failed
Action
Taken
6/20/07 202 1+ 00 (10’ R) 102.50 See data
sheet
See data sheet Passed N/A
6/20/07 202 2+ 00 (20’ L) 102.50 See data
sheet
See data sheet Passed N/A
6/22/07 217 1+ 00 (10’ R) 102.50 75 25 or greater Passed N/A 6/22/07 217 2+ 00 (20’ L) 102.50 83 25 or greater Passed N/A 6/20/07 227 1+ 00 (20’ R) 102.50 86 71 or greater Passed N/A 6/20/07 227 1+ 50 (20’ L) 102.50 85 71 or greater Passed N/A 6/24/07 231 2+ 00 (20’ R) 102.50 98 95 or greater Passed N/A 6/24/07 231 2+ 50 (20’ L) 102.50 97 95 or greater Passed N/A CT 202 = Sieve Analysis, CT 217 = Sand Equivalent, CT 227 = Cleanness Value, CT 231 = Compaction (Nuclear Gage)
34 ATTACHMENT #5
Division of Local Assistance, Office of Procedures Development and Training Quality Assurance Program (QAP) Manual for Use by Local Agencies Revised January 20, 2011 Appendix H (continued)
Hot Mix Asphalt
Date CT Station Elevation Test Minimum Passed or Action Results Spec. Failed Taken
7/10/07 339 1+ 00
(10’ R)
103.00 0.08 gal/
sq yd
0.05 -0.10
gal/sq yd
Passed N/A
7/10/07 366 2+ 00
(20’ L)
103.00 32 >23 Passed N/A
7/10/07 366 1+ 00
(10’ R)
103.00 41 >23 Passed N/A
7/10/07 375 2+ 00
(20’ L)
103.00 94 RC = 93 to
97 Passed N/A
7/15/07 375 1+ 00
(20’ R)
103.00 96 RC = 93 to
97 Passed N/A
7/15/07 375 1+ 50
(20’ L)
103.00 95 RC = 93 to
97 Passed N/A
CT 339 = Distributor Spread Rate, CT 366 = Stabilometer Value CT 375 = In-Place Density & Relative Compaction
Portland Cement Concrete
Date CT Station Elevation Test Minimum Passed or Action Results Spec. Failed Taken
9/25/07 504 10 + 50
(50’ R)
102.50 6.5% >6.0% Passed N/A
9/25/07 533 12 + 50
(50’ R)
102.50 1.5” <2” Passed N/A
9/25/07 518 11 + 50
(50’ R)
102.50 151 lb/cu ft > 145 lb/cu
ft
Passed N/A
9/25/07 521 10 + 50
(50’ R)
102.50 28 day =
4200 psi
>3800 psi Passed N/A
9/28/07 521 11 + 50
(50’ R)
102.50 28 day =
4290 psi
>3800 psi Passed N/A
9/30/07 521 12 + 50
(50’ R)
102.50 28 day =
4160 psi
>3800 psi Passed N/A
CT 504 = Air Content, CT 518 = Unit Weight, CT 521 = Compressive Strength, CT 533 = Ball Penetration
35 84
APPENDIX B – CONSTRUCTION PROJECT FUNDING
SIGNS
YOUR TAX DOLLARS AT WORK
REBUILDING
7” 7”
B
57”
33”
6”
3”
3”
4.25”
6.875”
1.25”
6”
6.875”
49.75”
3”
40.75”
35”
6”
4”
4.25”
23.75”
3.20”
17.45”
1.30”
40.70”
2.25”
13.7”
1.20”
26.45”
20.75” 20” 52” 26.5” 20.75”
2.50” [2] 1.50” [2]
CALIFORNIA
18” 52.50” 52” 18”
3.50”
A
55.50” 33” 55.50”
6” 38.5” 4”
4.73” 1.25”
13.88”
2.15”
12.25”
1.25”
11.5” 4” 38.5” 6”
STATE OF CALIFORNIA - DEPARTMENT OF TRANSPORTATION
1/11/19
NOTES:
1. Provided dimensions are for the 144”x90” sign. For the 96”x60” sign, calcuate each dimension by 2/3 (0.667).
For the 48”x30” sign, calculate each dimension by 1/3 (0.333).
2. Use when the project involves Senate Bill 1 funds.
COLORS: LEGEND - BLACK (ARIAL BOLD ITALIC)
BACKGROUND - WHITE AND FLUORESCENT ORANGE
SENATE BILL 1 LOGO - CMYK COORDINATES FOR SB1 LOGO ARE AS FOLLOWS:
BROWN (C 80%, M 80%, Y 80%, K 20%), LIGHT CREAM (C 0%, M 2%, Y 7%, K 0%), BLUE (C 75%, M 23%, Y 1%, K 0%), GREEN (C 90%, M 20%, Y 80%, 0%), YELLOW GOLD (C 0%, M 38%, Y 85%, K 4%), RED (C 16%, M 84%, Y 65%, K 3%) BE WORK ZONE ALERT RIBBON: PANTONE #299 BLUE AND ORANGE (SEE VECTOR GRAPHICS FILES FOR SB1 LOGO AND BE WORK ZONE ALERT RIBBON)
ALL COLORS TO BE RETROREFLECTIVE, EXCEPT FOR BLACK
C48 (CA)
A
144 90
ENGLISH UNITS
96 60
B
48 30
85 APPENDIX C – PAVEMENT INVESTIGATION REPORT
for DAVIS AVE.
700 22nd Street
Bakersfield CA 93301
P 661.327.0671
F 661.324.4218
www.bskassociates.com
Environmental, Geotechnical, Construction Services, Analytical Testing - An Employee-Owned Company Sent via email: [email protected]
BSK Project G21-029-11B
May 28, 2021
Mr. Juan Pantoja, P.E.
