AO-A039 828 ARMY ENGINEER WATERWAYS EXPERIMENT … · Soils and Pavements Laboratory U. S. Army Engineer Waterways Experiment Station P. O. Box 631, Vicksburg, Miss. 39180 ... Never-

AO-A039 828 ARMY ENGINEER WATERWAYS EXPERIMENT STATION VICKSBURG MISS F/G 13/2 LIQUEFACTION POTENTIAL OF DAMS AND FOUNDATIONS. REPORT 2. LABOR—ETC(U) FEB 77 W A BIEGANOUSKYf W F MARCUSON

UNCLASSIFIED WES-RR-S-762 NL

III III

END DATE

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CO RESEARCH REPORT S-76-2

LIQUEFACTION POTENTIAL OF DAMS AND FOUNDATIONS

Report 2

LABORATORY STANDARD PENETRATION TESTS ON PLATTE RIVER SAND AND STANDARD CONCRETE SAND

by

Wayne A. Bieganousky and William F. Marcuson III

Soils and Pavements Laboratory U. S. Army Engineer Waterways Experiment Station

P. O. Box 631, Vicksburg, Miss. 39180

February 1977 Report 2 of a Series

Approved For Public Release; Distribution Unlimited

5 C ME

ii »

Prepared (or Office, Chief of Engineers, U. S. Army Washington, D. C. 20314

Under CWIS 31145

ft^L^H

Uli 1. «.„.iME -^"—"

Unclassified Qi WE_ f,K-y-7^> SECURITY CLASSIFICATION OF THIS PAGE (WHen Dal« Enfrod)

JA

I

REPORT DOCUMENTATION PAGE 1. REPORT NUMBER

Research RepSfr-

2. GOVT ACCESSION NO

4. TITLE fand Suöiin«)

LIQUEFACTION POTENTIAL OF L\AMS AND FOUNDATIONS;' Report 2«, LABORATORY STANDARD PENETRATION TESTS ON PLATTE 6lVER SAND AND STANDARD CONCRETE"SANtK

HORCaJ .

Wayne A./>Bieganousky William F./Marcuson,III

9. PERFORMING ORGANIZATION NAME AND ADDRESS

U. S. Army Engineer Waterways Experiment Station Soils and Pavements Laboratory y P. 0. Box 631, Vicksburg, Miss. 391Ö0 II. CONTROLLING OFFICE NAME ANO ADDRESS

Office, Chief of Engineers, U. S. Army Washington, D. C. 20311»

n\ 0\: I* MONITORING AGENCY NAME » AODRESSfH d/««ranl Item Controlling Oilier,)

READ INSTRUCTIONS BEFORE COMPLETING FORM

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Report 2 of a Series ( 6 PERFORMING ORG. REPORT NUMBER

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10. PROGRAM ELEMENT. PROJECT, TASK AREA a WORK UNIT NUMBERS

CWIS 311^5

12_„BEP0RT DATE

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87 JU 15. SECURITY CLAS*. fo/l/i/i fMft)

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Approved for public release; distribution unlimited.

17. DISTRIBUTION STATEMENT (ol »ft« mbmttmcl mif rod In Block 20, II dllloront from Report;

I*. SUPPLEMENTARY NOTES

19. KEY WORDS (Continue on fverm* oldm It nmcooaary mid tdmntlty by block number)

Dams Sands Foundations Soil testo Liquefaction (Soils) Standard penetration tests Relative density

20 ABSTRACT CCmrttau* «a Nrim era> ft naaaaaary mrd Idonllty by block numbmr)

"v~^ The Standard Penetration Test (SPT) is critically examined with respect to its ability to estimate relative density in situ. Six test specimens, h ft in diameter by 6 ft high, were constructed using Platte River sand and Standard Concrete sand. SPT's were performed, using field drilling equipment, on specimens under three overburden pressures and constructed to three relative densities. The results are presented as a family of curves correlating relative density with SPT N-values at the three overburden pressures. This research is — (Continued)

•

i

!

ft

i J» 1473 EDITION OF I MOW «S IS OBSOLETE Unclassified

SECURITY CLASSIFICATION OF THIS PAGE fWJron Dal« Enl«r«rfJ

Q38J-CC ftjfl

"

Unclassified SZCUKiTy CLASSIFICATION OF THIS PAGErWhan Oat« KniarMf)

20. ABSTRACT (Continued).

an extension of a previous test series on Reid Bedford Model sand and Ottawa sand. The results from tests of the four sands are compared, and a statistical analysis is presented which produced an empirical equation relating relative density to overburden pressure, SPT N-value, and coefficient of uniformity. Comparisons are also made between this work and that of Gibbs and Holtz at the Bureau of Reclamation and Bazaraa at the University of Illinois. Conclusions are presented based on both series of tests.

.

/

I

Unclassified SECURITY CLASSIFICATION OF THIS P AGEfWian Dal« Enlararf)

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THE CONTENTS OF THIS REPORT ARE NOT TO BE

USED FOR ADVERTISING, PUBLICATION, OR

PROMOTIONAL PURPOSES. CITATION OF TRADE

NAMES DOES NOT CONSTITUTE AN OFFICIAL EN-

DORSEMENT OR APPROVAL OF THE USE OF SUCH

COMMERCIAL PRODUCTS.

\ ***®"L \

i

..' '

PREFACE

The study reported herein was performed at the U. S. Army Engineer

Waterways Experiment Station (WES) as part of the Office, Chief of Engi-

neers, U. S. Army (OCE), Civil Works Research effort. The investigation

was authorized by OCE under CWIS 311^5» "Liquefaction Potential of Dams

and Foundations."

WES engineers who were actively engaged in this study were

Dr. William P. Marcuson III and Mr. Wayne A. Bieganousky. The labora-

tory tests were performed by Engineering Technicians Melvin M. Carlson,

Donald H. Douglas, and Edwin S. Stewart, Jr. The work was conducted

under the general supervision of Dr. Francis G. McLean, Chief, Earth-

quake Engineering and Vibrations Division, and Mr. James P. Sale,

Chief, Soils and Pavements Laboratory. This report was prepared by

Mr. Bieganousky and Dr. Marcuson and reviewed by Professor J. H.

Schmertmann, University of Florida, Gainesville, Fla. Mr. R. R. W.

Beene was technical monitor of this study for OCE.

During the study and the preparation of this report, COL G. H.

Hilt, CE, and COL John L. Cannon, CE, were Directors of WES. Technical

Director was Mr. F. R. Brown.

i —

r

CONTENTS

PREFACE

CONVERSION FACTORS, U. S. CUSTOMARY TO METRIC (Si) UNITS OF MEASUREMENT

PART I: INTRODUCTION

PART II: TEST EQUIPMENT

Stacked-Ring Soil Container Foundation Overburden Loading System Drilling Equipment

PART III: TEST PROGRAM

Properties of Platte River and Standard Concrete- Sands

Specimen Construction Density Determinations Relative Density Stage Testing Consolidation Due to Overburden Pressure Application Submergence

PART IV: TEST RESULTS

Tests 27-32 Summary

PART V: DISCUSSION OF RESULTS

WES Data Comparison Comparisons with Previous Work by Others

PART VI: STATISTICAL ANALYSIS OF WES DATA

Procelures Results of the Statistical Analyses

PART VII: CONCLUSIONS AND RECOMMENDATIONS

Conclusions Recommendations

REFERENCES

TABLES 1-10

PLATES 1-6

APPENDIX A: PETROGRAPHIC AND TEXTURAL ANALYSIS OF THE PLATTE RIVER AND STANDARD CONCRETE SANDS

APPENDIX B: RESULTS OF BUREAU OF RECLAMATION CHECK TESTS ON PLATTE RIVER SAND DENSITY

Page

2

5 6

8

8 8

11 12

16

16 17 20 21 21 23 25

26

26 28

30

30 31

36

36 37

ho

1*0 Ul

1*2 1

!

I j

r

CONVERSION FACTORS, U. S. CUSTOMARY TO METRIC (Si) UNITS OF MEASUREMENT

U. S. customary units of measurement used in this report can be con-

verted to metric (Si) units as follows:

Multiply

inches

feet

pounds (mass)

pounds (mass) per cubic foot

pounds (force) per square inch

degrees (angular)

cubic feet

By

25. h

0.30U8

O.U53592U

16.018U6

6.89^757

0.017^5329

0.02831685

To Obtain

millimetres

metres

kilograms

kilograms per cubic metre

kilopascals

radians

cubic metres

. PRECEDING PAGE BLAMC-NOT ?IlM3D

- • -• i

r wmnm •""•.Pi1.'1».1 ',•!"

LIQUEFACTION POTENTIAL OF DAMS AND FOUNDATIONS

LABORATORY STANDARD PENETRATION TESTS ON PLATTE RIVER

SAND AND STANDARD CONCRETE SAND

PART I: INTRODUCTION

1. Following the San Fernando earthquake on 9 February 1971, the

Corps of Engineers (CE) initiated a research study concerned with the

liquefaction of dams and foundations. One segment of the planned re-

search involved an assessment of CE ability to reliably determine rela-

tive density, since relative density is a controlling factor in the

liquefaction potential of cohesionless soils.

2. Relative density is often determined indirectly through cor-

relations with field test results. One such correlation enjoying wide-

spread usage relates Standard Penetration Test (SPT) N-values, relative

density, and overburden pressure. A family of curves expressing this 2

relationship was published in 1957 by Gibbs and Holtz that was based on

a series of full-scale laboratory tests. Many engineers employ the

Gibbs and Holtz correlation in routine site analyses, and some have used

the correlation to predict the liquefaction potential of cohesionless

soils. Estimates of relative density obtained from the results of SPT's 3 .

have been a target of criticism, since some practicing engineers see

little value in either the SPT or the relative density concept. Never-

theless, many continue to use the SPT, and lately the trend has been to

relate liquefaction potential directly to SPT N-values, thereby circum- h 5 6

venting the errors inherent in determining relative density. '

3. The U. S. Army Engineer Waterways Experiment Station (WES) has

recently conducted a series of laboratory tests in an effort to examine

the reproducibility of SPT results and the accuracy of relative density

predictions based on SPT N-values. Several sand types were tested to

determine if grain size distribution or grain shape influenced the pene-

tration resistance. The tests were performed in a special soil con-

tainer at varying relative densities and overburden pressures. Reid

\

mm , , ... , ,

——— i ii • • i ' ' • • . »•' •".' ' -"! -wr

Bedford Model sand and Ottawa sand were tested daring the first phase of 1

the SPT study, and the results were published in an earlier report.

This is the second and final report on the SPT study and includes results

obtained from testing Platte River and Standard Concrete sands. The re-

sults from tests of each sand were compared and statistically analyzed.

