APPENDIX - ctqpflorida.com Level 1/07 -Appendix.pdf · APPENDIX Materials Manual ... Attach computer plotted graphs to the Density Report sheets for the ... Use a different bar chart

APPENDIX

Materials Manual Section 2.3- Earthwork Record System

Contractor QC Density Record Book

Verification Density Record Book

FM 1 T- 002- Sampling Aggregates

FM 1 T-180- Moisture- Density Relation of Soils

FM 1 T-238- Nuclear Density Test

FM 5 -507- Speedy Moisture Test

Topic No.: 675-000-000 Materials Manual Effective: March 1, 2000 Soils Materials and Foundations Revised: February 19, 2004

Earthwork Records System 2-3-1

Section 2.3

EARTHWORK RECORDS SYSTEM

2.3.1 PURPOSE

To describe the project Earthwork Records System and to provide a written procedure for the assembly and use of same.

2.3.2 SCOPE

This record system is to be used by all inspectors performing density tests on FDOT roadway earthwork construction. Quality control records certified by the Contractor, and Verification records properly maintained for each construction contract, and attested to by responsible District personnel, shall be used by the Department as the basis for certifying the completed roadway earthwork.

2.3.3 AUTHORITY

Federal Aid Policy Guide (FAPG), Subchapter G, Part 637, Subpart B, Section 637.205 Policy, (a) Quality Assurance Program states in part, Each State Highway Agency (SHA) shall develop a quality assurance program which will assure that the materials and workmanship incorporated into each Federal-aid highway construction project on the National Highway System (NHS) are in conformity with the requirements of the approved plans and specifications... Sections 334.044(2) and 334.044(10)(a), Florida Statutes, empower the Department to pursue the FAPG requirements.

2.3.4 GENERAL

The State Materials Office, Soil Operations Unit is the responsible office for the Earthwork Records System Procedure.



2.3.5 INSTRUCTIONS

Construction contracts with roadway earthwork items shall have an Earthwork Records System. The Earthwork Records System shall be assembled, available for use and have all pertinent information entered on each Density Report. Each contract shall have an Earthwork Records System consisting of a Quality Control record with numbered pages and a separate Verification record. For convenience, a completely assembled Earthwork Records System may be temporarily separated by roadway, structure, staged construction, multiple numbered projects, or among Density Inspectors. The District Materials Engineer shall approve exceptions. An Earthwork Density Report shall be used to record all test data.

2.3.6 EARTHWORK RECORDS SYSTEM PREPARATION

Prior to earthwork construction commencing, properly trained Department project inspection personnel shall be responsible, when necessary, for guiding the Contractor in the Earthwork Records System preparation and organization. All Earthwork Records System graphs shall be computer plotted and page numbered. The Log Book plot program, pipe backfill and roadway earthwork computer coding forms, (675-020-05) for Pipe Backfill and (675-020-06) for Embankment, Subgrade, and Base, are available from the Department’s Form Library. Embankment graphs are not required in areas where no embankment is placed or disturbed. The Pavement Plot sheet may be added to the record system in these situations. This form is a part of the Earthwork Density Report form. When electronic design files are available, computer plots for the Earthwork Records System may be prepared utilizing the automated system. The computer-plotted graphs shall accurately illustrate the required testing (the first to the last lifted placed). Verification plots may be used at the option of the Project Administrator. Any subsequent changes or replots that reflects a change from the plan cross sections shall have a detailed note written on appropriate pages.

2.3.7 Plots

Regular roadway earthwork construction may consist of embankment, subgrade and base. Attach computer plotted graphs to the Density Report sheets for the sections with Embankment. Length of the plots should be such that test locations can be identified adequately. For the sections with no Embankment, the Pavement Plot sheet may be used. Account for all drainage structures and connecting pipe, inside and outside the



1:2 (V:H) slope. Attach plots for all Drainage structures that require testing. A shorter section roadway graph, less than 500 feet (150 meters), may be used to plot sections of MSE wall construction. Use a different bar chart for each earthwork pavement layer compacted separately.

2.3.8 EXCAVATION OF UNSUITABLE MATERIALS

All computer-plotted embankment graphs shall be corrected for excavation of unsuitable materials. The anticipated depth of excavation may be coded as an undercut depth, (Form 675-020-06, Embankment, Subgrade and Base), to provide a blank space for hand corrections. If the graph is re-plotted, make an appropriate note to identify deviation from the plans.

2.3.9 RESPONSIBILITIES OF PERSONNEL 2.3.9.1 Construction Engineering and Inspection (CEI)

The FDOT or Consultant CEI Inspector shall direct Verification sampling and testing per specifications, direct recording of results in Earthwork Records System, provide assistance and expertise in Earthwork Records System use, and review Project Earthwork Records Systems for procedural errors and accurate certifiable test records.

2.3.9.2 Independent Assurance Density Inspector (A) The IA Density Inspector shall:

(1) Monitor and support the project roadway earthwork Density Inspectors,

(2) Perform systems based IA according to the Department Independent Assurance Procedure,

(3) Oversee the equipment comparison during the Initial Equipment Comparison and as needed during the project, and

(4) Review the Earthwork Records System for accuracy and completeness, and issue Form 675-020-23 or 675-000-01 when appropriate.

2.3.9.3 Earthwork Inspection-In-Depth (IID)

On selected projects, a State Materials Office IID team may inspect the project Earthwork Records System and observe the density and moisture



testing activities of personnel responsible for project acceptance. They shall also observe District Materials personnel responsible for Independent Assurance. The IID team shall determine the degree of compliance with established standards and issue an inspection report.

2.3.10 CERTIFICATION OF PROJECT EARTHWORK RECORDS

SYSTEM

At the completion of the project, the QC Manager will submit the earthwork records to the Project Administrator. If requested, the Project Administrator will send a copy to the District Materials Engineer for review. The QC Manager or Project Administrator shall resolve all deficiencies to the satisfaction of the District Materials Engineer. Upon satisfactory completion of work, the Project Administrator will complete the Materials Statement in Appendix A of Section 5.4 of the Materials Manual. For full federal oversight projects, the Project Administrator will forward the Materials Statement to the State Materials Office, Certification Section, at 5007 NE 39th Ave., Gainesville, FL 32609, for project certification.

2.3.11 TRAINING

An Earthwork Records System training class is available. The training includes information concerning the Earthwork Records System assembly, computer coding to generate earthwork graphs and the proper use of the completed Earthwork Records System. Requests for training should be processed through the District Construction Training Administrator. Additional information is available from the State Construction Training Manager. Training information is available at the State Materials Office website at: http://materials.dot.state.fl.us/smo/Geotechnical/Earthwork/earthwork.htm

2.3.12 FORMS 2.3.12.1 The following forms are available from the Department’s Forms Library on the

Internet at the following webpage:

http://formserver.dot.state.fl.us/capture/listings/FormListing.aspx?ListType=FormNumber

http://materials.dot.state.fl.us/smo/Geotechnical/Earthwork/earthwork.htm





These non-automated forms should be printed as needed.

ITEM FORM NO. Qualification Performance Report 675-000-01 Density Inspection Report 675-020-23 Contractor Quality Control Density Record System 675-020-27 Verification Earthwork Density Record System 675-020-28

675-020-27 Materials – 05/08

675-020-27 Materials – 05/08

Financial Number:_______________________ Quality Control Density Inspection, Nuclear Gauge & Initial Equipment Compare Log in data.

Gauge Serial Number Calibration

Date Dry

Density QC / VT / IA

Initial Equipment

Date Initials TIN # Date

Begun Date

Ended

Instructions: (to be completed by Quality Control Density Inspector) Gauge Serial #: Enter the manufacturer's serial number for the nuclear moisture/density gauge. Calibration Date: Enter the most recent gauge calibration date. Dry Density: Enter the computed Dry Density QC / VT / IA: QC / VT / IA: Enter the inspector type (QC / VT / IA) and inspector level (ECI 1 and/or 2). Initial Equipment Date: Enter the date the initial equipment check was performed. Initials: Enter the initials of the inspector just as they will appear in the Density Log Sheets. TIN #: Enter the inspector's CTQP training identification number. Date Begun: Enter the date the inspector begins testing with the gauge listed or the date the gauge is received back following recalibration or repairs. Date Ended: Enter the date the inspector completes testing with the gauge listed or the date the gauge is sent for recalibration or repairs.

Notes: A) A separate line must be completed for each gauge used on the project. B) If a gauge is calibrated or repaired during construction, comply with specification 120-10.1.1 and enter information above. C) Enter Inspectors initials and TIN each time equipment is compared. D) Include and retain a copy of gauge calibration parameters.

675-020-27 Materials – 05/08

CONTRACTOR - QC DENSITY RECORDS

Earthwork Density Report Page_____ Project FIN: Type of Const: FROM STATION ____________________ TO STATION____________________

Lot No.

RF

Date

Tech. ID. Gauge

Serial No.

STD. Dns./Mst.

Count

Max. Dens. /

Sample No. Test No. Station

Offset Lift No. Test

Depth

Soil Dns./Mst

Count Wet Dens. %

Moist. Dry

Dens. % Max Dens.

Status / Disp.

Disposition Letter Code:

V – Lots Verified by Verification Test R – Lots Verified by Resolution Procedure N – Lots Not Verified and Resolution initiated

675-020-27 Materials – 05/08


Pavement Plot for Project FIN _______________

Page ___ _of_____

Title

675-020-27 Materials – 05/08


Quality Control - Summary of Proctor Samples

Project FIN ___________________ Page of

Sample Information Verification Data

Sample No. Material Description Max. Density Opt. Moist. Type of Constr. Lots Represented Sample No. Max.