BHT Engineering, Inc.
218 S H Street, Suite 201
Bakersfield, California 93304
SUBJECT: Report - Pavement Investigation
Davis Avenue Rehabilitation Project
Between Elmo Highway and W. Perkins Avenue
McFarland, California
Dear Mr. Pantoja,
BSK Associates (BSK) has conducted a Pavement Investigation for Davis Avenue in McFarland, California.
Our scope of services included sampling the existing subgrade materials, laboratory testing, engineering analyses, and preparation of this report.
1.0 BACKGROUND
BSK understandsthat the site islocated in McFarland, California. BSK understandsthe road rehabilitation project is approximately 0.5 miles along Davis Avenue between Elmo Highway and W. Perkins Avenue.
BSK understandsthatthere are three optionsforrehabilitation as follows: Option 1)full-depth pavement, Option 2) pavement over aggregate base, and Option 3) pavement over soil-cement treated base. The overall location of the pavement investigation is presented on Figure 1, Site Vicinity Map.
2.0 FIELD INVESTIGATION
BSK sampled the subgrade materials and drilled to a depth of approximately 4-feet below grade using hand auger equipment on February 17,2021 at five (5) locations. BSK has presented the locations in Figure 2, Boring Location Map. The boring logs enclosed provide a more detail description of the materials encountered. BSK has presented the locations and existing pavement sections measured during the investigation in Table 1, Existing Pavement Sections.
Pavement Investigation BSK Project No. G21-029-11B
Davis Avenue Rehabilitation Project May 28, 2021
McFarland, California P a g e |2
Table 1: Existing Pavement Sections
ID
Completion
Depth (feet)
AC Thickness
(inches)
AB Thickness
(inches)
Sub-grade Soil Description
B-1 4 2.25 7.5
SM: SILTY SAND: slightly moist, yellow brown, fine
to coarse sand, subrounded, trace fine gravel, trace
clay
B-2 4 4 2
SM: SILTY SAND: slightly moist, yellow brown, fine
to coarse sand, subrounded, trace fine gravel
B-3 4 4.75 2.5
SM: SILTY SAND: slightly moist, yellow brown, fine
to coarse sand, subrounded, trace fine gravel
B-4 4 3 1
SM: SILTY SAND: slightly moist, olive brown, fine to
coarse sand, rounded to subrounded, trace fine to
coarse gravel
B-5 4 5 8
SM: SILTY SAND: slightly moist, olive brown, fine to
coarse sand, subrounded, trace fine to coarse gravel
3.0 LABORATORY TESTING
Laboratory tests were performed on bulk soil samples that BSK sampled on February 17, 2021 to evaluate fines content, soluble sulfate, moisture-density relationship, R-values, and soil cement compressive strength.
BSK performed R-Value on three (3) bulk soil samples. BSK has presented the R-Value test results in Table 2, R-Value Test Results.
Table 2: R-Value Test Results
Location R-Value
B-1 26
B-3 28
B-5 26
Surface soil samples obtained from the Site were tested to provide a preliminary screening of the potential for concrete deterioration or steel corrosion due to attack by soil-borne soluble salts. The test results are presented in Table 3, Summary of Corrosion Test Results.
Pavement Investigation BSK Project No. G21-029-11B
Davis Avenue Rehabilitation Project May 28, 2021
McFarland, California P a g e |3
Table 3: Summary of Corrosion Test Results
Sample Location Sulfate, ppm
B-2 @ 0-3 feet bgs Not Detected
B-4 @ 0-3 feet bgs Not Detected
BSK performed one (1) soil cement mix design test using 3%, 5%, and 7% cement added to sample and remolded to 95% maximum dry density per the respective moisture-density relationship tests (ASTM D1557). The test results are presented in Figures 8-10 and Table 4 below.
Table 4: Soil Cement Test Results
Location
Age
(days)
Compressive Strength (psi)
3% cement added 5% cement added 7% cement added
B-1, B-2, B-3, B-4, B-5
@ 0-5 feet bgs, combined
7 392 638 762
B-1, B-2, B-3, B-4, B-5
@ 0-5 feet bgs, combined
14 632 781 856
B-1, B-2, B-3, B-4, B-5
@ 0-5 feet bgs, combined
21 696 862 945
4.0 RECOMMENDATIONS
Conventional Pavement Section Recommendations
BSK calculated the conventional pavement section thicknesses using the average of the three subgrade RValues, 27, and Traffic Indexes of 5, 6, 7, 8, and 9. BSK has presented a summary of its pavement section thickness’ recommendations in Table 5, Conventional Pavement Section Recommendations.
Pavement Investigation BSK Project No. G21-029-11B
Davis Avenue Rehabilitation Project May 28, 2021
McFarland, California P a g e |4
Table 5: Conventional Pavement Section Recommendations
(R-Value = 27)
Traffic Index
AC Thickness
(inches)
Aggregate Base
Thickness (inches)
Total Pavement Section
Thickness (inches)
5 3 7 10
6 3 9 12
7 4 10 14
8 5 12 17
9 5 14 19
BSK recommends the contractor scarify the subgrade soil 8-inches, moisture condition it to within 2% of optimum and recompact it to at least 95% of the maximum dry density per ASTM D 1557 prior to placing the new aggregate base section. BSK also recommends the contractor moisture condition the aggregate base within 2% of optimum and compact it to at least 95% of the maximum dry density per ASTM D 1557 prior to placing the asphalt pavement section.
Soil Cement Pavement Section Recommendations
BSK recommends using soil-cement with a cement content of 3%. BSK calculated the pavement thickness using a minimum compressive strength of 300 psi, a subgrade R-Value of 27 and Traffic Indexes 5, 6, 7, 8, and 9. BSK has presented a summary of our pavement section thickness recommendations for new asphalt over soil-cement in Table 6, Soil-Cement Pavement Section Recommendations.