These comparisons as well as comparisons with earlier correlations by

other researchers are presented herein.

L

I • •„ •• "I"« I

PART II: TEST EQUIPMENT

h. Since the components of the test facility are described in

detail in the earlier SPT report, only a brief description will be

given here. The major components are a U-ft-diam* by 6-ft-high stacked-

ring soil container, the foundation, a loading system for applying over-

burden pressures, and the drilling and sampling equipment.

Stacked-King Soil Container

5. The stacked-ring soil container (Figure l) consists of alter-

nating layers of steel rings with 1-in.-square cross section and

3/l6-in.-thick rubber spacers in a tongue-and-groove configuration. 'Die

stacked-ring soil container serves to minimize the reduction in vertical

stress due to friction that is common in solid wall containers. Observa-

tions during testing indicated that approximately 99 percent of the ap-

plied load was transmitted to the soil specimen at a depth of 6 ft.1"

Foundation

6. Figure 2 is a cross-sectional view of the test apparatus. Two

^-ft-high concrete pedestals react the overburden loading system (dis-

cussed below). The top of the foundation monolith is at floor level.

For these tests, specimens were built over a it-ft-diam well which extends

6-1/2 ft through the concrete foundation to a sand blanket overlying the

natural substratum. The well was backfilled with highly compacted Reid

Bedford Model sand. Layers of graded filter material were provided in

the dense backfill to enable specimen submergence from the bottom up. A

perforated water hose was threaded through the cable way to the rock

filter, and an auxiliary water hose was used to maintain approximately

equal water levels inside and outside the specimen during the

I

* A table of factors for converting U. S. customary units of measurement to metric (Si) units is presented on page 5.

• .-.-^...- - * - -•-"'-- liL>- • '• -^ • -->-^-i *

P ' liLi'i mmm^mm^^^m

\

ft

•

I

Figure 1. Stacked-ring soil container

• ' "• •' • ——^M^—

CONCRETE PEDESTAL (2)

5S-IN. -ID PROTECTIVE SLEEVE FOR CENTER HOLE IN LOADING HEAD

3-IN.-ID PROTECTIVE SLEEVES (3) FOR PERIPHERAL HOLES IN LOADING HEAD

REACTION BEAMS

HYDRAULIC RAMS

LOADING HEAD

WATER FILLED RUBBER BAG

WATER HOSE

Sf 4Cf«t R/NC

IN SITU MATERIALS

Figure 2. Cross-sectional view of test apparatus i

10

-*—. .I— ».. —- —••-• ^^^ÎB i .,

•7T. *

submergence phase. The impermeable barrier prevented water in the speci-

men from draining into the foundation materials.

Overburden Loading System

7. Overburden pressure, simulating testing at desired depths

beneath the ground surface, was applied with an overburden loader (Fig-

ure 3). The loader consists of a ram and reaction beam assembly, a

Figure 3. Overburden loader system

cylindrical steel loading head, and a fiberglass-reinforced rubber water

bag. Vertical load was applied to the loading head by three hydraulic

rams, while the reaction beam assembly, anchored to the two concrete

11

..I«

J-.-ii.l-A_.iM =_r"—-

pedestals shown, countered the vertical force developed by the rams.

The water bag between the loading head and the specimen surface served

to uniformly distribute the vertical load. The rams were individually

driven by three manually operated hydraulic pumps mounted on a portable

console containing the hydraulic fluid reservoir. Hydraulic pressure

delivered to each ram was monitored with a console-mounted Bourdon gage.

The loading head was outfitted with four sleeves which extended through

the loading head and water bag and penetrated 2 in. into the surface of

the soil specimen (Figure h).

WID 3 ID

t-trt LjJ—O SECTION A-A

TOP VIEW

Figure h. Location of sleeves in loading head

Drilling Equipment

8. The SPT's were performed with a commercially available skid-

mounted soil sampling drill (Figure 5). The rig was elevated on a plat-

form, level with the top of the loader support pedestals. N-size drill

rods were used throughout the testing program. The maximum length of

drill rods did not exceed 11 ft, and the minimum length was 5 ft. The

split spoon sampler was driven by a hydraulically operated ll+O-lb hammer

contained in a perforated cylinder (Figure 6). The hammer was lifted

{

12

- ' • m imiiriMti i — •••- • •-

»• ' "i w ^mmmmmmmm • •

*,

Figure 5. Test facility in operation

j *** " * " ' " "' •*• •*- •••n- • Tinii - ••-••••* . .... . -^ • .-^- ..1 .... --, — . - . - -

*ppppim«Mmmp •p... II II llll>l • n—. ........ . n

Figure 6. Hydraulically driven Uo-lb trip hammer

-•- • • — • -1 • • "•"' "•'»••'•—«•••^

•*•"•! wmmmm —- TTTT^T!

1 mechanically to a 30-in. drop height by one of two lugs positioned on a

continuous chain that was driven by a hydraulic motor connected to the

hydraulic system of the drill rig. The rate of driving was approximately

15 blows per minute for the entire study.

9. The split spoon sampler conformed to the specifications out-

lined in American Society for Testing and Materials (ASTM) Designation:

D 1586-67 ; however, no liner was used. This condition is similar to

that which exists in actual practice. The borehole was advanced using

a fishtail bit modified by WES and drilling mud. The WES modification

consisted of adding special baffles to a commercial bit, which directs

the flow of drilling mud in an upward direction, thus reducing distur- 9

bance at the next sampling level.

15

• II I ..I« .

sr r=

PART III: TEST PROGRAM

10. The SPT results reported herein are for six U-ft-diam by

6-ft-high specimens tested at various relative densities under a range

of overburden pressures. Table 1 summarizes the entire test program and

includes information of a general nature regarding the preparation and

testing of the specimens. Tests 1-26 were reported previously, and

this report presents the results of Tests 27-32.

Properties of Platte River and Standard Concrete Sands

11. Two poorly graded sands were used during this phase of the

program. The first was Platte River sand procured from Denver, Colo., 2

which is similar to the sand used by Gibbs and Holtz. It has a coeffi-

cient of uniformity of 5.3, a median grain size of 2.0 mm, and a sub-

rounded grain shape. Figure 7 depicts the grain size distribution of

the Platte River sand. U & STAftOMO SltVt OftNWG IN WCHCS U I STANOARO SIFVt (HMWCJB

II III I i 4 4 34 6 I 10 14 II ID 10 « H )0 100 )A9 1 ?

.t [

Figure Mechanical analyses of Platte River sand and Standard Concrete sand

16

12. Standard Concrete sand was the second sand tested. It was

procured locally, and it nearly meets CE specifications for Standard

Concrete sand. It has a coefficient of uniformity of 2.1, a median

grain size of 0.5 mm, and a subrounded to well rounded grain shape.

Also plotted in Figure 7 is the grain size distribution of the Stan-

dard Concrete sand. Appendix A contains petrographic analyses of both

sands.

Specimen Construction

13. The sand was placed by raining it through a single hose

attached to a funnel-shaped reservoir (Figure 8). The least dense speci-

mens (i.e., those with the lowest relative density) were made by allow-

ing the sand to free fall through the hose to the specimen surface with

the outlet of the hose 1 to 2 in. above the sand surface. The specimens

were built incrementally, in 6-in. lifts, with density determinations

made for each lift (as discussed below). Dense specimens were made by

vibrating each lift for a specified time interval. The vibrator was an

a-c powered, 6o-Hz, eccentric rotating mass vibrator mounted on one of

two platforms (Figures 9 and 10). The vibrator mounted on plywood was

used to densify the specimen constructed for Test 28, and the vibrator

mounted on the steel platform was used to prepare specimens for Tests 29,

31, and 32. The need for the steel platform arose when it was discovered

that the vibrator mounted on plywood could not produce high-density

lifts. The three 310-lb cast iron weights shown positioned on the steel

platform in Figure 10 were used as ballast.

lU. Due to the gradations of the tested sands, it was very diffi-

cult to place the materials by the methods used during the previous 7

phase of testing. The wide variation in gram sizes caused segregation

of particles to occur, and it was not possible to rain a homogeneous

specimen by the previously established techniques. The single-hose

rainer provided the best control over segregation but did not completely

eliminate the problem.

17

# , ^

" '«I ' , A* '* ' ' —i—nmwpw— " '""• ••

•J

Figure 8. Depositing sand with a single-hose rainer

• •,»•• -• _ . • ' • •* •• • -•• ' •— • -—--

r - ' " T • ' HI I •

Si

Figure 9. Vibrator with plywood support

i

'•

- - - - •-

T^r —-.-—-r- _ . _

Figure 10. Vibrator mounted on steel plate

Density Determinations

15. The density of each lift was determined based on the weight

of sand placed and the volume of the container filled by that lift. The

weight of the material was determined by weighing the raining device

plus soil and deducting the tare weight of the rainer. The volume of

the lift was determined by precise differential leveling. The average

density value obtained for all the lifts of a specimen was subsequently

compared with the bulk density determined for that specimen. These

values were in close agreement for all specimens.

16. The density values reported for a given test are the average

values for the middle third of the specimen. This area corresponds to

that used for the two middle SPT drives, which were considered most

reliable. The first and last drives were considered less reliable due

to the proximity of the top and bottom specimen boundaries.

20

• • -• -—

mrr*-7VTÊ "TT^^^^^^M

17. In the previous WES tests, a box density device was used to

obtain the densities of each lift. However, densities determined with

the same box density device were inaccurate for these sands due to the

size and gradation of the sand particles.

Relative Density

l8. The maximum and minimum dry densities of the respective sands

were determined by the procedures contained in Engineer Manual EM 1110-

2-1906. Once the maximum and

tive density was computed from

2-1906. Once the maximum and minimum densities were known, the rela-

DR = Yd maxW Y d min' Yd^Yd max " Yd min'

100

where

D„ = relative density, percent K

Y, = densest packing of the soil, pcf d max

Y, = density of the material in the specimen, pcf

loosest packing of the soil, pcf

This relationship is shown graphically in Figure 11 for the sands tested.

Y. mm

Stap;e Testing

19. Penetration resistance data were compiled for each specimen

at three overburden pressures: 10, *+0, and 80 psi. The procedure was

termed "stage testing" and proceeded as follows:

a. With a 10-psi overburden pressure applied, an undisturbed sample was taken in the center hole from the 0- to 2-ft depth with a Hvorslev fixed-piston sampler. The next sampling operation was a series of SPT's for the full depth of the specimen, performed in a peripheral hole under the same pressure. Steel rods having the approximate diameter of the vacated holes were used to stem the holes to check sloughing. The stemming operation was conducted after each clean-out operation.