Density

675-020-27 Materials – 05/08

CONTRACTOR - QC DENSITY RECORDS Lot Index & Special Conditions

Project FIN ________________________ Page of Type of Const:

Lot No.

RF

Rdwy

Station No. Lift No.

Ver? Y/N

Resolve? Y/N

Remarks From To

675-020-27 Materials – 05/08

675-020-27 Materials – 05/08


675-020-27 Materials – 05/08

Quality Control - Earthwork Density Report CONTRACTOR - QC DENSITY RECORDS

Earthwork Density Report Project FIN: 1 Page: 3 Type of Const: 2 FROM STATION________4__________ TO STATION________5____________

Disposition Letter Code:

V – Lots Verified by Verification Test R – Lots Verified by Resolution Procedure N – Lots Not Verified and Resolution initiated

Lot No.

RF

Date

Tech. ID. Gauge Serial

No.

STD. Dns./Mst.

Count

Max. Dens. / Sample

No.

Test No. Station

Offset Lift No. Test

Depth

Soil Dns./Mst.

Count Wet Dens. %

Moist. Dry

Dens. % Max Dens.

Status / Disp.

6

7

8

9

10

11 13 15

16

17

18

19

20 22

23

24

25

26 12 14 21

675-020-27 Materials – 05/08

CONTRACTOR - QC DENSITY RECORDS Pavement Plot For Project FIN ___________

Page _______ _of_________

Title

675-020-27 Materials – 05/08


Quality Control - Summary of Proctor Samples Project FIN ________1______________ Page 2 of


QC Sample No. Material Description Max. Density Opt. Moist. Type of

Constr. Lots

Represented Verification Sample No. Max. Density

3 4 5 6 7 8 9 10

675-020-27 Materials – 05/08

CONTRACTOR - QC DENSITY RECORDS Lot Index & Special Conditions

Project FIN _________1__________ ___ Page 3 Type of Const: 2

Lot No. RF Rdwy Station No. Lift No.

Ver? Y/N

Resolve? Y/N Remarks From To

4 5 6 7 8 9 10 11 12

675-020-27 Materials – 05/08

General Notes & Instructions: Earthwork Density Report

All required information on the Density Report shall be current, legible and written in ink. No transcribed, rewritten, or otherwise copied Record Sheets shall be allowed or included. Dittos, arrows, white-out, and erasures shall be avoided. A correction shall be indicated with a single line striking through the original data and the corrected data written close to it. All corrections or other notes made on the plot or Record pages shall be initialed. Special Provisions or other issues effecting earthwork testing and sampling should be noted on the LOT INDEX PAGES. Retain a copy of the Calibration Parameter sheet in the Earthwork Record System for any gauge used on the project. Add a new Calibration Parameter sheet each time a Nuclear Gauge is recalibrated.

Lifts, Lots or partial lots affected by water and consequently not tested shall be identified on the DENSITY RECORD AND LOT INDEX sheets. Example: “Lifts 1-3 affected by water.”

1. Project FIN: Enter the project Financial Identification Number 2. Type of Constr.: Enter type of Construction. (Embankment, Subgrade, Base, etc.) 3. Page: Enter the page number corresponding to the number of the Plot page where the test will be plotted followed by a letter sequence for the page. (i.e. 1A, 1B etc. for

successive density report pages) 4. From Sta. - Beginning station of section represented. 5. To Sta. - Ending station of section represented. 6. Lot No.: Enter LOT number. (i.e. Lot# - Corresponding Page #) Start a new set of numbers for each type of construction on each sheet. i.e Pipe Backfill, Embankment, Subgrade,

Base, MSE Wall) 7. RF: Mark if lots were tested during reduced frequency by placing an “X or √”. 8. Date: Enter date of Test 9. Tech. ID: Enter the nine digit technician ID used for CTQP qualification. 10. Gauge Serial No.: - Serial number of gauge used. 11. STD. Dns. Count: - Record the daily standard density count of the nuclear gauge used to perform the density test. 12. STD. Mst. Count: - Record the daily standard moisture count of the nuclear gauge used to perform the moisture test. 13. Max Density: Enter Laboratory Maximum Density Value (Proctor) for the Test to the nearest whole number. 14. Sample No.: Enter sample number for the maximum density proctor. 15. Test No.: This is an numeric value followed by sequential digits.

starting with 0001. (This may be N/A if not a district requirement.) 16. Station: Enter the station location of the test 17. Offset: Enter the Offset Distance in feet (meter) from an offset, with the direction ‘L’ or ‘R’ following the number. 18. Lift Number: Enter the lift number and total lifts at the test location (i.e. 2/10) 19. Test Depth: Write the test depth in inches (millimeter). 20. Soil Dns. Count: - Record the soil density count reading. 21. Soil Mst. Count: - Record the soil moisture count reading from the nuclear gauge. 22. Wet Density: Enter the wet density result from the test to the nearest 0.1 PCF.

675-020-27 Materials – 05/08

23. % Moisture: Write the % moisture value to the nearest 0.1 percent as follows. • Use Nuclear Gauge % moisture for approved Limerock, Shell rock, and Cemented Coquina Base materials. • If the Speedy Moisture tester was used for the materials specified above, use the dial reading directly. • For all other materials, use the moisture number from an appropriate chart, based on the Speedy dial reading. • Microwave moisture as determined by the FM5-537 can also be used for all the materials.

24. Dry Density: Wet Density x 100 Reporting Accuracy: nearest 100+ % Moisture 0.1 PCF (1.0kg/m3)

25. % Max Density: The result of Dry Density divided by Proctor and multiplied by 100. Report to the nearest 1.0 percent. 26. Status and Disposition: Use the Disposition as described at the bottom of the form.

Instructions: Earthwork Pavement Plot Use this plot for projects or sections of a project with ‘no Embankment’. Enter the beginning Station in the first row, first column. Enter the next station based on the frequency of the Density testing; thus each rectangle represents a lot. Enter the title for each bar in the second row, first column. Use the ‘Type of Constr.’ designations as specified below.

Recommended Type of Construction:

Rdwy Base: B Shoulder Base: SB Curb Pad: C Sidewalk Emb: SW Subgrade: S Shoulder Sub: SS Embankment Roadway: E Traffic Sep: T Pipe Backfill: PB Add "L" for Left and "R" for Right to specify directions/roadways

Approach A: A group of bars can represent one Type of Construction from the beginning to the end of the project. Approach B: A group of bars can represent various Types of Construction for a set of Stations. When a successful density test is completed for an area, write an ‘X’ or the test number in the appropriate rectangle. A multiple lift construction can be represented by labeling two rows stacked over one another as Lift 1 of 2 and Lift 2 of 2. Record Resolution testing performed by the QC technician

on the QC sheet.

Instruction: Embankment and drainage Plot

Use the Density Log Book Plot program for projects or sections of a project with Embankment and Drainage Pipe. Plot the test No., excluding the page number at the appropriate Station and lift location where the test was conducted. All failing test locations should be circle to indicate the failing status Groundwater elevations and the date of the observation should be noted on the plot sheet (▼ 07/01/03). The horizontal line represents the water table elevation.

The symbol should be placed at the left or right side of the graph. Multiple water table elevations should be indicated, dated, and initialed. All lifts (LOTS) affected by water should also be noted on the LOT index sheet.

675-020-27 Materials – 05/08

Instructions: Summary of Proctor Samples

1. Project FIN: Enter the project Financial Identification Number. 2. Page: Enter the corresponding page number. 3. Sample Number: Enter the SIX character sample number i.e. 00001Q

The “Q” at the end indicates the sample was collected and tested by Quality Control Personnel Sample numbers ending in “V or R” will be used for samples collected and tested by Verification or Resolution Personnel All samples should be recorded in the order they were obtained.

Verification, Resolution, and Independent Verification sample numbers should match the corresponding QC sample numbers.

Example: QC sample “00002Q” should be verified by Verification Sample “00002V” or resolved by Resolution Sample “00002R”. When preparing Sample Transmittal Cards for V samples and R samples, note the “Q” sample number that the V or R should be compared to and also list any “Q” sample numbers that will be verified if comparison is favorable.

Example for “V” sample:

Compares to 00002Q. Also verifies 00001Q, 00003Q, and 00004Q. NOTE: THE RESULTS OF ALL “Q” SAMPLES MUST BE VERIFIED OR RESOLVED AS REQUIRED BY SPECIFICATION.

4. Material Description: Enter a description of material being sampled. 5. Max Density: Enter Laboratory Maximum Density Value (Proctor) for the sample. 6. Opt Moist: Enter Laboratory Optimum Moisture Value for the sample. 7. Type of Constr: Indicate the expected use of the material. i.e. , limerock base, pipe backfill etc. Skip sufficient lines to readily separate the material types OR use separate

sheets for each Material number. 8. Lots Represented: Indicate the corresponding LOT numbers or project limits (for Embankment samples) represented by the Proctor results. 9. Sample Number: Enter the corresponding Verification sample number i.e. 00001V 10. Max Density: Enter the corresponding Verification Maximum Density Value (Proctor).