Table 6: Soil-Cement Pavement Section Recommendations
(Cement Content = 3%)
(Unconfined Minimum Compressive Strength = 300 psi)
(R-Value = 27)
Traffic Index
AC Thickness
(inches)
Soil-Cement
Thickness (inches)
Total Pavement Section
Thickness (inches)
5 2 12 14
6 3 12 15
7 4 12 16
8 4 12 16
9 5 12 17
Using Traffic Indexes (TI) of 5, 6, 7, 8, or 9 and a minimum soil-cement compressive strength of 300-psi, BSK recommends that the contractor grind the existing asphalt concrete pavement to a depth of 3 inches and then pulverize the exposed material and then grade to the design soil cement grade. After grading, Pavement Investigation BSK Project No. G21-029-11B
Davis Avenue Rehabilitation Project May 28, 2021
McFarland, California P a g e |5
uniformly mix the pulverized material with 3% cement, moisture condition it to the optimum moisture content, and compact it to 95% relative compaction of ASTM D1557 to achieve the total pavement section thickness BSK as presented in Table 6.
If unstable soil condition should occur during construction, BSK recommends replacing the unstable material with a minimum of two feet of Class II aggregate base or 18 inches of soil cement. The aggregate base or soil cement should be brought to optimum moisture content and compacted to 95% relative compaction of ASTM D1557.
Full Depth AC Recommendations
BSK calculated the full depth asphalt pavement section thicknesses using the average of the three subgrade R-Values, 27, and Traffic Indexes of 5, 6, 7, 8, and 9. BSK has presented a summary of its full depth asphalt pavement section thickness’ recommendations in Table 7, Full Depth AC Recommendations.
Table 7: Full Depth AC Recommendations
(R-Value = 27)
Traffic Index AC Thickness (inches)
5 6
6 8
7 10
8 12
9 14
The subgrade should be proof rolled to make sure the subgrade is firm and stable prior to AC placement.
Pavement Investigation BSK Project No. G21-029-11B
Davis Avenue Rehabilitation Project May 28, 2021
McFarland, California P a g e |6
5.0 CLOSING
BSK appreciates the opportunity to be of service to you on this project. If you have any questions, or would like additional information, please call us at (661) 327-0671.
Respectfully submitted,
BSK ASSOCIATES
Adam Terronez, P.E., G.E. On Man Lau, P.E., G.E.
Bakersfield Branch Manager South Valley Regional Manager Attachments: Figure 1: Site Vicinity Map
Figure 2: Boring Location Map
Figure 3: Soil Classification Chart and Key to Test Data Borings B-1 through B-5: Boring Logs
Figure 4: Moisture-Density Relationship Test Results
Figures 5 through 7: R-Value Test Results
Figures 8 through 10: Compressive Strength Test Results Figure 11: Cement Treatment Specifications
REFERENCE IMAGE: Google Earth 2021
700 22nd Street
Bakersfield, California 93301
Tel. (661) 327-0671
SITE VICINITY MAP
Davis Avenue Rehabilitation Project
McFarland, Kern County, California
FIGURE 1
JOB NO. G21-029-11B_________
DATE May 2021 ____
DR. BY VS _
CH. BY _ AXT __
SCALE AS SHOWN
SHEET NO. _1__
OF _1__ SHEETS
0 4,250’ 8,500’
Scale: 1” = 8,500’
(APPROXIMATE)
SITE
REFERENCE IMAGE: Google Earth 2021
700 22nd Street
Bakersfield, California 93301
Tel. (661) 327-0671
BORING LOCATION MAP
Davis Avenue Rehabilitation Project
McFarland, Kern County, California
FIGURE 2
JOB NO. G21-029-11B_______
DATE May 2021 _____
DR. BY _VS__
CH. BY _ AXT__
SCALE AS SHOWN
SHEET NO. _1__
OF _1__ SHEETS
LEGEND:
APPROXIMATE BORING LOCATION
0 47’ 95’
Scale: 1” = 95’
(APPROXIMATE)
B-1
0 100’ 200’
B-5
B-4
0 240’ 480’
Scale: 1” = 480’
(APPROXIMATE)
B-3
B-2
B-1
MAJOR DIVISIONS TYPICAL NAMES
COARSE GRAINED SOILS
More than Half >#200
GRAVELS
MORE THAN HALF
COARSE FRACTION
IS LARGER THAN
NO. 4 SIEVE
CLEAN GRAVELS
WITH LITTLE OR
NO FINES
GW WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES
GP POORLY GRADED GRAVELS, GRAVEL- SAND MIXTURES
GRAVELS WITH
OVER 15% FINES
GM SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILT
MIXTURES
GC CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAY
MIXTURES
SANDS
MORE THAN HALF
COARSE FRACTION
IS SMALLER THAN
NO. 4 SIEVE
CLEAN SANDS
WITH LITTLE
OR NO FINES
SW WELL GRADED SANDS, GRAVELLY SANDS
SP POORLY GRADED SANDS, GRAVELLY SANDS
SANDS WITH OVER
15% FINES
SM SILTY SANDS, POORLY GRADED SAND-SILT MIXTURES
SC CLAYEY SANDS, POORLY GRADED SAND-CLAY MIXTURES
FINE GRAINED SOILS
More than Half <#200 sieve
SILTS AND CLAYS
LIQUID LIMIT LESS THAN 50
ML
INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR,
SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH
SLIGHT PLASTICITY
CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,
GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS,
LEAN CLAYS
OL ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW
PLASTICITY
SILTS AND CLAYS
LIQUID LIMIT GREATER THAN 50
MH INORGANIC SILTS , MICACEOUS OR DIATOMACIOUS FINE
SANDY OR SILTY SOILS, ELASTIC SILTS
CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS
OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
ORGANIC SILTS
HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS Note: Dual symbols are used to indicate borderline soil classifications.