21

r i 4.^111« • >pp 1 ••»•""•"•-1"' jimmmmm .' ii. . i . Mm\r< •• — - ""-i-1' '

150

140

130

120

110 -

100

U. <_> ft >

(7) z u a 5

I 90 z

80

70

i 1 i 1 i r

SOIL A

PLATTE RIVER SAND

>d MAX = 122.7 PCF

y, MIN = 102.8 PCF G

$ = 2.68

>

z SOIL B tu

o STANDARD CONCRETE SAND

>d MAX = 120.6 PCF

>d MIN = 103.7 PCF

G, = 2.66

z 5

— 140

130

SOIL B

^X. SOIL A

150 150

NOTE TO DETERMINE RELATIVE DENSITY, PLOT MAX DENSITY AND MIN DENSITY ON THEIR RESPECTIVE SCALES AND DRAW A STRAIGHT LINE BE- TWEEN THE TWO VALUES. FOR ANY INTERMEDIATE DENSITY, THE CORRESPON- DING RELATIVE DENSITY IS READ DIRECTLY FROM CHART AS SHOWN.

_L 10 20 30 40 50 60 70

RELATIVE DENSITY, DR, PERCENT

80 90

- 100

150

120

110

k. O a. > in Z UJ D 5

90 ? X < 5

- 80

70

100

'-

Figure 11. Graphical determination of relative density for Platte River sand and Standard Concrete sand

22

*J i

^^y • ' 'M T 'w tm^w^-^^-^^mi^^^m-mmmt 11 .mm i IWI.I».«»W.

b_. The overburden pressure was increased to UO psi, and a sample was obtained from the 2- to U-ft depth in the center hole using a Hvorslev sampler. A series of SPT's was then run in a second peripheral hole for the full depth of the specimen at that pressure.

c_. The overburden pressure was increased to 80 psi, and a final drive was made with the Hvorslev sampler at the k- to 6-ft depth in the center hole. The final series of SPT's was then run at the same testing pressure in the last peripheral hole for the full depth of the specimen.

20. Stage testing was effective in that it provided data at

three testing pressures and required only one specimen. Adverse ef-

fects on the results due to stage testing are not believed to be

significant.

Consolidation Due to Overburden Pressure Application

21. Application of the overburden pressure caused consolidation

within the specimen; densification was significant for loosely prepared

specimens and minimal for the higher density specimens. The density

increase corresponding to a given overburden pressure was calculated

from the results of one-dimensional consolidation tests performed on

submerged 3-in.-diam specimens at the same testing pressures as those

used in the laboratory SPT program.

22. Figures 12 and 13 present the results of the one-dimensional

consolidation tests in terms of density versus log pressure on the

Platte River sand and Standard Concrete sand, respectively. Three con-

solidation tests were conducted on each sand at relative densities which

approximated the actual test densities. Thus, from Figures 12 and 13,

the approximate density increase corresponding to a given overburden !

pressure application could be derived by interpolation. Density correc-

tion factors were added to the average density determined during place-

ment for the middle portion of the specimen. Density values which take

into account the increase due to the application of overburden pressure

will be referred to hereafter as "adjusted" dry density values.

23

i l

' ' • --JIIII •-•- •• -- -— - *. - --—

s

Pressure, pel o o ooooOo— r» w * m ff» ->*co» _

•K» u » w a H » <s ö O oooooooo

Figure 12. Consolidation test results for Platte River sand

Pressure, psl

o o OOOOOO— ha \jt > u at -j tt (0 ö 6 o o o o ooo o

Figure 13. Consolidation test results for Standard Concrete sand

llll I - i • nmt^mm^mttmmmmm

r i. —i. — ........i. ,»•,•,,.I.,., ...i..^^»..

Submergence

23. Test specimens were submerge! by the upward seepage of water

from the perforated water hose buried in the filter beneath the specimen.

The degree of saturation of a specimen so prepared ranged from 83 to 7

93 percent.

25

PART IV: TEST RESULTS

2k. The following paragraphs summarize the results of the individ-

ual tests on specimens constructed with Platte River sand and Standard

Concrete sand. Three tests per sand were conducted and the test data

are presented in Plates 1-6.

25. The plates contain plots of SPT blow counts per 6 in., SPT

N-values, dry densities, and recovery versus depth in the tank. The dry

density values reported are "placed" values (i.e., they do not reflect

the effects of consolidation). Table 2 contains other pertinent informa-

tion related to the test conditions, including the adjusted dry densi-

ties and the corresponding relative densities.

26. Attempts were made to obtain undisturbed samples through the

center hole of each specimen. In some instances it was not possible to

sample with the Hvorslev sampler, and the SPT was performed in the center

hole.

Tests 27-32

Test .27

27. The specimen for Test 27 was constructed with Platte River

sand by carefully placing the sand with the single-hose rainer. The

specimen was prepared as loosely as possible by allowing the sand to

flow from the hose to the specimen surface with a 1- to 2-in. drop. The

average placed dry density in the middepth region was 105.1 pcf. The

corresponding adjusted dry densities are given in Table 2. The N-values,

depicted in Plate 1, increased with increasing overburden pressure. The

last drives of the second and fourth holes drilled were not made since

they were not to be used in the analysis.

Test 28

28. The second Platte River sand specimen was placed as described

above, but with each lift densified using the vibrator mounted on the

wooden platform. The average time of vibration was approximately kO to

50 sec. This technique of densification was difficult to control as can

26

'HM -i •• »im iii«'«"^^wwyw>

be observed from the plot of dry density versus depth in Plate 2. The

average placed dry density in the middepth region was 112.3 pcf. Table 2

contains the adjusted dry densities at the corresponding levels of over-

burden pressure. The final drives of the three peripheral holes were

not made since they were not to be used in the analysis.

Test 29

29. This was the final and densest specimen constructed with

Platte River sand. The wood-mounted vibrator was not capable of produc-

ing the desired dry density; therefore, the same vibrator mounted to the

1/2-in.-thick steel plate and weighted down with three iron ingots was

used (Figure 10). The period of vibration for each lift was 60 sec and

the average middepth density obtained was 120.7 pcf. The adjusted den-

sity was assumed to be the same as the placed density, considering the

results of the one-dimensional consolidation tests (Figure 12). Density

homogeneity was difficult to control (Plate 3). The SPT N-values in-

creased with increasing overburden pressure; however, for this test, the

scatter in N-values was much greater than previously observed.

Test 30

30. This was the first specimen constructed with Standard Con-

crete sand. The method of preparation was identical with that used for

Test 27. The average placed dry density in the middepth region was

105.8 pcf, and the corresponding adjusted dry densities at 10, 1*0, and

80 psi are given in Table 2. The density profile in Plate k exhibits

scatter; however, the recorded penetration resistance was uniform with

depth and increased with increasing pressure.

Test 31

31. The densest Standard Concrete sand specimen was constructed I

for Test 31. The average placed dry density was 119.8 pcf and was ob-

tained by vibrating the specimen with the vibrator mounted on the steel

plate. The iron ingots were again used for ballast and the time of

vibration was 60 sec. The results of the one-dimensional consolidation

tests indicated that adjustment for overburden pressure application at

this density would be insignificant; hence, none was made. The varia-

tion in N-values (Plate 5) was similar to that observed for Test 29 and

27

i

. iJ

i i in •»•••• ÎI i m • • ••»——-^-11 • I

was not great considering the large N-values. The center hole of this

specimen was driven with the SPT sampler after several unsuccessful

attempts to sample with the Hvorslev undisturbed sampler. Agreement

between the results for the center hole and those for the peripheral

hole drilled at the 10-psi testing pressure was good.

Test 32

32. A medium dense specimen was constructed for the final test

with Standard Concrete sand. The vertical density profile was fairly

homogeneous with depth (Plate 6), except at the very bottom of the speci-

men where it is observed to be denser. The average placed dry density

in the middle region was 111.2 pcf. The corresponding adjusted dry den-

sities are given in Table 2. Compaction was achieved with the vibrator

mounted on the steel plate and with iron ingots for ballast. The indi-

vidual lifts were limited to 1 sec of vibration at the maximum amplitude

of the vibrator system. The recorded penetration resistance increased

with increasing overburden pressure. The high values of penetration

resistance recorded in the lower quadrant were due to the higher density

lifts observed at the base of the specimen.

Summary

33- The six tests individually display a characteristic increase

in penetration resistance known to occur with increasing overburden

pressure and density. The relationships between density, penetration

resistance, and overburden pressure developed in this study are presented

in Figure lk for Platte River sand and in Figure 15 for Standard Concrete

sand.

28

* o CD

40 50 60

Relativ« Density, %

Figure lU. Relative density versus SPT N-values, Platte River sand

1

40 50 60

Relativ« Deneity, %

Figure 15. Relative density versus SPT N-vulues, Standard Concrete sand

}

TTTT^WK ir.'.L-^'Lü:; T.-;

PART V: DISCUSSION OF RESULTS

WES Data Comparison

31*. The results of testing Platte River and Standard Concrete

sands are compared in Figure 16. Very good agreement occurred at the

mm

a ffi

40 50 60

Relative Density, %

Figure l6. Comparison of Platte River sand and Standard Concrete sand data

UO-psi testing pressure. The 10-psi data are in good agreement up to

6o percent relative density and then begin to diverge. The 80-psi curves

are somewhat different for relative densities less than about TO percent.

Generally, the data obtained for both sands agree fairly well, and the

differences that were observed may be due to differences in grain size

distribution, mineralogy, and grain shape between the two sand types. 7

35- Previous WES data obtained from testing Reid Bedford Model

sand and Ottawa sand are displayed in Figure 17 along with the Platte

River and Standard Concrete sand data. The data spread depicted in

30

-

Wi'HWILL 3E!" ' . -

rrrrr I AN. AHl. •'. R| • I ',*-..

10 Pit. Ht i[t IM DFOftD MOOI i '.*M AN

4.' Psi, "I •• Bf 01 OWL' MODI i SANO AN

M • ' ", , HI I'BIH "<l M.H.I l SANC;

RELATIVE DC NSi ' V, PEWÊNT

Figure IT. Comparison of Platte River, Standard Concrete, Reid Bedford Model, and Ottawa sand data

Figure 17 represents 2h tests on Reid Bedford Model sand and 2 tests on

Ottawa sand. Several different methods of specimen preparation were

used in the previous study, and it was then determined that the construc- 7

tion method influenced the penetration resistance. The method of con-

struction differed from the first test series to this present test

series; therefore, the method of specimen preparation is an additional

influence on the results which has not been considered in the analysis

of these data. The results derived from testing Platte River sand and

Standard Concrete sand generally lie in or slightly above the upper

reaches of the band width formed by the Reid Bedford Model and Ottawa

sand test data.