675-020-27 Materials – 05/08

Instructions: LOT index and Special Conditions

1. Project FIN: Enter the project Financial Identification Number. 2. Type of Const: Enter applicable Type of Construction if the LOTS are indexed (Numbered) by material number. If LOTS are indexed consecutively for the entire project

enter “N/A” at the top and indicate the type of construction in REMARKS. (Pipe backfill, embankment, RE wall, baserock, etc.) 3. Page: Enter appropriate page number – All pages must be numbered 4. Lot No.: Enter LOT No. Each LOT must be verified as specified in the Specifications. If not, it must be resolved as specified in the Specifications. 5. RF: Indicate if lots were tested during reduced frequency by placing an “X or √”. 6. Rdwy: Enter “L” for Left, “R” for Right, or “C” for Composite to identify the general LOT location 7. Station No. From: Enter beginning station of Lot. 8. Station No. To: Enter ending station of Lot. 9. Lift No.: Enter the lift number /total lifts (i.e. 1/10) at the LOT location – NOTE: If thick lift operations are used, indicate the Standard 6-inch lift numbers (i.e. 5-6/10) 10. Ver?: Enter “Y” if the QC test for this LOT was verified. Enter “N” if the QC test for this LOT was not verified and Resolution Test was required 11. Resolved?: If LOT not verified, enter Y if resolved; N if not resolved. 12. Remarks: Remarks column is used to record any special conditions, comments or other information needed to explain or clarify project issues or conditions.

Use this section to note Material type (if applicable), LOTS affected by water, thick lift operations, reduced frequency testing, use of flowable fill, etc.

Instructions: QUALITY CONTROL STABILIZING MIXING DEPTH / QUALITY CONTROL ROCK BASE THICKNESS

These sheets may be used to record mixing depths and base thicknesses. Enter information as requested.

675-020-27 Materials – 05/08

Earthwork Density Plot For Project FIN Example: Approach B Page ______of______

Title 0+00 5+00 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 60+00 65+00 70+00 75+00 Base L

SUB L

SH B LL

Sh B LR

75+00 80+00 85+00 90+00 95+00 100+00 105+00 BASE L

SUB L

SH B LL

SH B LR

0+00 5+00 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 60+00 65+00 70+00 75+00

BASE R

SUB R

SH B RL

SH B RR

75+00 80+00 85+00 90+00 95+00 100+00 105+00 BASE R

SUB R

675-020-28 Materials – 05/08

675-020-28 Materials – 05/08

Financial Number: _______________________ Verification Density Inspection, Nuclear Gauge & Initial Equipment Compare Log in data.

Gauge Serial Number Calibration

Date Dry

Density QC / VT / IA

Initial Equipment

Date Initials TIN # Date

Begun Date

Ended

Gauge Serial #: Enter the manufacturer's serial number for the nuclear moisture/density gauge. Calibration Date: Enter the most recent gauge calibration date.

Dry Density: Enter the computed Dry Density QC / VT / IA: Enter the inspector type (QC / VT / IA) and inspector level (ECI 1 and/or 2). Initial Equipment Date: Enter the date the initial equipment or comparison analysis check was performed as per 120-10.1.1. Initials: Enter the initials of the inspector just as they will appear in the Density Log Sheets. TIN #: Enter the inspector's CTQP training identification number. Date Begun: Enter the date the inspector begins testing with the gauge listed or the date the gauge is received back following recalibration or repairs. Date Ended: Enter the date the inspector completes testing with the gauge listed or the date the gauge is sent for recalibration or repairs.

Notes: A) A separate line must be completed for each gauge used on the project. B) If a gauge is calibrated or repaired during construction, comply with specification 120-10.1.1 and enter information above. C) Enter Inspectors initials and TIN each time equipment is compared. D) Include and retain a copy of gauge calibration parameters.

675-020-28 Materials – 05/08

Verification - Earthwork Density Report Page_____ Project FIN: Type of Const: FROM STATION ___________________ TO STATION____________________

Lot No. Date

Tech. ID.

Gauge Serial No.

STD. Dns./Mst.

Count

Max. Dens. / Sample

No.

Test No. Station Offset Lift

No. Test

Depth

Soil Dns./Mst.

Count Wet

Dens. %

Moist. Dry

Dens. %

Max Dens.

Lots Accepted

675-020-28 Materials – 05/08

Verification / Resolution Summary of Proctor Samples

Project FIN ___________________ Page of


Sample No. Material Description Max. Density Opt. Moist. Type of Constr. Lots Represented Sample No. Max.

Density

675-020-28 Materials – 05/08

VERIFICATION STABILIZING MIXING DEPTH Page___ of____

MINIMUM FREQUENCY

WITNESS and RECORD QUALITY CONTROL

LOT # ROADWAY BEGIN END VERIFICATION DEPTH CHECK DEPTH VERIFIED

*

STATION STATION STATION OFFSET Y/N

675-020-28 Materials – 05/08

VERIFICATION ROCK BASE THICKNESS Page ______ of ______

FIN No. _______________________ Pay Item No. _______________________

Material No. _______________________ Plan Thickness _______________________

Cored By (TIN no.): _______________________ Date: _____/_____/_____

Lot Rdwy Begin Station

End Station

Core No.

Station No.

Lane Offset Rdwy Width

Thknss ML Y/N

Ver. Y/N

Comments

200-7.2.2 Frequency Roadway Thickness Witness and record QC Thickness Shoulder / Widening * Thickness

Witness and record QC Thickness

* Note: for widening less than or equal to 5 ft (1.5m)

675-020-28 Materials – 05/08

Verification - Earthwork Density Report

Project FIN: 1 Type of Const: 3 Page__2___ FROM STATION_______4___ _____ TO STATION______ _5_______

Lot No. Date

Tech. ID.

Gauge Serial No.

STD. Dns./Mst.

Count

Max. Dens / Sample

No.

Test No. Station Offset Lift

No. Test

Depth

Soil Dns./Mst.

Count Wet

Dens. %

Moist. Dry

Dens. %

Max Dens.

Lots Verified

6

7

8

9

10 12 14

15

16

17

18

19 21

22

23

24

25 11 13 20

*From Station *To Station

675-020-28 Materials – 05/08

Verification / Resolution Summary of Proctor Samples

Project FIN _______1____________ Page 2 of


Sample No. Material Description QC Max. Density

QC Opt. Moist.

Type of Constr. Lots Represented Sample No. Max.

Density

3 4 5 6 7 8 9 10

675-020-28 Materials – 05/08

General Notes & Instructions: Verification - Earthwork Density Report

All required information on the Density Report shall be current, legible and written in ink. No transcribed, rewritten, or otherwise copied Record Sheets shall be allowed or included. Dittos, arrows, white-out, and erasures shall be avoided. A correction shall be indicated with a single line striking through the original data and the corrected data written close to it. All corrections or other notes made on the plot or Record pages shall be initialed. Special Provisions or other issues effecting earthwork testing and sampling should be noted. Retain a copy of the Calibration Parameter sheet in the Earthwork Record System for any verification gauge used on the project. Add a new Calibration Parameter sheet each time a Nuclear Gauge is recalibrated.

1. Project FIN: Enter the project Financial Identification Number 2. Page: Enter the page number corresponding to the number of the Plot page where the test will be plotted followed by an Alphabetic letter sequence for the page. (i.e. 1A, 1B etc.

for successive density report pages) 3. Type of Const.: Enter type of Construction. (Embankment, Subgrade, Base, etc.) 4. From Sta. - Beginning station of Lot represented. 5. To Sta. - Ending station of Lot represented. * Get approval from the District Materials Earthwork Coordinator to write in “From Station” and “To Station” for the purpose of

recording verification for multiple QC sheets on one page. 6. Lot number: Enter the Lot number using the following format (QC Lot# - Corresponding QC Page #) 7. Date: Enter date of Test 8. Tech. ID: Enter the nine digit technician ID used for CTQP qualification. 9. Gauge Serial No.: - Serial number of gauge used. 10. STD. Dns. Count: - Record the daily standard density count of the nuclear gauge used to perform the density test. 11. STD. Mst. Count: - Record the daily standard moisture count of nuclear gauge used to perform the moisture test. 12. Max Density: Enter Laboratory Maximum Density Value (Proctor) for the Test to the nearest whole number. 13. Sample No.: Enter sample number for the maximum density proctor. 14. Test No.: This is a numeric value followed by sequential digits.starting with 0001. (This may be N/A if not a district requirement.) 15. Station: Enter the station location of the test 16. Offset: Enter the Offset Distance in feet (meter) from an offset, with the direction ‘L’ or ‘R’ following the number. 17. Lift Number: Enter the lift number and total lifts at the test location (i.e. 2/10). 18. Test Depth: Write the test depth in inches (millimeter). 19. Soil Dns. Count: - Record the soil density count reading. 20. Soil Mst. Count: - Record the soil moisture count reading from the nuclear gauge. 21. Wet Density: Enter the wet density result from the test to the nearest 0.1 PCF. 22. % Moisture: Write the % moisture value to the nearest 0.1 percent as follows.

• Use Nuclear Gauge % moisture for approved Limerock, Shell rock, and Cemented Coquina Base materials. • If the Speedy Moisture tester was used for the materials specified above, use the dial reading directly. • For all other materials, use the moisture number from an appropriate chart, based on the Speedy dial reading. • Microwave moisture as determined by the FM5-537 can also be used for all the materials.