Pushed Shelby Tube RV R-Value
Standard Penetration Test SA Sieve Analysis
Modified California SW Swell Test
Auger Cuttings TC Cyclic Triaxial
Grab Sample TX Unconsolidated Undrained Triaxial
Sample Attempt with No Recovery TV Torvane Shear
CA Chemical Analysis UC Unconfined Compression
CN Consolidation (1.2) (Shear Strength, ksf)
CP Compaction WA Wash Analysis
DS Direct Shear (20) (with % Passing No. 200 Sieve)
PM Permeability Water Level at Time of Drilling
PP Pocket Penetrometer Water Level after Drilling (with date measured)
SOIL CLASSIFICATION CHART AND KEY TO TEST DATA
Unified Soil Classification System
PLAFigure 3 TE: Figure A-3
106 13
ASPHALT CONCRETE: AC = 2.25"
AGGREGATE BASE: AB = 7.5"
SM: SILTY SAND: slightly moist, yellow brown, F-C,
sub-rounded, trace gravel
trace CL
End of boring.
Completion Depth:
Date Started:
Date Completed:
California Sampler:
SPT Sampler:
3.0 2/17/21
2/17/21
n/a
n/a
Depth, feet
5 10
Samples
Graphic Log
Sample Number Penetration Blows / Foot Pocket Penetro- meter, TSF % Passing No. 200 Sieve In-Situ Dry Weight
(pcf) In-Situ Moisture Content (%)
Liquid Limit Plastic Limit Plasticity Index
MATERIAL DESCRIPTION
Davis Avenue Rehabilitation Project
G21-029-11B
McFarland, California
A. Becerra
A. Terronez
Surface El.:
Drilling Equipment:
Drilling Method:
Drive Weight:
Hole Diameter:
Drop:
Remarks:
Location:
Project Name:
Project Number:
Project Location:
Logged by:
Checked by:
LOG OF BORING NO. B-01 BSK Associates
700 22nd Street
Bakersfield, CA 93301
Telephone: (661) 327-0671
Fax: (661) 324-4218
Coring Machine
Hand Auger Equipment
n/a
4 inches
n/a
Borings backfilled with soil cuttings. Capped with cold-asphalt mix.
GEO_TARGET BORING LOGS.GPJ GEOTECHNICAL 08.GDT 5/6/21
118 10
ASPHALT CONCRETE: AC = 4"
AGGREGATE BASE: AB = 2"
SM: SILTY SAND: slightly moist, yellow brown, F-C,
sub-rounded, trace gravel
sandy bottom 3"
End of boring.
Completion Depth:
Date Started:
Date Completed:
California Sampler:
SPT Sampler:
3.0 2/17/21
2/17/21
n/a
n/a
Depth, feet
5 10
Samples
Graphic Log
Sample Number Penetration Blows / Foot Pocket Penetro- meter, TSF % Passing No. 200 Sieve In-Situ Dry Weight
(pcf) In-Situ Moisture Content (%)
Liquid Limit Plastic Limit Plasticity Index
MATERIAL DESCRIPTION
Davis Avenue Rehabilitation Project
G21-029-11B
McFarland, California
A. Becerra
A. Terronez
Surface El.:
Drilling Equipment:
Drilling Method:
Drive Weight:
Hole Diameter:
Drop:
Remarks:
Location:
Project Name:
Project Number:
Project Location:
Logged by:
Checked by:
LOG OF BORING NO. B-02 BSK Associates
700 22nd Street
Bakersfield, CA 93301
Telephone: (661) 327-0671
Fax: (661) 324-4218
Coring Machine
Hand Auger Equipment
n/a
4 inches
n/a
Borings backfilled with soil cuttings. Capped with cold-asphalt mix.
GEO_TARGET BORING LOGS.GPJ GEOTECHNICAL 08.GDT 5/6/21
119 8
ASPHALT CONCRETE: AC = 4.75"
AGGREGATE BASE: AB = 2.5"
SM: SILTY SAND: slightly moist, yellow brown, F-C,
sub-rounded, trace gravel
trace CL
F-M, trace CL
End of boring.
Completion Depth:
Date Started:
Date Completed:
California Sampler:
SPT Sampler:
3.0 2/17/21
2/17/21
n/a
n/a
Depth, feet
5 10
Samples
Graphic Log
Sample Number Penetration Blows / Foot Pocket Penetro- meter, TSF % Passing No. 200 Sieve In-Situ Dry Weight
(pcf) In-Situ Moisture Content (%)
Liquid Limit Plastic Limit Plasticity Index
MATERIAL DESCRIPTION
Davis Avenue Rehabilitation Project
G21-029-11B
McFarland, California
A. Becerra
A. Terronez
Surface El.:
Drilling Equipment:
Drilling Method:
Drive Weight:
Hole Diameter:
Drop:
Remarks:
Location:
Project Name:
Project Number:
Project Location:
Logged by:
Checked by:
LOG OF BORING NO. B-03 BSK Associates
700 22nd Street
Bakersfield, CA 93301
Telephone: (661) 327-0671
Fax: (661) 324-4218
Coring Machine
Hand Auger Equipment
n/a
4 inches
n/a
Borings backfilled with soil cuttings. Capped with cold-asphalt mix.
GEO_TARGET BORING LOGS.GPJ GEOTECHNICAL 08.GDT 5/6/21
82 7
ASPHALT CONCRETE: AC = 3"
AGGREGATE BASE: AB = 1"
SM: SILTY SAND: slightly moist, olive brown, F-C,
rounded to sub-rounded, trace gravel
F-M
End of boring.