Comparisons with Previous Work by Others

36. In the 1950's at the Bureau of Reclamation, Gibbs and Holtz

performed SPT's with sand similar to the Platte River sand used in this 2

investigation. The Platte River sand was in fact obtained by WES from

31

k

I II . I|l l*JM-l ! I.— p'iy1

the Denver, Colo., area in an attempt to obtain a similar material.

Figure l8 is a comparison of the Platte River sand ? id the Gibbs and

U & STAMM» SfV* OKJWC M MCKS U S, STAMOMD SJCVf NUMfR

WO U 0 SO 10 1 1 OS GMM Stt W MUiMETftES

01 * 1 006 001 0005

COMlES COMU

GMAL

I WO

nM ~ »T OR CUT I raa OMM KM«

Figure 18. Comparison of grain size distributions of Gibbs and Holtz coarse sand and WES Platte River sand

Holtz sand. Practically speaking, the grain size distribution curves

are identical; however, the minimum densities are not in agreement.

37. The minimum density reported for the WES Platte River sand

was verified by check tests at WES and the Bureau of Reclamation to

insure that differences in personnel, equipment, or procedures were not

responsible for the difference in minimum densities. Both laboratories

obtained values of 103 K>.5 pcf (Appendix B). The difference between

the Platte River sand and the Gibbs and Holtz sand must therefore be a

function of some physical property or combination of properties other

than grain size distribution. One purpose of the WES tests on Platte

River sand was to examine the ability of the SPT to duplicate the Gibbs

and Holtz correlation. Variations in test procedures and test equipment

used by the two research facilities are given in Table 3. Figure 19

presents a comparison of the results of the present study with the Gibbs

and Holtz correlation. It can be seen that the overall agreement is not

32

-TT '^"*. • ••••^î^^1 i •"_«••• •"

40 50 60 70 80 90 100

Relative Density, %

Figure 19- Comparison of WES Platte River sand data and Gibbs and Holtz correlation curves

good except at the 1+0-psi testing level and for relative densities less

than about 60 percent. The WES results are slightly more conservative;

i.e., for a given N-value, the WES curves for submerged specimens yield

a lower value of relative density than the Gibbs and Holtz curves

developed from dry tests (Table 3). Gibbs and Holtz also obtained re-

sults from testing submerged sands; however, they did not consider those 2

results reliable.

38. A comparison between the WES results on Platte River sand and

the correlation curves by Bazaraa is depicted in Figure 20. The

Bazaraa curves are far more conservative than either the WES results or

the Gibbs and Holtz correlation curves.

39. Similar comparisons between the Gibbs and Holtz and Bazaraa

correlations were made with the WES Standard Concrete sand data. The

Standard Concrete sand data display excellent agreement with the Gibbs

and Holtz correlation curves (Figure 21). This agreement is unusual in

33

!BHH

40 50 60

Relative Density, %

70 80 90 100

o I o

CD

Z.

Figure 20. Comparison of WES Platte River sand data and Bazaraa correlation curves

10 20 30 40 50 60

Relativ« Density, %

70 90 100

Figure 21. Comparison of WES Standard Concrete sand data and Gibbs and Holtz correlation curves

_

light of the dissimilarity between the two sand types. The comparison

between the Standard Concrete sand data and the Bazaraa correlation

curves (Figure 22) once again shows the Bazaraa correlations to be the

more conservative.

o X o 5 z

40 50 60

Relative Density, %

Figure 22. Comparison of WES Standard Concrete sand data and Bazaraa correlation curves

35

_ — —• • -•• • •--

~ T

PART VI: STATISTICAL ANALYSIS OF WES DATA

Procedures

UO. The multiple-regression computer program used for the analyses

is capable of handling up to 75 variables. In general, the computer

program has four basic steps in its operation:

a. Step 1. Values of the basic independent variables are input, and values of the combined variables are generated.

b_. Step 2. The simple statistics (i.e., sum, mean, sum of the squares, variance, and standard deviation of each variable) are computed. A bivariant analysis is conducted (i.e., each variable is correlated with every other variable, one at a time). This indicates which of the variables are interrelated.

c_. Step 3. For each dependent variable specified, the computer searches the independent variables (first taking one at a time, then two at a time, etc.) and lists the individual variables and combinations of variables that correlate best with the independent variable. Lists of variables that correlate best are termed models by the program.

d. Step k. Based on the models generated, the independent and dependent variables are specified and a Doolittle matrix inversion technique is used to generate the regression equation of best fit through the data. This equation is in the form

y = b + b.x. + b.^x. ,, . ..bx (2) * 0 li l+l l+l n n

where

y = dependent variable

b. = regression coefficient

x. = independent variable

12 Ul. The computer program was written by Mr. James H. Goodnight

of the Department of Experimental Statistics, North Carolina State Uni-

versity. It was executed on a Honeywell GS-635 computer for this study.

k2. Table h presents the complete data base obtained from testing

Reid Bedford Model sand, Ottawa sand, Platte River sand, and Standard 7

Concrete sand. In the earlier report, the results of the statistical

36

•Ml II —-

1 ••'-

analysis were reported for Reid Bedford Model and Ottawa sands. The

data base used to derive an expression relating the various parameters

excluded some of the test results since, for various reasons, they ap-

peared invalid. These results were from Tests 1, 3, 9, 10, lit, and 15,

and they were also excluded from the present statistical analyses. The

data base used for the statistical analyses herein is given in Table 5.

Results of the Statistical Analyses

i»3. In the previous 2*eport, an expression for relative density

was derived based on the Reid Bedford Model sand and Ottawa sand data

DD = 8.6 + 0.83 222.2(N) + 2311.1 - ?ll.l(0CR) - 53.3(o ) 1/2

(3)

where

N = blow counts, blows per foot

OCR = overconsolidation ratio

a = effective overburden pressure, psi v 2

This expression fits the data with a coefficient of determination r

of 0.78 and has a standard deviation o of 7.5 percent. The brack-

eted term raised to the 0.5 power is the x. term of the equation

y = b„ + b.x. discussed earlier. This formulation was slightly modi- * 0 i i fied by a coefficient of uniformity term C to account for the differ-

ences in the four sands, and an analysis was performed on the data given

in Table 5. The resulting expression

D R 12.2 + 0.75 222(N) + 2311 - 711(OCR) - 53(o ) - 50(C )' (it!

produced the best fit, with a coefficient of determination of O.85 and a

standard deviation of 8.1 percent. This expression is biased by the

distribution of data; i.e., there are far more Reid Bedford Model sand

data than any other type. Also, because there are so few overconsolida-

tion data, the reliability of using this expression to predict relative

density values in overconsolidated deposits is questionable. Since

there are an unequal number of data points for each sand, the "b-values"

*

37

. „..^.J

_>M' " m—^WWyw

were determined independently using the above x. term for each of the

sands and for combinations of the data base. The resulting values are

listed in Table 6 along with the number of data points, the coefficient

of determination rc , and the standard deviation 0 . The extremely

favorable correlations for Platte River sand and Standard Concrete sand

resulted from good data over a wide range of relative densities. A com-

bined analysis considering all but the overconsolidated data yielded an

expression similar to that above

DD = 11.7 + 0.76 |222(N) + 1600 - 53(av) - 50(Cu)2

1/2 (5)

Relative density predictions obtained using Equation 5 are compared with

the observed laboratory values in Table 7- The column labeled "EXPECTED"

contains those values predicted by Equation 5; the "OBSERVED" column con-

tains known relative density values from the laboratory; and the "DIFFER-

ENCE" column indicates the difference between the predicted and labora-

tory values.

Uh. A similar procedure of comparing predicted and laboratory

values was employed for each of the four sands independently. The re-

sults are likewise presented in Tables 8-10 for the normally consolidated

data derived from testing Reid Bedford Model sand, Platte River sand,

and Standard Concrete sand. An analysis of the Ottawa sand data, by

itself, was not believed valuable because of the limited number of data

points and the small variation in relative density. Figure 23 contains

plots showing the distribution of the differences between the predicted

and observed relative densities given in Tables 7-10.

U5. The significance of the statistical analysis is that it con-

firms the premise that relative density is interrelated to N-values,

overburden pressure, overconsolidation ratio, and some term to account

for a change in sand type. Equation 5 of this report adequately de-

scribes the data obtained from testing the normally consolidated speci-

mens built from each of the four sands; however, it is not recommended

as an equation to be used for every sand type and every circumstance

in view of the scatter observed under optimum test conditions.

38

...

• """J: "•'•:'."•"

J a

I i L

—.8

Q O Z

5 S K

33N3ään030 dC ADN3fl03Md 3DN3därO00 30 A0N3n03ä3 3DN3tJWn3D0 JO *DN3n03bd

3 s

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V *

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o

o

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•H •P

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39

L

• •• "*'•' w "• • • "w ' ' •• i—-^wwjwwt^»^»^—•• i i

PART VII: CONCLUSIONS AND RECOMMENDATIONS

Conclusions

U6. The conclusions stated are derived from this report and the 7

previous WES report. It is noted here that the effects of boundary con-

ditions and rod length were not studied. Energy considerations have been

very recently shown to be a substantial influencing factor on the results

of the SPT. This work has not evaluated the level of energy input or

the response characteristics of the hammer-red system. 2 7 11

It is well established here and elsewhere ' ' that penetration resistance is influenced by the density of the deposit and the level of effective overburden pressure.

Under optimum laboratory test conditions, the SPT results for a given test specimen were reproducible within ac- ceptable limits.

A difference in the relationships between SPT N-values and relative density is observed in comparing the results reported for Platte River and Standard Concrete sands (Figure lG). Since all the test procedures and conditions were the same, except sand type, it seems reasonable to conclude that the variation in results was generated by differences in the two sands tested.

A comparison of all four sands is made in Figure IT. The Platte River and Standard Concrete sand results generally lie near or slightly above the upper boundary of the Reid Bedford Model and Ottawa sand band width.7 An exception to this is the 80-psi Platte River sand results. Two factors are thought responsible for the difference: (l) method of specimen preparation and (2) sand type.

The spread of data derived from testing four sands under optimum laboratory conditions suggests that establishing a simplified family of curves correlating SPT N-values, * relative density, and overburden pressure for all cohesionless soils under all conditions is not warranted.