675-020-28 Materials – 05/08

23. Dry Density: Wet Density x 100 Reporting Accuracy: nearest 100+ % Moisture 0.1 PCF (1.0kg/m3)

24. % Max Density: The result of Dry Density divided by Proctor and multiplied by 100. Report to the nearest 1.0 percent. 25. Lots Verified: List lots verified by this test. (QC Lot#s - Corresponding QC Page #s)

Instructions: Verification/Resolution - Summary of Proctor Samples

1. Project FIN: Enter the project Financial Identification Number. 2. Page: Enter the corresponding page number. 3. Sample Number: Enter the Five character QC sample number i.e. 00001Q 4. Material Description: Enter a description of material being sampled. 5. QC Max Density: Enter Laboratory Maximum Density Value (Proctor) for the sample. 6. QC Opt Moist: Enter Laboratory Optimum Moisture Value for the sample. 7. Type of Constr.: Enter the type of Construction. Use ‘L’ or ‘R’ to specify Left or Right roadway and/or side. 8. Lots Represented: Indicate the corresponding lot numbers represented by the Proctor results. 9. Sample Number: Enter the corresponding Verification sample number i.e. 00001V. (Make sure numbers match) 10. Max Density: Enter the corresponding Verification Maximum Density Value (Proctor).

Instructions: VERIFICATION STABILIZING MIXING DEPTH / VERIFICATION ROCK BASE THICKNESS

These sheets may be used to record mixing depths and base thicknesses. Enter information as requested.

September 1, 2000

Florida Method of Test for Sampling Aggregates Designation: FM 1 T-002 FM 1 T-002 is identical to AASHTO T-2 except for the following provisions: 1. Delete last sentence of Section 3.2 and replace with:

Samples for tests used in the Department’s quality assurance program are collected by the designated parties in the producer’s Quality Control Program, the Department, or the Department’s designee.

2. Add after section 4.3.2:

An automatic sweep belt sampler capable of collecting all fines may be used in lieu of the templates.

3. Delete title for 4.3.4 and replace with:

Sampling from Roadway (Bases, Subbases, Subgrade and Embankment Materials) 4. Add after Appendix X1.2.1:

The power equipment (generally a rubber wheeled front-end loader) should be used to remove material from the bottom of the stockpile, across the entire cross-sectional face of the stockpile. Production should not be occurring on the face during sampling. The loader should operate in a direction perpendicular to the conveyor or to the direction in which the stockpile was created by dumping or unloading. The face should be opened as many times as required to make material cascade from the top to bottom of the stock pile. Material removed by opening the face should be placed away from the area to be sampled. With the bucket about 18 inches above the base of the stockpile, one loader bucket of material should be collected from the middle of the face. The loader should be directed straight into the face and the bucket scooped upwards parallel to the slope. Care should be taken to keep the loader wheels off the pile. After backing from the pile, the bucket should be gently lowered to about 3 to 4 ft above the surface and the material allowed to slowly roll out with a downward tilt of the bucket. The loader should pull forward to allow the material to cascade out on to the crest of the mini stockpile being formed, breaking to either side being formed. The loader should then be driven forward past

FM 1-T 002 1

September 1, 2000

the edge of the mini stockpile and the blade rotated as far down as possible. The loader is then reversed so that the blade edge can be back dragged across the upper 1/2 to 1/3 of the mini stockpile, leaving it at least 18 inches high, to expose the center of mass to be sampled. Avoid sampling within one foot of the edge of the mini stockpile. Samples are taken by pushing a square tipped shovel inserted vertically to its full depth in at least 3 points in the flattened stockpile. The sampling surface should correspond to the original shape of the mini stockpile. Samples should never be collected from the "stretched" area, that is, the material removed from the crest by backblading. Ensure that the sample is representative of mini stockpile and face sampled. Repeat for two more mini stockpiles. Composite material from the three mini stockpiles to form sample.

5. Add after second sentence of Appendix X1.2.2:

The number of increments should be representative of the volume in each section of the stockpile being sampled. For convenience the stockpile is divided into three sections of equal height, referred to as the bottom, middle and top third of the stockpile. For cone-shaped stockpiles, about 70% of the volume of the stockpile is contained in the bottom third of the stockpile. Only 6% of the volume is contained in the upper third. For tent-shaped stockpiles, produced with a radial or traveling stacker, about 56% of the material is in the lower third and 11 % in the upper third of a tent-shaped stockpile. For tent-shaped stockpiles, three samples taken from the bottom third, two from the middle third, and one from the upper third, approximately represent the volume in each section of the stockpile being sampled. This method is referred to as the 3-2-1 technique.

6. Add at the end of Appendix X1.2.2.

The sampling tube should be used on a stable and safe production-face. Generally, fine aggregate is produced using tent-shaped stockpiles, produced with a radial or traveling stacker. Samples should be taken by the 3-2-1 technique from three locations in the lower third, two in the middle, and one in the upper third of the stockpile. The sampling personnel should push the tube horizontally into the face of the stockpile until the material plugs the tube. Jamming the tube its entire length with one thrust should be avoided. After the tube plugs, it should be removed and the surface wiped clean. The tube should be emptied into a portable sample container (a large plastic bag is appropriate when climbing) and the tube slowly reinserted into the same hole location until resistance is encountered. The tube should then be pushed horizontally into the face of the stockpile until the material plugs again. The procedure should be repeated as many times as necessary until the entire length of the tube has been inserted into the stockpile.

FM 1-T 002 2

September 1, 2000 Revised: September 3, 2002

Florida Method of Test

for MOISTURE-DENSITY RELATIONS OF SOILS USING A 4.54-kg

[10-lb] RAMMER AND A 457-mm [18-in.] DROP

Designation: FM 1 T-180

FM 1 T-180 is identical to AASHTO T-180 except for the following provisions:

1. Delete Section 1.2 and the engineer will determine which Method shall govern with the following provisions:

a) For materials used for base or stabilizers with particles greater than

¾ inch, the material shall be crushed so that the entire sample passes the ¾ inch sieve by use of a mechanical jaw crusher having a minimum jaw plate dimension of 2.4 x 3.5 inches. Those pieces not reduced by mechanical crushing shall be manually broken down to pass the ¾ inch sieve. The material is then passed through a No. 4 sieve, and the percentage retained is recorded.

b) For materials classified as A-1, A-2-4 (Plastic), A-2-5, A-2-6, A-2-7, A-4, A-5, A-6, and A-7, apply Note 7. For all other soils, the engineer will decide whether to apply Note 7. Preparation of separate samples with varying moisture contents as outlined in Note 7 is an acceptable option for all types of soils, regardless of the soaking period.

c) As an alternative to the moisture content determination method outlined in Section 5.3, if separate samples with varying moisture contents are prepared, immediately prior to compacting the material, it can be remixed and a representative sample can be taken for moisture content determination in accordance with AASHTO T 265 (Laboratory Determination of Moisture Content of Soils) or ASTM D 4643 (Determination of Water (Moisture) Content of Soil by the Microwave Oven Method).

d) When the Limerock Bearing Ratio (LBR) mold is used as an alternate mold, the dimensions of the mold shall be in accordance with FM5- 515.

FM1-T180 1

Revised: February 15, 2007

FM 1-T 238 1

Florida Method of Test for

DENSITY OF SOILS AND BITUMINOUS CONCRETE MIXTURES IN PLACE BY THE NUCLEAR METHOD

Designation: FM 1-T 238

1. SCOPE 1.1 This method covers procedures for a rapid nondestructive

measurement of the density of soil and soil-aggregate in-place using Direct Transmission (Method A) and measurement of the in-place density of compacted bituminous concrete mixtures using Backscatter (Method B). See notes 1 and 2.

Note 1: Department of Transportation personnel, or its agents, operating

equipment containing radioactive materials (nuclear gauges) should be experienced with the materials with which they are working. Additionally, Department personnel shall be certified by the FDOT Radiation Administrative Officer or designee. An agent's personnel should have documented evidence they have received the training designated for them by the agent's radioactive materials license.

Note 2: Persons operating equipment containing radioactive materials

(nuclear gauges) shall be familiar with and comply with requirements of the Instructions or Operating Manual for the piece of equipment being operated. Said manual shall be readily available to the operator during equipment operation.

2. APPARATUS

2.1 Nuclear Gauge (with lock) - Any brand, make or model of gauge meeting FDOT specifications at time of purchase or obtainment and having a proven history of reliable results as outlined in the Nuclear Manual may be used. The current specifications may be obtained from the FDOT Radiation Administrative Officer at the State Materials Office for the various types of gauges currently being purchased.

2.2 Reference Standard - A reference standard of uniform,

unchanging density and moisture value shall be provided with each gauge for the purpose of verifying equipment operation and background count, and to establish conditions for determining count rate reproducibility. The reference standard cannot be used with a gauge other than the one for which it was


FM 1-T 238 2

issued. Current gauge purchasing specifications require the standard be able to be utilized without the aid of the manufacturer's transporting container or any other accessory.

2.3 Scraper Plate (with drill rod guide) - A rectangular, flat, straight-

edged plate with a drill rod guide, constructed of steel or aluminum and used to plane the test site to the required smoothness and for drilling the access hole for direct transmission measurements.

2.4 Drill Rod - A drill rod used with the drill rod guide of the scraper

plate to drill the access hole into the material to be tested. 2.5 Drill Rod Extraction Tool - When available, this is used to

remove the drill rod from the hole. 2.6 Hammer - A four or six pound hammer for driving the drill rod.

Caution: Eye protection should be worn when using any device for hammering against metal or stone where possible material chipping may occur.

2.7 Charger Cord - Charger cable or cables, if required by the

gauge, capable of charging at 110 volts AC or 12 volts DC the gauge's power pack for field operation per operator or instruction manual.

2.8 Transporting and Storage Container (with lock) - The

manufacturer of the gauge furnishes a container approved by the U.S.D.O.T. for transporting and storing the gauge. The F.D.O.T. also has an approved container, which is secured in the bed of a truck, thereby making it unnecessary to transport the gauge in the manufacturer's container. Gauges owned by F.D.O.T. that once required the manufacturer's shipping container to achieve a standard count per instruction or operator's manual have been furnished with new reference standards which do not require the container to obtain this count.