Completion Depth:
Date Started:
Date Completed:
California Sampler:
SPT Sampler:
3.0 2/17/21
2/17/21
n/a
n/a
Depth, feet
5 10
Samples
Graphic Log
Sample Number Penetration Blows / Foot Pocket Penetro- meter, TSF % Passing No. 200 Sieve In-Situ Dry Weight
(pcf) In-Situ Moisture Content (%)
Liquid Limit Plastic Limit Plasticity Index
MATERIAL DESCRIPTION
Davis Avenue Rehabilitation Project
G21-029-11B
McFarland, California
A. Becerra
A. Terronez
Surface El.:
Drilling Equipment:
Drilling Method:
Drive Weight:
Hole Diameter:
Drop:
Remarks:
Location:
Project Name:
Project Number:
Project Location:
Logged by:
Checked by:
LOG OF BORING NO. B-04 BSK Associates
700 22nd Street
Bakersfield, CA 93301
Telephone: (661) 327-0671
Fax: (661) 324-4218
Coring Machine
Hand Auger Equipment
n/a
4 inches
n/a
Borings backfilled with soil cuttings. Capped with cold-asphalt mix.
GEO_TARGET BORING LOGS.GPJ GEOTECHNICAL 08.GDT 5/6/21
119 8
ASPHALT CONCRETE: AC = 5"
AGGREGATE BASE: AB = 8"
SM: SILTY SAND: slightly moist, olive brown, F-C,
sub-rounded, trace gravel
F-M, trace CL
End of boring.
Completion Depth:
Date Started:
Date Completed:
California Sampler:
SPT Sampler:
3.0 2/17/21
2/17/21
n/a
n/a
Depth, feet
5 10
Samples
Graphic Log
Sample Number Penetration Blows / Foot Pocket Penetro- meter, TSF % Passing No. 200 Sieve In-Situ Dry Weight
(pcf) In-Situ Moisture Content (%)
Liquid Limit Plastic Limit Plasticity Index
MATERIAL DESCRIPTION
Davis Avenue Rehabilitation Project
G21-029-11B
McFarland, California
A. Becerra
A. Terronez
Surface El.:
Drilling Equipment:
Drilling Method:
Drive Weight:
Hole Diameter:
Drop:
Remarks:
Location:
Project Name:
Project Number:
Project Location:
Logged by:
Checked by:
LOG OF BORING NO. B-05 BSK Associates
700 22nd Street
Bakersfield, CA 93301
Telephone: (661) 327-0671
Fax: (661) 324-4218
Coring Machine
Hand Auger Equipment
n/a
4 inches
n/a
Borings backfilled with soil cuttings. Capped with cold-asphalt mix.
GEO_TARGET BORING LOGS.GPJ GEOTECHNICAL 08.GDT 5/6/21
700 22nd Street
Bakersfield, CA 93301
Ph: (661) 327-0671
Fax: (661) 324-4218
Project Name: Davis Ave. Rehabilitation Project Number: G21-029-60B Project Manager: Adam Terronez Lab Number: B21-024
Sample Location: Combined Bulk: B1,B2,B3,B4,B5 Sample Date: 2/17/2021 Sample Description:
Tested Date: A. Becerra
Reviewed by: Ian Remotigue
MOISTURE DENSITY RELATIONSHIP
ASTM D1557
Tested By: J. Buenrostro 12/25/2021 Sample By:
SM: Silty Sand; Some gravel
90 95
100
105
110
115
120
125
130
135
140
145
0 5 10 15 20 25 30
DRY DENSITY , PCF
MOISTURE , PERCENT
2.8 2.7
2.8 2.7
2.6 2.6
TEST METHOD: ASTM D1557-A
MAXIMUM DRY DENSITY: 128.5 pcf
OPTIMUM MOISTURE: 10.5 %
ZERO AIR VOIDS
Figure 4
700 22nd St.
Bakersfield, CA 93301
Ph: (661) 327-0670
Fax: (661) 324-4217
Sample Date: 2/17/2021
Test Date: 3/12/2021
Report Date: 3/15/2021
Tested By: ILT Remotigue
SPECIMEN A B C
EXUDATION PRESSURE, LOAD (lb) 7923.6 5732.1 3072.1
EXUDATION PRESSURE, PSI 631 456 245
EXPANSION, * 0.0001 IN 0.0029 0.0029 0.0032
EXPANSION PRESSURE, PSF 0 0 0
hart above STABILOMETER PH AT 2000 LBS 61 86 102
DISPLACEMENT 4.01 3.92 4.75
50 35 23
50 35 23
10.5 11.5 12.5
DRY DENSITY AT TEST, PCF 122.9 122.2 114.0
"R" VALUE BY EXPANSION
Sample Description: SM/SC: Silty Sand/Clayey Sand: Fine to Medium.
Davis Ave. Rehabilitation Project
G21-029-11B
Lab Tracking ID:
Sample Location:
Standard Test Methods for Resistance R-Value and
Expansion Pressure of Compacted Soil
B21-024
B-1 @ 0.0-3.0 Feet bgs
Project Name:
Project Number:
ASTM D-2844
26 N/A
PRESSURE TI = 4.0, GF=1.50
RESISTANCE VALUE "R"
% MOISTURE AT TEST
"R" VALUE AT 300 PSI
EXUDATION PRESSURE
"R" VALUE CORRECTED FOR HEIGHT
COVER THICKNESS BY EXPANSION PRESSURE, INCHES
"R" VALUE
COVER THICKNESS BY STABILOMETER, INCHES
EXUDATION PRESSURE, PSI
0 2 4 6 8 10 12 14 16 18 20 22 24 26
100
90 80
70 60
50 40
30 20
10 0
0 2
4 6
8 10
12 14
16 18
20 22
24 800 700 600 500 400 300 20 100 0
Reviewed By: Ian Leo T. Remotigue
Figure 5
700 22nd St.