The expressions derived from the statistical analysis are not recommended for general use. The equations are based on data derived under optimum conditions and do not adequately address the variability of subsurface conditions found in the field. Water table conditions, overconsolidation, and length and weight of drill rods were not adequately studied.

ho

•'- •""• " .'' ^l1,.'.-;

Recommendations

Uj. Evidence from this and previous work indicates that the ef-

fects of soil type and overconsolidation need to be examined. The prin-

cipal factor not adequately addressed by this study is the overconsolida-

tion ratio. The effects of length and weight of drill rods have not

been completely resolved and might provide another area for investiga- 2

tion, although the effects are believed to be of the second order.

kl

REFERENCES

1. American Society for Testing and Materials, "Penetration Test and Split-Barrel Sampling of Soils," Designation: D 1586-67, 1975 Book of ASTM Standards, Part 19, 1975, Philadelphia, Pa.

2. Gibbs, H. J. and Holtz, W. G., "Research on Determining the Density of Sands by Spoon Penetration Testing," Proceedings, Fourth Inter- national Conference on Soil Mechanics and Foundation Engineering, London, Vol I, 1957, pp 35-39-

3- Schmertmann, J. H., Tavenas, F. A., and Zolkov, E., Discussion, "Simplified Procedure for Evaluating Soil Liquefaction Potential," Journal, Soil Mechanics and Foundation Division, American Society of Civil Engineers, Vol 98, No. SMU, Apr 1972, pp I+3O-U36.

h. Tavenas, F. A., Discussion, "Section I. The Standard Penetration Test," Proceedings, Fourth Pan American Conference on Soil Mechanics and Foundation Engineering, San Juan, Puerto Rico, Vol III, 1971, pp 6I+-70.

5. Castro, G., "Liquefaction and Cyclic Mobility of Saturated Sands," Journal, Geotechnical Engineering Division, American Society of Civil Engineers', Vol 101, No. GT6, Proceedings Paper 11388, Jun 1975, pp 551-569.

6. Seed, H. B., Arango, I., and Chan, C. K., "Evaluation of Soil . , Liquefaction Potential During Earthquakes," Report No. EERC 75-?8, Oct 1975? Earthquake Engineering Research Center, College of \ Engineering, University of California, Berkeley, Calif.

7. Bieganousky, W. A. and Marcuson, W. F. Ill, "Liquefaction Potential of Dams and Foundations; Laboratory Standard Penetration Tests on Reid Bedford Model and Ottawa Sands," Research Report S-76-2, Re- port 1, Oct 1966, U. S. Army Engineer Waterways Experiment Station, CE, Vicksburg, Miss.

8. Cooper, S. S., "Laboratory Investigation of Undisturbed Sampling of Cohesionless Material Below the Water Table," Research Report S-76-l, Oct 1976, U. S. Army Engineer Waterways Experiment Station, CE, Vicksburg, Miss. .'

9. Goode, T. B., "Undisturbed Sand Sampling Below the Water Table," Bulletin No. 355 Jun 1950, U. S. Army Engineer Waterways Experiment Station, CE, Vicksburg, Miss.

10. Office, Chief of Engineers, Department of the Army, 'Engineering and Design: Laboratory Soils Testing," Engineer Manual EM IIIO-2-I906, 30 Nov 1970, Washington, D. C.

11. Bazaraa, A. R. S. 3., Use of the Standard Penetration Test for Estimating Settlements of Shallow Foundations on Sand, Ph. D. Dissertation, University of Illinois, Urbana, 111., Scp IO67.

1*2

4, _JtM

12. Goodnight, J. H., "Multiple Regression Analysis for the IBM System 36O," Oct 1967, North Carolina State University, Raleigh, I. C.

13. Schmertmann, J. H., "Predicting the qc/N Ratio," Final Report D-636, Oct 1976, College of Engineering, University of Florida, Gaines- ville, Fla.

1*3

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Table 2

Summary of Data Points For Platte River Sand

and Standard Concrete sand

V lest Percent

27 27 27 27

29 2d 28 28 28 28

29 29 29

29 29 29 29 29

30 30 30 30 30 30

31 31 31 31 31 31 31 31

32 32 32 32 y2 12

'19.2 19.2 21» .2 2U.2

32.9 32.9

5^.7 53.7 56.2 56.2 58.1 58.1

91.U 91.1* 01 91 oi 91 91 91

20.1 20.1 25.9 25.9 29.7 29.7

95.9 95.9 95.9 95.9 95.9 95.0 95-9 95.9

1.9.3 i»9.3 50.5 50.5 51.7 51.7

Adjusted pcf

L06.1 106.1 107-0 107.0 108.6 103.6

112.8 112.8 113-1 113.1 113.5 113-5

120.7 120.7 120.7 120.7 120.7 120.7 120.7 120.7

106.7 106.7 107-6 107-6 108.2 108.2

110.8 11Q.8 110.8 119.8 110.8 110.8 119.8 110.8

111. It 111.'» in .6 111.6 111.8 111.8

Sand

aas;

PRS PRS PRS PRS PRS PRS

PRS PRS PRS PRS PRS PRS

PRS PRS PRS PRS PRS PRS PRS PRS

scs scs scs scs scs scs

scs

scs scs scs scs scs scs

scs scs scs

scs 202.

7 8

11 12

11 12 22 26 33 35

53 52 1.7 1*6 73 66 91 78

2 1 Q

8 16 17

38 38 30 $9 6o 71. 78 86

o 9

20 23 J5 37

Effective Overburden Pressure

Eli 10 10 1.0 Uo 80 So

10 10 uo UO 80 80

10 10 10 10 uo uo 80 80

10 10 uo 1.0 8o 80

10 10 10 10 1.0 1.0 80 80

10 10 1.0 Uo 80 8o

Specimen Preparation

Single-hose rainer

Single-hose rainer; vibrated (wooden)

Jingle-hose rainer; vibrated (sceel)

'ingle-hose rainer

Single-hose rainer; vibrated (steel)

* Relative ** Adjusted

overburden t PRS denot

responding to the adjusted dry density. for an increase in density due to an application of

density cor to account pressure. s Platte River sand; SCS denotes Standard Concrete san

1

— L~ •••—••• '— - — • —'"

T^TT""

Table 3

Variations in Techniques and Equipment Between the

Bureau of Reclamation and WES SPT studies

Bureau of Reclamation Tests

1. Applied overburden pressure by means of rigid plates and springs

Tests

Applied overburden pressure with flex- ible, fiberglass-reinforced rubber water bag

2. Soil container was a solid wall tank, 3 ft 1-1/2 in. in diameter, with sidewall friction present*

Soil container was a layere-: system f alternating steel and rubber rings tc provide flexibility in the vertical direction tc avoid sidewall friction

3. Cathead with an unstated number of turns was used

Trip hammer was used

U. Fenetration tests were made through six holes in the loading plate

5. Sand placement was by lifts compacted with a mechanical tamper

6. Testing performed on submerged and dry specimens; recommendations were developed from the dry sand results

7. Rod lengths of 0, 32, and 65 ft were studied

A, B, and N rods were incorporated in the study

Fenetration tests were made through a maximum of four holes

Various sand placement techniques during the first series, ''cmpaction by vibrator during the second series

Testing performed on submerged specimens

Rod lengths were limited. The minimum length was 5 ft and the maximum length was 11 ft

N rods were used exclusively

Earth pressure cells were used to obtain intergranular vertical stress.

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o 00000 oaoouoooüticoooooooüoo

OOOOOOO CM CM CM CM CM Oi O Oft o o o o O •* ^t lf\ lA in m

OOCiOOOOCjCJOCJOOOOCD O O O CJ Cli CJ OOOOO

CM CM CM CM CM CM fM OOO O O O H H *f HrtrtrlrtH .H «H «-* r-l «-t

OOOOOOOOOOOOOOOO OOOOOOOO OOO

»OOOOOOOO OOOOO . O O OOOOOO OO OOO

* *-<*HICM]OJrOfO**«-i<MC>IK»KJ*-* Hi ÔJOj^tO *-«WCMjf><Vm

t > ocjooouneifiDoixHi«,) 000000 00 aoa o 000000000000000 00OOOO o o « o o

O OOOOOOOOOOOOOOO OOOOOOOO OOO

rooooaooocio»no*]c>ni>fi 00 01

O O* C> Ok O t> o- OOOOOOH «*»4 -* w* ~4 w4 .« CM CM CM <M <M fj

t

.. • __.

:•'

Table 6

Coefficients for i-.xpressi.-.n

[I 1/2

DU * * + bn I I 222(H) + 2311 - Tll(OCR) - 53(o ) - 50(C )c

Roll v u

Ho. of -^

0.8U

Data Points Sand r

0.81

Analyzed

Reid Bedford Model sand (normally consolidated)

8.2 90

Ottawa sand * 8

Platte River sand O.96 6.2 13.6 0.70 20

Standard Concrete sand 0.90 10.2 0 0.85 20

All data O.85 8.1 12.2 0.75 150

All normally consolidated data O.85 8.3 11.7 0.76 138

* A separate regression analysis is not reported for Ottawa sand because of the limited data.

- 1 _^^^JJ

K

Table 7

Comparison of Predicted and Laboratory Relative Densities

for All Normally Consolidated Data

DR = 11 .7 + 0.76|j 222(N) + 1600 - 53(o ) - 50(C /if o = +8.3/5 , r = 0.85

EXPECTED 47.«1595468 52.77396534

—-5O.-9?7??00? 58,35472679 5l.65344572 6O.2?73i)3?0 42.05873210 42.05878210

- -&t-;AiT*r±?.*>£ft 39,51008320 25.59361482 -32,66983394 58.57590628 55,77051592 fr2-r?9826-0?9

61.01332569 39,51096320

- -47,5284*425 45,70156193 47,52841425 4St7015619g 47,52841425 49.26653528

- 54-, fr55Q8?5-7- 27.92143155 34.46545553

-34r4£5-4?i555 39.51003320 37.11324549

-37.11324549- 75.65485954 72.08933449 67.1044j>365- 71.53261040 70.45606531 72.58933449---- 37.11324549 37.11324549 39,5t0OJ3?0 39.5100«3?0 45.7.1156193 43.77081824

0BS&RVED- 43.80000019 43.8000001^ 45.30000019 45.30000019 46.09999990 46.09999990 24.29999995 24.25999995

2-7-. 79999995- 27.75999995 29.50000000

- 29>5OoO00O0- 59.00000000 59.00000000 &9T-6999*98I-

59.65999981 45.69999981 45.^9999981- 45.69999981 45.65999981

45T699*9981" 45.69999981 45.69999981 45.69999981 35.05999990 35.05999990

— 35 ,-09 99999 0- 35.05999990 35.09999990

-—35.05999990 71.50000000 71.50000000

- 71.5OQ00000 21.50000000 71.500000QO Zl.50000000 48.15999981 48.19Q99981 48.15999981 48.15^99981 48.19099981 48.15959981