2.9 Moisture Tester - A calcium carbide gas pressure moisture

tester conforming to FM 5-507 which can be transported and stored in the compartment provided in the container mentioned in FM 1-T 238 Section 2.8.

2.10 Manufacturer's Instructions - The instruction or operating

manual supplied by the manufacturer will be utilized for operation of the gauge and for achieving most test results unless noted otherwise. The manufacturer's instructions may be found in the "nuclear gauge" chart book furnished by the State Materials Office.


FM 1-T 238 3

2.11 Level - A Locke level or stringline as needed to determine the

vertical location of the test. 2.12 Measuring Tape or Ruler - As needed to determine the lateral

location of the test. 2.13 Square Shovel - For preparing the test site (earthwork).

3. CALIBRATION

3.1 Gauges are required to be calibrated yearly or at any time the

operator determines there is a need for recalibration if confirmed by DRSO or his designee. Exception of this may be made per Note 8, which follows the example of 8.8.

4. DAILY STANDARD COUNT

4.1 The gauge calibration data has been ratioed to standard density

counts made at the factory or State Materials Office on the reference standard supplied with the gauge. New reference counts must be made in the field to compensate for component aging and drift within the instrument. A set of standard counts shall be taken and recorded in the gauges utilization log (diary) every day the gauge is used. If on a given day the gauge is not used, "idle" should be entered for that day in the diary. Diary entries are not necessary on weekends and holidays if gauge is not in use. It is recommended that this data be taken twice a day when the gauge is first received (new gauge) in order to detect any shift during daily use, per manufacturer's instructions.

4.2 If the day-to-day shift in the density standard count is greater than 1

percent or the moisture standard count is greater than 2 percent when compared to the average of the previous four sets of counts, there is a possibility of a gauge malfunction or operator error in placing the gauge on the standard, or in the count taking procedure. Additional attempts to obtain a usable standard count are recommended. This standard count comparison procedure is one of the reasons a utilization log (diary) shall be maintained with the standard density and moisture counts recorded, along with other gauge related information. The initial standard counts will normally be less than the factory or State Materials Office standard counts due to the higher background radiation levels in the factory and at State Materials Office.


FM 1-T 238 4

5. GENERAL PROCEDURE FOR DAILY STANDARD COUNT (DENSITY AND MOISTURE WHEN APPLICABLE)

5.1 Obtain a set of standard counts at the start of each days use. 5.2 Place the reference standard on compacted soil (100 PCF or

more), asphalt or concrete paving, at least ten (10) feet from any large object and at least thirty (30) feet from another gauge.

5.3 Prepare the gauge to achieve a set of standard counts as

described in the gauge's instruction or operator's manual. See note 3.

Note 3: Some gauges have normally been equipped by the manufacturer

with a reference standard which must be put on top of the shipping container and the combination used to achieve a standard count. This practice is stated in the gauge's instruction manual. During the process, the combination must be located at least ten (10) feet from any large object and at least thirty (30) feet from another gauge as stated in Section 5.2. In some cases, for these same gauges, the manufacturer has instead substituted a reference standard, which is not used with the shipping container, but is used as in Section 5.2 although the instruction manual may not account for this change. If this substitution has been made, disregard the instruction manual and proceed as in Section 5.2, 5.4, etc.

5.4 Insure that the gauge is properly positioned on the reference

standard and that the source rod is in the proper position.

5.5 Turn power on and allow the gauge to stabilize for the period of time recommended by the manufacturer in the instruction or operator's manual.

5.6 Obtain a density standard count and moisture standard count, and

record them in the gauges utilization log (diary). Moisture Count is not required for gauges, which are not approved for moisture content determination. If the gauge has a memory, retain standard counts in the gauge memory per manufacturer's instructions.

5.7 Return the reference standard to the compartment provided in the

F.D.O.T. Transporting and Storage Container, or to the proper storage position in the vehicle being utilized to transport and store the gauge.

METHOD A - DENSITY OF SOIL AND SOIL-AGGREGATE IN PLACE USING DIRECT TRANSMISSION


FM 1-T 238 5

6. PROCEDURE

6.1 Select a smooth test site free of surface irregularities where the

gauge in test position will be at least (6) six inches away from any vertical projection.

6.2 Remove all loose and disturbed material as necessary to expose

the top of the material to be tested. 6.3 Smooth the test surface sufficiently in size to accommodate the

gauge. The maximum void beneath the gauge shall not exceed approximately 1/8 inch. Use native fines or fine sand to fill these voids. Using the scraper plate, lightly tamp an area equal to the bottom of the gauge. When the test site is below ground elevation, if at all possible, the plane of the surface to be tested shall extend approximately six (6) inches beyond the edges of the gauge on all sides.

6.4 Place the scraper plate with the drill rod guide on the test site. 6.5 Place the drill rod into the drill rod guide and drive a hole at least

two (2) inches deeper than the desired test depth. The hole must be perpendicular to the prepared surface of the test site.

6.6 Remove the drill rod by rotating and pulling straight up. The drill rod

extraction tool may be used to facilitate the procedure. DO NOT loosen the drill rod by tapping with a hammer.

6.7 Extend and place the source rod in the hole to the desired depth of

measurement. 6.8 Seat the gauge firmly by rotating it about the source rod while

pulling gently on the gauge in the direction that will bring the side of the source rod in firm contact with the side of the hole nearest the scaler.

6.9 Follow the manufacturer's instructions to obtain the WET DENSITY.

6.10 Record all required information applicable to the gauge used on the

Density Log Sheet. The WET DENSITY should be recorded as applicable to the gauge used.

6.11 A nuclear moisture content determination may be used for

Limerock, cemented coquina and shell-rock base material using the following gauges:

Troxler: 3401B, 3411B, 3430, 3440A


FM 1-T 238 6

CPN: MCI (boron), MCI (helium), MC2 (boron), and MC3 Humboldt: 500lP and 5001C InstroTek: 3500

Follow the manufacturer's instructions to obtain the PERCENT MOISTURE and DRY DENSITY. Record PERCENT MOISTURE to the nearest 0.1 percent and DRY DENSITY to the nearest 0.1 PCF whether obtained from the gauge by direct reading or obtained by manual calculation.

6.12 Return the source rod to the SAFE OR STORAGE (top notch)

position. Position the POWER switch to STAND BY if applicable for the gauge used.

6.13 Return the gauge to the transporting and storage container or to the

proper storage area in the vehicle being utilized to transport and store it.

Note 4: The following steps (Sections 6.15 thru 6.17) are not necessary

if PERCENT MOISTURE and DRY DENSITY have already been determined per Section 6.11.

6.14 Take a representative sample of the material from the test site and

place in a suitable moisture-proof container.

6.15 The material shall be thoroughly mixed and a moisture determination made in accordance with FM 5-507.

6.16 Record the MOISTURE CONTENT to the nearest 0.1 percent. 6.17 Determine the DRY DENSITY to the nearest 0.1 PCF by dividing

the WET DENSITY by the PERCENT MOISTURE plus 100 and multiplying the results by 100.

6.18 Determine the percent MAXIMUM DENSITY to the nearest whole

percent by dividing the DRY DENSITY by the REQUIRED MAXIMUM DENSITY and multiplying the result by 100.

Formatted: Default, Left


FM 1-T 238 7

METHOD B - DENSITY OF COMPACTED BITUMINOUS CONCRETE MIXTURES USING BACKSCATTER

7. PROCEDURE

7.1 Select a smooth test site that will allow the gauge to sit solidly on

the site without rocking. The test site should not be within one foot of the edge of pavement being tested.

7.2 Place the gauge on the test site. 7.3 Extend the source rod to the backscatter position as described in

the gauge's instruction or operator's manual. See Note 7. 7.4 Select the proper time duration and gauge function following the

instructions in the manual and begin the test. 7.5 After the recommended period of time per Section 7.4 has elapsed,

record the DENSITY MEASUREMENT COUNT, or the DIRECT DENSITY in PCF if available from the gauge being used.

7.6 Return the source rod to the SAFE OR STORAGE (top notch)

position. DO NOT let the gauge rest on hot bituminous concrete. Remove the gauge immediately after returning the source rod to the SAFE OR STORAGE position.

7.7 Determine the DENSITY COUNT RATIO by dividing the

BACKSCATTER DENSITY MEASUREMENT COUNT by the DENSITY STANDARD COUNT unless this step is unnecessary because of the gauge being used. See Note 6.

7.8 Refer to the BACKSCATTER DENSITY CALIBRATION TABLE

using the CALCULATED DENSITY COUNT RATIO and record the density to the nearest 0.1 PCF unless this step is unnecessary because of the gauge being used.

7.9 Return gauge to transporting and storage container or proper

storage area in the vehicle being utilized to transport and store the gauge. See Note 5.

Note 5: Inspect bottom surface of gauge. If necessary, use the mineral

solvent described on the Periodic Maintenance Page found in the gauge chart book to clean the bottom surface of the gauge to prevent a buildup of asphalt.

Note 6: The Backscatter Density Calibration Table is interpolated in 0.1

PCF increments between 110 and 145 PCF.


FM 1-T 238 8

Note 7: When nuclear density measurements are to be obtained on base courses by direct transmission, Method A paragraphs 6.1 thru 6.10 may be used. Since the test site is bituminous concrete, paragraphs 6.2 and 6.3 should be unnecessary, and the density obtained in 6.10 is the density of the bituminous concrete.