Bakersfield, CA 93301
Ph: (661) 327-0670
Fax: (661) 324-4217
Sample Date: 2/17/2021
Test Date: 3/12/2021
Report Date: 3/15/2021
Tested By: ILT Remotigue
SPECIMEN A B C
EXUDATION PRESSURE, LOAD (lb) 7263.1 5632.2 2863.3
EXUDATION PRESSURE, PSI 578 448 228
EXPANSION, * 0.0001 IN 0.0027 0.0021 0.0030
EXPANSION PRESSURE, PSF 0 0 0
hart above STABILOMETER PH AT 2000 LBS 62 84 100
DISPLACEMENT 4.02 3.92 4.75
50 37 24
50 37 24
11.1 12.1 13.1
DRY DENSITY AT TEST, PCF 121.3 117.4 112.6
"R" VALUE BY EXPANSION
Sample Description: SM/SC: Silty Sand/Clayey Sand: Fine to Medium.
Davis Ave. Rehabilitation Project
G21-029-11B
Lab Tracking ID:
Sample Location:
Standard Test Methods for Resistance R-Value and
Expansion Pressure of Compacted Soil
B21-024
B-3 @ 0.0-3.0 feet bgs
Project Name:
Project Number:
ASTM D-2844
28 N/A
PRESSURE TI = 4.0, GF=1.50
RESISTANCE VALUE "R"
% MOISTURE AT TEST
"R" VALUE AT 300 PSI
EXUDATION PRESSURE
"R" VALUE CORRECTED FOR HEIGHT
COVER THICKNESS BY EXPANSION PRESSURE, INCHES
"R" VALUE
COVER THICKNESS BY STABILOMETER, INCHES
EXUDATION PRESSURE, PSI
0 2 4 6 8 10 12 14 16 18 20 22 24 26
100
90 80
70 60
50 40
30 20
10 0
0 2
4 6
8 10
12 14
16 18
20 22
24 800 700 600 500 400 300 20 100 0
Reviewed By: Ian Leo T. Remotigue
Figure 6
700 22nd St.
Bakersfield, CA 93301
Ph: (661) 327-0670
Fax: (661) 324-4217
Sample Date: 2/17/2021
Test Date: 3/12/2021
Report Date: 3/15/2021
Tested By: ILT Remotigue
SPECIMEN A B C
EXUDATION PRESSURE, LOAD (lb) 7036.5 5236.3 2136.2
EXUDATION PRESSURE, PSI 560 417 170
EXPANSION, * 0.0001 IN 0.0027 0.0021 0.0030
EXPANSION PRESSURE, PSF 0 0 0
hart above STABILOMETER PH AT 2000 LBS 65 87 115
DISPLACEMENT 4.02 3.92 4.75
48 35 17
48 35 17
14.9 15.9 16.9
DRY DENSITY AT TEST, PCF 120.7 119.5 115.3
"R" VALUE BY EXPANSION
26 N/A
PRESSURE TI = 4.0, GF=1.50
RESISTANCE VALUE "R"
% MOISTURE AT TEST
"R" VALUE AT 300 PSI
EXUDATION PRESSURE
"R" VALUE CORRECTED FOR HEIGHT
Standard Test Methods for Resistance R-Value and
Expansion Pressure of Compacted Soil
B21-024
B-5 @ 0.0-5.0 feet bgs
Project Name:
Project Number:
ASTM D-2844
Sample Description: SM/SC: Silty Sand/Clayey Sand: Fine to Medium.
Davis Ave. Rehabilitation Project
G21-029-11B
Lab Tracking ID:
Sample Location:
COVER THICKNESS BY EXPANSION PRESSURE, INCHES
"R" VALUE
COVER THICKNESS BY STABILOMETER, INCHES
EXUDATION PRESSURE, PSI
0 2 4 6 8 10 12 14 16 18 20 22 24 26
100
90 80
70 60
50 40
30 20
10 0
0 2
4 6
8 10
12 14
16 18
20 22
24 800 700 600 500 400 300 20 100 0
Reviewed By: Ian Leo T. Remotigue
Figure 7
700 22nd St.
Bakersfield, CA 93301
Ph: (661) 327-0671
Fax: (661) 324-4218
Project Name: Davis Ave. Rehabilitation Project Sampled By/Date:
Project Number: G21-029-11B Delivered By-Date:
Lab Tracking ID: B21-024 Received By/Date: ILTR / 2-17-2021 Sample Location: Combined B1,B2,B3,B4,B5 Tested By/Date: ILTR / 3-10-2021 Sample Description: SM: Silty Sand; Brown; Fine to Coarse Remarks: The material was re-molded to 95% of the Maximum Dry Density of 128.5 pcf and Optimum moisture Content of 10.5% as per ASTM D1557-C
Reviewed by: Ian Remotigue
STABILIZED SOIL
A. Becerra / 2-17-2021
A. Becerra / 2-17-2021
Compressive Strength
Sample Diameter (0.01") 4.00 4.00 4.00
Sample No. 1 2 3
Mix 3% Portland at Max Density 5% Portland at Max Density 7% Portland at Max Density Height (0.25") 5.01 5.00 5.00
Ultimate Load (lbs) 4,917.40 8,018.40 9,565.90
Height Before Cap (0.1") 5.01 5.00 5.00
Height After Cap (0.1") 5.20 5.12 5.14
Area (0.01in²) 12.56 12.56 12.56
Age (days) 7 7 7
Compressive Strength 391.51 638.41 761.62
Corrected Strength (10psi) 392 638 762
Direction of Load with Respect to
Plane of Placement Axial Axial Axial
Moisture Condition Moist Moist Moist
Figure 8
700 22nd St.