DIFFERENCE— 4.0159546T 8.57396564 5.627721-3-9—

13.0547?*84 5.55344593 14.19730330— 17.75878215 17.75878215 — 3. 660-126-28— 11.71008337 -3.90638512 -3.369834-24—- -0.42409347 •3.22948367 2-r59 026-128—

1.313326H -6,18991649

- -1.82841481— 0.00156227 1.82841481

—0.00156227— 1.82841481 3.56653556

—-8,35508811— -7.17856824 -0.63454425. 0 .-63454425—

4.41008341 2.01324564

- 2.01324564- 4.15486020 1.08933462

-—4,39551598-- 0,03260090

-1.04313457 1.08933462

-11.08675432 -11.09675432 -8.68991649 -8.68991649- -2.49843773 -4.4?9ifll28

m-m. !*3P

Table 7 (Continued)

65 66

-67- 68 69

-70 71 72

—73 74 75

—*6- 7/ 78

—7» 80 81

-*> 83 84

-«5 8b 87

-M 69

_2iL

EXPECTED 37.51704-169 37.51704168 37,51704168 37.51704-168 63.73491240 71.70522690 6i,V2263-283- 66.13136292 6l.222632.88 -66-,1313629?. - 62.85504532 73.05939579 69,*5-7-?2*51- 76,10255051 77.08547020 -79.94*3456*- 58.35472679 62.29026Q79 -67.10 44*36*- 63.53574992 65,94099998 65-,94099998 37.11324549 39.51008320 47.5284142*- 41.71614361 45.70156193

•5-0» 9 2772^0? 47.52841425 45.70156193 -37.11324549 43.77081824 37.11324549 39.5100832* 39.51008320 43.77081824 42,65855503 46.53632704 42.65855503 42.65855503- 29.50967479 32.7*3909779 25.4702^73? 29.509674/9 61.59256696 62.-1550453? 60.->973u3?n 64. ijq7lo86l

OBSERVED 27.0*999990- 27.09999990 27.09999990 27.0999999Q- 73.1*999981 73.19999981

-73.15999981 73.19999981 23.19999981 -73.1999*981- 74.39999962 74.39999962 -74.35999-962-

. 74*.39999962 24.39999962

-74r39999962- 73.50000000 73.50000000

— 73.50000-000-- 73.50000000 73.50000000

— 23 .-5 0-0 08*0-0-- 45.30000019 45.30000019

—45-, 50-0-000-19- 45.30000019 45.30000019

—45.30000019— 45.30000019 45.30000019 -37.59999991 - 37.59999991 57.59999991

—37*5599*991- 37.59999991 37.59999991 53.80000019 'J3.80000019 53.80000019 -53.80000019 24.29999995 24.29999995 24.25999995 24.29999995 74.30000019 74.3000T019 74.30100019 ?4.30nQ0019

DI1TERCNCE

10-, 41/04 r 1.4- 10.41704?H 10..41704214

•- 10.41704^14-- -9,46508741 -1,49477248

-rl 1.5 7 73666*— -7.06863*54 -11.97736669 7-.0***3<' tit.54495*06 -1.34060365

--»-4 .-5427-75-45 1.702551.60 2.68547064

5.549-346*0- tl5.14527297 -11.20973897 —613955159* 9.56424985

-7,55899918 —•7.-5589991-8

^8.18675470 -5,78991687 2*22841448

-3.58385644 0.40156189

- 5.62772050- 2.22841442 0.40156189

—-0,48*75436—- 6.17081863

-0.48675436 1-. 91008344-—

1 6

-rll -7

-11 -11

,51008344 ,17081863 ,14144504 ,26367?35 ,14144534 ,14144^04-

1 5

-12 -11 •14

5.20967439 8. 48909319

17028-759 20967469 70743^22 4449506"* 00269699

-in.2l?fl0in -91 92

42.2^954363 44.30810881

56.09999990 56.05999990

-13.t!lf]45623 •11.79189074

.- —-1"' - '••":' BP

Table 7 (Concluded)

SET 93 o4

95 9A 9/ gfl 9 9

• too 101 in?

-105 in-; 105 10ft X07 103 109 110 111 112 113 114 415- 116 117

a) i •p o

7 V

s

> •H K

0) p p <0

EXPECTED

55.6?53l870 52.69327212 46.20880556 4a.Ol01470<5 54.22079858 59.'J4B7t244

OBSERVED

59. 1599993.1 59.1999^981 59.80000019 59.80nonoi9 62.80000019 6?.80nonoi9

DIFFERENCE -3.5046^0(37 -6.50tt7?764 -

--13.59119439 -11.76985P74 -8.57920357- • -2.95123760

25. 19. 26. 21, 42. 39. 46. 48. 52. 58. 55, 57. 92. 91. 87, 87.

102. 97.

109. 9fl.

?375,>003 2340550 2 48907065 24753621 14099360 9681. )675 4 1 5 4 ü 4 a n >>.i6554-il a.')7.?'j295 65774775 05647421 90523719 7131/291 9219J797 84266186 0002H896 2-5 87-» 419 18612003 99361230 99534899-

19.20 19. 2G 24.20 24.20 33-.-9Q 32.90 53.69 53.69 56.19 56.19 58.09 58.05 -511.35 91.35 91.35 91.35 91.35 91.35 *1.35 91.35

000005 000005 00O005 000005 00001U 000010 999981 999981 999981 999981 999990 999990 999962 999962 999962 999962 999962 999962 999962 999962-

119 120 -121- 122 123 -124- 125 126

-127- 126 129

-43 O- 151 132

-*M- 134 135

-436 137 138

0) •p

u o o Ü

a cd p en

38. 36.

—38-, 35, 31,

- 34. 84. 84.

-77, «5. 96.

106. 102. 108, 52. 52. 57. 61. 64. 67.

86663676 40746117 48349435- 98522282 50155234 49422454- 71069145 71069145 3^0^2109- 57917500 69086361 61813259 81248951 25081825 1)8574772 08574772 74998665 733H043 76521778 11713314

20.05 20.09 25.90 25.90 29.70 29.70 95.89 95.85 95.85 95.85 95.85 95,85 95.B5 95.85 49,30 49.3C 50.50 50.50 51.65 51.65

999990 999990 00G010- 000010 0 00 0 05 0OO005- 999962 999962 999962- 999962 999962 999962- 999962 999962 000019 000019 000000 lonooo 999981 9999 81

6.G8759004 0.054Q55-ÜO- 2.28907167

-2.95244372 9.24099374 7.06810695

-7,28459460 »5.49344554 »3.33265<<86 2.45774814

—3.-0435 2 5 64 -0.19476-55 1.31317353 0.52195896 -3.55733740 -4.39971048 10-.-858-7-0528-- 5.78612089

18.59361338 7.59^;,3954

18.766637Q9 16,30746126

—i 2,5834 9438- 10.08522308 l.eoi55252

— 4,79622 5 56 -11.18930805 -11.18930805 ?18.^>494 78>3- «-10.32082462

0.79086467 10,71813345- 6.51248989

12.35081899 2,785747*9- 2.78574759 7.24998695

UT£3311Q§9 - 13,06521797 15.41713333

^PIW !""ffBE

Table 8


tor Normally Consolidated Reid Bedford Model Sand

11/2 .2 + 0.8U |222(N ) + 1600 - 53(o ) - 50(C

r = 0.81 , o = +J.h%

'/|J

1 2

— 3 4 5

— 6 7 8 9

10 11

_4-2 13 14

_..!5 16 17

-18 19 20

-?1 22 23

. 24 25 26

-2-7 28 29

-30 — 31 32

— 3v5 —- 34 35

-36 37

•e 48.2 53.7 51.7 59.9 52,b 62.1 41.3 41 .6 30.1 39.0 23.5 31,6 60.2 57.0 64.3 62.9 39.0 47,9 45.9 47,9

-45 ,9 47.9 49,8

-55.1 26.1 33,4

-33,-4 39,0 36.3 36.3 79.1 75.? 69.6 74,5 73,3 75.7 36.3

XPSCTED 6295996 6752138 1775369 6348286 2347994 2020063 7114000 7114000 1079359 4148340 9092092 6924071- 09Q4390 9439945 3285332- 1515445 4148340 4372225 1543491 4372225 1548491- 4372225 7314646 8986940 7534661 4075680 407-5680- 4148340 8042784 8U4^784 7071152 6725483 7777633- 9403134 9971065 6725403 804^784

.. _..oe 43.80 43.80

- 45.3C 45.30 46.05

- 46.09 24.25 24.25 27.75 27.75 29.5C

-29.5 0 59.0C 59.00

-59-, 6-5 59.65 45.65 -45,65 45.69 45.65

-45.65 45.65 45.65

-45.-65 35.05 35.05

-35.05 35.05 35.05

-35.05 71. 5C 21,30

-71.50 71.50 71.50

-71-.-5C 48.19

SERVED 000019 000019 00001-9- 000019 999990 999990- 999995 999995 999995- 999995 oonooo nonooo- oooooo ooouoo 999981- 999981 999981 999981- 999981 999981 99-9981- 999981 999981 999981- 999990 99999Q 9 9 9-99 .g- 99999Q 999990 999990- oooooo oonooo no"000- 000000 ooooco oooooo- 999961

— DIFFERENCE—- 4.46295983 9,96752154

-6r4l775370--- 14.66348279 6.42348033

-16.-02020097— 17.57114029 17,57114029 —2.31079385- - 11.24148357 -5.90907901 — 2-rl6924 077-- 1,20904444

-1.9Q560038 —4,63285428 3.21515506

-6.65851629 -2,24372280 — 0.21548556 2.24372280

— Or-21548556— 2.24372280 4.17344677

— 9^48986960— -8,52465~17 -1.65924299

—l-r65924?99— 3.94146364 1.28042833

—l-r28ü42833— 7.6 7071152 4.26725501

—1-I-Ö 22222 81— 3,09403133 1.£99711.24

—4-.26725501— -11.&1957162

- •

«Ä •^ ~-~.

Table 8 (Concluded)

SET

3H 39 •C 41 42 43 44 45 -4* 47 48 49 30 51 52 53 54 55 56 57

59 60 61 62 63

-64 65 66 67 68 69 70 71 72 73 74 75 76 77 70 79 P0 81 02 93 84 85 96 a;

- as 39 90

EXPECTED OBSERVED

a? ,8?

36 39 39 45 43 36.8? 36..1? 36 36 65,93 74.78 63.14 63.59 63.14 68.59 64.95 76,29 72.73 79.66 80.7', 83.93 59.96 64.33 69.67 65.71 68.3o 68.38 36.38 3 9 . o 4 47. 41, 45. 51. 47, 45, 36, 43 36, 39, 39, 43, 42, 46. 42.5^ 42.53 27,93 31.57 ?3. 45 27, 63 64. 62, 66,

94 49 91, 71 94 91 3 a 77 38 ü4 0 4 77 5 3 81

93 5C' 95 I? 6?