8. CORRECTION FACTOR

8.1 In order to determine the density of compacted bituminous concrete

mixtures for the purpose of acceptance, a control strip must first be constructed. When the construction of the control strip has been completed, ten nuclear density determinations will then be made at random locations within the control strip. The average of these ten density determinations will then become the Control Strip Target Density. A correction factor must be applied to the Control Strip Target Density to verify that the Control Strip Density meets the minimum specified percentage of the Design Laboratory Density. Determining the correction factor involves cutting cores in the control strip, obtaining the bulk density of the cores in the laboratory, and arriving at a correction factor based upon the correlation between the core densities and nuclear densities. This correction factor is used only when computing the percentage of Design Laboratory Density obtained in the control strip. The correction factor will be determined in the following manner:

8.2 Take four nuclear density tests in accordance with Section 7 above.

(The four tests should be part of the original ten taken throughout the control strip to obtain an average for Control Strip Target Density.) At each of these four test locations, two readings shall be taken. The second reading must be within 1.0 percent of the first reading. If the variation is greater than 1.0 percent, the gauge should be moved to another location. If the variation is less than 1.0 percent, then only the first reading is recorded. (The second reading is only a check.)

8.3 Record the nuclear density results to the nearest 0.1 PCF.

8.4 Before removing the gauge, mark on the pavement around the

outside edge of the gauge at each location where a core is to be taken.

8.5 Cut a core from each of the four marked test locations. One

additional core will also need to be cut from a random location within the control strip for Independent Assurance testing.

8.6 Determine the bulk density of each roadway core in accordance

with Section FM 1-T 166, Method A or B.


FM 1-T 238 9

Note 8: When it is necessary to expedite FM 1-T 166, Method A will

normally be used. In this situation, the bulk density of the fifth core, must be determined by Method B in order that comparative testing can later be performed on the core for Independent Assurance purposes. The fifth core is to be used only for Independent Assurance testing and is not to be used in determining the correction factor.

8.7 Compare the nuclear density results with the bulk density of the

cores in PCF. 8.8 The average difference between the nuclear and core densities will

be the correction factor. 8.9 Add the correction factor algebraically to the Control Strip Target

Density, which is the average of the ten determinations referenced in Section 8.1.

EXAMPLE:

Location Nuclear Core Difference

Number Density (PCF) Density (PCF) (PCF)

1 127.3 128.1 + 0.8 2 118.4 120.5 + 2.1 3 128.3 131.7 + 3.4 4 126.8 129.5 + 2.7

9.0

Correction Factor (Average Difference) = 9.0 = + 2.25 (PCF) 4

Note 9: Four comparisons are made so that if one is an obvious outlier it

can be disregarded, and there will still be three valid results to compute the correction factor. The following test can be used if there is any question as to whether an outlier exists: Allowable Range = ± R

2 Where: = Average of differences

R = Range between lowest and highest difference Example:

The following differences are determined: + 0.8 + 2.1 + 3.4 + 2.7


FM 1-T 238 10

9.0 = 9.0 = +2.25 4 R = 3.4 - 0.8 = 2.6 R = 2.6 = 1.3 2 2

Allowable Range = + R = (+2.25) + 1.3 = +3.55

2

- R = (+2.25) - 1.3 = +0.95 2

Allowable Range +0.95 to +3.55 THROW OUT 0.8

If two values are determined to be outliers using the above test, only the value that is out the farthest is discarded. The same gauge used to determine control strip density must be used to determine acceptance densities for all paving governed by that particular control strip. If it becomes necessary to change gauges, a new control strip will be required and steps Section 8.1 thru 8.9 repeated before continuing acceptance densities. A gauge, which is operating properly and is within the criteria stated in Section 4.2 may be used as long as its related control strip governs the paving even though the gauge's yearly calibration period has expired. The practice of using a gauge with an expired calibration period should not become a frequent occurrence.

Note:10 The fifth core from each control strip shall be tested in

accordance with FM 1-T 166, Method B. This core shall be identified with the project number, type of mix, mix design number, and control strip number, and stored on a flat surface in a cool, dry place until it is picked up by District Personnel for comparison testing.

September 1, 2000 Revised: August 21, 2001

FLORIDA METHOD OF TEST For

DETERMINATION OF MOISTURE CONTENT BY MEANS OF A CALCIUM CARBIDE GAS PRESSURE MOISTURE TESTER

Designation: FM 5-507

1. SCOPE

1.1 This method of test is intended to determine the moisture content of soils by means of a calcium carbide gas pressure moisture tester.

2. APPARATUS

2.1 Calcium carbide pressure moisture tester: 20 gram or 26 gram. Testers

owned by the FDOT shall be calibrated at least every six (6) months by the District Density Engineer (DDE), or designee, and at anytime there is reason to suspect malfunction. A calibration kit shall be used. Testers not owned by the FDOT, but used for required testing, shall also be calibrated every 6 months. Records of calibration shall always accompany the tester & shall be presented to the department upon request. The calibration kits used by the DDE’s, or designees, shall be calibrated by the State Materials Office at least once a year.

2.2 Tared scale: Tared scales owned by the FDOT shall be calibrated or

verified at least every six months, and certified by the DDE, or designee. Tared scales not owned by the FDOT shall also be calibrated every 6 months. Records of calibration shall always accompany the tared scales & shall be presented to the department upon request. The Technician, using the weights required by Section 2.7, shall check tared scales at least once a day.

2.3 Two 1 1/4 inch (31.75 mm) steel balls, to be used with 20 gram or 26 gram

tester for soils. 2.4 Cleaning brushes: A round brush for cleaning the body of the tester and a

small brush for transferring material from scale pan to tester cap. 2.5 Cloth for cleaning tester cap and neoprene ring seal.

2.6 Scoop for measuring calcium carbide reagent.

2.7 Two-ten (10) gram, or two-thirteen (13) gram weights.

FM 5-507 1


As applicable to tester used.

2.8 Hand level and/or bull's-eye level for leveling the tared scale.

2.9 Wedges or sand bag for leveling the tared scale.

2.10 Calcium carbide reagent - The calcium carbide must be finely pulverized and should be of a grade capable of producing acetylene gas in the amount of at least 2.25 cu. ft./lb. (0.14 m3/kg) of carbide.

2.11 Moisture-proof container: Any plastic or metal container with a close fitting

lid. The lip of the container should be of a type, which allows easy cleaning. Coffee cans and butter tubs are satisfactory. The container should be at ambient temperature and not used immediately after being exposed to direct sunlight or heat without first being cooled.

2.12 Spatula, spoon, trowel, etc. - used for obtaining soil samples. A drill bit

may be used to obtain limerock samples.

3. PROCEDURE FOR ALL MATERIALS USING 20 GRAM OR 26 GRAM MOISTURE TESTER WITH STEEL BALLS

The 20 gram or 26 gram moisture tester and two 1-1/4 inch (31.75mm) steel balls shall be used for all applications.

3.1 Level scale using wedges or sandbag leveling procedures. Scale should be stable at the completion of the leveling procedure.

3.2 Add Reagent to body of tester: For 20-gram testers add 2 scoops, and for

26-gram tester add 3 scoops. Put the 2 steel balls into body of the tester, using caution not to damage body and/or gauge of the tester.

3.3 Obtain a representative sample of material using an appropriate tool to

obtain the sample. A representative sample shall contain material from throughout the test depth. Place in a moisture-proof container. The sample should be thoroughly mixed, either by shaking the container or by stirring with an appropriate tool. Chopping and stirring may be necessary for some materials in order to assure a properly mixed sample.

3.4 Weigh Sample: Correct weight is shown when red arrow on beam

coincides with mark on the scale. For electronic scales, the correct weight is accomplished when the scale reads 20 grams or 26 grams, according to the type tester being utilized. The scale should be protected from the wind. The scale pan and tester cap should be protected from the sun.

FM 5-507 2


3.5 After using cloth to clean cap, making sure that all traces of material from previous tests are removed, put sample into cap of tester using a small brush to remove all material from the balance scoop.

3.6 Hold the tester body horizontally to prevent test material and reagent from

mixing before instrument is sealed. Insert cap, swing stirrup above cap, and tighten top screw.

3.7 Hold the tester horizontally; put balls into orbit around inside circumference of body. Balls act as ball mill to break down lumps in sample. Mixing time for coarse, variable material such as soils and aggregate - about 1 minute. Mixing time for heavy clay-type soils – about 3 minutes. NOTE: Never shake the tester in such a manner that will cause the steel balls to strike the base of the tester dial.

3.8 When needle stops moving, read dial, holding the tester horizontally.

3.9 Convert to Dry Weight: Using dial reading, refer to conversion chart for 1or

3 minute readings with steel ball pulverizers to get correct dry-weight percentage. NOTE: On LIMEROCK use direct dial reading.

3.10 Release pressure slowly away from you, empty contents, and examine for

lumps (see Section 8.2). If not completely broken down, increase mixing time with balls by one minute and rerun test. Clean the tester cap and neoprene ring seal with cloth and the tester body with a large brush to insure that a clean tester is available for the next test. NOTE: Do not use brush to clean the tester cap.

4 PROCEDURE FOR MATERIAL WITH HIGHER AND LOWER MOISTURE

CONTENT (The Proportional Method)

A. High Moisture Content.

4.1 Some test materials may contain a higher percentage of moisture than allowed for by the maximum 20% wet-weight (25% dry-weight) figure on the gauge dial. For these materials use the following procedure:

4.1.1 Use only half the standard sample weight. For this purpose use a small

brass weight (half the standard weight) included with the balance. Hook this weight through the link holding the balance pan cradle - or hang weight on edge of balance pan - and weigh as usual. For electronic scales, weigh 10 grams or 13 grams, according to the type tester being utilized.