Bakersfield, CA 93301
Ph: (661) 327-0671
Fax: (661) 324-4218
Project Name: Davis Ave. Rehabilitation Project Sampled By/Date:
Project Number: G21-029-11B Delivered By-Date:
Lab Tracking ID: B21-024 Received By/Date: ILTR / 2-17-2021 Sample Location: Combined B1,B2,B3,B4,B5 Tested By/Date: ILTR / 3-17-2021 Sample Description: SM: Silty Sand; Brown; Fine to Coarse Remarks: The material was re-molded to 95% of the Maximum Dry Density of 128.5 pcf and Optimum moisture Content of 10.5% as per ASTM D1557-C
Reviewed by: Ian Remotigue
Axial Axial Axial
Moisture Condition Moist Moist Moist
12.56 Age (days) 14 14 14
Compressive Strength 631.53 781.29 856.17
Corrected Strength (10psi) 632 781 856
Direction of Load with Respect to
Plane of Placement
5.00 Ultimate Load (lbs) 7,932.00 9,813.00 10,753.50
Height Before Cap (0.1") 5.02 5.01 5.01
Height After Cap (0.1") 5.20 5.12 5.13
Area (0.01in²) 12.56 12.56
Sample Diameter (0.01") 4.00 4.00 4.00
Sample No. 1 2 3
Mix 3% Portland at Max Density 5% Portland at Max Density 7% Portland at Max Density Height (0.25") 5.02 5.01
STABILIZED SOIL
A. Becerra / 2-17-2021
A. Becerra / 2-17-2021
Compressive Strength
Figure 9
700 22nd St.
Bakersfield, CA 93301
Ph: (661) 327-0671
Fax: (661) 324-4218
Project Name: Davis Ave. Rehabilitation Project Sampled By/Date:
Project Number: G21-029-11B Delivered By-Date:
Lab Tracking ID: B21-024 Received By/Date: ILTR / 2-17-2021 Sample Location: Combined B1,B2,B3,B4,B5 Tested By/Date: ILTR / 3-24-2021 Sample Description: SM: Silty Sand; Brown; Fine to Coarse Remarks: The material was re-molded to 95% of the Maximum Dry Density of 128.5 pcf and Optimum moisture Content of 10.5% as per ASTM D1557-C
Reviewed by: Ian Remotigue
STABILIZED SOIL
A. Becerra / 2-17-2021
A. Becerra / 2-17-2021
Compressive Strength
Sample Diameter (0.01") 4.00 4.00 4.00
Sample No. 1 2 3
Mix 3% Portland at Max Density 5% Portland at Max Density 7% Portland at Max Density Height (0.25") 5.02 5.01 5.03
Ultimate Load (lbs) 8,747.00 10,828.00 11,868.50
Height Before Cap (0.1") 5.02 5.01 5.03
Height After Cap (0.1") 5.20 5.12 5.13
Area (0.01in²) 12.56 12.56 12.56
Age (days) 21 21 21
Compressive Strength 696.42 862.10 944.94
Corrected Strength (10psi) 696 862 945
Direction of Load with Respect to
Plane of Placement Axial Axial Axial
Moisture Condition Moist Moist Moist
Figure 10
Figure 11
Cement Treatment Specification
This work consists of mixing in place material, cement and water, and spreading and compacting the mixture to the lines, grade and dimensions shown on the plans and as specified in these special provisions.
Prior to the first day of soil-cement production, it is advisable to perform a laboratory determination of the maximum dry density and optimum moisture content in order to have a preliminary indication of relative compaction. Determine the maximum density and optimum moisture content of the cement treated soil in accordance with ASTM D 1557. Following the first day’s production, these values can be determined from field mixed soil-cement; samples to be taken after final mixing and prior to initial compaction.
The cement content of the completed mixture shall be 4 percent by weight of the in-place dry material.
For estimating purposes, an in-place dry unit weight of material of 130 pcf should be used.
The Engineer may order an increase or decrease in the amount of specified cement content. If such increase or decrease is ordered, the compensation payable to the Contractor for cement treatment will be increased or decreased on the basis of the cost of cement per ton, f.o.b. the cement mill (including sales tax) plus the freight cost per ton, a cash or trade discount offered or available will be credited to the State notwithstanding the fact that the discount may not have been taken by the purchaser.
The Contractor shall furnish the Engineer satisfactory evidence of the cost of cement used on the project during the period involved in the ordered change in cement content. The Contractor shall maintain recorders that enable a clear determination of the cost of cement used during the period. The Contractor’s records pertaining to the cost of cement shall be open to inspection or audit by Departmental representatives during the life of the contract and for no less than 3 years after completion thereof. The Contractor shall retain the records for that period.
If the price of cement as determined from the Contractor’s records is, in the opinion of the Engineer, excessive or if the Contractor does not furnish satisfactory evidence of the cost of cement, the Engineer will determine the price to be the lowest wholesale cost at which cement would be available in the quantities concerned delivered to the job site, less discounts, available. No additional adjustment of compensation will be made for variations in the cost of work resulting from the change in the quantity of Portland cement.
The cement content of samples, after establishing the spread rate in the first 500 feet of each days operation, shall be taken a minimum of once every 1000 feet from the mixtures spread on the roadbed.
The cement content of the samples shall not vary above or below the specified cement content more than one percent of the weight of the dry material as determined by California Test 228.
