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United States Departmentof Agriculture Soil Conservation Service P.O. Box 2890 Washington, D.C. 2001 3 December 10, 1984 SOIL MECHANICS NOTE NO. 11 2 10-VI SUBJECT: ENG - THE STATIC CONE PENETROMETER: THE EQUIPMENT AND USING THE DATA Purpose. To distribute Soil Mechanics Note No. 11 (SMN-11) Effective date. Effective when received. The cone penetrometer is an effective tool for use in certain conditions and along with other methods and equipment for geotechnical investigations. The test data provide additional information vpon which to base assumptions and make interpretations for preparing geologic reports, taking samples, making tests, and preparing designs. Where soil conditions do not permit taking adequate samples, the cone penetrometer may be the best alternative for obtaining information to judge engineering properties. Several states are using this equipment on a regular basis. Others may need to use it or include it in contracts for investigation work. This soil mechanics note gives some detailed procedures for using the equipment and guidance on obtaining and using the data from cone penetrometer tests. Filing instructions. File with other soil mechanics notes or guide material on geologic investigation equipment and methods. Distribution. Initial distribution (shown on the reverse side) to each state and NTC is sufficient to provide a copy to each professional engineer and engineering geologist. Additional copies may be obtained from Central Supply by ordering SMN-11. GERALD D. SEIIWILL Associate Deputy Chief for Technology 0 DIST: See reverse The Soil Conservation Service is an agency of the Department of Agriculture G United States Department of Agriculture Soil Conservation Service P.O. Box 2890 Washington, D.C. 20013 December 10, 1984 SOIL MECHANICS NOTE NO. 11 210-VI SUBJECT: ENG - THE STATIC CONE PENETROMETER: THE EQUIPMENT AND US ING THE DATA Purpose. To distribute Soil Mechanics Note No. 11 (SMN-ll) Effective date. Effective when received. The cone penetrometer is an effective tool for use in certain conditions and along with other methods and equipment for geotechnical investigations. The test data provide additional information upon which to base assumptions and make interpretations for preparing geologic reports, taking samples, making tests, and preparing designs. Where soil conditions do not permit taking adequate samples, the cone penetrometer may be the best alternative for obtaining information to judge engineering properties. Several states are using this equipment on a regular basis. Others may need to use it or include it in contracts for investigation work. This soil mechanics note gives some detailed procedures for using the equipment and guidance on obtaining and using the data from cone penetrometer tests. Filing instructions. File with other soil mechanics notes or guide material on geologic investigation equipment and methods. Distribution. Initial distribution (shown on the reverse side) to each state and NTC is sufficient to provide a copy to each professional engineer and engineering geologist. Additional copies may be obtained from Central Supply by ordering SMN-ll. GERALD D. SEI?;WILL Associate Deputy Chief for Technology DIST: See reverse I\. The Soil Conservation Service ,"U"", is an agency 01 the Department of Agriculture WO-AS-1 10-79
Transcript
Page 1: The Static Cone Penetrometer Test

United States Department of Agriculture

Soil Conservation Service

P.O. Box 2890 Washington, D.C. 2001 3

December 10, 1984

SOIL MECHANICS NOTE NO. 11 2 10-VI

SUBJECT: ENG - THE STATIC CONE PENETROMETER: THE EQUIPMENT AND USING THE DATA

Purpose. To distribute Soil Mechanics Note No. 11 (SMN-11)

Effective date. Effective when received.

The cone penetrometer is an effective tool for use in certain conditions and along with other methods and equipment for geotechnical investigations. The test data provide additional information vpon which to base assumptions and make interpretations for preparing geologic reports, taking samples, making tests, and preparing designs. Where soil conditions do not permit taking adequate samples, the cone penetrometer may be the best alternative for obtaining information to judge engineering properties. Several states are using this equipment on a regular basis. Others may need to use it or include it in contracts for investigation work.

This soil mechanics note gives some detailed procedures for using the equipment and guidance on obtaining and using the data from cone penetrometer tests.

Filing instructions. File with other soil mechanics notes or guide material on geologic investigation equipment and methods.

Distribution. Initial distribution (shown on the reverse side) to each state and NTC is sufficient to provide a copy to each professional engineer and engineering geologist. Additional copies may be obtained from Central Supply by ordering SMN-11.

GERALD D. SEIIWILL Associate Deputy Chief for Technology

0 DIST: See reverse

The Soil Conservation Service is an agency of the Department of Agriculture

G

•United StatesDepartment ofAgriculture

SoilConservationService

P.O. Box 2890Washington, D.C.20013

December 10, 1984

SOIL MECHANICS NOTE NO. 11210-VI

SUBJECT: ENG - THE STATIC CONE PENETROMETER: THE EQUIPMENT ANDUS ING THE DATA

Purpose. To distribute Soil Mechanics Note No. 11 (SMN-ll)

Effective date. Effective when received.

The cone penetrometer is an effective tool for use in certain conditions andalong with other methods and equipment for geotechnical investigations. Thetest data provide additional information upon which to base assumptions andmake interpretations for preparing geologic reports, taking samples, makingtests, and preparing designs. Where soil conditions do not permit takingadequate samples, the cone penetrometer may be the best alternative forobtaining information to judge engineering properties. Several states areusing this equipment on a regular basis. Others may need to use it orinclude it in contracts for investigation work.

This soil mechanics note gives some detailed procedures for using theequipment and guidance on obtaining and using the data from cone penetrometertests.

Filing instructions. File with other soil mechanics notes or guide materialon geologic investigation equipment and methods.

Distribution. Initial distribution (shown on the reverse side) to each stateand NTC is sufficient to provide a copy to each professional engineer andengineering geologist. Additional copies may be obtained from Central Supplyby ordering SMN-ll.

GERALD D. SEI?;WILLAssociate Deputy Chief

for Technology

DIST: See reverse

I\. The Soil Conservation Service,"U"", is an agency 01 the~ Department of Agriculture

WO-AS-110-79

Page 2: The Static Cone Penetrometer Test

STATE (

tour stnm I 1430 I

~ T S C G 1 30 msca* 1 25 NETSC-61 2 5 Sf S C ~ Z 30

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~ n e i n e e r * ~ Division at Cotton Annex 20 I

Div . - Rm. 6134-S. 712

Total Printing

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Total SCSHA·15 10IC·16 20IL·17 40 OTHERIN·la 25 Enldneer 1nQ: Division at Cotton Annex 20IA·19 40KS·ZO 45 ~. 'n;~T Rm. 6134-5. -771KY·21 ?E;

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Total Stltts 1430

U.S. DePA..TMI!NT 0fW ACS"ICULTU"I!SOIL CONSl!fNATION SI!..VICI!

SOIL MECHANICS NOTE NO. 11DISTRIBUTION AND CHECK LIST

NO-ADS-49-80

Page 3: The Static Cone Penetrometer Test

U.S. Department of Agriculture Soil Conservation Service Engineering Division

SOIL MECHANICS NOTE NO. 11

THE STATIC CONE PENETROMETER:

THE EQUIPMENT AND USING THE DATA

June 1984

•.

U. S. Department of AgricultureSoil Conservation Service

Engineering Division

SOIL MECHANICS NOTE NO. 11

THE STATIC CONE PENETROMETER:

THE EQUIPMENT ANDUSING THE DATA

June 1984

Page 4: The Static Cone Penetrometer Test

Page 5: The Static Cone Penetrometer Test

CONTENTS

. . . . . . . . . . . . . . . . . . . I . P u r p o s e a n d s c o p e

. . . . . . . . . . . . . . . . . . . . . I1 . In t roduc t ion

. . . . . . . . . . . . . . . . . . . . . . . I11 . Equipment

. . . . . . . . . . . . . . . . . . . A . Descr ip t ion

. . . . . . . . . . . . . B . Adaptation t o Drill Rigs

. . . . . . . . . . . . . C . Maintenance of Equipment

. . . . . . . . . IV . F i e l d Operations.. Performing t h e CPT

. . . . . . . . . . . . . A . S e t t i n g Up t h e Equipment

. . . . . . . . . . . . . . . B . Performing t h e T e s t

. . . . . . . . . . . . . C . Retr iev ing t h e Equipment

. . . . . . . . . . . . . . . . V . P l o t t i n g t h e T e s t D a t a

. . . . . . . . . . . . . . . A . Reducing F i e l d Notes

. . . . . . . . . . . . . . . . B . P l o t t i n g t h e Graph

. . . . . . . . . . . . . . . . . V I . F i e l d u s e o f CPTData

A . Guide t o Determining S t r a t ig raphy . . . . . . . .

B . Guide t o Obtaining S o i l Samples . . . . . . . . .

V I I . S o i l Mechanics Laboratory Use of CPT Data . . . . . . .

A . S o i l C l a s s i f i c a t i o n . . . . . . . . . . . . . . . .

B . Determining S o i l s t o be Represented by Sample . . . . . . . . . . . . . . . . . . . . . Test ing

C . Consol idat ion Tes t ing and Analysis . . . . . . . . D . Shear S t rength Comparisons . . . . . . . . . . . .

VIII . Use of C P T D a t a i n D e s i g n . . . . . . . . . . . . . . .

A . Foundation . . . . . . . . . . . . . . . . . . . . B . Sec t iona l Embankment o r Preloading . . . . . . . .

C . C h a ~ e l s . . . . . . . . . . . . . . . . . . . . .

CONTENTS

I. Purpose and Scope

II. Introduction

III. Equipment.

A. Description

B. Adaptation to Drill Rigs

C. Maintenance of Equipment

IV. Field Operations--Performing the CPT

A. Setting Up the Equipment

B. Performing the Test

C. Retrieving the Equipment

V. Plotting the Test Data

A. Reducing Field Notes

B. Plotting the Graph

VI. Field Use of CPT Data

A. Guide to Determining Stratigraphy

B. Guide to Obtaining Soil Samples

VII. Soil Mechanics Laboratory Use of CPT Data

A. Soil Classification .

B. Determining Soils to be Represented by SampleTesting . . .

C. Consolidation Testing and Analysis

D. Shear Strength Comparisons

VIII. Use of CPT Data in Design

A. Foundation

1

1

1

1

2

3

4

4

5

6

6

6

6

7

7

7

8

8

8

8

9

10

10

B. Sectional Embankment or Preloading

•C. Channels

~

10

10

Page 6: The Static Cone Penetrometer Test

APPENDIX

1. Photographs . . . . . . . . . . . . . . . . . . . . . .

2. Drawings . . . . . . . . . . . . . . . . . . . . . . .

3 . F i e l d R e c o r d S h e e t s . . . . . . . . . . . . . . . . . .

4. P lo t t i ngMethods . . . . . . . . . . . . . . . . . . . .

5. S p e c i f i c a t i o n f o r Inc lus ion of S t a t i c Cone Pene t r a t ion Tes t ing i n S i t e I n v e s t i g a t i o n Contracts . . . . . . .

6 . Reference L i t e r a t u r e . . . . . . . . . . . . . . . . .

APPENDIX

1. Photographs

2. Drawings

3. Field Record Sheets

4. Plotting Methods.

5. Specification for Inclusion of Static Cone PenetrationTesting in Site Investigation Contracts

6. Reference Literature

ii

A

B

c

D

E

F

Page 7: The Static Cone Penetrometer Test

I. Purpose and Scope

A . The quasi-static cone penetrometer test (CPT) is a valuable tool when used in conjunction with other tools and procedures in making inves- tigations for engineering structures. This notes describes the cone penetro- meter equipment and explains in detail the procedures for making cone penetrometer tests. It also describes some procedures for and guidance in interpreting and using the test results. Uniformity in all aspects of cone penetrometer testing is desired.

B. This note is limited to the use of the static (or quasi-static) penetrometer which employs a hydraulic load cell and Bourdon-tube gages for observation of loads. Electric (or strain-gage) cones are being used by several organizations in the United States, and the data derived from their use is comparable to that from nonelectric equipment.

11. Introduction

Several penetrometers of various types were used in the Netherlands and Scandinavia beginning around 1900. A cone penetrometer using a sleeve or shield was patented in Holland in 1936. In 1946, the "Dutch" cone was manu- factured by Goudsche Machinefabriek of Gouda, first as a 2,500 kg capacity apparatus. A few years later, this company began making penetration equipment of 10,000 kg and 20,000 kg capacity. One of the many advantages of static cone penetrometers is the ability to isolate, or remove, the unknown (but considerable) friction forces that develop on the push rods. In static pene- trometer testing, only the resistance to the cone point and the friction sleeve (if used) is measured.

In the United States, most static penetration tests are made by adapting a drill rig and its hydraulic controis to push and retrieve the penetrometer. Self-contained trailer- and truck-mounted penetrometer rigs are also available.

Results of static penetration tests are now accurate enough that they can be used to make reliable estimates of settlement and undrained shear strength in areas where at least some knowledge about the engineering properties of the soil is available. With both static and dynamic testing available, it should not be necessary to rely entirely on testing samples that may be disturbed or may not even be retrievable.

Cone penetrometer equipment is currently used by SCS in Iowa, Kansas, and Nebraska. Several other penetrometers are being used in the Midwest by the Corps of Engineers and consulting engineering companies. The cone penetrometer was first used in Nebraska by SCS in May 1974.

This note was prepared by Robert J. Fredrickson, Civil Engineer, Soil Mechanics Laboratory, Lincoln, Nebraska.

June 1984

I. Purpose and Scope

A. The quasi-static cone penetrometer test (CPT) is a valuabletool when used in conjunction with other tools and procedures in making inves­tigations for engineering structures. This notes describes the cone penetro­meter equipment and explains in detail the procedures for making conepenetrometer tests. It also describes some procedures for and guidance ininterpreting and using the test results. Uniformity in all aspects of conepenetrometer testing is desired.

B. This note is limited to the use of the static (or quasi-static)penetrometer which employs a hydraulic load cell and Bourdon-tube gages forobservation of loads. Electric (or strain-gage) cones are being used byseveral organizations in the United States, and the data derived from theiruse is comparable to that from nonelectric equipment.

II. Introduction

Several penetrometers of various types were used in the Netherlands andScandinavia beginning around 1900. A cone penetrometer using a sleeve orshield was patented in Holland in 1936. In 1946, the "Dutch" cone was manu­factured by Goudsche Machinefabriek of Gouda, first as a 2,500 kg capacityapparatus. A few years later, this company began making penetration equipmentof 10,000 kg and 20,000 kg capacity. One of the many advantages of staticcone penetrometers is the ability to isolate, or remove, the unknown (butconsiderable) friction forces that develop on the push rods. In static pene­trometer testing, only the resistance to the cone point and the frictionsleeve (if used) is measured .

In the United States, most static penetration tests are made by adapting adrill rig and its hydraulic controls to push and retrieve the penetrometer.Self-contained trailer- and truck-mounted penetrometer rigs are also available.

Results of static penetration tests are now accurate enough that they can beused to make reliable estimates of settlement and undrained shear strength inareas where at least some knowledge about the engineering properties of thesoil is available. With both static and dynamic testing available, it shouldnot be necessary to rely entirely on testing samples that may be disturbed ormay not even be retrievable.

Cone penetrometer equipment is currently used by SCS in Iowa, Kansas, andNebraska. Several other penetrometers are being used in the Midwest by theCorps of Engineers and consulting engineering companies. The cone penetrometerwas first used in Nebraska by SCS in May 1974.

This note was prepared by Robert J. Fredrickson, Civil Engineer, Soil MechanicsLaboratory, Lincoln, Nebraska .