4.1.2 Perform test in normal manner.

FM 5-507 3


4.1.3 Double gauge reading. For example, if gauge reads 15%, calculate wet weight moisture content as 15% x 2 = 30%. Obtain dry weight moisture content from applicable chart. NOTE: On LIMEROCK use direct dial reading.

4.1.4 For materials that are even wetter, still smaller sample proportions can be

used. B. Low Moisture Content

4.2 Some test materials may have low moisture content. For these materials

use the following procedure: 4.2.1 Increase the sample size from the standard amount. For example, double

the sample size. 4.2.2 Perform test in normal manner.

4.2.3 Divide gauge reading by number of batches tested together. If sample was

doubled, divide reading by 2. A dial reading of 1.8% would be 1.8% divided by 2 = 0.9% moisture content. Obtain dry weight moisture content from applicable chart. NOTE: On LIMEROCK use direct dial reading.

5. RECOMMENDATIONS

5.1 If the tester is hot from previous testing and/or direct sun, it should be allowed to cool in a shaded area.

5.2 If the tester is too cold during the first test (ambient temperature less than

50oF), disregard and retest. Initial test may provide low readings. 5.3 The reagent will lose potential if exposed to air for extended periods. Do

not fail to replace the can lid. 5.4 The most sensitive part of the tester is the gauge. Dropping the unit may

result in the needle not returning to zero when pressure is released. If the needle does not return to zero repair or replacement may be necessary. On testers owned by the FDOT, contact the District Density Engineer for repair or replacement.

5.5 The neoprene washers used to seal the cap to the body should be

replaced if a seal cannot be maintained. On testers owned by the FDOT, contact the District Density Engineer for replacements.

FM 5-507 4


6. SAFE DISPOSAL OF RESIDUE

6.1 The chemical reaction, which occurs in the tester, produces acetylene gas and a mild alkali, calcium hydroxide (lime).

6.2 After testing, empty the contents of the tester into a disposable container

or bag and when convenient, empty the container onto open ground. When the test is performed in the field, the contents may be emptied directly onto open ground.

6.3 Spread the residue thinly and allow any unreacted reagent to decompose

on exposure to air. This must be done well away from buildings, or inflammable substances.

6.4 Do not empty contents into a waste bin. Keep away from sparks or flame.

7. PRECISION AND ACCURACY

7.1 The precision and accuracy of this method has not been determined. No available methods provide absolute values of the moisture of soil in place against which this method can be compared.

8. CONVERSION CHARTS

8.1 Find the correct dry weight percentage using the correction chart for the soil material type tested. Enter the chart with the wet weight percentage from the tester dial.

NOTE: For LIMEROCK use the tester dial direct reading for the dry weight percentage.

FM 5-507 5


FM 5-507 6

CONVERSION CHART FOR MOISTURE TESTER

FOR 20 GRAM AND 26 GRAM TESTER USING STEEL BALL PULVERIZERS

FOR SANDS AND LIGHT GRANULAR MATERIALS

% Moisture % Moisture % Moisture % Moisture wet dry wet dry wet dry wet dry weight weight weight weight weight weight weight weight

0.0--------0.0 4.4--------4.7 8.8--------9.7 13.2-------15.2 0.1--------0.2 4.5--------4.8 8.9--------9.8 13.3-------15.3 0.2--------0.3 4.6--------4.9 9.0--------9.9 13.4-------15.4 0.3--------0.4 4.7--------5.0 9.1-------10.0 13.5-------15.6 0.4--------0.5 4.8--------5.1 9.2-------10.1 13.6-------15.7 0.5--------0.6 4.9--------5.2 9.3-------10.3 13.7-------15.8 0.6--------0.7 5.0--------5.3 9.4-------10.4 13.8-------16.0 0.7--------0.8 5.1--------5.4 9.5-------10.5 13.9-------16.1 0.8--------0.9 5.2--------5.5 9.6-------10.6 14.0-------16.3 0.9--------1.0 5.3--------5.6 9.7-------10.7 14.1-------16.4 1.0--------1.1 5.4--------5.8 9.8-------10.9 14.2-------16.5 1.1--------1.2 5.5--------5.9 9.9-------11.0 14.3-------16.7 1.2--------1.3 5.6--------6.0 10.0-------11.1 14.4-------16.8 1.3--------1.4 5.7--------6.1 10.1-------11.2 14.5-------16.9 1.4--------1.5 5.8--------6.2 10.2-------11.4 14.6-------17.1 1.5--------1.6 5.9--------6.3 10.3-------11.5 14.7-------17.2 1.6--------1.7 6.0--------6.4 10.4-------11.6 14.8-------17.3 1.7--------1.8 6.1--------6.5 10.5-------11.7 14.9-------17.5 1.8--------1.9 6.2--------6.7 10.6-------11.9 15.0-------17.6 1.9--------2.0 6.3--------6.8 10.7-------12.0 15.1-------17.8 2.0--------2.1 6.4--------6.9 10.8-------12.1 15.2-------17.9 2.1--------2.2 6.5--------7.0 10.9-------12.2 15.3-------18.0 2.2--------2.3 6.6--------7.1 11.0-------12.4 15.4-------18.2 2.3--------2.4 6.7--------7.2 11.1-------12.5 15.5-------18.3 2.4--------2.5 6.8--------7.3 11.2-------12.6 15.6-------18.5 2.5--------2.6 6.9--------7.4 11.3-------12.7 15.7-------18.6 2.6--------2.7 7.0--------7.6 11.4-------12.9 15.8-------18.7 2.7--------2.8 7.1--------7.7 11.5-------13.0 15.9-------18.9 2.8--------2.9 7.2--------7.8 11.6-------13.1 16.0-------19.0 2.9--------3.1 7.3--------7.9 11.7-------13.2 16.1-------19.2 3.0--------3.2 7.4--------8.0 11.8-------13.4 16.2-------19.3 3.1--------3.3 7.5--------8.1 11.9-------13.5 16.3-------19.4 3.2--------3.4 7.6--------8.3 12.0-------13.6 16.4-------19.6 3.3--------3.5 7.7--------8.4 12.1-------13.7 16.5-------19.7 3.4--------3.6 7.8--------8.5 12.2-------13.9 16.6-------19.9 3.5--------3.7 7.9--------8.6 12.3-------14.0 16.7-------20.0 3.6--------3.8 8.0--------8.7 12.4-------14.1 16.8-------20.2 3.7--------3.9 8.1--------8.8 12.5-------14.3 16.9-------20.3 3.8--------4.0 8.2--------9.0 12.6-------14.4 17.0-------20.5 3.9--------4.1 8.3--------9.1 12.7-------14.5 17.1-------20.6 4.0--------4.2 8.4--------9.2 12.8-------14.7 17.2-------20.7 4.1--------4.3 8.5--------9.3 12.9-------14.8 17.3-------20.9 4.2--------4.4 8.6--------9.4 13.0-------14.9 17.4-------21.0 4.3--------4.6 8.7--------9.5 13.1-------15.1 17.5-------21.2


FM 5-507 7

FOR SANDS AND LIGHT GRANULAR MATERIALS CONTINUED

% Moisture % Moisture % Moisture % Moisture wet dry wet dry wet dry wet dry weight weight weight weight weight weight weight weight 17.6-------21.3 20.8-------26.3 24.0-------31.6 27.2-------37.4 17.7-------21.5 20.9-------26.4 24.1-------31.8 27.3-------37.6 17.8-------21.6 21.0-------26.6 24.2-------32.0 27.4-------37.8 17.9-------21.8 21.1-------26.7 24.3-------32.1 27.5-------38.0 18.0-------21.9 21.2-------26.9 24.4-------32.3 27.6-------38.2 18.1-------22.1 21.3-------27.1 24.5-------32.5 27.7-------38.4 18.2-------22.2 21.4-------27.2 24.6-------32.7 27.8-------38.6 18.3-------22.4 21.5-------27.4 24.7-------32.8 27.9-------38.8 18.4-------22.5 21.6-------27.6 24.8-------33.0 28.0-------39.0 18.5-------22.7 21.7-------27.7 24.9-------33.2 28.1-------39.2 18.6-------22.8 21.8-------27.9 25.0-------33.4 28.2-------39.4 18.7-------23.0 21.9-------28.0 25.1-------33.6 28.3-------39.5 18.8-------23.1 22.0-------28.2 25.2-------33.7 28.4-------39.7 18.9-------23.3 22.1-------28.4 25.3-------33.9 28.5-------39.9 19.0-------23.4 22.2-------28.5 25.4-------34.1 28.6-------40.1 19.1-------23.6 22.3-------28.7 25.5-------34.3 28.7-------40.3 19.2-------23.7 22.4-------28.9 25.6-------34.5 28.8-------40.5 19.3-------23.9 22.5-------29.0 25.7-------34.6 28.9-------40.7 19.4-------24.0 22.6-------29.2 25.8-------34.8 29.0-------40.9 19.5-------24.2 22.7-------29.4 25.9-------35.0 29.1-------41.1 19.6-------24.4 22.8-------29.5 26.0-------35.2 29.2-------41.3 19.7-------24.5 22.9-------29.7 26.1-------35.4 29.3-------41.5 19.8-------24.7 23.0-------29.9 26.2-------35.6 29.4-------41.7 19.9-------24.8 23.1-------30.1 26.3-------35.7 29.5-------41.9 20.0-------25.0 23.2-------30.2 26.4-------35.9 29.6-------42.1 20.1-------25.1 23.3-------30.4 26.5-------36.1 29.7-------42.3 20.2-------25.3 23.4-------30.6 26.6-------36.3 29.8-------42.5 20.3-------25.5 23.5-------30.7 26.7-------36.5 29.9-------42.7 20.4-------25.6 23.6-------30.9 26.8-------36.7 30.0-------42.9 20.5-------25.8 23.7-------31.1 26.9-------36.9 20.6-------25.9 23.8-------31.3 27.0-------37.1 20.7-------26.1 23.9-------31.4 27.1-------37.2