042784 14 334 0 14ti340 548491 19 0 4 4 7 873726 873726 873726 373726 675709 563649 753532 738350 753532 73a350 969799 913307 396779 77532? 9)2559 Ö6J340 34*1236 295332 77/633 564007 6C3592 603592 042784 143340 372225 073076 548491 775389 372225 548491 042784 190447 042784 148340- 14 8 34 0 190447 702974 227228 702974 7f)?974 867111 96j463 399857 »67111 824900 999799 Ü2C063 777832

48.199 43.199 48.199 48.199 48.199 27.0^9 27.099 27.099 27,059 73,199 73.199 73.199 73.199 73.199 73^199 74.399 74.399 74.399 74.399 74.3/9 74.399 73.500 73.500 73.500 73.500 73.500 -73.50 0 45.3CÖ 45.300 45.300 45.300 45.30n -45.300 45,300 45.3U0 37.59g 37.599 37.599 -37.599 37.599 37.599 53.800 53.800 53.80 0 -53.800 24.299 24.299 24.299 24,299 74.3CP 74.3C0 74.30n /4.3C0

99981 99981 99981- - 99981 99981 99990 - 9999Q 99990 99990 99981 99981 99981 99981 99991 99981 — 99962 99962 99962— 99962 99962 9996?— 00000 00000 00000— 00000 00000 00000— 00019 CH019 00019 — 00019 00019 00019 — 00019 00019 99991 — 99991 99991 9 9991— 99991 99991 00059 - U0019 00019 00019- - 99995 99995 99995 99995 0*019 00019 00019 0 0 019

DHTERENCE

-11.6195716? '9.15S51629 — 9.15851629 -2.28451446 -4,42309516 9,7?873771 9.72873771. 9.72873771

-9.7-2373771 -7.26324195 1.58568759

-10.05246449 -4.60261625 "10.05246449 -4.60^61625- -9.44010151 1.88913440

— 1.66603157 5.26775449 6.35902649

—9-.-53860450 -13.53651703 -9.16714597 -3.82222233 -7.78435916 -5.11396366

--5.-11396366- -8.91957200 -6.25851667 --2.64372241 *3.60926922 0.61548517

—6.41775370 2.64372241 0.61548517

—1.219571.67 6,17190474

-1.21957167 --1-. -44148366 1.44148366 6.17190474

-11.26297021 -6.95772791 »11.26297021 -11.26297021 3.«3867134 7,27960''V3

--0.f46C0137 3.63867134

-10.741751U7 -9,34010208

»j 2.17 9 79935» - 7 . v / / ) ? C 9 0

Table 9


for Platte River Sand

DR = 13 .6 + 0.7 |222(N ) + l600 - 53(o ) - 50(C

r = O.96 , o = +6.2?

/If

^T

"srr 1 2 3' 1 5 6 7 B 9

in _n

12 13 14

~15" 16 17

-IF 19 2n

' i 26.1 20,3 27,2 22,4 41.6 39.6 45.6 47, 2 51.5 56,9 53,5 56.2 88,4 87,ü

~83,'8 83. J 97.1

"92,4 104.2 94,1

XF:ECTED 2958717 6273008 3213653 0203929 7942524 7460537 2322235 7 5 8 3 0 7 5 7611990 1665205 95?277l 2434616

0596437 4619141 6897354 4719109 66958j4' 5382492 36283-38

"Ob 19,2 c 19, 2c

~2'4~,2t 24,2C 32,9c 32. 9 ii 5 3.69 53.69 56.19 56.19 58.09 "58.09 91,33 91.39 91,39 91.39 91,39 91,39 91,39 91.39

SERVED 000005 000005 00^005" 000005 000010 00CO1C" 999981 999981 999981" 999981 999990 99999£f 99996^ 999962 999962" 999962 999962 999962" 999962 999962

DIFFE 6.929 1.362 3.0 38

-1.797 8,779

" 6 ","77« -8,076 -6,424 -47623 0,718

-4.504 "=17875 -3.060 -3.790 -7 ',553 -8.331 5.747

"T."0 66 12.883 2.736

RE SICE 58731 73010 13663 96061 42515 605 4 c 7774* 1688e 879 9 F 65271 07219 6533!" 01824 03447 8081«" 0259f 1920P 9585?" 82566 26512

Table 10


for Standard Concrete Sand

DR = 0.85 |222(N ) + l600 - 53(o ) - 50(C /If r = 0.90 , o = +10.2#

SET EXPECTED 1 30.63634014 2 27,86693882- 3 3o.?M5?6l9 4 27.3-5143538 5 22.34214926 6 25,71459603 7 82.26362705 8 82.26362705- 9 73.97496986

10 83.24166966 11 95.75510025 12 106.93469524 13 102.64896870 -14 108,77334404 15 45.52304316 16 45.'52304316 17 - 5l,9ri82686 18 56.38742161 19 59.80202961

- 20 - 62.45063925-

0E 20.09

-2Or0? 25.90 25.90 29,70 29.70 95.89 95,89 95.89 95.85 95,89 95.89 9*5.85 95.85 49.3C 49.30 50.5C 50.50 51.69

-51.65

SERVED 999990 99999t}- noooio 000010 000005 000005 999962 999962- 999962 999962 999962 999962 999962 999962- 000019 000019 000000- 000000 999981 999981-

DIFFERENCE 10,536.34024 ^-.-76693898

4.30452615 1. «9143548

- -7.35785C73 -3.985403Ö4

1-13.63637209 l^-r63637?09-

-21.925029C1 -12.658329^9 -0.14489919-

11.03469574 6.74896974

12. 87 33 44 7«-- »3.77695701 •3.77695701 Ir40l8?6d6 -

5.88742191 8.10203C04

10,75063980

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• ".---• •"•"•T: '<*•'• * •

APPENDIX A: PETROGRAPHIC AND TEXTURAL ANALYSIS OF THE PLATTE RIVER AND STANDARD CONCRETE SANDS

.,»•. •,•» •»>«•—,,, ,„,•>—».um,,.. —. ^ • — —

—-^—————-.

DEPARTMENT OP THE ARMY WATERWAYS EXPERIMENT STATION. CORPS OF ENGINEERS

P O BOX 631

VICKSBURG MISSISSIPPI 39ISO

WESSR 7 May 1976

MEMORANDUM FOR RECORD

SUBJECT: Petrographic and Textural Analysis of the Platte River and Standard Concrete Sands

General

1. This study consists of a petrographic and textural analysis and comparison of Platte River and Standard Concrete sands. The analysis included the determination of basic statistical parameters and degree of rounding, and the identification of the mineralogy.

Platte River Sand

2. Texture. The statistical parameters were calculated from the gradation curve plotted on probability paper. The results are:

a. Median grain size: -1.00$* = 2.00mm

b. Mean grain size: -0.80* = 1.7^mm, very coarse sand**

c. Standard deviation: 1.51$ = 0.35mm, poorly sorted

d. Skevness: +0.23, fine skewed

e. Kurtosis: 0.91, mesokurtic

3. Mineralogy. Mineralogical analysis and quantitative identification were performed by petrographic microscope and binocular microscope. These data are given below:

a. Material coarser than the number 18 sieve (1.0mm or 0$) was examined quantitative by binocular microscope. This material represents approximately 71* percent of total sample; mineral constituency is given below:

•m = **Wentworth scale

_______

!••• ' "i T" WH 1 '•"•» • '"H, ' "•'"'" • •"—'l^^jW

WESSR 7 May 1976 SUBJECT: Petrographic and Textural Analysis of the Platte River and

Standard Concrete Sands

Counting Error (Percent) Mineralogy Percent for Counting 17^ Grains

quartz 52 5*3.6

feldspar, undifferentiated 6 ^1.7

K-feldspar 17 5*2.8

rock fragments, chiefly granitic 2k 5*3.3

b. Grain mounts were prepared for the number 35, 60, 120, and 200 sieves, and mineral identification was performed with the petrographic microscope. This data is given below:

(1) Passing the number 18 sieve (l.Omm or 0$) and retained on the number 35 sieve (0.5mm or 1.0$). This is approximately 15 percent of total sample.

Counting Error (Percent) for Counting 110 Grains

5*5.0

5*2.8

5*3.3

na

na

5*1.5

(2) Passing number 35 sieve (0.5mm or 1.0$) and retained on number 60 sieve (0.25mm or 2.0$). This represents 8 percent of total sample.


5*3.8

5*1.2

5*3.5

5*1.2

5*1.1

Mineralogy Percent

quartz 53 K-feldspar 23

feldspar, undifferentiated 8

rock fragments, chiefly granitic 12

biotite <1

opaques <1

unknown 3

Mineralöl Percent

quartz 65 plagioclase 3 K-feldspar 26

biotite 3 other, opaques "heavies," and unknown 2

i V m * ' "' • I.II»~—i^—



(3) Passing number 60 sieve (0.25mm or 2.0$) and retained on number 120 sieve (0.125mm or 3.0$). This is approximately 2 percent of total sample.

Counting Error (Percent) Mineralogy Percent for Counting 163 Grains

quartz U6 7*3.9

plagioclase 2 /1.0

K-feldspar 3^ #3-6

biotite h j-1.6

opaques 7 7*2.2

"heavies" k fl.6

unknown 2 7*1.0

(h) Passing number 120 sieve (0.25mm or 3.0$) and retained on the number 200 sieve (0.07^mm or 0.75$). This is less than 1 percent of total sample.

Counting Error (Percent) for Counting lhk Grains

7*3.6

7*3.3

7*3.3

7*2.9

na

na

7*1.2

n.6 na

7*1.8

c. Mineralogical Summary. The mineralogical composition of the total sample is presented in Table 1.

U. Particle Morphology. Figure 1 illustrates the general grain appearance of the number l8 (la) and number 35 'lb) sieve splits. These views show that neither sphericity nor rounding is highly developed. The rounding is estimated to be "subrounded".

Mineralogy Percent

quartz 29

plagioclase 20

K-feldspar 21


biotite 1

muscovite <1

opaque 3

"heavies" h

rock fragments <1

unknown 6

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Figure 1. Platte River sand

— , —

—1. ZZ7~2*.