June 1984

Page 8: The Static Cone Penetrometer Test

111. Equipment

A. Description

1. A photograph of the CPT equipment with a descriptive caption is in the appendix.

2. The cone penetrometer equipment currently used by SCS is manufactured by Goudsche Machinefabriek B.V., Gouda, Holland. The general description of the equipment follows:

a. Cone.--Mantle cone, which gives only point resistance, and the friction sleeve cone, which gives point resistance and friction resis- tance on a steel-to-soil interface. The cone has a 60° point and a 36-mm diameter base. The projected area of the cone is 10 cm2. The friction sleeve is 36 mm in diameter and has an area of 150 cm2. Drawings of both cone and friction sleeve cone are in ASTM D 3441.

b. Sounding tubes.--An inner rod of 15-mm diameter which transmits downward thrust to the cone, and an outer tube (16 mm ID, 36 mrn OD) which shields the test from definite, but unknown, friction resistance. The outer tube is also used to advance the cone for subsequent test readings and to retrieve the cone. Only the cone or cone plus friction sleeve are used in determining penetration resistance.

c. Load cell.--The load cell transmits the vertical thrust to a hydraulic oil-filled chamber, which activates the bourdon-tube gages. The gages (three are generally used) read direct hydraulic pressure in ranges of 0-16, 0-100, and 0-600 kgf/cm2. The manufacturer is now making gages calibrated for the Newton unit of force.

d. Other support equipment includes cone-retrieval tools, vertical-increment staff rod and base, and maintenance hand tools.

e. Adapter(s)--Custom made to enable various drill rigs, using the rig hydraulic system, to perform the test and retrieve the cone.

B. Adaption to Drill Rigs

1. Adapter hardware.--Nearly all late-model hydraulic drill rigs can be adapted to use in performing CPT. The Mobile B 53 and CME 75 rigs will allow vertical thrust in line with the designed center of thrust; some older rigs require an offset shelf. For some rigs, an offset adapter has the advantage of not requiring any changes to the Kelly bar or auger rod. Drill rigs having a .hydraulic piston travel of less than 1 meter can be used, but the time required for a test is much longer. A drawing of one rig adapter is in the appendix.

The manufacturer of the cone equipment offers a motor-driven, hydraulic-thrust, trailer-mounted rig that includes all of the penetrometer equipment. The cost of this complete package is about ten times that of cone equipment, which is the reason for adapting cone equipment to an already-owned drill rig.

June 1984

2

Ill. Equipment

A. Description

1. A photograph of the CPT equipment with a descriptivecaption is in the appendix.

2. The cone penetrometer equipment currently used by SCS ismanufactured by Goudsche Machinefabriek B. V,) Gouda) Holland. The generaldescription of the equipment follows:

a. Cone.--Mantle cone) which gives only point resistance,and the friction sleeve cone, which gives point resistance and friction resis­tance on a steel-to-soil interface. The cone has a 60° point and a 36-mmdiameter base. The projected area of the cone is 10 cm2 . The friction sleeveis 36 mm in diameter and has an area of 150 cm 2 • Drawings of both cone andfriction sleeve cone are in ASTM D 3441.

b. Sounding tubes.--An inner rod of IS-rom diameter whichtransmits downward thrust to the cone) and an outer tube (16 mm ID, 36 mm OD)which shields the test from definite, but unknown, friction resistance. Theouter tube is also used to advance the cone for subsequent test readings andto retrieve the cone. Only the cone or cone plus friction sleeve are used indetermining penetration resistance.

c. Load cell. --The load cell transmits the verticalthrust to a hydraulic oil-filled chamber, which activates the bourdon-tubegages. The gages (three are generally used) read direct hydraulic pressure inranges of 0-16, 0-100, and 0-600 kgf/cm 2 . The manufacturer is now makinggages calibrated for the Newton unit of force.

d. Other support equipment includes cone-retrievaltools, vertical-increment staff rod and base, and maintenance hand tools.

e. Adapter(s)--Custom made to enable various drill rigs,using the rig hydraulic system, to perform the test and retrieve the cone.

B. Adaption to Drill Rigs

1. Adapter hardware.--Nearly all late-model hydraulic drillrigs can be adapted to use in performing CPT. The Mobile B 53 and CME 75 rigswill allow vertical thrust in line with the designed center of thrust; someolder rigs require an offset shelf. For some rigs) an offset adapter has theadvantage of not requiring any changes to the Kelly bar or auger rod. Drillrigs having a hydraulic piston travel of less than 1 meter can be used, butthe time required for a test is much longer. A drawing of one rig adapter isin the appendix.

The manufacturer of the cone equipment offers a motor-driven, hydraulic-thrust)trailer-mounted rig that includes all of the penetrometer equipment. The costof this complete package is about ten times that of cone equipment, which isthe reason for adapting cone equipment to an already-owned drill rig.

June 1984

Page 9: The Static Cone Penetrometer Test

2 . Drill rig requirements and notes on conducting the test: The rig hydraulic controls should be such that speed and pressure can be accurately controlled. Controls on later model rigs usually have these features.

Rigs should have hydraulic leveling jacks which, in addition to providing a level drill platform, place the weight of the rig on the cone and the jacks instead of on the moveable tires and springs. The leveling jacks also provide more safety (rigs without jacks often roll off the leveling planks) and speed of operation. A penetration test can be performed to a depth of 15 to 20 m (50 to 65 ft) in less than an hour with a well-equipped rig and a proficient crew.

The'downward thrust of most drill rigs is enough to cause cone point loads up to 150 to 200 kgf/cm2. For comparison, most soft and wet soils will have point resistance (qc) of 1 to 10 kgf/cm2; dense CH till, 40 to 80 kgf/cm2; low density sands, 20 to 50 kgf/cm2; and higher density sands, 100 to 200 kgf/cm2. The dense sands may have q > 200 kgf/cm2, but the drill rig may start to lift off the leveling jacks atCqc of 150 to 200 kgf/cm2. Anchors can be provided to give greater downward thrust, but are usually not needed for most soil conditions encountered in site investigations for low dams. On most drill rigs, upward pull is greater than the downward thrust; thus, cone retrieval is seldom difficult.

Cone equipment weighs about 600 lb and can be transported in a pickup truck having suitable boxes and racks for storage. Most drilling equipment includes a tool truck and the cone equipment can be stored and transported in this vehicle. The hydraulic load cell, with large glass-covered gages attached, needs a well-padded box for transport and storage. A custom-made metal case for the load cell is usually included with the purchase of the equipment.

C . Maintenance of Equipment

1. Cone tips.--At the end of the day, completely disassemble, wash, dry, and oil the cone. If CH soil is allowed to dry in and on a cone, the cone will be very difficult to take apart. Apply nondetergent oil (20W or 30W) with a pump-type oilcan. Store the necessary wrenches, socket head wrenches in metric sizes, and spare parts in a small toolbox.

After each test the cone should be washed and dried and the moving parts oiled. When used in very fine-grained soils, complete disassembly of the cone for cleaning may be required between tests.

2. Push tubes.--Clean the soil from the outside of the tubes as they are retrieved. Pulling the tubes through a hole in a piece of rubber tire will usually clean them sufficiently. The tubes will have to be washed during retrieval where some soils, notably the high plasticity clays, are encountered.

About once per week (more often if the tubes are not screwed tight by hand) clean and oil the inside of the tubes. Use a 115-cm-long (45 inches) shotgun type cleaning rod that has a slotted tip for holding rag patches and a T-handle. Clean with solvent, dry with rags or air pressure, and oil the tubes. Use a bristle brush, wire brush, and air pressure for cleaning threads.

June 1984

3

2. Drill rig requirements and notes on conducting the test:The rig hydraulic controls should be such that speed and pressure can beaccurately controlled. Controls on later model rigs usually have these features.

Rigs should have hydraulic leveling jacks which, in addition to providing alevel drill platform, place the weight of the rig on the cone and the jacksinstead of on the moveable tires and springs. The leveling jacks also providemore safety (rigs without jacks often roll off the leveling planks) and speedof operation. A penetration test can be performed to a depth of 15 to 20 m(50 to 65 ft) in less than an hour with a well-equipped rig and a proficientcrew.

The" downward thrust of most drill rigs is enough to cause cone point loads upto 150 to 200 kgf/cm 2 . For comparison, most soft and wet soils will havepoint resistance (q ) of 1 to 10 kgf/cm 2 ; dense CH till, 40 to 80 kgf/cm 2 ; lowdensity sands, 20 t5 50 kgf/cm2 j and higher density sands, 100 to 200 kgf/cm 2 •The dense sands may have q > 200 kgf/cm2 , but the drill rig may start to liftoff the leveling jacks atCq of 150 to 200 kgf/cm2 . Anchors can be providedto give greater downward thfust, but are usually not needed for most soilconditions encountered in site investigations for low dams. On most drillrigs, upward pull is greater than the downward thrust; thus, cone retrieval isseldom difficult.

Cone equipment weighs about 600 lb and can be transported in a pickup truckhaving suitable boxes and racks for storage. Most drilling equipment includesa tool truck and the cone equipment can be stored and transported in thisvehicle. The hydraulic load cell, with large glass-covered gages attached,needs a well-padded box for transport and storage. A custom-made metal casefor the load cell is usually included with the purchase of the equipment.

C. Maintenance of Equipment

1. Cone tips.--At the end of the day, completely disassemble,wash, dry, and oil the cone. If CH soil is allowed to dry in and on a cone,the cone will be very difficult to take apart. Apply nondetergent oil (20W or30W) with a pump-type oilcan. Store the necessary wrenches, socket headwrenches in metric sizes, and spare parts in a small toolbox.

After each test the cone should be washed and dried and the moving partsoiled. When used in very fine-grained soils, complete disassembly of the conefor cleaning may be required between tests.

2. Push tubes.--Clean the soil from the outside of the tubesas they are retrieved. Pulling the tubes through a hole in a piece of rubbertire will usually clean them sufficiently. The tubes will have to be washedduring retrieval where some soils, notably the high plasticity clays, areencountered.

About once per week (more often if the tubes are not screwed tight by hand)clean and oil the inside of the tubes. Use a lIS-em-long (45 inches) shotguntype cleaning rod that has a slotted tip for holding rag patches and aT-handle.Clean with solvent, dry with rags or air pressure, and oil the tubes. Use abristle brush, wire brush, and air pressure for cleaning threads.

June 1984

Page 10: The Static Cone Penetrometer Test

3. Hydraulic Load Cell.--For new equipment, remove the filler and air bleed socket screws so that all water, oil, sludge, gummy substance, and steel filings can be removed. Use a small amount of solvent and air pressure for final cleaning.

The load cell has a free-floating piston and rubber O-ring seal. Push the piston down, using a hex wrench, until it clicks against the pressure rod. Fill the reservoir with winter grade hydraulic oil ("Magnus 150," Phillips Petroleum Co., or equal). Tip the load cell in several directions until all air has escaped from the bleeder hole. Do not use 20W or 30W in place of hydraulic oil; the gages will be sluggish in their return motion at temperatures of 25 O F or lower. The load cell and gages will function normally at -30 O F

if the recommended hydraulic oil is used.

Before new equipment is used and at least annually thereafter, test the load cell and gages in a compression testing machine such as the Soil Mechanics Laboratory Riehle compression machine. A sketch of the testing setup is in the appendix.

To test the load cell after replacing the hydraulic oil, place a small load on the cell and loosen the double threaded union nuts (one at a time) until all of the air is bled through the small hole in the center of the nut. Tighten all union nuts and increase the load to 250 to 300 kgf/cm2, then return to about zero load. Note the gage response and cutoff reading on the 0 to 16 and 0 to 100 kgf/cm2 gages. Adjust the cutoff valve cup screw to give cutoff at 80 to 85 percent of maximum gage reading. Check the oil in the load cell reservoir. Push the free-floating piston downward each time the oil is checked. Test the gages on the laboratory compression machine for accuracy at this time, using the graph for conversion in the appendix.

Check for oil leaks when the load cell is loaded, and replace the "Usitring" gaskets, if necessary.

Do not unload the load cell so rapidly that the gage dial hands are wrapped around the zero stop pin. Such damage contributes to inaccurate readings.

Clean the inside of the lower end of the load cell with solvent and dry with air pressure, then oil with WD-40 or similar type oil. Leave a light film of oil on all metal parts to prevent rusting. In the presence of water, black (not reddish brown) oxide forms on the steel used for the load cell.

4. Spare Parts.--The manufacturer provides one extra gage of each load range, and one extra mantle cone and friction sleeve cone. Extra "Usitring" gaskets, cone points, one union nut, hydraulic oil, cone tip oil, and a pump-type oilcan are needed. Check extra gages for accuracy before performing field tests.

IV. Field Operations--Performing the CPT

A . Setting Up the Equipment.--Level the drill rig with nearly all the weight of the rig on the leveling jacks. On slopes, keep the vertical distance from the hydraulic load cell to the ground as small as possible to reduce the tendency of the push tubes to bow under load. Secure the load cell to the rig using the applicable adapter.

June 1984

4

3. Hydraulic Load Cell.--For new equipment, remove the fillerand air bleed socket screws so that all water, oil, sludge, gummy substance,and steel filings can be removed. Use a small amount of solvent and airpressure for final cleaning.

The load cell has a free-floating piston and rubber O-ring seal. Push thepiston down, using a hex wrench, until it clicks against the pressure rod.Fill the reservoir with winter grade hydraulic oil ("Magnus 150," PhillipsPetroleum Co., or equal). Tip the load cell in several directions until allair has escaped from the bleeder hole. Do not use 20W or 30W in place ofhydraulic oil; the gages will be sluggish in their return motion at temperaturesof 25 of or lower. The load cell and gages will function normally at -30 ofif the recommended hydraulic oil is used.

Before new equipment is used and at least annually thereafter, test the loadcell and gages in a compression testing machine such as the Soil MechanicsLaboratory Riehle compression machine. A sketch of the testing setup is inthe appendix.

To test the load cell after replacing the hydraulic oil, place a small load onthe cell and loosen the double threaded union nuts (one at a time) until allof the air is bled through the small hole in the center of the nut. Tightenall union nuts and increase the load to 250 to 300 kgf/cm2 , then return toabout zero load. Note the gage response and cutoff reading on the 0 to 16 ando to 100 kgf/cm 2 gages. Adjust the cutoff valve cup screw to give cutoff at80 to 85 percent of maximum gage reading. Check the oil in the load cellreservoir. Push the free-floating piston downward each time the oil is checked.Test the gages on the laboratory compression machine for accuracy at thistime, using the graph for conversion in the appendix.

Check for oil leaks when the load cell is loaded, and replace the "Usitring"gaskets, if necessary.

Do not unload the load cell so rapidly that the gage dial hands are wrappedaround the zero stop pin. Such damage contributes to inaccurate readings.

Clean the inside of the lower end of the load cell with solvent and dry withair pressure, then oil with WD-40 or similar type oil. Leave a light film ofoil on all metal parts to prevent rusting. In the presence of water, black(not reddish brown) oxide forms on the steel used for the load cell.

4. Spare Parts.--The manufacturer provides one extra gage ofeach load range, and one extra mantle cone and friction sleeve cone. Extra"Usitring" gaskets, cone points, one union nut, hydraulic oil, cone tip oil,and a pump-type oilcan are needed. Check extra gages for accuracy beforeperforming field tests.

IV. Field Operations--Performing the CPT

A. Setting Up the Equipment.--Level the drill rig with nearly allthe weight of the rig on the leveling jacks. On slopes, keep the verticaldistance from the hydraulic load cell to the ground as small as possible toreduce the tendency of the push tubes to bow under load. Secure the load cellto the rig using the applicable adapter.

June 1984

Page 11: The Static Cone Penetrometer Test

Assemble the friction sleeve cone as follows:

1. Turn the cone hand-tight against the shoulder of the 0.3-m push tube, which has an antifriction ring welded at about the middle.

2. Turn the assembly hand-tight to a 1-m push tube.

3. Hold this assembly under the load cell and set the cone tip about 10 cm into the soil. Adjust for plumb using a level and the drill rig adjustment.

4. Set the cone point at a depth of 40 cm.

5. Set the staff gage rod and adjust the pointer to allow for 1 m of travel. (The pointer is made from a spring clamp with a 15-inch long, 1/4-inch diameter rod welded to it. )

6. Set the drill rig hydraulic feed controls to give a downward rate of 1 to 2 cm/s (0.5 to 1.0 in/s). Sufficient time is needed for the notekeeper to observe and record two gage readings. The "jump" in the gage reading must be observed because:

a. The second reading is taken after movement of the friction sleeve of about 1 cm. The first gage reading is observed when the cone point has moved about 2 cm.

b. The gages indicate whether or not coarse sand or rocks are being forced aside.

B. Performing the Test.--Continue the CPT to refusal. On nearly all earthfill structures, it is necessary to know the lower boundary or limit of potential settlements. The CPT gives this total depth and also indicates the intervals between the ground surface and refusal where undisturbed samples may be obtained. The depth interval for which a sample is representative can also be determined from the CPT data.

The 0.3-m push tube with the antifriction ring allows the CPT to be performed to relatively great depths. Depths to refusal (on bedrock) of up to 21.2 m (69.5 ft) have been accomplished. If the antifriction ring tube is not used, the maximum depth reached depends on the weight of the drill rig, classification of soil, and soil moisture and is usually limited to about 6 to 13 m (20 to 43 ft) . Note any delays exceeding 10 min in the record. Drainage (pore pressure dissipation) due to load will occur in time, and the test data will be in error for a small interval of < 30 cm.

Erratic Readings.--When the cone point contacts a small rock in an otherwise uniform, fine-grained soil, the gage's reading will rise rapidly and drop as soon as the rock is pushed aside. The gage readings change much more slowly as the cone passes from a soft layer to one that is more dense or of different classification.

June 1984

5

Assemble the friction sleeve cone as follows:

1. Turn the cone hand-tight against the shoulder of the 0.3-mpush tube, which has an anti friction ring welded at about the middle.

2. Turn the assembly hand-tight to a I-m push tube.

3. Hold this assembly under the load cell and set the conetip about 10 cm into the soil. Adjust for plumb using a level and the drillrig adjustment.

4. Set the cone point at a depth of 40 cm.

5. Set the staff gage rod and adjust the pointer to allow for1 m of travel. (The pointer is made from a spring clamp with a 15-inch long,1/4-inch diameter rod welded to it.)

6. Set the drill rig hydraulic feed controls to give a downwardrate of 1 to 2 cm/s (0.5 to 1.0 in/s). Sufficient time is needed for thenotekeeper to observe and record two gage readings. The "jump" in the gagereading must be observed because:

a. The second reading is taken after movement of thefriction sleeve of about 1 em. The first gage reading is observed when thecone point has moved about 2 cm.

b. The gages indicate whether or not coarse sand orrocks are being forced aside.

B. Performing the Test.--Continue the CPT to refusal. On nearlyall earthfill structures, it is necessary to know the lower boundary or limitof potential settlements. The CPT gives this total depth and also indicatesthe intervals between the ground surface and refusal where undisturbed samplesmay be obtained. The depth interval for which a sample is representative canalso be determined from the CPT data.

The 0.3-m push tube with the anti friction ring allows the CPT to be performedto relatively great depths. Depths to refusal (on bedrock) of up to 21.2 m(69.5 ft) have been accomplished. If the antifriction ring tube is not used,the maximum depth reached depends on the weight of the drill rig, classificationof soil, and soil moisture and is usually limited to about 6 to 13 m (20 to43 ft).

Note any delays exceeding 10 min in the record. Drainage (pore pressuredissipation) due to load will occur in time, and the test data will be inerror for a small interval of < 30 cm.

Erratic Readings.--When the cone point contacts a small rock in an otherwiseuniform, fine-grained soil, the gage's reading will rise rapidly and drop assoon as the rock is pushed aside. The gage readings change much more slowlyas the cone passes from a soft layer to one that is more dense or of differentclassification.

June 1984

Page 12: The Static Cone Penetrometer Test

Some soils will give gage readings of < 0.5 kgf/cm2 on the 0 to 16 kgf/cm2 gage and little, if any, indication on the 0 to 100 kgf/cm2 gage. Extremely low readings are not uncommon for the CPT and are seldom erratic. For extremely soft soils, the equipment manufacturer makes aluminum inner rods. Using lighter inner rods will provide more accurate gage readings.

Since a very small amount of oil usually escapes from the load cell, check the level of the oil often and add oil as needed. Low oil levels will give inaccurate gage readings which will be low. At the end of each working day, check the load cell oil level and bleed off any air.

A rock or tree root may cause the string of push tubes to deviate from the vertical. If deviation occurs at a shallow (1 to 3 m +) depth, the push tubes will continue to move laterally or in a vertical curve. When this occurs, retrieve the cone and start a new test.

If the gage dial hands vibrate so that readings are impossible, change the speed of the drill rig engine. Each rig and load cell has its own resonant frequency, and changing engine speed will usually correct this problem. The resonant frequency vibration problem is sometimes caused by an unbalanced drive shaft.

Retrieving the Equipment.--The hydraulic uplift of most rigs is the strongest and also the slowest method of retrieval. If a threaded adapter is made for the hoisting swivel, the cable winch can be used: it's use will reduce retrieval time to about one-half.

In soft, wet soils, the string of sounding tubes may tend to drop in the hole. A variety of one-way clamps are available to prevent the loss of equipment.

The tubes will have to be washed during retrieval for some soils, usually the high-plasticity clays. Use a nylon string or thin wire to cut the clay from the tube.

V. Plotting the Test Data

A. Reducing Field Notes.--The actual load on the cone or friction sleeve is in proportion to the areas involved in the measurement of the loads. The plunger (piston) in the load cell has an area of 20 cm2; thus, the load on the cone point is twice the gage reading (20 cm2 + 10 cm2 cone) plus the weight of the inner rods. If the first gage reading is G the cone reading 1 ' (qc) is 26 + 0.14n in units of kgf/cm2 (n = number of sounding tubes). The frlction sgeeve resistance (f ) is in the ratio of 20 cm2 (plunger) i 150 cm2 (sleeve area), or 0.133 (G - k ) where G is the second gage reading. Friction 2 ratio (FR) is the ratio 08 fs 20 qc expressed as a percentage. Obtain qc from the previous reading, up 20 cm; then FR = fs 100/qc.

For speed and accuracy in reducing notes, use a printing calculator (such as a Monroe 1880). Enter values of "n" (number of push tubes), GI, and G ; the printout will list q

C' fS' and FR. The paper tape output provides

speed and accuracy. Appendix C shows field data sheet that is adapted to computer reduction of field notes. Field data are also easily reduced and plotted using small personal computers having a plotter attachment.

June 1984

6

Some soils will give gage readings of < 0.5 kgf/cm2 on the 0 to 16 kgf/cm 2

gage and little, if any, indication on the 0 to 100 kgf/cm2 gage. Extremelylow readings are not uncommon for the CPT and are seldom erratic. For extremelysoft soils, the equipment manufacturer makes aluminum inner rods. Usinglighter inner rods will provide more accurate gage readings.

Since a very small amount of oil usually escapes from the load cell, check thelevel of the oil often and add oil as needed. Low oil levels will giveinaccurate gage readings which will be low. At the end of each working day,check the load cell oil level and bleed off any air.

A rock or tree root may cause the string of push tubes to deviate from thevertical. If deviation occurs at a shallow (1 to 3 m +) depth, the push tubeswill continue to move laterally or in a vertical curve. When this occurs,retrieve the cone and start a new test.

If the gage dial hands vibrate so that readings are impossible, change thespeed of the drill rig engine. Each rig and load cell has its own resonantfrequency, and changing engine speed will usually correct this problem. Theresonant frequency vibration problem is sometimes caused by an unbalanceddrive shaft.

Retrieving the Equipment.--The hydraulic uplift of most rigs is the strongestand also the slowest method of retrieval. If a threaded adapter is made forthe hoisting swivel, the cable winch can be used: it's use will reduce retrievaltime to about one-half.

In soft, wet soils, the string of sounding tubes may tend to drop in the hole.A variety of one-way clamps are available to prevent the loss of equipment.

The tubes will have to be washed during retrieval for some soils, usually thehigh-plasticity clays. Use a nylon string or thin wire to cut the clay fromthe tube.

V. Plotting the Test Data

A. Reducing Field Notes.--The actual load on the cone or frictionsleeve is in proportion to the areas involved in the measurement of the loads.The plunger (piston) in the load cell has an area of 20 cm2 j thus, the load onthe cone point is twice the gage reading (20 cm2 -;- 10 cm 2 cone) plus theweight of the inner rods. If the first gage reading is G1, the cone reading(q ) is 2G + 0.14n in units of kgf/cm2 (n =number of sounding tubes). Thefriction steeve resistance (f ) is in the ratio of 20 cm2 (plunger) -;- 150 cm2

(sleeve area), or 0.133 (G2 - t,) where G2 is the second gage reading. Frictionratio (FR) is the ratio of f Eo q expressed as a percentage. Obtain q fromthe previous reading, up 20 cfuj the~ FR = f • 100/q . c

s c

For speed and accuracy in reducing notes, use a printing calculator (such as aMonroe 1880). Enter values of "n" (number of push tubes), G1, and G.?; theprintout will list q , f , and FR. The paper tape output provides prottingspeed and accuracy. c App~ndix C shows field data sheet that is adapted tocomputer reduction of field notes. Field data are also easily reduced andplotted using small personal computers having a plotter attachment.

June 1984

Page 13: The Static Cone Penetrometer Test

B. Plotting the CPT Graph.--Use 4-cycle by 70 or 150 division semilog transparent paper. The 4-cycle by 70 measures 8 1/2 by 11 inches; the 4-cycle by 150, 11 by 16 1/2 inches. Plot the data as shown on the examples in the appendix.

The vertical scale is in metric units with the heavy lines at 1/2-inch intervals representing 1 meter. Each horizontal line then represents 20 cm, which is the depth interval for the friction sleeve-cone test data. The 8 1/2 by 11 inch paper provides space for CPT to 14 m (46 ft); 11 by 16 1/2 inch paper for CPT to 30 m (98 ft) .

The two log cycles on the left side are used as the ordinate for q , cone point resistance, with units of 1 to 10 and 10 to 100 kgf/cm2. The third log cycle is for fs, friction sleeve, in units of 0.1 to 1 .O kgf/cm2. The fourth log cycle is for FR, friction ratio, in units of 1 to 10 percent. Occasionally, some overlap will be needed, but the graphs will never cross each other. FR > 10 is usually not plotted.

Use the plotting method described above for all sites so that two or more graphs can be overlaid for comparison of q and fs. This comparison allows

C rapid delineation of deposit boundaries. It also provides a basis for grouping soil deposits that may be expected to have similar engineering properties.

It is recommended that a log of a test hole, where available, be plotted to the same vertical scale as the CPT. Convert depths of soil layers from feet to meters using the constant 0.3048. Indicate the depth to the water table and depths to moisture changes and bedrock on the soil profile.

Maintain the original plot of the graphs in one notebook for each penetrometer. This simplifies comparison of soils in terms of q

C' fS' and FR for an area.

Attach copies of the CPT graph to each structure report or place them in each structure file.

VI. Field Use of CPT

A . Guide to Determining Stratigraphy.--Each site has a unique set of conditions requiring judgement in the selection and use of investigational tools. Generally, CPT data are better interpreted with a systematic coverage that includes the entire foundation area: this is particularly true for uniform soil deposits.

For foundations that are not uniform, as in alluvial deposits, the location of CPT will be based on data from previous test holes and CPT. One of the main advantages of CPT is the ability to provide a continuous record of the strati- fication of a soil deposit.

Make a log of the soil profile for each location where there is an indication of a change in the soil profile. The log should include a description of the changes in moisture, depth to the water table, and depth to bedrock.

B. Guide to Obtaining Samples.--When taking undisturbed samples, obtain at least one sample where q and f show definite intervals of different soils. Often, qc and fs vary co$sidera%ly within one geologic formation. Take one or more samples to represent dry or moist soil layers.

June 1984

7

B. Plotting the CPT Graph. --Use 4-cycle by 70 or 150 divisionsemilog transparent paper. The 4-cycle by 70 measures 8 1/2 by 11 inches; the4-cycle by 150, 11 by 16 1/2 inches. Plot the data as shown on the examplesin the appendix.

The vertical scale is in metric units with the heavy lines at 1/2-inch intervalsrepresenting 1 meter. Each horizontal line then represents 20 cm, which isthe depth interval for the friction sleeve-cone test data. The 8 1/2 by11 inch paper provides space for CPT to 14 m (46 ft); 11 by 16 1/2 inch paperfor CPT to 30 m (98 tt).

The two log cycles on the left side are used as the ordinate for q , conepoint resistance, with units of 1 to 10 and 10 to 100 kgf/cm 2 . The third logcycle is for f , friction sleeve, in units of 0.1 to 1.0 kgf/cm2 • The fourthlog cycle is f8r FR, friction ratio, in units of 1 to 10 percent. Occasionally,some overlap will be needed, but the graphs will never cross each other. FR> 10 is usually not plotted.

Use the plotting method described above for all sites so that two or moregraphs can be overlaid for comparison of q and f. This comparison allowsrapid delineation of deposit boundaries. ItCalso p~ovides a basis for groupingsoil deposits that may be expected to have similar engineering properties.

It is recommended that a log of a test hole, where available, be plotted tothe same vertical scale as the CPT. Convert depths of soil layers from feetto meters using the constant 0.3048. Indicate the depth to the water tableand depths to moisture changes and bedrock on the soil profile .

Maintain the original plot of the graphs in one notebook for each penetrometer.This simplifies comparison of soils in terms of q , f , and FR for an area.Attach copies of the CPT graph to each structure re~ortSor place them in eachstructure file.

VI. Field Use of CPT

A. Guide to Determining Stratigraphy.--Each site has a unique setof conditions requiring judgement in the selection and use of investigationaltools. Generally, CPT data are better interpreted with a systematic coveragethat includes the entire foundation area: this is particularly true foruniform soil deposits.

For foundations that are not uniform, as in alluvial deposits, the location ofCPT will be based on data from previous test holes and CPT. One of the mainadvantages of CPT is the ability to provide a continuous record of the strati­fication of a soil deposit.

Make a log of the soil profile for each location where there is an indicationof a change in the soil profile. The log should include a description of thechanges in moisture, depth to the water table, and depth to bedrock.

B. Guide to Obtaining Samples. --When taking undisturbed samples,obtain at least one sample where q and f show definite intervals of differentsoils. Often, q and f vary coftsideraf>ly within one geologic formation .Take one or more ~amples eo represent dry or moist soil layers.

June 1984

Page 14: The Static Cone Penetrometer Test

When reliable undisturbed samples cannot be retrieved using the sampling tools on hand, explain the difficulty in the logs. Make two or more CPT in these soils to verify data and provide more information upon which to base judgements. For soils of SP and SM classification, the CPT should include one or more cont,inuous penetration tests. The continuous CPT uses the mantle cone with readings obtained at 5 or 10 cm intervals. Describe, in the investigative reports, any difficulties in making field tests or obtaining representative samples.

The undrained shear strength of the in-place soils is generally related to the sleeve resistance by:

Convert tf to units of psf by multiplying 0 .8 f by 2048. For example, f of 0.3 kgf/cm2 or 500 psf indicates sampling and %esting may be needed if she structure size so dictates. Saturated fine-grained soils having f < 0 . 5 kgf/cm2

S are generally suspect concerning strength.

VII. Soil Mechanics Laboratory Use of CPT Data

A. Soil Classification.--#ere possible, soil classifications are to be based on the appropriate laboratory test data or field identification procedure. As a basis for correlation, a reasonable classification of the soils can be made from the graph of q f and FR. Fine-grained saturated soils will generally have q < 15 kgf/$, 8' < 0.5 kgf/cm2, and FR of 2 to 6 (CL, ML, and CH). Some ~ o $ ~ ~ c t and dense &is of CH and MH classification may have qc of 20 to 30 kgf/cm2, f of 0.5 to 1 .0 kgf/cm2, and FR of 5 to 15. Sands will generally have q > 38 kgf/cm2, fs < 0.2 kgf/cm2, and FR < 2. Loose sands may have q of 30 to 60 kgf/cm2; moderately dense sands,

C qc > 100 kgf/cm2; and dense sands, qc 2 200 kgf/cm2. Examples of interpretation of CPT graphs are given in appendix D.

B. Determining Soils to be Represented by Sample Testing.--One of the most important and beneficial uses of CPT data in the laboratory is to provide a basis for judging whether engineering property test data can be accurately extended to represent soils located some distance from the sampling location. For example, in the slope stability analysis, shear strength values determined using samples taken from the centerline of a structure are usually assumed to represent the foundation soils several hundred feet upstream and downstream. CPT data can be used in judging the extent of the area to which these data apply.

C. Consolidation Testing and Analysis.--Undisturbed samples are seldom obtained from the center of a particular layer of foundation soil. Data from CPT usually provides information for determining more precisely the upper and lower boundaries represented by one or more samples. Not always will soil of a given formation or age have uniform engineering properties.

Several cone tests (e.g., at the base of an abutment) will establish a reasonably accurate estimate of potential differential settlements which can then be confirmed by sampling and testing.

June 1984

8

When reliable undisturbed samples cannot be retrieved using the sampling toolson hand, explain the difficulty in the logs. Make two or more CPT in thesesoils to verify data and provide more information upon which to base judgements.For soils of SP and SM classification, the CPT should include one or morecontinuous penetration tests. The continuous CPT uses the mantle cone withreadings obtained at 5 or 10 em intervals. Describe, in the investigativereports, any difficulties in making field tests or obtaining representativesamples.

The undrained shear strength of the in-place soils is generally related to thesleeve resistance by:

Tf =0.8fs

Convert Tf to units of psf by multiplying 0.8 f by 2048. For example, f of0.3 kgf/cm2 or 500 psf indicates sampling and iesting may be needed if ~hestructure size so dictates. Saturated fine-grained soils having f < 0.5 kgf/cm 2are generally suspect concerning strength. s

VII. Soil Mechanics Laboratory Use of CPT Data

A. Soil Classification.--Where possible, soil classifications areto be based on the appropriate laboratory test data or field identificationprocedure. As a basis for correlation, a reasonable classification of thesoils can be made from the graph of q , f , and FR. Fine-grained saturatedsoils will generally have q < 15 kgf/c~2, t < 0.5 kgf/cm2, and FR of 2 to 6(CL, ML, and CH). Some com~act and dense s~ils of CH and MH classificationmay have q of 20 to 30 kgf/cm2, f of 0.5 to 1.0 kgf/cm 2 , and FR of 5 to 15.Sands wilf generally have q > 36 kgf/ cm 2 , f < 0.2 kgf/ cm2, and FR < 2.Loose sands may have q of c30 to 60 kgf/ cm 2 ;s moderately dense sands, q> 100 kgf/cm2; and densg sands, q > 200 kgf/cm 2 . Examples of interpretatfonof CPT graphs are given in appendil D-:

B. Determining Soils to be Represented by Sample Testing.--One ofthe most important and beneficial uses of CPT data in the laboratory is toprovide a basis for judging whether engineering property test data can beaccurately extended to represent soils located some distance from the samplinglocation. For example, in the slope stability analysis, shear strength valuesdetermined using samples taken from the centerline of a structure are usuallyassumed to represent the foundation soils several hundred feet upstream anddownstream. CPT data can be used in judging the extent of the area to whichthese data apply.

C. Consolidation Testing and Analysis.--Undisturbed samples areseldom obtained from the center of a particular layer of foundation soil.Data from CPT usually provides information for determining more precisely theupper and lower boundaries represented by one or more samples. Not alwayswill soil of a given formation or age have uniform engineering properties.

Several cone tests (e.g., at the base of an abutment) will establish areasonably accurate estimate of potential differential settlements which canthen be confirmed by sampling and testing.

June 1984

Page 15: The Static Cone Penetrometer Test

To compute horizontal strain associated with the design of principal spillway conduits (see Technical Release No. 18) , the lower limit of settlement must be known. Cone penetrometer tests extended to bedrock or to refusal in sands, gravels, or stiff clays provide good information for determining this lower limit. The reliability of samples, often obtained with great difficulty and expense, can then be judged as to their potential use in settlement and strain analysis.

In areas where previous work has established a base of test results, analysis, - and field measurements, settlement can be estimated using only CPT data if results of direct testing are not available. The general equation for consoli- dation of a layer as given by Sanglerat and others is:

A = h . A p . m or v

where :

Ah = change in layer thickness, cm

h = layer thickness, cm

Ap = load; increase in vertical stress, kg/cm2

a = variable coefficient based on the nature of the soil

qc = cone point resistance, kgf/cm2

m = 1 ; coefficient of mass volume v --- a. qc

change, cm2 / kg

Using settlement plate data supported by laboratory testing, a graph of q vs. C

a: is computed for soils found in a given area :

For fairly uniform soils and given adequate time, Ah from settlement plate records will be accurate for determining the a coefficient. Compute the increase in stress due to the embankment load Ap from field placement records. The graph will be less accurate where the basis for computation is only labo- ratory testing to determine Ah.

D. Shear Strength Comparisons:

1. Using the friction sleeve, Drnevich et al. (2) found that:

June 1984

9

To compute horizontal strain associated with the design of principal spillwayconduits (see Technical Release No. 18), the lower limit of settlement must beknown. Cone penetrometer tests extended to bedrock or to refusal in sands,gravels, or stiff clays provide good information for determining this lowerlimit. The reliability of samples, often obtained with great difficulty andexpense, can then be judged as to their potential use in settlement and strainanalysis.

In areas where previous work has established a base of test results, analysis,and field measurements, settlement can be estimated using only CPT data ifresults of direct testing are not available. The general equation for consoli­dation of a layer as given by Sanglerat and others is:

~ = h . ~p . m orv

~ = h . ~p 1a:·qc

where:

~h = change in layer thickness, em

h = layer thickness, em

~p = load; increase in vertical stress, kg/cm 2

0: =variable coefficient based on the nature of the soil

qc = cone point resistance, kgf/cm 2

m = 1 ; coefficient of mass volumev

0:. qc

change, cm 2 /kg

Using settlement plate data supported by laboratory testing, a graph of q vs.ca: is computed for soils found in a given area:

a: = h . ~p

q . ~hc

For fairly uniform soils and given adequate time, ~ from settlement platerecords will be accurate for determining the 0: coefficient. Compute theincrease in stress due to the embankment load ~p from field placement records.The graph will be less accurate where the basis for computation is only labo­ratory testing to determine ~.

D. Shear Strength Comparisons:

•1. Using the friction sleeve, Drnevich et al. (2) found that:

June 1984

Page 16: The Static Cone Penetrometer Test

where :

rf = undrained shear strength, kgf/cm2

f = friction sleeve resistance, kgf/cm2; from static S penetrometer of the Delft type.

The value of the constant 0.80 was determined from unconsolidated-undrained (UU) and consolidated-undrained (CU) tests on CL, ML, and MH soils from Kentucky. This value compares well with CPT and laboratory UU tests on soils from Iowa, Kansas, and Nebraska. For example, if fs < 0 . 3 kgf/cm2, I < 0 .24 kg/cm2 < 490 lb/ft2 (kg/cm2 x 2048 = lb/ft2). In relatively weak ~f coils where f - < 0 . 3 kgf/cm2, UU test results are 200 to 300 lb/ft2. S

2. From the cone point resistance, C (undrained shear strength) is in the range of q to q These values areUfor the Delft mantle cone in normally consoli8'atd cla$dl&ere q < 20 kgf/cm2. (Note: Some authors use CU, others use r for undrained shear! strength.) f

For example, where f < 0 . 3 kgf/cm2 and qc 5 5 kgf/cm2: then rf = 5/18 x 2048 = 570 lb/ft2. S -

3 . Comparing q and f s with results of laboratory shear testing will aid in establishink depths of foundation soils to use in the slope stability analysis.

VIII. Use of CPT Data in Design

A. Foundation.--When determining the extent of excavation needed in fine-grained soils, compare results of representative laboratory consoli- dation and shear tests with CPT data. Tests on undisturbed samples usually represent a small volume of soil; in-place testing with the penetrometer allows the laboratory data to be applied to larger volumes of soil.

The CPT is a good tool for use during construction to determine if foundation excavation is completed and to locate soils of questionable properties not found in the predesign investigations. Construction specifications should allow the engineer to use CPT or other in-place tests.

B. Sectional Embankment or Pre1oading.--Where highly compressible soils extend to great depths, CPT can be used to determine settlement at various points. This information indicates that preloading the foundation soil or a sectional embankment is needed if settlements, differential settle- ments, and horizontal strain are problems. If preloading or a sectional embankment does not provide a solution to the problem, relocation of the structure may be required. Data from CPT will aid in locating soils of accept- able properties, if such soils exist in the area of consideration. Sampling and testing will then confirm the decision of structure location.

Data from CPT at locations of stilling basins and risers will confirm the results of tests on samples which are in many cases obtained only on the centerline of the structure.

June 1984

10

where:

If =undrained shear strength, kgf/cm 2

f = friction sleeve resistance, kgf/cm2 ; from statics penetrometer of the Delft type.

The value of the constant 0.80 was determined from unconsolidated-undrained (UU)and consolidated-undrained (CU) tests on CL, ML, and MH soils from Kentucky.This value compares well with CPT and laboratory UU tests on soils from Iowa,Kansas, and Nebraska. For example, if f < 0.3 kgf/ cm2 , T < 0.24 kg/ cm 2

< 490 Ib/ft2 (kg/cm 2 x 2048 = Ib/ft 2 ). Ins relatively weak Mi soils where f< 0.3 kgf/cm2 , UU test results are 200 to 300 Ib/ft2 . S

2. From the cone point resistance, C (undrained shear strength)uis in the range of q'f15 to q ,fIR' These values are for the Delft mantle cone

in normally consoli~tea cla~ ~ere q < 20 kgf/cm 2 • (Note: Some authorsuse Cu ' others use If for undrained shearc strength.)

For example, where f s ~ 0.3 kgf/cm 2 and qc ~ 5 kgf/cm 2 : then Tf = 5/18 x 2048= 570 Ib/ft2 •

3. Comparing q and f with results of laboratory sheartesting will aid in establishin~ depth~ of foundation soils to use in theslope stability analysis.

VIII. Use of CPT Data in Design

A. Foundation.--When determining the extent of excavation neededin fine-grained soils, compare results of representative laboratory consoli­dation and shear tests with CPT data. Tests on undisturbed samples usuallyrepresent a small volume of soil; in-place testing with the penetrometerallows the laboratory data to be applied to larger volumes of soil.

The CPT is a good tool for use during construction to determine if foundationexcavation is completed and to locate soils of questionable properties notfound in the predesign investigations. Construction specifications shouldallow the engineer to use CPT or other in-place tests.

B. Sectional Embankment or Preloading.--Where highly compressiblesoils extend to great depths, CPT can be used to determine settlement atvarious points. This information indicates that pre loading the foundationsoil or a sectional embankment is needed if settlements, differential settle­ments, and horizontal strain are problems. If preloading or a sectionalembankment does not provide a solution to the problem, relocation of thestructure may be required. Data from CPT will aid in locating soils of accept­able properties, if such soils exist in the area of consideration. Samplingand testing will then confirm the decision of structure location.

Data from CPT at locations of stilling basins and risers will confirm theresults of tests on samples which are in many cases obtained only on thecenterline of the structure.

June 1984

Page 17: The Static Cone Penetrometer Test

C. Channels.--Channel projects usually involve stratified soils and encompass long reaches. Use of the friction sleeve cone is accurate enough to classify the soils vertically and horizontally so that sampling will be more representative and the investigation will also be faster and thus more economical.

June 1984

11

C. Channels. --Channel projects usually involve stratified soilsand encompass long reaches. Use of the friction sleeve cone is accurateenough to classify the soils vertically and horizontally so that sampling willbe more representative and the investigation will also be faster and thus moreeconomical.

June 1984

Page 18: The Static Cone Penetrometer Test

Page 19: The Static Cone Penetrometer Test

Appendix A

CONE PENETROMETER EQUIPMENT: This equipment i s manufactured by Goudsche Machinefabriek of Gouda, Holland. a . h y d r a u l i c load c e l l w i t h bourdon-tube gages, 1. c u t o f f t o p r o t e c t t h e 0-100 kgf/cm2 gage, 2 . cu to f f t o p r o t e c t t h e 0-15 gage, 3 , quick-coupling t o d i s connec t t h e 0-15 gage; b. cap for a t t a c h i n g load c e l l o r p u l l i n g at tachment ( f ) t o t h e d r i l l r i g adap te r ; c . ma'ntle cone, shown i n c losed and extended p o s i t i o n ; d , cone wi th Begernann f r i c t i o n s l e e v e , shown i n c losed and completely extended p o s i t i o n ; e . 30 cm long sounding tube wi th 15 mm i n n e r rod and a n t i - f r i c t i o n (4 ) r i n g ; E, p u l l i n g a t tachment f o r r e t r i e v i n g t h e sounding t u b e s , Not shown a r e t h e 1 m sounding tubes and t h e Depth I n d i c a t i n g Rod & Stand.

Appendix A

CONE PENETROMETER EQUIPMENTl This equipment is manufactured by GoudscheMachinefabriek of Gouda, Holland. a. hydraulic load cell with bourdon-tubegages, 1. cutoff to protect the 0-100 kgf/cm2 gage, 2. cutoff to protectthe 0-15 gage, 3. quick-coupling to disconnect the 0-15 gage; b. cap forattaching load cell or pulling attachment (f) to the drill rig adapter;c. mantle cone, shown in closed and extended position; d. cone withBegemann friction sleeve, shown in closed and completely extended position;e. 30 cm long sounding tube with 15 mID inner rod and anti-friction (4) ring;f. pulling attachment for retrieving the sounding tubes. Not shown are the1 m sounding tubes and the Depth Indicating Rod & Stand.

A-I

Page 20: The Static Cone Penetrometer Test

Page 21: The Static Cone Penetrometer Test

Appendix B

D r i l l Rig Adapters

1. The drawing shows t h e a d a p t e r t o f i t t h e CME-75; t h e a d a p t e r can a l s o be used w i t h t h e Mobile B-50 and B-53 when t h e 44-inch dimension ( s e e upper c o r n e r o f drawing) i s modi f i ed . The Mobile r i g s need a hol low s p i n d l e t o use t h i s a d a p t e r .

2 . D r i l l r i g s having l e s s t h a n 1 meter of downstroke a r e l e s s d e s i r a b l e s i n c e t h e o p e r a t i o n i s much s lower . I f t h e d r i l l r i g has an au tomat ic chuck, an a d a p t e r can be made s i m i l a r t o t h a t shown on t h e bottom h a l f o f t h e drawing f o r t h e CME-75 a d a p t e r , No. 1; t h e upper end would have t o a d a p t t o t h e t h r e a d s on t h e K e l l e y b a r . Check t h e c l e a r a n c e from t h e d r i l l r i g cross-head t o t h e back o f t h e pene t romete r gages ; c e n t e r of load c e l l t o back of gages i s 4% i n c h e s minimum and can be extended u s i n g an a d d i t i o n a l union n u t and p r o p e r l y th readed p i p e n i p p l e .

3 . The CME-55 i s r e a d i l y adapted by f a b r i c a t i n g a s h e l f b r a c k e t which a t t a c h e s t o t h e d r i l l c ross -head . Th is a d a p t e r l e a v e s t h e auger s p i n d l e f r e e f o r any needed d r i l l i n g . The s h e l f b r a c k e t does n o t need t o be removed between t e s t s .

4 . The CME-45 a d a p t e r i s a s h o r t s h a f t w i t h a cap s i m i l a r t o t h e lower end o f t h e CME-75 a d a p t e r . A p l a t e i s welded t o t h e s h a f t and t h e n b o l t e d t o t h e upper h a l f o f t h e auger U - j o i n t .

June 1984

Appendix B

Drill Rig Adapters

1. The drawing shows the adapter to fit the CME-75; the adapter can also beused with the Mobile B-50 and B-53 when the 44-inch dimension (see uppercorner of drawing) is modified. The Mobile rigs need a hollow spindle to usethis adapter.

2. Drill rigs having less than 1 meter of downstroke are less desirablesince the operation is much slower. If the drill rig has an automatic chuck,an adapter can be made similar to that shown on the bottom half of the drawingfor the CME-75 adapter, No.1; the upper end would have to adapt to the threadson the Kelley bar. Check the clearance from the drill rig cross-head to theback of the penetrometer gages; center of load cell to back of gages is4~ inches minimum and can be extended using an additional union nut and properlythreaded pipe nipple.

3. The CME-55 is readily adapted by fabricating a shelf bracket which attachesto the drill cross-head. This adapter leaves the auger spindle free for anyneeded drilling. The shelf bracket does not need to be removed between tests.

4. The CME-45 adapter is a short shaft with a cap similar to the lower endof the CME-75 adapter. A plate is welded to the shaft and then bolted to theupper half of the auger V-joint .

June 1984

Page 22: The Static Cone Penetrometer Test

Page 23: The Static Cone Penetrometer Test

CONE P E N E T R O M E T E R ADAPTER

FOR CME 75 DRILL

0.72" O.D. and 0.16" + thick

Sheet I of 3

- 3.75" O.D.

Thread 3.5" fortop nut. see sheet 2•

Note:Adapter will fit the Mobile850 ond 853 with modificationof the 44" part of 1.25" 0.0.round bar. Rig needsremoveable spindle.

Drill 8 - 0.3" dia. holesfor spanner. see sheet 3

Knurl- 0.75"--.

Polish to reducebinding of matingsurface when in use--+-~.L'

2.35" I.O.---r"~.u...

Top of hydraulicmeasuring cell---·

?-~~.....-~

*"Provide clearancefor oil filler plug;0.72" 0.0. and0.16" + thick 3.75" 0.0.

1.25" 0.0.

1.50" 1.0.

"0It)

o

-0

3.625" 0.0. c.D

o

B-1

•CONE PENETROMETER ADAPTER

FOR CME 75 DRILL

Sheet I of 3 R.J. F.4 -77

Page 24: The Static Cone Penetrometer Test

Am. Std. heavy nut, 1 1/4, semifin. hex.

y Plain round rod, 1/2" dia., 4 1/2" long. Bend as shown to form wingnut

ELEVATION

CONE PENETROMETER ADAPTER FOR CME 75 DRILL

R. J. F. Sheet 2 of 3 4 - 77

B-2

.1•

Am. Std. heavy nut.1 1/4. semifin. hex.

0.25

\\}---provide I 1/4 heevyI plain washer

I/

3.0" II:0.25

PLAN

Plain round rod. 1/2" die., 4 112" long.Bend as shown to form wing nut

ELEVATION

CONE PENETROMETER ADAPTERFOR CME 75 DRILL

Sheet 2 of 3R.J. F.4-77 •

Page 25: The Static Cone Penetrometer Test

(see sheet I )

I

0.30" dia., 0.3oUdepth.

SPANNER WRENCH FOR CONE PENETROMETER

Sheet 3 of 3 R.J.F. 4 - 77

• I-_-Threaded cap(see sheet I)

"'TJ----Drill 8 holes,0.30" dio.,0.30"depth.

B-3

( I \

1.096" \. I

2.19" 0.25"

•1.0" 1.5" 1.0"

•SPANNER WRENCH

FOR CONE PENETROMETER

Sheet 3 of 3R.J. F.4-77

Page 26: The Static Cone Penetrometer Test

1.75" O.D. -

H A L F P L A N

Tap to match thre on hoisting swivel

hole, full length

Cut threads to match cone penetrometer

S E C T I O N A - A

Note: Using the winch line and hoist swivel will reduce extraction time by 1/3 to 1/2.

CONE PENETROMETER ADAPTER Attachment to adapt cable hoist for push tube retrieval

B-4

A A

~ -L-................+-- +-----L..--L.l...----J....~1.75"0.0.

HALF PLAN

Tap to match threadson hoisting swivel--~

Drill 0.625 (5/8)" dia.hole. full length -----f--r:-_t!-

Cut threads to matchcone penetrometerpush rods--- ~

oU)

Note:Using the winch lineand hoist swivel willreduce extractiontime by 1/3 to 1/2.

SECTION A-A

CONE PENETROMETER ADAPTERAttachment to adopt cable hoist for push tube retrieval

R.J.F.4-77 •

Page 27: The Static Cone Penetrometer Test

Appendix B-5

Adapter f o r Checking Load C e l l Gages

The purpose of t h i s a d a p a t e r i s t o p l a c e t h e load c e l l i n a n u p r i g h t p o s i t i o n f o r t e s t i n g t h e gages . The load c e l l i s secured t o t h e p l a t e n of t h e compress ion- tes t ing machine and w i l l n o t f a l l over and be damaged when t h e c ross -head i s r a i s e d . Without t h e a d a p t e r , t h e gages a r e u s u a l l y checked w i t h t h e load c e l l i n v e r t e d . When checking t h r e e gages (0-15, 0-100, and 0-600 kgf /cm2) , t h e union n u t s have t o be loosened t o p l a c e t h e l o a d c e l l i n v e r t e d ; w i t h t h e a d a p t e r , no union n u t s a r e loosened .

Graph of Labora to ry Compression Machine Gage v s . Cone Penetrometer Gages

When t h e accuracy o f t h e pene t romete r gages i s checked, t h e 0-16 kgf/cm2 gage shou ld p l o t w i t h i n 25 l b of t h e v a l u e shown on t h e graph. The v a l u e s f o r t h e 0-100 kgf/cm2 gage should p l o t w i t h i n 100 l b of t h e v a l u e shown on t h e graph: t h e v a l u e a t t h e upper and lower end of t h e gage t r a v e l may be l e s s a c c u r a t e , which i s a reason f o r t h e o v e r l a p i n pene t romete r gage s c a l e s . The v a l u e s f o r t h e 0-600 kgf/cm2 gage shou ld p l o t w i t h i n 200 l b s of t h e v a l u e shown on t h e graph. When t e s t d a t a a r e n e a r l y a l l r ecorded from t h e 0-16 kgf/cm2 gage, a c o r r e c t i o n can be a p p l i e d , i f needed, b e f o r e reduc ing t h e n o t e s and p l o t t i n g t h e p e n e t r a t i o n graphs of q f and FR. C o r r e c t i o n s a r e seldom needed f o r

C ' S'. t h e o t h e r two gages because t h e i n d i c a t e d s o i l p r o p e r t i e s a r e o b t a i n e d from h i g h v a l u e s of r e s i s t a n c e t o p e n e t r a t i o n .

Excess ive e r r o r s i n t h e pene t romete r gages a r e reasons f o r r e t u r n i n g gages t o t h e distributor/manufacturer. E r r o r s i n gage read ings a r e sometimes caused by

a unload ing t h e gages t o o r a p i d l y d u r i n g f i e l d - t e s t i n g .

June 1984

Appendix B-5

Adapter for Checking Load Cell Gages

The purpose of this adapater is to place the load cell in an upright positionfor testing the gages. The load cell is secured to the platen of thecompression-testing machine and will not fall over and be damaged when thecross-head is raised. Without the adapter, the gages are usually checked withthe load cell inverted. When checking three gages (0-15, 0-100, and0-600 kgf/cm 2 ), the union nuts have to be loosened to place the load cellinverted; with the adapter, no union nuts are loosened.

Graph of Laboratory Compression Machine Gage vs. Cone Penetrometer Gages

When the accuracy of the penetrometer gages is checked, the 0-16 kgf/cm 2 gageshould plot within 25 Ib of the value shown on the graph. The values for the0-100 kgf/cm 2 gage should plot within 100 Ib of the value shown on the graph:the value at the upper and lower end of the gage travel may be less accurate,which is a reason for the overlap in penetrometer gage scales. The values forthe 0-600 kgf/cm 2 gage should plot within 200 Ibs of the value shown on thegraph. When test data are nearly all recorded from the 0-16 kgf/cm2 gage, acorrection can be applied, if needed, before reducing the notes and plottingthe penetration graphs of q , f , and FR. Corrections are seldom needed forthe other two gages becauseCtheSindicated soil properties are obtained fromhigh values of resistance to penetration.

Excessive errors in the penetrometer gages are reasons for returning gages tothe distributor/manufacturer. Errors in gage readings are sometimes caused byunloading the gages too rapidly during field testing.

June 1984

Page 28: The Static Cone Penetrometer Test

PLAN Rod, all thread, 1/4" x 8 112" long, with hex nuts,wing nut and washers ( 2 req'd.)

Rod, al l thread, 114" x 4 1/2" long, with square nuts + washer at top and wing nut +washer a t

ttom ( 4 req'd.)

J I - - Plate, 7 1/2" square 1 x 0 .217" thick

SECTION A - A

CPT A D A P T E R FOR CHECKING LOAD CELL GAGES

SCALE: 0.5" = 1 . 0 " R . J. F. 2-4-8

PLAN

B-6

Drill 5/16" dia.hole as shown(4 reqa.)

-..I-I....-7Plate, 7 1/2" sq. x 0.217"thick, steel

___Riehle machine platen

,," (' )I x 9 angle, steel 2 req d.

/ /'=--f--=""-I /'" "\A I 0'\ \

/ I ~'" \

L I ~(> ,,,, \ \

I' .o' ~o+.H~~--4 I ~~ ~ I r-+-~~

\ \ ,{o ~ (> ,'L--I--f--+tft-- CPT load cell cap

\ \ ~" ~'"\ v'" / /

\........ "",'/ /" - --'-- /- ..--

SECTION A-A

CPT ADAPTER FOR CHECKINGLOAD CELL GAGES

SCALE: 0.5":= 1.0"

Plate, 7 1/2" squarex 0.217" thick

3 1/16" dia. hole

Rod, all thread,1/4"x 81/2" long,with hex nuts, wingnut and washers(2 req (:J.)

Rod.all thread. 1/4"x4 1/2" long. with squarenuts + washer at top andwing nut + washer atbottom (4 reqa.)

R.J. F.2-4-8i

Page 29: The Static Cone Penetrometer Test

I . Graph is the required gage

2. Plot actual readings on this

td I V

1 2 3 4 5 10 20 30 40 50 60 70 100 200 300 400

CONE PENETROMETER GAGES, k g f /cm2

• • •

-

2. Plot actual readings on this

graph to obtain CPT gage

corrections.

I"'"

Itll t

III

r--+-+--+--hIl't--+-t l-+++-+--+-+--+-+-+-+-f-+~.J'"!--t----ml--'++-- --

200 H-+-+++++-¥+-++-+1--+--H-+-+++~+-"'5~--+--+-t+' '!-+-+-+-I--+-~I ++-+-++--t+~ ,-I-

l-t--+-+-+-t-' ytl-"'_+'-+--tt--+-t-'+-+--+--+-'-+-+-+--t-i--'-t-'-t--'I-~-+-H-++-+++---+ -J--tl---+--t~::t_t~--t~:;--~~..:;~::;--~~~---+:-r--'- !~i

l-+-+-+++-+--+-+--I-+-++--+--i--+-+++--+-t-t-+-+-t--t-+- +++-+-+-I--+--++-+--~+-+++--+--+-+-++--+-+---+ ~-+--I--+-+--H+--+--i-, +--+--i- +-+--+-+-+~~ 1+-i--',-+-t-+--H--+--t--t--t--+-+--t--t-+-t-t-iI--+-+++-+-+-++--f-+--+-++-++--H-++--t-I--t-t--t--t-t-j --+-t-+-+,++-+-I--++-++I--++++-I++-+-t-i-t-H---HH-t-t-t +-+-+~-+-Lh,",,""'--I ++'--I--'-+-++-+-+--+--+-+-+---+,-+---t--+-+-t-+--HH+-+--+--+--+-t-++-t-++ t+ -+-"·--j--r--t--~+-+'-~-+-++-+-+----+-+-++f- ..t- t- 1- -H-H--+-ttT-+-f---,- ~r:-

+-+-++-+--t-t-++-+--H t- - -- f-i

i H-+-+-+++-+-+-+-+ +-+-++ -+-+-+-+++-f----I--+,+t++f----t--t-+--+-y'iV! ~., 1

I--+---+-+-+-+-+~~ H-+l+-,--+-'+rr+'-+1-+,-_"--+-,-+"-+~-+-+-i~:...K- : 1 I I 1 I-+-+-+-t-+i-+~+fl-=+it-~+~t..tt1:-~t=,+-,_-t-t--++---:-+---l-f-f..!"f----+-j----++-i-+---t:1

-T: 1 I 1 I "" -+-+_! __-j +, -+I--+-- j'_+-++--+--+--+--+-+-+--+-+-++--t- t--l-t--+-+--+--+-+-+--t---j--j +--++-+--+-I--++-+--t--l--+-, -r--+-+ i- -.-1--+--1--+++-+---4-+,+--+,-+-H-+ t--+-+++-++-I++tt-++-....rf1 ,I

00 I 2 3 4 5 10 20 30 40 SO 60 70 100 200 300 400

~- ! 1 -- r-t -+---f-+-+--+-+--+ +--+-+-~+-+-++--+-+ +i- +-f--\--+-+-+---t;-+--I--+-ttt-+ f- , - +-H-+-+-+-f--+-1~'f-+-+-+-+-i---+- - - - t-l-----t- r-J--+-+--t--+----+-t-+--t-ir-+-t-+--j--j---t--t- t-+--r--t----t-t-t-c-+- I ++-+----+-+-+-+-~--+-t_t_ "+- --++-+---+-+++-1-+-+tt---+4--+-1--++'-+--1--+ L+-+-+-+----Vl-, +-++-+--t---i--+--t- t-+-- - t-

9,000 ~+-+-+-+-+-+-+-+-+++-+-+-+-+-+-++++++++++++++++++++++++++++++-+-t-t-1-+-t-+-ttH-+-H-t-t-t-t-f---t-_tttP!tttttttttt-ht++---jT---jT,--t--t--t--t1---j

2,000 ++t+++++'+--I--++++++-H-+-+++-H-t---t-+ _.. i I+1~ t- 1- , I <y I -l---'--+-+-~--'-+--l--l-+-L-;-j-j--+-+-t---t-+ I", n++ t-t -I' J

1

_, -

1 'I .l'-+++++-+--+-+-H-H-+~-+ ++--H--I~I'-:-+:_+--+'-+-+-H-H--I~I-! .~ -~~j--fr~ [~:- t+--'H---t-r-t-I

.. +,+-,' f,--~i::n.·;-!,+it-,t1 1-- t-- -- ----l.orL.-+-+-~ j- 1+ , f--- r-, ,- TI~ , ,- 1-- --+-~-t

~--+-:- t: -'-r- ,---/s:~~r~,_+'_--t_f---,l-+-++--+--+---t=' := __"_--+-+--+r----+--+ 1- :~~--+ti--lt""-+-+-+--j--++: i-- i-= _~-= I r-r---n--400 1-i-;+-.LrT+.-, L,+-;+-,+-,,+-,-++W--+-+-+J-¥+-+±-4-++-++-'-++++++++++++++-+:-+-+++---t-+-t-+-t...l-+r!"Y-'tH---l.-'--l......L-'--L-'--L...i.--'---'-............L...i.-J....J....J--L-J--L-..L...L...--'--J.....-'---"---'--'-...l..-I..11

f---~~:+~+'--+-+-+I+-L;~f---+-+-++-+-~·~-+~I~~~~~,-+-+f---~f---:.~f---,tl!:t~j~I_~f---,t~1~~~t-'~~+~-++,-+_f------lr~t--.~J+-:.~~~,p=~I. Graph is the required gage '~~:;::t=t':::i=;='~it' :t~i:::i~:=+=t-;..~,---l--c-+-+-+it"cp-f~+-l-i ,_r 1 M I read ings :

~~~I~f---~~~tt:~;:+-,t~/y+·~~~.~~+·~~t1__~~~~+~.P,-+~i--:--t~~-+~---l-~~+-+-t-+~+:~::;:ttt~~~~~'~I---+-+-~~!~- t'- CPT gage x 44.1 = Lab. guagel-t--+-+-+--+-++-+--+~-I-t--' +-+-+--i'---f---+-++--t-+--H--~ -+ t- - + -+-P-l ---

14,000 r;---r--'-;-T"""T"""1"""""'-'---'I-rr,...,-",.---r-rTTlrTT"""'--T"T"l"-,--rT""lrT"TI"""ITT"l---rr""'-IlT-,--rTTTrTi"TTI, TTl"---rT"T'lrTTTTTTlITTT:7TlITTTrTl

1-+--I-+-+-1r-+-+++I++-+++4'-+-1-++-+-+-I-++++-1-++-+++-+-l-++-+I--Hf--t-+-t+-1-+-t++t-+-+-++-+tT-H-t-f-t--H--t-t-til-t-r,hi-ti'-t-itii-y'tTlilt- \- -- ­1-+-++--+-I-+-+-++4-+-I-+--H+f-++++--J-+-+-++++-I +-+-+-+-+-+--+-+'--+-1-++-+--+,+f-++++--J++-+++t+-+-++-+-+-+-++I --H-+--t-+-+--t-+--j--j-t-t-tL....--yH----H--t-t1t1111

-W+-f--.IW.I("i\c+-1r±"irt-I~H'±rn~ICHII--+-t---tltt--i-j+-++-+-+-+-+-+--+--i-+-+-++--+--+--+--+f-t-+--H--+-+--+-----+--H--~ 1 ~

1

m....J

Q)

z 0o (.)en (I)

en cW0:: Q)

Q. g'~ 0OJ::U U

>-0::o~0::om<t....J

CONE PENETROMETER GAGES, kgf/cm 2

Page 30: The Static Cone Penetrometer Test

Page 31: The Static Cone Penetrometer Test

Appendix C

3. Field Record Sheets

Examples of forms designed for recording gage readings and reducing notes are shown. When soft soil is being penetrated, be sure to record the number of sounding tubes in use. The weight of the 15 mm inner rods can be an appre- ciable part of the cone point record. Recording the number of inner rods is also the method used to maintain the record of depth of penetration.

Continuous sounding is generally used in sand where f is not significant. Although the form is set for the 10 cm intervals, theSgages can be read at 5 cm if desired, and the records entered on the line.

When reducing notes, friction ratio (FR) is expressed as a percentage. FR = fs x 100 + qc; q is taken from the previous reading. The reason for taking qc from 20 cm hiiher is apparent when the dimensions of the friction sleeve cone point are examined. When fully extended, the friction sleeve is located 21.5 to 34.8 cm above the cone point.

June 1984

Appendix C

3. Field Record Sheets

Examples of forms designed for recording gage readings and reducing notes areshown. When soft soil is being penetrated, be sure to record the number ofsounding tubes in use. The weight of the 15 mm inner rods can be an appre­ciable part of the cone point record. Recording the number of inner rods isalso the method used to maintain the record of depth of penetration.

Continuous sounding is generally used in sand where f is not significant.Although the form is set for the 10 cm intervals, theSgages can be read at5 cm if desired, and the records entered on the line.

When reducing notes, friction ratio (FR) is expressed as a percentage. FR =f x 100 7 q ; q is taken from the previous reading. The reason for takingqS from 20 cffi hi~her is apparent when the dimensions of the friction sleevec8ne point are examined. When fully extended, the friction sleeve is located21.5 to 34.8 cm above the cone point .

June 1984

Page 32: The Static Cone Penetrometer Test

CONE PENETROMETER (FRICTION SLEEVE) c- 1 STATE PROJECT

STATE PROJECT

BY IDATE T.H. NO IOFFSET ISTA.

NO. GAGE NO. GAGE NO. GAGEDEPTH OF READINGS DEPTH OF READINGS DEPTH OF READINGS

m RODS 1 2 m RODS 1 2 m RODS 1 2I

tJ.0

.2 .2 .2

.4- .4- .4-

.6 .6 .6

.8 .8 .8/.0 8.0 /5.~

.2 .2 .2co .

.4- I:: .jJ .4 .4-'r-! ::lCIl .jJ p..

.6 '0 .6 .60 I:: .jJ'r-! ::lH I-< 0

.8 · p.. .8 .8I-< .jJQl ~

Qltil p..

2.0 I:: 'r-! <tl 9.0 /6.0I:: 0 CO.jJ'M p..

~.2 Ql Ql .r-! Ql .2 .2CIl,r::

.4-,r:: I:: ::l .jJ .4- .4-~ 0

u CIl l3Oft.6 CIl Ql Ql 0 .6 .6~ I-<Ql,r:: 04-l

.8,o.jJ

I:: .8 .8::l '0~ 0 COQl

3.0 ~ I:: ~ /00 /7.0co 'M ~I::N U 0.2 or-! 13 ::l...-l .2 .2'0 U '0 p..

~- Ql.4- ::l4-l I-< CIl .4- .4-o co 'M

.6CIl~ I-< .6 .64-l I:: o,r::0 4-l p..

.8 ~<tl .8 .8'0 I-<1-<..-1 Ql co

4.0Ql · I:: //.0 /8.0,00 COH~'O or-! Po<

.2 CIlU .2 .21::'0 Qltil '0 Ql

.4- II ,r:: .4- .4,.....CIl ~CIl · cd

.6 '0 til ~ oft .6 .6o 'r-!P:::'O I-<

13 0 .8.8~ m

I-< ~ .8o cd

5.0 4-l.-l /2.0 /!1.0• II) ::lO...-l CIl U

.2 .r-! ...-l .2 .2Z"-J ,r:: cdH U

.4 .4- .4

.6 .6 .6

.8 .8 .8

6.0 /3.0 20.0

.2 .2 .2

.4- .4 .4-

.6 .6 .6

.8 .8 .87.0 /4.0 21.0

CONE PENETROMETER (FRICTION SLEEVE) C-l

Page 33: The Static Cone Penetrometer Test

CONE PENETROMETER FIELD LOG C-2

T.H. NO. STA. DATE LOCATION SITE C-2

SITELOCATIONDATE

CONE PENETROMETER FIELD LOG

STATH NO

DEPTH N GAGE READING t::.,G qe f$ FRICTION RATIO

Meters Feet Number of Pi P2 P2 - PI 0.14N +2Pl 0.1336G ~)( 100 NOTESqcOne Meter Cone Cone (qc from)

Rods Sleeve (up 20 em)

0 ~

0.20.40.60.81.0 3.3

~1.21.41.6/.8

2.0 6.6

~2.22.42.62.83.0 9.8

~3.23.43.63.84.0 13.1

.2lQJ4.24.44.64.85.0 16.4

5.2~

5.45.65.86.0 19.7

6.2~

6.46.66.87.0 23.0

7.2~

7.47.67.88.0 26.2

Page 34: The Static Cone Penetrometer Test

CONE PENETROMETER FIELD LOG C- 3

T.H. NO. STA. OAT E LOCATION SITE

•C-3

SITE

CONE PENETROMETER FIELD LOG

T H NO STA DATE LOCATION

DEPTH N GAGE READING 6.G Cl e fs FRICTION RATIO

Meters Feet Number of PI P2 P2 - PI 0.14N +2Pl 0.1336.G .!.!.. x 100 NOTESqcOne Meter Cone Cone (qc from)Rods Sleeve (up 20 em)

8.0

l..L.£§J8.28.48.68.89.0 29.5

9.2~

9.49.69.8

10.0 32.8

10.2~

10.410.610.811.0 36.1

~11.211.411.611.812.0 39.4

~12.212.412.612.8 -13.0 42.7

~13.213.413.613.814.0 45.9

14.2~

14.414.614.815.0 49.2

~15.215,415.615.816.0 52.5

Page 35: The Static Cone Penetrometer Test

CONE PENETROMETER FIELD LOG C-4

T.H. NO. STA. DATE LOCATION SITE C-4

SITELOCATIONDATE

CONE PENETROMETER FIELD LOG

STATH NO

DEPTH N GAGE READING ~G Qc f S FRICTION RATIO

Meters Feet Number of Pl P2 P2 - Pi 0.14N+2Pt 0.133~G~ x 100 NOTESqc

One Meter Cone Cone (qc from)Rods Sleeve (up 20 em)

16.0

~16.216.416.616.8

17.0 55.8

~17.2

17.417.617.8

18.0 59.1

~18.218.418.618.819.0 62.3

1..&QJ19.219.419.619.820.0 65.6

20.2~

20.420.620.821.0 68.9

~21.221.421.621.822.0 72.2

22.2~

22.422.622.823.0 75.5

23.2~

23.423.623.8

24.0 78.7

Page 36: The Static Cone Penetrometer Test

CONE PENETROMETER - C O N T I N U O U S S O U N D I N G

DEPTH qc , DEPTH

IN GAGE IN GAGE qc, METERS k g f /cm2 METERS kg f /cm2

b

DEPTH IN GAGE

METERS kgf /cm2

--

G a g e , 0 - 15 kgf /crn2 correction =

STATE

BY

PROJECT

DATE T.H. NO. STA . DIST.

c-s

CONE PENETROMETER - CONTINUOUS SOUNDING

STATE PROJECT

BY IDATE T.H. NO. ISTA. IDIST.

DEPTH qc, DEPTH qc, DEPTH qc,IN GAGE IN GAGE IN GAGE

METERS kgf /cm 2 METERS kgflcm2 METERS kgf/cm 2

0

O.! 3./ 6./.2 .2 .2.3 .3 .3.4- .1- .4

.5 .5 .5

.6 .6 .6

.7 .7 .7

.8 .8 .8

.9 .9 .9

1.0 4.0 70.I .I ./.2 .2 .Z.3 .3 '.3

.4- .4 .4-

.5 .S" .5

.6 .6 .6

.7 .7 .7

.8 .8 .8

.9 .9 .9

Z.O 5.tJ 8.fJ

.1 .I .I

.2 .2 .2

.3 .3 .3

.4- .4- .4-

.5 .S' .5

.6 .6 .6

.7 .7 .7

.8 .8 .8

.9 .9 .93.0 6.0 9.0Goge I 0 - 15 kgf /cm2 correction = _

Page 37: The Static Cone Penetrometer Test

CONE PENETROMETER - CONTINUOUS SOUNDING

STATE 1

Gage, 0 - 15 kgf/cm2 correction =

PROJECT

DIST.

q c , kg f /cm2

STA . T.H. NO. BY I

qc, kgf/cm2

I

DEPTH IN

METERS

15. / .2 .3 .4 -5 - 6 .7

.8 -9

l6.0 . / -2

. 3 -4 -5 .6

.7

.8

.4 17. 0

. /

.2 - 3 -4 .5 .6 .7 .8 .9

l8.0

DATE

GAGE GAGE DEPTH

IN METERS

96' 9. / .2 .3

.4

.5 -6 .7 .8 .9

/O 0 . / .z -3 .4 .5 . L .7 .8 .9

I/. '9 . / .2 .3 .4 .5 .6 .7 .8 .9

/Z.U

qc 9

kgf /cm2

I

GAGE

1

DEPTH IN

METERS

12. / . Z - 3 .4 -5 . k .7 -8

-9 /3.0

. /

. P -3

.4 -5 . b .7 .8 .9

/4. D . / .Z -3 -4 .5 -6 -7 -8 .9

/5.U

C-6

CONE PENETROMETER - CONTINUOUS SOUNDING

STATE PROJECT

BY I DATE T.H. NO. I STA. IDIST.

DEPTH qc, DEPTH qc, DEPTH qc,IN GAGE IN GAGE IN GAGE

METERS kgf Icm 2 METERS kgf/cm2 METERS kgf/cm 2

9.tJ

9.1 12./ 15. I

.2 .2 .2

.3 .3 .3

.4 .4 .4-

.5 .5 .S-

.6 .6 .6

.7 .7 .7

.8 .8 .8

.9 .9 .910.0 13.0 /6.0

.I .I ./

.2 .2 .2

.9 .3 .3

.4- .4- .4-

.5 .5 .5

.6 .6 .6

.7 .7 .7

.8 .8 .8

.9 .9 .911.0 14.0 /7.0

.I .1 .I

.2 .2 .2

.3 .3 .3

.4- .4- .4-

.5 .5 .5

.6 .6 .6

.7 .7 .7

.8 .8 .8

.9 .9 .9/2.0 /5.0 /8.0

Gage, 0 - 15 kgf /cm2 correction = _

Page 38: The Static Cone Penetrometer Test

CONE PENETROMETER - CONTINUOUS SOUNDING

STATE I PROJECT I

Gage, 0 - 15 kgf /cm2 correction =

I

BY DATE T.H. NO.

DEPTH IN

METERS

h9.u 18. /

-2 .3 .4 -5 .6 .7 -8 .4

/9.0 . / *2 .3 .4 .5 .6 -7

.8

.9 24.0

.I

.2 -3 .4 .5 -6 -7 .a -9

21.0

STA . DIST.

GAGE qc , kgf /cm2

DEPTH IN

METERS

21. / -2 - 3

.4 -5 .6

.7

.8

.P 22 0

. / -2 .3 .4 -5 -6 .7 -8 .9

23.0 . / .2 -3 -4 .5 .6 -7 .8 .9

24.0

GAGE qc, kgf/cm2

DEPTH IN

METERS

24. / .P .3

.4

.5

.6

.7

.8

.9 25.0

. /

.2

.3

.9

.5

.6

.7 -8 .9

26.0

. / -2

.3

.4

-5 .6 .7 -8

.P 27.0

GAGE qc , kgf /cm2

C-7

CONE PENETROMETER - CONTINUOUS SOUNDING

STATE PROJECT

BY I DATE T.H. NO. ISTA. IDIST.

DEPTH qc, DEPTH qc, DEPTH qc,IN GAGE IN GAGE IN GAGEMETERS kgf /cm 2 METERS kgf/cm 2 METERS kgf/cm 2

/8.tJ

18.1 2/./ 24./.2 .2 .2.3 .3 .3

.4- .4 .4

.5 .5 .5

.6 .6 .6

.7 .7 .7

.8 .8 .8.9 .9 .9

19.(J 22.0 25.0.I .1 .I.2 .2 .2.3 .3 .3.4- .4- .4-.5 .5 .5.6 .6 .6.7 .7 .7

.8 .8 .8

.9 .9 .9ZCl.Cl 23.0 26.~

.I .I ./

.2 .2 .2

.3 .3 .3

.4 .4- .4

.5 .5 .S"

.6 .6 .6

.7 .7 .7

.8 .8 .8

.9 .9 .92/.0 24.0 Z7.0Goge I 0 - 15 kgf /cm 2 correction = _

Page 39: The Static Cone Penetrometer Test

Appendix D

4. Plotting Methods

There are several reasons for establishing a uniform method of plotting CPT graphs :

a. qc, fs, and FR are plotted on one shet for convenience in using the data.

b. qc and fs can be compared for two or three tests when plotted on semitransparent paper - and to the same vertical and horizontal scales. This comparison is especially valuable when test data from one set of undisturbed samples taken in one test hole are being extrapolated vertically and in several

i horizontal directions.

c. The mixing of metric and British units of measure is eliminated. There is no need to use British units except for adding a depth scale after the graph is plotted (see examples).

d. Specifications for cone penetrometer testing to be included in site investigation contracts are uniform and the reported data are uniform.

e. Only two printed forms are needed for plotting graphs:

(1) 8+ x ll", 4 cycle x 70 divisions (Keuffel and Esser No. 66 6013, or similar), for plotting depths of 0 to 14 meters.

(2) 11" x 16$", 4 cycle x 150 divisions (Keuffel and Esser No. 47 6013, or similar), for plotting depths of 0 to 26 meters.

The plotted points are connected free hand with a fine felt-point pen (Pilot Razor Point or similar, black) to form the graphs for qc, fs, and FR.

Examples of Cone Penetration Tests

a. Iowa: Twin Ponies Watershed (near Council Bluffs)

A composite of several CPT graphs was drawn to show the similarity of the foundation soils on one side of the valley and the difference in the soils between the right and left sides of the valley, which are divided by a deep erosional channel.

Sta 1+45--right side of valley: CPTfs were made on centerline, 100' downstream and 100' upstream. The soil above the water table (6.2 m) shows variable, but low qc and fs, indicating that density and in-place shear strength are low. The q and f increase between 8 and 14 meters, then become nearly constant to a dep& of 19'. 6 m (64 ft) .

The test on centerline was continued to near refusal in a layer of sand and gravel; possibly the test could have been continued to 23 or 24 m (about 77 ft). The samples shown as being obtained to a depth of 6.5 m (22 ft) represent the weakest and most compressible soil, but they would not give,

June 1984

•Appendix D

4. Plotting Methods

There are several reasons for establishing a uniform method of plotting CPTgraphs:

data.a. q f and FR are plotted on one shet for convenience in using thec' s'

b. q and f can be compared for two or three tests when plotted onsemitranspa~ent pa~er and to the same vertical and horizontal scales. Thiscomparison is especially valuable when test data from one set of undisturbedsamples taken in one test hole are being extrapolated vertically and in severalhorizontal directions.

c. The mixing of metric and British units of measure is eliminated.There is no need to use British units except for adding a depth scale afterthe graph is plotted (see examples).

d. Specifications for cone penetrometer testing to be included in siteinvestigation contracts are uniform and the reported data are uniform.

e. Only two printed forms are needed for plotting graphs:

(1) 8\ X 11", 4 cycle x 70 divisions (Keuffel and Esser No. 666013, or similar), for plotting depths of 0 to 14 meters.

(2) 11" x 16\", 4 cycle x ISO divisions (Keuffel and Esser No. 476013, or similar), for plotting depths of 0 to 26 meters.

The plotted points are connected free hand with a fine felt-point pen (PilotRazor Point or similar, black) to form the graphs for q , f , and FR.c s

Examples of Cone Penetration Tests

a. Iowa: Twin Ponies Watershed (near Council Bluffs)

A composite of several CPT graphs was drawn to show the similarity of thefoundation soils on one side of the valley and the difference in the soilsbetween the right and left sides of the valley, which are divided by a deeperosional channel.

Sta 1+4S--right side of valley: CPT's were made on centerline, 100' downstreamand 100' upstream. The soil above the water table (6.2 m) shows variable, butlow q and f , indicating that density and in-place shear strength are low.The q c and f s increase between 8 and 14 meters, then become nearly constant toa depth of 1e!.6 m (64 ft).

The test on centerline was continued to near refusal in a layer of sand andgravel; possibly the test could have been continued to 23 or 24 m (about77 ft). The samples shown as being obtained to a depth of 6.5 m (22 ft)represent the weakest and most compressible soil, but they would not give,

June 1984

Page 40: The Static Cone Penetrometer Test

Appendix D (Con. )

upon testing, information as to total settlements or the lower limit for estimating settlement. CPT's were made right and left of Sta 1+45, which gives confidence in extrapolating test data from one set of samples from test hole 2 on centerline at Sta 1+45, right baseline.

Sta 2+08--left side of valley: The graphs show more variability, but generally higher qc and f to a depth of 6.5 m (22 ft) . Between 6 -5 and 9 m (30 f t) ,

fs, and FR increase uniformly, both above and below the water table and in %; soil formations. Below 9 m, qc is generally constant except for thin sand and silt layers; these layers are apparent from the variability of f and FR. Test hole 7 was on centerline, 7b and 7c were 100' and 200' downstregm and 301 was 95' upstream of Sta 2+08, left baseline. The undisturbed samples represent only the weaker and more compressible soils above the apparent water table. Note that the penetration test was carried to 21.6 m (71 ft) without encoun- tering refusal or any definite increase in q or fs with the increasing depth. The plotting method used here shows the valug of being able to overlay graphs and compare the data.

b. Nebraska: Tekamah-Mud Creek Watershed (about 40 miles north of Omaha )

The increase in moisture as the test approaches the water table depth is readily apparent as q and f both decrease. q and fs increase from 5 to 8.5 m; a strata of sang and sslt is found from 8%o 10 m. The auger hole was discontinued at 10.7 m; the CPT shows a strong layer of CL or CH soil from about 11 to 15 m where qc is 15-20 kgf/cm2 and fs > 0.5 kgf/cm2. qc and fs both decrease until refusal at 21.2 m (69.5 ft). This structure was built between September 1979 and May 1980; settlement plates at Sta 16+00 and 18+00 show 3.6 and 3.7 ft of settlement from September 1979 to December 1980. Estimated settlement, based on CPT was 3.5 and 3.7 ft for 49 and 54 ft of embankment load. Shallow undisturbed samples were of little value for comparing settlement estimates.

c. Nebraska: Clear Creek Watershed (about 25 miles west of Omaha)

This graph shows the effect of moisture increase with depth; sand and silt strata between 3.5 and 5 meters; a low-density, weak layer at 3 to 4 m and at 6 m; weak layers at 11 and 15 meters; and sand strata at 14 meters. The graph for FR from 5 to 13 meters shows a nearly constant soil classification where q and f are changing, indicating changing density, in-place shear strength, akd pote8tial settlements.

d. Nebraska: SouthFork Watershed (about 60 miles southeast of Lincoln)

Two CPT's were performed at Sta 23+50, one on the survey line and one 200' downstream. Both graphs indicate many weak, low-density layers divided by relatively thin layers of sand or sand-silt mixtures. One test was terminated in a sand-gravel layer just above the shale bedrock, the other in weathered shale. Six tube samples are shown on the log of the test hole; only two proved reliable in subsequent testing and analysis. These two CPT graphs were the basis for relocating this structure to more reliable foundation.

June 1984

Appendix D (Can.)

upon testing, information as to total settlements or the lower limit forestimating settlement. CPT's were made right and left of Sta 1+45, which •gives confidence in extrapolating test data from one set of samples from testhole 2 on centerline at Sta 1+45, right baseline.

Sta 2+08--left side of valley: The graphs show more variability, but generallyhigher q and f to a depth of 6.5 m (22 ft). Between 6.5 and 9 m (30 ft),q , f , fnd FR i~crease uniformly, both above and below the water table and intSo s~il formations. Below 9 m, q is generally constant except for thin sandand silt layers; these layers are ~pparent from the variability of f and FR.Test hole 7 was on centerline, 7b and 7c were 100' and 200' downstre~m and 301was 95' upstream of Sta 2+08, left baseline. The undisturbed samples representonly the weaker and more compressible soils above the apparent water table.Note that the penetration test was carried to 21.6 m (71 ft) without encoun­tering refusal or any definite increase in q or f with the increasing depth.The plotting method used here shows the valu~ of b~ing able to overlay graphsand compare the data.

b. Nebraska: Tekamah-Mud Creek Watershed (about 40 miles north ofOmaha)

The increase in moisture as the test approaches the water table depth isreadily apparent as q and f both decrease. q and f increase from 5 to8.5 m; a strata of san~ and s~lt is found from 8~o 10 m~ The auger hole wasdiscontinued at 10.7 m; the CPT shows a strong layer of CL or CH soil fromabout 11 to 15 m where q is 15-20 kgf/cm2 and f > 0.5 kgf/cm2 • q and fboth decrease until refu~al at 21. 2 m (69.5 ft). s This structure wa~ builts •between September 1979 and May 1980; settlement plates at Sta 16+00 and 18+00show 3.6 and 3.7 ft of settlement from September 1979 to December 1980.Estimated settlement, based on CPT was 3.5 and 3.7 ft for 49 and 54 ft ofembankment load. Shallow undisturbed samples were of little value for comparingsettlement estimates.

c. Nebraska: Clear Creek Watershed (about 25 miles west of Omaha)

This graph shows the effect of moisture increase with depth; sand and siltstrata between 3.5 and 5 meters; a low-density, weak layer at 3 to 4 m and at6 m; weak layers at 11 and 15 meters; and sand strata at 14 meters. The graphfor FR from 5 to 13 meters shows a nearly constant soil classification whereq and f are changing, indicating changing density, in-place shear strength,ahd pote8tial settlements.

d. Nebraska: South Fork Watershed (about 60 miles southeast of Lincoln)

Two CPT's were performed at Sta 23+50, one on the survey line and one 200'downstream. Both graphs indicate many weak, low-density layers divided byrelatively thin layers of sand or sand-silt mixtures. One test was terminatedin a sand-gravel layer just above the shale bedrock, the other in weatheredshale. Six tube samples are shown on the log of the test hole; only twoproved reliable in subsequent testing and analysis. These two CPT graphs werethe basis for relocating this structure to more reliable foundation.

•June 1984

Page 41: The Static Cone Penetrometer Test

f qc , kgf /cmZ Y fs , kgf /cm2 Y FR, % 7 I 2 5 10 20 50 0.1 0.2 0.5 I 2 5

COMPOSITE GRAPH FOR S T A . 1+45 RT. 4

R.J.F. 1-81

R.J.F. 1- 81

COMPOSITE GRAPH FORSTA.. 1+45 RT. Ii.

CPT GRAPH

IOWATWIN PONIES 17

-1-

D-l

fs,kgf/cm2 '( FR,% I0.2 nT'QlltT.5nF1'Tct":t'-Jr-T"'T--,--r2;--r--;--rt-,...:5t-t--r-t-HJ(

'(QJ50

qs

I..

~l(

~

~~J'"~ "-'~~,!1'

Page 42: The Static Cone Penetrometer Test

".J.F. 1-81

IOWATWIN PONIES 17

COMPOSITE GRAPH FORSTA; 2+08 L.T. @.

~~

~

'"....~l.:

~

~Il

~ ,s'"

( qc,

CPT GRAPH

yJ 2

FR, %5

D-2

1IC •

Page 43: The Static Cone Penetrometer Test

f qc, kgf /cm Y f s , rtgf/cm F/), % 'I I 2 5 10 20 50 0.1 0.2 Q5 I 2 5 It

CPT GRAPH

N E B R A S K A T E K A M A H - M U D 5 A

D-3

• (/ 2 5

qc, kgf/cm/0 20 50

y0./

fs, kgf/cmQ2 Q5

y/ 2

FR, "5 /C

..

~~

~~

....~

•l(

~

~~c:i

z.!:n; fl-i,,-,l1:£' , ,

. :" •• , ,:' ':. ,1.1'11: '" : .,. "; ;L'Cil.iJ'f'!'I.i.'",f!':L:.,fW"",'",','c;LJLl...L-.L...J.....L..L.J

... :: ~:_~-: b: :::;~;:. . ., .; I! ~;.. .i'l

:.:: .. L

. J .. :::-.J::--: .....e"_ :~;:I:..."" 'J ',l-;-'

•CPT GRAPH

NEBRASKA

TEKAMAH - MUD SA'

STA. 17 + 27 AT G:.. T.H. 851 (REP.)

R.~.F. 7-77

Page 44: The Static Cone Penetrometer Test

CPT GRAPH

NEBRASKA C L E A R C R E E K - 7A

STA. 10+ I 0 T.H. 7B

R.J.F. 1-81

D-4

•( qc, kgf/cm2 '( Is, kgl/cm2 T FR, % l/ 2 5 /0 2CJ 50 0./ 0.2 0.5 J 2 5 10

CPT GRAPH

NEBRASKACLEAR CREEK -7A

STA.IO+IO T.H.78

R.~.F. 1-81

Page 45: The Static Cone Penetrometer Test

I q

c,

kg

f/c

m2

1

fs, k

gf/

cm

z I

FR

, YO

I 2

5

10

STA. 23+50 - TH 311

•(

• •

R.J. F.

(\

1-81

Page 46: The Static Cone Penetrometer Test

- f

qc

, k

gf/

cm

2

fs ,

kgf /

em

2

GR

AP

H

2A

JS

TR

EA

M

• • •t::tI0\

Page 47: The Static Cone Penetrometer Test

CONE PENETROMETER FIELD LOG D-7

T.H. NO, 56 STA. /z+UO DATE d-22-76 LOCATION % k e / n u k - & W ~ ~ T E 5A

NOTES

E X A M P L E - - - F R O M T E K E M A H - MUD , SITE 5 A

STA. 12+00 - TEST H O L E 56

(FOR U S E W I T H N O N - P R I N T I N G CALCULATOR)

FRICTION RATIO

f, x 1 0 0 qC

(qc f rom) (up 20 cm)

fs

0 . 1 3 3 a G

A G

P 2 - P l

qc

0 1 4 N + 2 P l

4

N

Number of One Meter

Rods

GAGE READING DEPTH

P I cone

Meters

0 P

P 2

cone Sleeve

Feet

CONE PENETROMETER FIELD LOG D-7

STA /2-f(J(J DATE ~-ZZ-76 LOCATION kit!'h7Qh-HuQ SITE SA

DEPTH N GAGE READING 6.G qc fS FRICTION RATIO

Number of PI P2 P2 - PI 0.t4N+2Pt 0.1336.G..!.!- It 100 NOTESMeters Feet qe

One Meter Cone Cone (qe from)Rods Sleeve (up 20 em)

0 Ic>.i4l0.20.40.60.8\.0 3.3 2 7.1 16.1/ 8.9 14.5 1.18 -

9.5' 2'(7.1/ /1/.5"fQ!!J

/.~I/1.2 /9.3 9.661.4 9./ 17.() 7.9 /8.5 1.05 5.-I-~

1.6 ~.2 /2.7 6.S" /2.7 0.66- ~.~7

1.8 5'.2 /0.0 4.8 1().4- //.64 5.052.0 6.6 3 4.4- 7.9 2.9 9.2 //.39 3.7/

~7.2 3.9(7 (R)2.2 3.4 6.1 2.7 0.36

2.4 1.9 .$.6 /.7 ~.2 0.Z3 3./4-2.6 2.4 5.7 I.g 5.2 0.17 4.122.8 2.5" 4.tJ 1.5 5.4- tJ.20 3.64-3.0 9.8 4 z.e 3.8 1.6 !i'.tJ .P.2/ 3.9<tJ.

1.4~

3.2 2'.5 3.7 5.2 tJ. /9 3.723.4 2.2 3.7 /.S 5".0 O. ;?tJ ~.84-

3.6 2.8 1/../ 1.3 ~.2 0. /7 3.~6

3.8 2.8 4-./ I. f$ 6.Z 0./7 2.79 134.0 13.1 5 2. G" 5.8 1.3 5".7 0.17 2.79

4.2 1.0.Q1QJ

0.13I.B ~.8 4.3 2.334.4 /.6 ~.5" 0.9 3.9 0.12 2.784.6 ZoO ~.8 0.8 4-.7 1/.1/ 2.7,3'4.8 2.1 2.8 0.7 ~.9 0.09 1.985.0 16.4 6 Z.8 9.5" tJ.7 6.~ 0.09 1.89

5.2 5.1/ 6.1/~

FO$f1.0 9.4- 1/./3 2.085.4 3.8 5.7 /.9 4.4- 0.25 3.415.6 .,.. "'" 8.0 9.6 9.6 0.¢.8 5.705.8 z.z 3.6 1.4- 5.2 0.19 1.94-6.0 19.7 7 g.4 <t1.1P /.2 7.8 0.16 3.07

6.2 2.3 4-.5~

0.29 9. 75" (p)Z.Z 6.66.4 /.9 a.z /.g 4.8 0.17 3.096.6 3.3 "'.8 /.5" 7,<:; 0. ZO .,..166.87.0 23.0 EXAMPLE -

7.2 FROM TEKEMAH - MUD . SITE SA

7.4 STA. 12 +00 - TEST HOLE 567.67.8 (FOR USE WITH NON-PRINTING CALCU LATOR )

B.B 26.2

TH NO 56

..,

Page 48: The Static Cone Penetrometer Test

Page 49: The Static Cone Penetrometer Test

Appendix E E-1

CONE PENETROMETER TEST (CPT); SPECIFICATION FOR INCLUSION IN SITE INVESTIGATION CONTRACTS

Cone Penetrometer Tests (CPT) using static or quasi-static equipment shall be performed in accordance with ASTM Designation D 3441-751 with the inclusion of the additions and requirements as given below.

Equipment providing reaction force for CPT shall be capable of at least 4000 kg (about 9000 lb) of downward force and an equal or sufficient upward force to retrieve the penetrometer. The stroke, or travel, distance shall be greater than 1 meter. Equipment controls shall be capable of providing constant downward speed of 1 to 2 cm/sec against varying soil resistance. Control adjustments and travel speed shall be checked before beginning a penetrometer test. The equipment shall have at least three hydraulic leveling jacks in working order. None of the equipment weight shall be allowed to rest upon the wheels of the equipment during penetration testing.