FM 5-507 8


(20 GRAM AND 26 GRAM) 1-MINUTE READING (USING STEEL BALL PULVERIZERS)

FOR COARSE, VARIABLE MATERIALS AS SOILS AND AGGREGATES

% Moisture % Moisture % Moisture % Moisture wet dry wet dry wet dry wet dry weight weight weight weight weight weight weight weight 0.0--------0.0 4.4--------4.5 8.8--------9.2 13.2-------14.3 0.1--------0.1 4.5--------4.6 8.9--------9.3 13.3-------14.4 0.2--------0.2 4.6--------4.7 9.0--------9.4 13.4-------14.5 0.3--------0.3 4.7--------4.8 9.1--------9.5 13.5-------14.7 0.4--------0.4 4.8--------4.9 9.2--------9.7 13.6-------14.8 0.5--------0.5 4.9--------5.0 9.3--------9.8 13.7-------14.9 0.6--------0.6 5.0--------5.1 9.4--------9.9 13.8-------15.0 0.7--------0.7 5.1--------5.2 9.5-------10.0 13.9-------15.2 0.8--------0.8 5.2--------5.3 9.6-------10.1 14.0-------15.3 0.9--------0.9 5.3--------5.4 9.7-------10.2 14.1-------15.4 1.0--------1.0 5.4--------5.5 9.8-------10.3 14.2-------15.5 1.1--------1.1 5.5--------5.6 9.9-------10.4 14.3-------15.6 1.2--------1.2 5.6--------5.8 10.0-------10.6 14.4-------15.8 1.3--------1.3 5.7--------5.9 10.1-------10.7 14.5-------15.9 1.4--------1.4 5.8--------6.0 10.2-------10.8 14.6-------16.0 1.5--------1.5 5.9--------6.1 10.3-------10.9 14.7-------16.1 1.6--------1.6 6.0--------6.2 10.4-------11.0 14.8-------16.3 1.7--------1.7 6.1--------6.3 10.5-------11.1 14.9-------16.4 1.8--------1.8 6.2--------6.4 10.6-------11.2 15.0-------16.5 1.9--------1.9 6.3--------6.5 10.7-------11.4 15.1-------16.6 2.0--------2.0 6.4--------6.6 10.8-------11.5 15.2-------16.8 2.1--------2.1 6.5--------6.7 10.9-------11.6 15.3-------16.9 2.2--------2.2 6.6--------6.8 11.0-------11.7 15.4-------17.0 2.3--------2.3 6.7--------6.9 11.1-------11.8 15.5-------17.2 2.4--------2.4 6.8--------7.0 11.2-------11.9 15.6-------17.3 2.5--------2.5 6.9--------7.1 11.3-------12.1 15.7-------17.4 2.6--------2.6 7.0--------7.2 11.4-------12.2 15.8-------17.5 2.7--------2.7 7.1--------7.4 11.5-------12.3 15.9-------17.7 2.8--------2.8 7.2--------7.5 11.6-------12.4 16.0-------17.8 2.9--------3.0 7.3--------7.6 11.7-------12.5 16.1-------17.9 3.0--------3.1 7.4--------7.7 11.8-------12.6 16.2-------18.0 3.1--------3.2 7.5--------7.8 11.9-------12.8 16.3-------18.2 3.2--------3.3 7.6--------7.9 12.0-------12.9 16.4-------18.3 3.3--------3.4 7.7--------8.0 12.1-------13.0 16.5-------18.4 3.4--------3.5 7.8--------8.1 12.2-------13.1 16.6-------18.6 3.5--------3.6 7.9--------8.2 12.3-------13.2 16.7-------18.7 3.6--------3.7 8.0--------8.3 12.4-------13.3 16.8-------18.8 3.7--------3.8 8.1--------8.4 12.5-------13.5 16.9-------19.0 3.8--------3.9 8.2--------8.6 12.6-------13.6 17.0-------19.1 3.9--------4.0 8.3--------8.7 12.7-------13.7 17.1-------19.2 4.0--------4.1 8.4--------8.8 12.8-------13.8 17.2-------19.4 4.1--------4.2 8.5--------8.9 12.9-------13.9 17.3-------19.5 4.2--------4.3 8.6--------9.0 13.0-------14.1 17.4-------19.6 4.3--------4.4 8.7--------9.1 13.1-------14.2 17.5-------19.8


FM 5-507 9

FOR COARSE, VARIABLE MATERIALS AS SOILS AND AGGREGATES CONTINUED)



FM 5-507 10


(20 Gram and 26 GRAM) 3-MINUTE READING (USING STEEL BALL PULVERIZERS)

FOR HEAVY CLAY TYPE SOILS

% Moisture % Moisture % Moisture % Moisture wet dry wet dry wet dry wet dry weight weight weight weight weight weight weight weight 0.0--------0.0 4.4--------4.4 8.8--------9.3 13.2-------14.8 0.1--------0.1 4.5--------4.5 8.9--------9.4 13.3-------14.9 0.2--------0.2 4.6--------4.6 9.0--------9.5 13.4-------15.0 0.3--------0.3 4.7--------4.7 9.1--------9.6 13.5-------15.1 0.4--------0.4 4.8--------4.8 9.2--------9.8 13.6-------15.3 0.5--------0.5 4.9--------4.9 9.3--------9.9 13.7-------15.4 0.6--------0.6 5.0--------5.0 9.4-------10.0 13.8-------15.5 0.7--------0.7 5.1--------5.1 9.5-------10.1 13.9-------15.7 0.8--------0.8 5.2--------5.2 9.6-------10.2 14.0-------15.8 0.9--------0.9 5.3--------5.3 9.7-------10.4 14.1-------15.9 1.0--------1.0 5.4--------5.4 9.8-------10.5 14.2-------16.1 1.1--------1.1 5.5--------5.5 9.9-------10.6 14.3-------16.2 1.2--------1.2 5.6--------5.6 10.0-------10.7 14.4-------16.3 1.3--------1.3 5.7--------5.8 10.1-------10.8 14.5-------16.5 1.4--------1.4 5.8--------5.9 10.2-------11.0 14.6-------16.6 1.5--------1.5 5.9--------6.0 10.3-------11.1 14.7-------16.7 1.6--------1.6 6.0--------6.1 10.4-------11.2 14.8-------16.9 1.7--------1.7 6.1--------6.2 10.5-------11.3 14.9-------17.0 1.8--------1.8 6.2--------6.3 10.6-------11.5 15.0-------17.1 1.9--------1.9 6.3--------6.4 10.7-------11.6 15.1-------17.3 2.0--------2.0 6.4--------6.5 10.8-------11.7 15.2-------17.4 2.1--------2.1 6.5--------6.6 10.9-------11.8 15.3-------17.5 2.2--------2.2 6.6--------6.7 11.0-------12.0 15.4-------17.7 2.3--------2.3 6.7--------6.9 11.1-------12.1 15.5-------17.8 2.4--------2.4 6.8--------7.0 11.2-------12.2 15.6-------17.9 2.5--------2.5 6.9--------7.1 11.3-------12.3 15.7-------18.1 2.6--------2.6 7.0--------7.2 11.4-------12.5 15.8-------18.2 2.7--------2.7 7.1--------7.3 11.5-------12.6 15.9-------18.4 2.8--------2.8 7.2--------7.4 11.6-------12.7 16.0-------18.5 2.9--------2.9 7.3--------7.5 11.7-------12.8 16.1-------18.6 3.0--------3.0 7.4--------7.7 11.8-------13.0 16.2-------18.8 3.1--------3.1 7.5--------7.8 11.9-------13.1 16.3-------18.9 3.2--------3.2 7.6--------7.9 12.0-------13.2 16.4-------19.0 3.3--------3.3 7.7--------8.0 12.1-------13.3 16.5-------19.2 3.4--------3.4 7.8--------8.1 12.2-------13.5 16.6-------19.3 3.5--------3.5 7.9--------8.2 12.3-------13.6 16.7-------19.5 3.6--------3.6 8.0--------8.3 12.4-------13.7 16.8-------19.6 3.7--------3.7 8.1--------8.5 12.5-------13.8 16.9-------19.7 3.8--------3.8 8.2--------8.6 12.6-------14.0 17.0-------19.9 3.9--------3.9 8.3--------8.7 12.7-------14.1 17.1-------20.0 4.0--------4.0 8.4--------8.8 12.8-------14.2 17.2-------20.2 4.1--------4.1 8.5--------8.9 12.9-------14.4 17.3-------20.3 4.2--------4.2 8.6--------9.0 13.0-------14.5 17.4-------20.4 4.3--------4.3 8.7--------9.2 13.1-------14.6 17.5-------20.6


FM 5-507 11

FOR HEAVY CLAY TYPE SOILS


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APPENDIX - ctqpflorida.com Level 1/07 -Appendix.pdf · APPENDIX Materials Manual ... Attach computer plotted graphs to the Density Report sheets for the ... Use a different bar chart