WESSR 7 .May 1976 SUBJECT: Petrographic and Textural Analysis of the Platte Fiver and


Standard Concrete Sand

5. Texture. The statistical parameters for this sand are given below:

a. Median grain size: +1.00$ = 0.5mm

b. Mean grain size: +0.1*0$ = 0.76mrr., coarse sand

c. Standard deviation: 1.1*8$ = 0.37mm, poorly sorted

d. Skewness: -0.52, strongly coarse skewed

e. Kurtosis: 1.2k, leptokurtic

6. Mineralogy. Mineralogical analyses were conducted by binocular and petrographic microscope and are given below for five size splits which represent approximately 98 percent of the sample.

a. Material coarser than the number 18 sieve (l.Oirxi or 0$). This split comprises 27 percent of sample and was analyzed by binocular microscope.

Mineralogy Percent

quartz 66


rock fragments, chiefly chert It

Counting Error (Percent! for Counting 36l Grains

#2.5

=*0.7

=#1.0

b. Material passing the number l8 sieve (l.Omm or 0$) and retained on the number 35 sieve (0.5mm or +1.0$). This is 23 percent of total sample and analysis was by petrographic microscope.

Mineralogy

quartz

plagioclase

K-feldspar

feldspar, undifferentiated

rock fragments, chiefly chert

Percent Count: of Cc

ng •unt

Error (Percent'' ing 191 Grains

88 #2 .2

<1 =#1.0

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c. Material passing the number 35 sieve (0.5mni or +1.04) and retained on the number 60 sieve (0.25mm or +2.04»). Analysis was by petrographic microscope. This represents U2 percent of total sampüe.

Counting Error (percent) of Counting 200 Grains

*2.2

<#1.0

#1.7

#1.0

d. Material passing the number 60 sieve (0.25mm or +2.0<f>) and retained on the number 120 sieve (0.125mm or +3.0$). The analysis was by petrographic microscope and this split represents It.5 percent of the total sample.

Mineralogy Percent

quartz 90

plagioclase -0.5

K-feldspr.r 6

rock fragments, chiefly chert 3

Mineralogy Percent

78

Counting for Count

Error (Percent) ,ing 17^ Grains

quartz #3.1

plagioclase 3 #1.0

K-feldspar k #1.5

feldspar, undifferentiated 6 #1.7

opaques 2 #0.9

rock fragments, (chert) 5 #1.6

unknown 2 #0.9

e. Material passing the number 120 sieve (0.125mm or +3.0<t>) and retained on the number 200 sieve (0.07^mm or +3.75*). The analysis was by petrographic microscope and the split represents 1.5 percent of total sample.


#3.5

#1.8

#1.5

#2.8

Mineralogy Percent

quartz 66

plagioclase 7

K-feldspar 1»

feldspar, undi fferenti ated 16

s

WESSB 7 May 1976 SUBJECT: Petrographic and Textural Analysis of the Platte River and


Counting Error (Percent) Mineral sgy Percent

1

for Count ing 171 Grains

biotite na

opaques 1 na

"heavies" <1 na

rock fragments, (chert) <1 na

unknown k »•1.5

f. Mineralogical Summary. The mineralogical composition of approximately 98 percent of the sample is ?;iven in Table 2.

7. Particle Morphology. Figure 2 illustrates two views of particles retained on the number 60 sieve. The grains are seen to be moderately spherical and may be approximately classed as subrounded to well rounded.

Comparison Between Platte River and Standard Concrete Sands

8. The principal comparitive parameters of the Platte River and Standard Concrete sands are shown in Table 3. The mineralogical, textural, and morphological comparisons are addressed below.

a. Mineralogy. The quartz, total feldspar, and rock fragment constituency of the two sand are considerably different, particularly with respect to quartz and feldspar. The differences in quartz and feldspar content may contribute indirectly to morphological or textural differences since the energy conditions which produce well developed sphericity and rounding also tend to destroy feldspar. Also, the presence of feldspar, which is vulnerable to chemical weathering, may lead to the development of fines, particularly clay minerals, in the sediment. The feldspars in these two sands are not excessively weathered although the Platte River contained 5.8 percent undifferentiated feldspar venus 1.7 percent for the Standard Concrete sand. This results in approximately 23 and 29 percent of the total feldspars in the respective samples being weathered such that they were not identifiable. The rock fragments in the Platte River sands are granitic and consist of gravel and sand size aggregates or fragments of quartz and K-feldspar.

Chert and subordinate amounts of other sedimentary rock fragments occur in the Standard Concrete sand. These chert fragments are susceptible to weathering and appear so. Whereas the granitic rock fragments are restricted to the coarser sand and gravel fractions of the Platte River, the chert in the Standard Concrete sand is somewhat more evenly distributed.

8

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b. Texture. The Platte River sand is considerably coarser than the Standard Concrete sand. However, their respective sortings, as defined by standard deviations, are quite similar and they are both poorly sorted. Bimodality, a characteristic of gravels and coarse sands, is exhibited to a certain degree by both sands and is shown on the histogram of Figure 3. The calculated values of skewness show that the Platte River sand contains an excess of fine particles (fine skewed), whereas the Standard Concrete sand has an excess of coarse particles (coarse skewed); this is also apparent from the histograms (Figure 3). The Kurtosis values indicate that the relative sorting in the tails versus the center of the distribution is nearer to a normal distribution in the Platte River sand. The Standard Concrete sand, however, exhibits considerably more material in the tails of the corve than does a normal distribution. Although both sediments are classed as sands in the Unified soil classification system (which classifies material under 5mm as sands) the Platte River material would be classified as a gravel in the Wentworth system since the latter classification limits sands to material finer than 2mm.

c. Particle Morphology. Qualitatively it is the writer's opinion that the Platte River sand is distinctly less rounded and exhibits less sphericity than the Standard Concrete sand. This conclusion is based upon observations while counting 7^+8 Platte River and 1098 Standard Concrete grains and is more or less evident from Figures 1 and 2. The higher degree of rounding and sphericity of the Standard Concrete Sand is due to the sedimentary source of this sand is indicated by the presence of chert rock fragments which were derived from chert-bearing limestones. Thus, many of the quartz grains have been derived from the weathering of sandstones and are, therefore, second order (or higher) and have been subjected to more than one episode of transportation. On the other hand, the Platte River sand has an igneous source, indicated by the abundant K-feldspar and granitic rock fragments. The quartz grains in this sand are first cycle and have been less extensively rounded during transportation.

DAVID M. PATRICK Research Geologist Engineering Geology and Rock Mechanics Division

12

— •• — -

wmmm**^*m"^^^*

30 |—

PRIMARY MODE

ÜJ u z W

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PRIMARY MODE

STANDARD CONCRETE SAND

WENTWORTH

SECONDARY MODE

| 20 | 9.5 | 5.4 | 5^ 3 | 2 1 | 0.5 | 0.4 | 0.3 | 0.2 | 0.1 | 5!o7s] ^~

PARTICLE DIAM, MM

Figure 3. Histograms of Plat' * River and standard concrete sands NOTE: V • Primary and seconday modes

13

• - -- • - -- - - — — • l •--- ' —•—

1 I »-^-w ~-~ "—

APPENDIX B: RESULTS OF BUREAU OP RECLAMATION CHECK TESTS ON PLATTE RIVER SAND DENSITY

in m „tamtttutmmmmtm^mtmm •-*•- ' —

IN REPL1 REFER T01541 330.

United States Department oi the Interior M'RK.Al OF RECLAMATION

LM.INKKRING AND RESEARCH CENTER

P.O. BOX 25007 BUILDING 67. DENVER FEDERAL CENTER

DENVER, COLORADO 8<>22r.

Mr. Wayne A. Bieganousky Geodynamics Branch Department of the Army Waterways Experiment Station Corps of Engineers Post Office Box 631 Vicksburg, MS 29180

DEC 1 6 1976

Dear Mr. Bieganousky:

The minimum density tests on Platte River sand requested by letter of October 12 to Mr. John Merriman are completed. The results show an average minimum density of the sand to be 102.9 lb/ft . This is about 10 lb/ft-3 greater than the minimum density of the sand we used in our penetration resistance research study, but compares to the values you are obtaining in your research on the Standard Penetration Test.

We have just received copies of Report 1 on "Liquefaction Potential of Dams and Foundations" (October 1976) and shall be interested in this and future work on the Standard Penetration Test. Let us know if we can help you further on this. 'I

Sincerely yours,

>^*w*^JLl / CoH*-<JL-^_

In duplicate

Enclosures

Howard J. Corfan, Chief Division of General Research

• I

• . •

.-- . . -*,..,. «•-. il i iliiliUÜ

DATA WORK SHEET

South Platte River Sand

58H-1

Minimum Density Test (Volume Mold = 0.100 ft )

Scoop Method

Mold + Soil = 19.15 19.13 Mold = 8.89 8.89

Soil = 10.26 lb 10.21»

Y, = 10.25 lb * 0.100 ft3

• 102.5 pcf

10.21» lb Avg = 10.25 lb

Pour Spout Method

Dia. Spout = 1-1/2 in.

(1/2-in. Spout - Soil Bridged)

Mold + Soil = 19.23 19.21 Mold = 8.89 8.89

Soil = 10.31» lb 10.31» lb Avg = 10.33 lb

Y, = 10.33 lb i 0.100 ft3 d

= 103.3 pcf

Sand Cone Device for 0.1 ft

Soil bridged in valve opening (7/l6 in.)

9 Dec 1976 LJC

utm wuii" •" -• • —'Mm • - • -

In accordance with ER 70-2-3, paragraph 6c(l)(b), dated 15 February 1973» «• faca Untie catalog card In Library of Congress format 18 reproduced below.

Bieganousky, Wayne A Liquefaction potential of dams and foundations; Report 2:

Laboratory standard penetration tests on Platte River sand and standard concrete sand, by Wayne A. Bieganousky and William F. Marcuson III. Vicksburg, V. S. Army Engineer Waterways Experiment Station, 1977.

1 v. (various pagings) illus. 27 cm. (U. S. Waterways Experiment Station. Research report S-76-2, Report 2)

Prepared for Office, Chief of Engineers, Q. S. Army, Washington, D. C., under CWIS 31145.

Includes bibliography.

1. Dams. 2. Foundations. 3. Liquefaction (Soils). 4. Relative density. 5. Sands. 6. Soil tests. 7. Standard penetration tests. I. Marcuson, William Frederick, Joint author. II. U. S. Army. Corps of Engineers. (Series: U. S. Waterways Experiment Station, Vicksburg, Miss. Research report S-76-2, Report 2) TA7.W34r no.S-76-2 Report 2

Documents

AO-A039 828 ARMY ENGINEER WATERWAYS EXPERIMENT … · Soils and Pavements Laboratory U. S. Army Engineer Waterways Experiment Station P. O. Box 631, Vicksburg, Miss. 39180 ... Never-