Penetrometer equipment shall be complete onsite and shall include the hydraulic load cell with three gages attached, measuring 0 to 600 kgf/cm2, 0 to 100 kgf/cm2, and 0 to 16 kgf/cm2; at least twenty-five 1-meter push rods or tubes; one 30-cm-long push tube with an antifriction ring: two each of friction-sleeve cone and mantle cone: spare parts including (but not limited to) gages, hydraulic load cell oil, push rod extender for continuous cone penetration; and miscellaneous spare parts and necessary tools for maintenance. Hydraulic load cell oil shall $e of such vicosity that gages function properly at air temperatures of -25 F. Cone penetrometer equipment shall be made available for checking condition and maintenance at anv time. - a Penetrometer tips shall be cleaned and oiled before each test. The amount of disassembly needed to clean the tip is dependent on the classification of the soil being penetrated. Some clay soils will adhere to interior surfaces making complete disassembly, cleaning, and oiling of the tip necessary.

Push tubes shall be cleaned as they are retrieved after completing a test. The tube threads shall be cleaned to ensure a tight joint with only hand effort (no tools).

A maximum of 1.5 percent of the original penetrometer tip dimensions shall be allowed for wear.

CPT shall be performed using the friction cone penetrometer in fine-grained soil or in stratified fine- and coarse-grained soil. In coarse-grained soil, the cone penetrometer (mantle cone) shall be used in the continuous mode with load cell records obtained at 5-cm intervals. The antifriction ring section of push rod shall be mounted directly above the penetrometer tip and shall be used when penetrating fine-grained or stratified soils.

CPT shall be continued to refusal in either dense soils or bedrock. The reason for discontinuing a test shall be noted on the field log. Isolated rocks shall not be considered as refusal; the test location shall be moved 2-5 feet and the test started again from the ground surface. Deviations in alignment caused by isolated rocks or tree roots will require the test to be restarted from the ground surface.

June 1984

Appendix E E-l

CONE PENETROMETER TEST (CPT); SPECIFICATION FOR INCLUSION INSITE INVESTIGATION CONTRACTS

Cone Penetrometer Tests (CPT) using static or quasi-static equipment shall beperformed in accordance with ASTM Designation D 3441-75T with the inclusion ofthe additions and requirements as given below.

Equipment providing reaction force for CPT shall be capable of at least 4000 kg(about 9000 lb) of downward force and an equal or sufficient upward force toretrieve the penetrometer. The stroke, or travel, distance shall be greaterthan 1 meter. Equipment controls shall be capable of prOViding constantdownward speed of 1 to 2 em/sec against varying soil resistance. Controladjustments and travel speed shall be checked before beginning a penetrometertest. The equipment shall have at least three hydraulic leveling jacks inworking order. None of the equipment weight shall be allowed to rest upon thewheels of the equipment during penetration testing.

Penetrometer equipment shall be complete onsite and shall include the hydraulicload cell with three gages attached, measuring 0 to 600 kgf/cm 2 , 0 to 100 kgf/cm 2 ,

and 0 to 16 kgf/cm2 j at least twenty-five I-meter push rods or tubes; one3D-em-long push tube with an antifriction ring: two each of friction-sleevecone and mantle cone: spare parts including (but not limited to) gages,hydraulic load cell oil, push rod extender for continuous cone penetration;and miscellaneous spare parts and necessary tools for maintenance. Hydraulicload cell oil shall be of such vicosity that gages function properly at airtemperatures of -25 of. Cone penetrometer equipment shall be made availablefor checking condition and maintenance at any time .

Penetrometer tips shall be cleaned and oiled before each test. The amount ofdisassembly needed to clean the tip is dependent on the classification of thesoil being penetrated. Some clay soils will adhere to interior surfacesmaking complete disassembly, cleaning, and oiling of the tip necessary.

Push tubes shall be cleaned as they are retrieved after completing a test.The tube threads shall be cleaned to ensure a tight j oint with only handeffort (no tools).

A maximum of 1.5 percent of the original penetrometer tip dimensions shall beallowed for wear.

CPT shall be performed using the friction cone penetrometer in fine-grainedsailor in stratified fine- and coarse-grained soil. In coarse-grained soil,the cone penetrometer (mantle cone) shall be used in the continuous mode withload cell records obtained at 5-cm intervals. The antifriction ring sectionof push rod shall be mounted directly above the penetrometer tip and shall beused when penetrating fine-grained or stratified soils.

CPT shall be continued to refusal in either dense soils or bedrock. Thereason for discontinuing a test shall be noted on the field log. Isolatedrocks shall not be considered as refusal; the test location shall be moved2-5 feet and the test started again from the ground surface. Deviations inalignment caused by isolated rocks or tree roots will require the test to berestarted from the ground surface .

June 1984

Page 50: The Static Cone Penetrometer Test

CPT data, including cone resistance (qc) , friction sleeve resistance (fs) , and friction ratio (FR) shall be plotted in graph form. Undisturbed sampling locations shall be selected base7 on interpretation of this penetration data and on logs of nearby test holes.- When undisturbed samples cannot be obtained with available tools, additional CPT shall be performed to delineate the three-dimensional boundaries of these soils and to provide data on in-place engineering properties.

Cone penetrometer test data shall be plotted on 4 log cycle x 70 division graph paper for depths to 14 m and on 4 log cycle x 150 division graph paper

m

for depths exceeding 14 m. The first and second log cycles shall be reserved r

for the qc graph (1 to 10, 10 to 100 kgf/cm2); the third cycle shall be reserved for the fs (0.1 to 1.0 kgf/cm2); and the fourth cycle shall be reserved for FR <A-

(1 to 10 percent). The depth scale shall be plotted in the metric system with each graph division equal to 20 cm. The graph shall include the site name or number, location, related drill hole number, name of person who reduced the field notes and plotted the graph, and the date the graph was completed. The graph shall be accompanied by a copy of the field note record. No units of force or length shall be converted from metric to British units, either during the testing and recording or when reducing notes and plotting data.

The graphs shall be of such quality that copies suitable for inclusion in subsequent reports can readily be made on local copying machines.

L/~pecify the person responsible for determining sampling needs.

June 1984

E-2

CPT data, including cone resistance (q ), friction sleeve resistance (f ), andfriction ratio (FR) shall be plottedC in graph form. Undisturbed sam~linglocations shall be selected basi7 on interpretation of this penetration dataand on logs of nearby test holes.- When undisturbed samples cannot be obtainedwith available tools, additional CPT shall be performed to delineate thethree-dimensional boundaries of these soils and to provide data on in-placeengineering properties.

Cone penetrometer test data shall be plotted on 4 log cycle x 70 divisiongraph paper for depths to 14 m and on 4 log cycle x 150 division graph paperfor depths exceeding 14 m. The first and second log cycles shall be reservedfor the q graph (1 to 10, 10 to 100 kgf/cm 2 ); the third cycle shall be reservedfor the fC (0.1 to 1.0 kgf/cm2 ); and the fourth cycle shall be reserved for FR(1 to 10 ~ercent). The depth scale shall be plotted in the metric system witheach graph division equal to 20 cm. The graph shall include the site name ornumber, location, related drill hole number, name of person who reduced thefield notes and plotted the graph, and the date the graph was completed. Thegraph shall be accompanied by a copy of the field note record. No units offorce or length shall be converted from metric to British units, either duringthe testing and recording or when reducing notes and plotting data.

The graphs shall be of such quality that copies suitable for inclusion insubsequent reports can readily be made on local copying machines.

1/Specify the person responsible for determining sampling needs.

June 1984

•..,

Page 51: The Static Cone Penetrometer Test

Appendix F

Reference Literature

Sanglerat, G. The Penetrometer and Soil Exploration. Elsevier Publishing Co., Amsterdam. London. New York. 1972.

Proceedings of the European Symposium on Penetration Testing (ESOPT I), Stockholm, 1974. Vol. 1, 2.1, and 2.2. 1974.

Proceedings of the European Symposium on Penetration Testing (ESOPT 11), Amsterdam, 1982.

Mitchell, J. K. , and Durgunoglu, H. T. , "In-Situ Strength by Static Cone Penetration Test," Proceedings of the Eighth International Conference on Soil Mechanics and Foundation Engineering, Moscow, Vol. 1.2, 1973.

Thomas, D. , "Static Penetration Tests in London Clay," Geotechnique, Vol. XV, No. 2, June 1965.

Lunne, T. , Eide, 0. , and deRuiter, J. , "Correlations Between Cone Resistance and Vane Shear Strength in Some Scandinavian Soft to Medium Stiff Clays," Canadian Geotechnical Journal, Vol. 13, 1976.

Meigh, A. C. , and Corbett, B. 0. , "A Comparison of In-Situ Measurements in a Soft Clay with Laboratory Tests and the Settlement of Oil Tanks," Conference on In-Situ Investigations in Soil and Rock, British Geotechnical Society, May 1969.

Geilly, J. , ~areal, P. and Sanglerat G. "Correlations between In-Situ Penetrometer Tests and the Compressibility Characteristics of Soils," Conference on In-Situ Investigations in Soil and Rock, British Geotechnical Society, May 1969.

Schulze, E. , and Melzer, K. , "Determination of the Density and the Modulus of Compressibility of Noncohesive Soils by Soundings," Proceedings of the Sixth International Conference on Soil Mechanics and Foundation Engineering, Montreal 1965.

Schmertmann, J., "Static Cone to Compute Static Settlement over Sand," Journal of the Soil Mechanics and Foundations Division, American Society of Civil Engineers, Paper No. 7302, May 1970.

ASTM D3441-79: Standard Method for Deep, Quasi-static, Cone and Friction Cone Penetration Tests of Soil.

Norris, G. M., and Holtz, R. D., Cone Penetration Testing and Experience, Geotechnical Engineering Division Session, American Society of Civil Engineers Convention, St. Louis, Missouri, October 1981.

June 1984

+U.S. Governmen; Prinylng Cfr ' i ze : I888 - ?l ! l - ! !S!~;S! l21 . ;

Appendix F

Reference Literature

Sanglerat, G. The Penetrometer and Soil Exploration. Elsevier PublishingCo., Amsterdam. London. New York. 1972.

Proceedings of the European Symposium on Penetration Testing (ESOPT I),Stockholm, 1974. Vol. 1,2.1, and 2.2. 1974.

Proceedings of the European Symposium on Penetration Testing (ESOPT II),Amsterdam, 1982.

Mitchell, J. K., and Durgunoglu, H. T., "In-Situ Strength by Static ConePenetration Test," Proceedings of the Eighth International Conference onSoil Mechanics and Foundation Engineering, Moscow, Vol. 1.2, 1973.

Thomas, D., "Static Penetration Tests in London Clay," Geotechnique, Vol. XV,No.2, June 1965.

Lunne, T., Eide, 0., and deRuiter, J., "Correlations Between Cone Resistanceand Vane Shear Strength in Some Scandinavian Soft to Medium Stiff Clays,"Canadian Geotechnical Journal, Vol. 13, 1976.

Meigh, A. C., and Corbett, B. 0., "A Comparison of In-Situ Measurements in aSoft Clay with Laboratory Tests and the Settlement of Oil Tanks,"Conference on In-Situ Investigations in Soil and Rock, BritishGeotechnical Society, May 1969 .

Geilly, J., Lareal, P. and Sanglerat G. "Correlations between In-SituPenetrometer Tests and the Compressibility Characteristics of Soils,"Conference on In-Situ Investigations in Soil and Rock, BritishGeotechnical Society, May 1969.

Schulze, E., and Melzer, K., "Determination of the Density and the Modulus ofCompressibility of Noncohesive Soils by Soundings," Proceedings of theSixth International Conference on Soil Mechanics and FoundationEngineering, Montreal 1965.

Schmertmann, J., "Static Cone to Compute Static Settlement over Sand," Journalof the Soil Mechanics and Foundations Division, American Society of CivilEngineers, Paper No. 7302, May 1970.

ASTM D3441-79: Standard Method for Deep, Quasi-static, Cone and Friction ConePenetration Tests of Soil.

Norris, G. M., and Holtz, R. D., Cone Penetration Testing and Experience,Geotechnical Engineering Division Session, American Society of CivilEngineers Convention, St. Louis, Missouri, October 1981 .

June 1984

*u.s. Gove:-nmen-r: PTin~:ng C:f:f:;::e 1988 - ~!Il

Page 52: The Static Cone Penetrometer Test


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