Cement shall be Type II Portland cement conforming to the provisions in Section 90-2.01A, “Cement,” of the Standard Specifications. Mineral admixtures shall not be substituted for cement. Water shall conform to the provisions in Section 90-2.03, “Water,” of the Standard Specifications. Material to be Figure 11
treated shall be scarified and thoroughly broken up by means of equipment constructed and operated to leave an undisturbed plan at a uniform depth below the surface shown on the typical cross section.
Precautions shall be taken to avoid forming furrows of loosened material below the referenced plane and to obtain a uniform condition of the material for the full width to be treated.
Material other than rock shall be broken up so that the broken pieces will pass a one-inch sieve. Before the addition of cement and water to the material, rocks greater than one inch in size shall be removed and the cost of removing rocks will be paid for an extra work as provided in Section 4-1.03D, “Extra Work,” of the Standard Specifications.
The material shall then be shaped to conform to the typical sections, lines and grades as shown on the plans prior to the addition of cement. The blanket shall be limited to the size of the material that can be passed through the mixing machine at each operation.
Cement shall not be spread upon the prepared material more than 4 hours ahead of the road-mixing operation. Cement shall be uniformly spread by mechanical equipment in the amount necessary to meet the cement content requirements. The rate of cement spread per linear foot of windrow or blanket shall not vary more than 10 percent from the designated rate. No traffic other than the mixing equipment will be allowed to pass over the spread cement until after completion of mixing.
Mixing of the soils, cement, and water will be performed using a four-wheel drive rotary mixer (CMI RS650, CAT 500 or equivalent). The mixing machine has equipment provisions for introducing water at the time of mixing through a metering/pump device and automatic elevation/depth controls.
The automatic depth controls shall be set to the Engineer’s specified depth of treatment. The machine will be set into the ground on the grade and lowered to controlled depth. Using a standard measuring tape, the depth will be measured and compared to the Engineer’s specified depth. The depth control may be adjusted, if necessary, to achieve the specified depth of treatment. The depth of treatment will be checked, throughout the day.
Phenolphthalein, a color-sensitive pH indicator solution, is used to indicate the presence of cement in the soil. The soil will attain a pinkish color with a pH on the order of 10. A trial test on the natural or untreated soil by spraying the solution onto the soils shall be performed. Typically there is no change in color with the application of the solution to the natural soil.
After an initial mix, a test pit through the treated layer and into the natural soil shall be excavated; the phenolphthalein solution shall be sprayed along the face of the excavation to determine the degree of uniformity and pulverization. The presence of streaks or pockets of cement or non-uniformity of color reaction is considered evidence of inadequate mixing. The depth of treatment shall be confirmed.
The resulting mixture shall be uniform and more than one pass of the equipment through the material may be required. If equipment is used that requires more than one pass and cement is applied in a dry state, at least one pass shall be made before mixing water is added to the material. The treated mixture Figure 11
shall be spread to the required planned width, grade and cross section. The mixture may be spread and compacted in one layer.
Cement treated material shall be compacted to a relative compaction of not less than 90 percent. Inplace density of cement treated soils may be controlled relative to the wet density of the laboratory determined moisture density relation. Because moisture is a critical element in the stabilization process, testing by this method allows for relative compaction to be achieved at higher moisture contents.
Remove material that does not meet density requirements. Remove areas that lose required stability, compaction or finish. Replace with cement-treated mixture and compact and test in accordance with density control methods.
The Engineer may accept the section if no more than 1 of the 5 most recent density tests is below the specified density and the failing test is no less than 93 percent relative compaction.
No more than 2 hours shall elapse between the time water is added to the material and cement and the time of completion of initial rolling. No more than 3 hours shall elapse between the time water is added to the material and cement and the time of completion of final compaction after trimming. Compacting equipment shall adequate to produce the required compaction within the operation time limits specified.
Rolling shall be performed in such a manner that the finished surface shall be true to the required grade and cross section within the surface tolerance specified. Areas inaccessible to rollers shall be compacted to the required compaction by other means satisfactory to the Engineer.
The finished surface of cement treated material shall not vary more than 0.08-foot above or below grade established by the Engineer. The thickness of cement treated materials shall not be more than
0.05-foot thinner than the planned thickness at any point.
Areas where cement treatment has been performed shall be cured in conformance with the provisions in Section 90-7, “Curing Concrete,” of the Standard Specification, for the first 36 to 48 hours prior to microcracking. Water used to keep the surface moist shall be applied without driving equipment over the cement treated material.
Microcracking operations shall commence after 36 to 48 hours of the moist curing period.
Microcracking of the concrete treated material shall be accomplished by using a 12-ton steel-wheel vibratory roller, traveling at a speed of approximately 2 mph and vibrating at maximum amplitude (or as directed by the Project Engineer). The section shall have 100% coverage exclusive of the outside 1 foot so as to induce minute cracks in the concrete treated material. Additional passes of the steel roller may be required to achieve the desired crack pattern as determined by the Project Engineer. It is anticipated that the roller will have to make between 1 to 4 passes to achieve the required microcracking.
After microcracking, areas where cement treatment has been performed shall be cured as provided for cement treated base in Section 27-1.10, “Curing,” of the Standard Specifications. No equipment or Figure 11
traffic shall be permitted on the cement treated material during the first 3 days after applying the curing compound, unless otherwise permitted by the Engineer.
Full compensation for applying a curing compound, in curing areas where cement treatment has been performed shall be considered as included in the contract price paid per square yard for cement treatment and no separate payment will be made therefor. Cement treatment will be measured by the square yard. The area in square yards will be determined from measurement of the finished surface of cement treated material. The measurement will be made parallel to the ground slope.
The contract price paid per square yard for cement treatment for the thickness specified shall include full compensation for furnishing all labor, materials (including cement in the amount specified), tools, equipment, and incidentals, and for doing all the work involved in mixing, spreading, compacting cement treatment, and microcracking, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer.