foundation investigation proposeo plan7quarantine station honolulu ...€¦ · foundation...

·· . . .

FOUNDATION INVESTIGATION

PROPOSEO PLAN7QUARANTINE STATION

HONOLULU, OAHU, HAWAII

FOR T~K

STATE OF HAWAII 2.-1- teD~~ 34i)..7 CrP

NO. 3014-022-11

I I I I I I I I I I I I I I I I I I I

ATLANTA NEW YORK

CHICAGO PORTLAND

DENVER SALT LAKE CITY

HONOLULU SAN FRANCISCO

HOUSTON SEATTLE

LOS ANGELES

EA~TH SCIENCES CONSU.LT.ING ENGINEERS IN·THE-~f'.PLIED EARTH SCIENCES

L~NDON 1 ENGLAND SYDNEY, AUSTRALIA

MADRID, SPAIN TEHRAN, IRAN

TORONTO. CANADA

287S SOUTH KIN.G STREET· HONOLULU,·HAWAII 96814, (SOB) 946-14·ss CABLE: "DAMEMORE TELEX: 6-3276

PARTNER: DAVID C. LIU

ASSOCIATE: .JAMES R. SWAISGOOD

CHIEF ENGINEER: HOWARD A. SCHIRMER

W i I s on , 0 k'a mot o & As soc i ate s , I n c • 1150 South King Street Suite 800 Honolulu, Hawaii 96814

Attention: ~4 r • A I v i n Z a n e

Gentlemen:

July 25, 1969

S i x cop i e s of o u r report , " F o u n d at i on . I n vest i -gatton, Proposed Plant Quarantine Station, Honolulu, Oahu, Hawaii, for the State of Hawaii," are herewith submitted.

The scope of our work was defined in discussions ·~ith Mr. Alvin Zane. Mr. Zahe provided us with a Plo~ Plan of the proposed construction and copies of boring logs from the nearby irradiation bui I ding. The results of our investigation were discussed with M~. Zane prior to submitting our for~al recommendations.

The proposed bui I ding can be supported on shallow spread footings. However, relatively large settlement wou~d be anticipated unless the are~ is surcharged pfior to con~

· s "tru.ct ion.

11 you hava any questions regarding thi~ repor~, please contact us for clarification. ·

.•

J RS RJ ~i j ms

Yours very t~uly,

DAMES & MOORE

· ... R.s ~_____/ ·-~R. Swa~~ ·

•

I I I

II I I I I I· I I I I I I I I I I

FOUNDATION INVESTIGATION

PROPOSED PLANT QUARANTINE SIATION

HONOLULU, OAHU, HAWAII

FOR

STATE OF HAWAII

INTRODUCTION

Presented in this report are the results of our foun-

dation inveitigation for the proposed structure to be located

at the Plant and Animal Quarantine Station off of llalo Street.

~he geographical location of the site is shown on Plate 1, Map

of Area. The location of the proposed structure is shown rela-

tive to the intersection of I lalo St~eet and Coral Street on

Plate 2, Plot Plan.

We understand that the site is to be deve_loped ._for

a new plant quarantine station. The site is approximately 250

by 300 feet in plan dimensions. The existing kennels and other

smal I structures wi I I be removed from the site. The proposed

building will be a one-story structure and 'tlill impose rela-

t i v e I y · I i g h t I o a d s • P a r k i_ n g a rea s a n d r e I ate d fa c i I i t i e s w i I I

be constructed in conjunction with the proposed building.

Final grades wi II be generally higher than the existing ground

surface to facilitate drainage.

The purpose of our investigation was to explore and


- 2 -

define the subsurface· conditions and to develop foundation

design recommendations. Specifically, this report discusses

our opinions and recommendations on the following:

1) Subsurface conditions at the proposed site;

2) Earthwork recommendations;

3) Most appropriate type of foundation to fit the

subsurface conditions;

4) Bearing·pressures· an~ estimated settlements;

5) Foundation and .earthwork construction problems

which might occur and methods of overcoming these

problems;

6) Pavement design.

The investigation wa~ performed by dri I ling three

test borings at the .locations shown on the Plot Plan. The

borings range in depth from approximately 27 feet to 65 fee~.

The results of our field exploration were supplemented with

information retained in our files from other projects in the

general area.

Oetai led descriptions of the field exploratl'on and

laboratory testing are presented In the Appendix of this re

port.

SITE CONDITIONS

Two rows of closely ~paced kennels presently occupy

the site of the proposed building. Several groups of lar'ge


- 3 .;..

trees exist in the structural area. A recently constructed fi I I

for the existing irradiation building extends slightly into

the northern side of the proposed bui I ding area at about ele

vation 6 f~et. The rest of the proposed building area is flat

at about elevation 4 feet.

The upper 7 to 10 feet of sol I is an older coral sand

and gravel fi II. The fi II is loose to moderately dense. Ex

cept for a tense of black sand encountered at depth in Borfng

2, the natural soi Is underlying the fi II are coral sands and

si Its. mixed intermittently with coral gravel; The area was

orJglnally a marshland, and these natural soils vary laterally

a n d h o r i z on t a I I y f rom mode rate I y de n s e to v e r y I o o s e a n d com

pressible. The loose soi Is are·u~derlain by cemented sand and

gravel rock at depths on tha order of 60 feet.

The ground water table is very near to sea level.

Surface drainage in the flat terrain is presently faci I itated

by p~mping runoff water from concrete catch basins.

DISCUSSIONS AND RECOMMENDATIONS

GENERAL

Settle~ent is of primary concern because the subsut~

fa<;:e soil"s are heterogeneous with considerable thicknesses of

com p res s i b I e mate r i a I . T h e p r o posed b u i I d i n g can be sat i s

factori ly supported .on shallow footings provided certain pre

cautions are taken to minimize the settlement problem. N"o


I

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major construction problems are anticipated.

EARTHWORK

fhe site should be graded to drain during construction

in order to avoid muddy conditions in the flat terrain.

Judging from estimat~d existing surface elevations,

a maximum of 5 feet of new fi II wi II be placed over the old

surface fi I I to raise th€ site grades to the planned elevations

of 71 feet in the parking a~~a and approximately 9 feet in the

bui ld.ing area. Because the existing surface fi II or crust is

of miscellaneous materials with extensive tree roots in some

areas, we recommend the entire site be proof-rolled after exist-

ihg structures have been removed ahd the trees have been grubbed

from the area. The proof-rolling shou.ld be done with a pneu

matic roller weighing at least 40 tons. All soft materials that

yield under the roller should be excavated and replaced with

clean granular fi I I. The existing surface should then be scari~

fled to a depth of 8 inches and recompacted before any new fi I I

_ i s p 1 aced . T h e new f i I I s h o u I d b e p I aced i n I ayers 6 ·to 8

inches thick and compacted to 90 percent of the maximum den-

sity*.

*AI I maximum densities in this report refer to the maximum dry density as determined by the modified AASHO CT~180).

•


- 5 -

FOUNDATION CONSTRUCTION

We belisve tha~ by uti I izing a surcharge programJ as

described below, the proposed bui ldlng cah be satisfactorily

supported on shallow spread footi"ngs. Column and wall fo.otings

should be designed for a maximum al towable bearing pressure of

1200 pounds per square foot. The wa II footings shou I d have a

minimum width of 18 inches. The bottoms of the footings should

be at least 18 inches below the surrounding grade.

'II e r e com me n d t h at t h e tot a I. I o a d .ex e r t e d o n t h e f I o o r

slab be limited to 500 pounds per square foot. The floor should

be consttucted of concrete with reinforcement at both the top

anq the bottom of the slab. We recommend that the slab be at

least 6 inches thick with rigid connections to the foundation~

A fbut-inch thick layer of g~anular material should be placed

between the slab and the general fi I I to serve as a moisture

break.

'Uti I ity lines should be constructed with flexible

joints where they enter the bui I ding.

ESTIMATED SETTLEMENTS AND RECOMMENDED SURCHARGE PROGRAM

Be c a u s e o f t h e C: om p r e s s i b I e s. u b so i I s u n d e r t h e ex i s t

ing surface fi I I, excessive settlements would occu~ under the

structure if the bui I ding were constructed immediately after

the site is.raised to final grade. Based on an analysis of

I .I

I I I I I I I I I I I I I I I I I

- 6 -

field and laboratory data, we estimate that as much as 15 inches

of settlement could occur. For this reason, we recommend that

the structural area be brought to grade a~d surcharged for a

period of time prior to construct·ion. By surcharging the area

according to the recommendations in the following paragraphs, we

estimate that the total settlement can be reduced to 2 or 3

inches. Differential settlements can be expected to be less

than one inch.

Based on the anticipated structural loads, we r~-

commend that the minimum height of the surcharge should be four

feet above the final grade. The ful I height of the surcharge

should extend five feet outside the perimeter of the bui I ding

area including that portion of the dock that is directly _

connected to the ·floor slab. The extended surcharged area is

recommended to prevent downdrag on the bui I ding and the loading

dock by differential settlement between the structural area and

the parktng area. The surcharge should not be closer than 20

feet from the existing irradiation bul lding. The recommended

surcharge area is delineated on the Plot Plan.

The fil 1 that wi I I be used to raise the grade in the

parkin~ lot can be uti I ized temporarily_ as surcharge material

in the building area. We estimate this fi I I wit I be sufficient

to provide approximately two feet of surcharge. The surcharge .

can probably be raised an additional two feet if existing ~i 11

I I I

II I I I I I· I I I I I I I I I I·

7

is borrowed from the vicinity of the planned parking lot Imme

diately northeast of the proposed bui I ding: The borrow area

shou I d be scraped to a I eve I surface to fac iIi tate the construe-

tion of homogeneous fi II when the material is returned to the

parking area.

Our experience in this area indicates that approxl~

mately 90 percent of the total settlement can be expected to occu

within one to three months after the loads are applied. Were

commend that settlement gages be installed in the surcharge fi II

to provide accurate indication of the rate and amount of settle

ment. These gages should extend through the surcharge to the

original ground surface. A qualified soils engineer should de

sign the observation program and interpret the results.

The weight of the ~ew fi I I placed in th~ parking area

will produce settlement of any existing utility lines. In addi-

tion, the surcharge and structural loads imposed on the general

area may cause slight settlement under the existing irradiation

bui I ding. It should be pointed out that a~ditional settlement

could occur under the proposed new structure if future fi I I con-

structi9n is undertaken in adjacent areas.

PAVING.

It Is assumed that traffic over the paved parking

faci I ities and driveways wi I I be moderate with occasional heavy

I I I I I I I I I I I I I I I I_

I I I

- 8 -

truckloads. Provided the pavements are constructed over com-

pacted fi II as described under earthwork, rt is considered that

a 6-inch select base course under a 2-inch asphalt layer wi I I

support the moderate traffic loads with minimal maintenance.

Paving should be delayed as long as possible to allow the new

fill to settle.

- oOo -

The following Plates and Appendix are attached and

complete this report:

Plate Map of Area

Plate 2 Plot Plan

Appendix Field Exploration and

Laboratory Testing

Respectfully submitted,

DAMES & MOORE

;>? es 7 James R. Swaisgood

/

J RS RJV./ j ms

THIS WORK WAS PREPARED BY ' . ME OR UNDER MY SUPERViSION.

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.MAP OF AREA SCALE 1:24000

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REFERENCE: U.S.G.S. HONOLULU, HAWAII QUADRANGLE, DATED: 1959

!()()() 2000 3000 ·4000 sooo· 6000 . ?OSJ!l FEET

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PLATE 2 ----. ----- -- -·-·-·~----~~-..-----~~=


APP&:NDIX

FIELD EXPLORATION AND LABORATORY TESTING

FIELD EXPLORATION

Three borings were dri lied at the locations shown on

the Plot Plan to explore the subsufface conditions at the site.

Boring 3 was dri lied slightly outside the bui I ding perimeter

because existing structures_prevented access to the planned lo

cations at the south end of the structural area. The dri I I ing

w~s accomplished with truck~mounted rotary dri I ling eqJipment.

The borings were logged by one of our engineers at the site.

Repre~entafive samples were ext~acted from the boring~ for

classification and laboratory testing. The samples were ob

tained using a Dames & Moore Type U sampler i I Justrated on Ex

hibit A-1. Description~ of the subsurface mat~rials encoun

tered are presented graphic~lly on the Log of Borings, Plates

A-lA through A-lC of this appendix. The materials encounte~ed

at the site were classified Jn accordance with the Unified Soil

Classification System shown on Plate A-2.

LABORATORY TESTING

Direct shear tests were performed on selected samples

to determine the strength cha~acteristics 6f the .~ubsurface

maferials at the site. The method of performing this strength

test is described on Exhibit A-2. The results of the strength

tests are I i sted be t"ow.

r •·· .1~- :-:· ,• ~- .~· ·• ~._ -· .. n,r.. ;_ •• • · · · · •-.•: ··.;.

I I I I I I I I I I I 1-I I I I I I I

Bert ng No.

2

2

3

3

A

- A-2 -

Depth ·Normal Pressure Peak (Ft. ) PSF

H 300

H 150

2! 250

2! 500

6! 1000

6! 500

consolidation test was performed on

Shearing Strength PSF

640

420

480

790

1300

610

a sample o.f

compressible material from Boring 2 to determine settlement cha-

racteristics. The method of performing this test is described

in Exhibit A-3. A plotted curve representing the consolidation

test data is presented on Plate A-3, Consolidation Test Data.

Moisture and density determ~nations were made on most

sa~ples to correlate vertical arid horizontal variations in en-

gineering characteristics of the subsoi Is. The results of these

tests are presented on the Lpg of Borings ..

- oOo -

!!:DAMES B MIOOAE ·

I I - A-3 -

I The following Exhibits and Plates are attached and

complete this Appendix:

I Exhibit A-1 Sol I Sampler Type U

Exhibit A-2 Method of Performing Direct

I Shear and Friction Tests

I Exhibit A-3 Method of Perfoming Conso-

lidation Tests

I Plate A-lA Log of Borings 1 Boring

Plate A-lB Log of Borings~ Boring 2

I Plate A-'1C Log of Borings, Boring 3

I Plate A-2 - Unified Soi I Classification

System

I Plate A-3 .Consolidation Test Data.

I I I ..

. . ··

I ... -

1-I I I I


-$ I

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W.ATER OUTLETS

H

NOTE: "H-EAD EXTENSION" CAN

BE INTRODUCED BETWEEN "HEAD" AND "SPLIT BARREL"

S.PLIT BARREL (TO FACILITATE REMOVAL

OF CORE SAMPLE)

EXHIBIT A-1

SOIL SAMPLER TYPE U

FOR SOILS DIFFICULT TO RETAIN IN SAMPLER

CHECK VALVES

VALVE CAGE

CORE-RETAINER . RINGS .

(2-112" 0.0. BY 1" LONG)

CORE-RETAINING 1it>~----· .. DEVICE

RETAINER RING RETAINER PLATES

(INTER.CHANGEABLE WITH OTHER TYPES)

ALTERNATE ATTACHMENTS

CORE-RETAINING DEVICE

DAMES 8 MOORE

I I I I I I I I I I I I I I I I -

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EXHIBIT A-2

M ETHOQ OF PERFORMING DIRECT SH:EAR AND FR_ICTIO:N T E_STS

DIRECT SHEAR TESTS ARE PERFORMED TO DETERMINE

THE SHEARING STRENGTHS OF SOILS. FRICTION TESTS

ARE PERFORMED TO DETERMINE THE FRICTIONAL RE

SISTANCES BETWEEN SOILS AND VARIOUS OTHER MATE-

RIALS SUCH AS WOOD, STEEL, OR CONCRETE. THE TESTS

ARE PERFORMED IN THE LABORATORY TO SIMULATE

ANTICIPATED FIELD CONDITIONS.

EACH SAMPLE IS TESTED WITHIN THREE BRASS RINGS,

TWO AND ONE-HALF INCHES IN DIAMETER AND ONE INCH

IN LENGTH. UNDISTURBED SAMPLES OF IN-PLACE SOILS

ARE TESTED IN RINGS TAKEN FROM THE SAMPLING

DIRECT SHEAR TESTING & RECORDING APPARATUS

DEVICE IN WHICH THE SAMPLES WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN CON-

STRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND TESTED.

DIRECT SHEAR TESTS

A THREE-INCH LENGTH OF THE SAMPLE IS TESTED IN DIRECT DOUBLE SHEAR. A CONSTANT PRES

SURE, APPROPRIATE TO THE CONDITIONS OF THE PROBLEM FOR WHICH THE TEST IS BEING PER

FORMED, IS APPLIED NORMAL to THE ENDS OF THE SAMPLE THROUGH POROUS STONES. A SHEARING

FAILURE OF THE SAMPLE IS CAUSED BY MOVING THE CENTER RING IN A DIRECTION PERPENDICULAR

TO THE AXIS OF THE SAMPLE. TRANSVERSE MOVEMENT OF THI;: OUTER RINGS IS PREVENTED.

THE SHEARING FAILURE MAY BE ACCOMPLISHED BY APPLYING TO THE CENTER RING EITHER A

CONSTANT RATE OF LOAD, A CONSTANT RATE OF DEFLECTION, OR INCREMENTS OF LOAD OR DE

FLECTION. IN EACH CASE, THE SHEARING LOAD AND THE DEFLECTIONS IN BOTH THE AXIAL AND

TRANSVERSE DIRECTIONS ARE RECORDED AND PLOTTED. THE SHEARING STRENGTH OF THE SOIL

IS DETERMINED FROM THE RESULTING LOAD-DEFLECTION CURVES.

FR_ICTION TESTS

IN ORDER TO DETERMINE tHE FRICTIONAL RESISTANCE BETWEEN SOIL. AND THE SURFACES OF VARIOUS

MATERIALS, THE CENTER RING OF SOIL IN THE DIRECT SHEAR TEST IS REPLACED BY A DISK OF THE

MATERIAL TO BE TESTED. THE TEST IS THEN PERFORMED IN THE SAME MANNER AS THE DIRECT

SHEAR TEST BY FORCING THE DISK OF MATERIAL FROM THE SOIL SURFACES •

APPLIED EARTH SCIENCES

I I I I I I I I I I I I I I I -· w

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EXHIBIT A-3

METHOQ OF PERFORMING CONSOLIDATION TESTS

CONSOLIDATION TESTS ARE PERFORMED TO EVALUATE THE VOLUME CHANGES OF SOILS SUB]'ECTED

TO INCREASED LOADS. TIME-CONSOLIDATION AND PRESSURE;.CONSOLIDATION CURVES MAY BE PLOT-

TED FROM THE DATA OBTAINED IN THE TESTS. ENGINEERING ANALYSES BASED ON THESE CURVES

PERMIT ESTIMATES TO BE MADE OF THE PROBABLE MAGNITUDE AND RATE OF SETTLEMENT OF THE

TESTED SOILS UNDER APPLIED LOADS.

EACH SAMPLE IS TESTED WITHIN BRASS RINGS TWO AND ONE-

HALF INCHES IN DIAMETER AND ONE INCH IN LENGTH. UNDIS-

TURBED SAMPLES OF IN-PLACE SOILS ARE TESTED IN RINGS

TAKEN FROM THE SAMPLING DEVICE IN WHICH THE SAMPLES

WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN

CONSTRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO

PREDETERMINED CONDITIONS AND TESTED.

IN TESTING, THE SAMPLE IS RIGIDLY CONFINED LATERALi. Y

BY THE BRASS RING. AXIAL LOADS ARE TRANSMITTED TO THE

ENDS OF THE SAMPLE BY POROUS DISKS. THE DISKS ALLOW

DEAD LOAD-PNEUMAtIC CON SOL I DO METER

DRAINAGE OF THE LOADED SAMPLE. THE AXIAL COMPRESSION OR EXPANSION OF THE SAMPLE IS

MEASURED BY A MICROMETER DIAL INDICATOR AT APPROPRIATE TIME INTERVALS AFTER EACH

LOAD INCREMENT IS APPLIED. EAC}l LOAD IS ORDINARILY TWICE THE PRECEDING LOAD. THE IN-

CREMENTS ARE SELECTED TO OBTAIN CONSOLIDATION DATA REPRESENTING THE FIELD LOADING

CONDITIONS FOR WHICH THE TEST IS BEING PERFORMED. EACH LOAD INCREMENT IS ALLOWED TO

ACT OVER AN INTERVAL OF TIME DEPENDENT ON THE TYPE AND EXTENT OF THE SOIL IN THE

FIELD.

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NoTts:

BORING EsT I MATED SURFACE ELEV: 4· FEET (MSL)

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DESCRIPTION

BROWN CORAL SAND~ -SILT ~ riLL

liGHT BROWN CORAL SAND .WITH SOME CORAL G~AVEL ~ FILL (MEDIU~ DENSE) .

GRAY FINE CORAL SAND WITH OCCASIONAL '. CORAL ~kAGM£NTS -·FilE. (LOOSE)

GRAY CORAL GRAVEL WITH SOME CORAL SAN_D • FILL (DENSE)

GRAY SILTY CORAL-SAND WITH SOME CORAL GRAVEL (t.cOOSE)

WHITE c6RAL FRAGMENTS (MODERATELY DENSE)

GRAY SILTY CORAL SAND (LOOSE)

BoRING COMPLETED ATZ7.i FEET ON 6-25~~9

LOG OF BORINGS

~- DEPTH AT WHIC~ UNDISTURBED SAMPLE WAS TAKEN ~ -·bEPTH AT WHICH DISTURBED SAMPLE WAS TAKEN q- DEP~H AT WHICH SAMPLE WAS LOST DURING EXTRACTION I ~ DEPTH ~NO LENG~~ OF CORE RUN DRIVING ENERGY - 300-LB WE I GHT DROPPING 30 INCHES

". DA_M_III& 8. &WOOAiiil

PLATE· A-I A

, § > I -(D

BORING 2 ·EsTiMATED SURFACE ELEV. 4.,~n:ET (MSL)

~ ·.:.:..

_ · . · · · . BLows/FT or-1 SAMPLERl. · ~SAMPLEs . .•. ·. DRY DENSITY I_ N PCF . . . DEPTH IN F'EET ..

. Mq.t :?TV~~;_:C!;)NT:EI\IT: I t..J ;% ,: -_ - . . . SYMBOL ·

TYPE OF' CORE AND . · · , ·. LETTER · PERCENT RECOVERY , ,11 . I . [ r . DESCR, PTI o•

. I I I I I '" IJ jjlil GM _I BROWN sILT AND CORAL GRAVEL - Fl LL ( j

. : ~

,.·.; -.'

.. . , ... ,

/

..

12 I 82 I II

48 I 77 I 33

39 r '82

37 83

··?·'

p

:_j:{;i·

/1 . . ··~;1

/r·:,.

< · ··-·_._ I ·. I 51 I ?74 1·{,,

I · I I .. 1 - I

5a 177! ;t~_ ··. ·:

I 44 I 781 II I

liGHT BROWN FINE TO COARSE CORAL SAND WITH SOME CORAL GRAVEL f~FJL( (LOOSE) . I I SM~~H~-B~~wN CORAL

1 SAN.D_ AND Slt.T-r .. t:Lv{t.:oosE)·.::

· ~,.,.,,.., - - Afe:R···t·EVEL AT 42 FEET ON 6-25-69 ' """"'· ~p ·~GRAY-BROWN. FINE CORAL SAND - FILL (LOOSE TO

I

15

2

~==~==I GP ::==:::~: =~~:=A< t'-..r: 0 7<;

MODERATELY DENSE) . . .

GRAY LARGE CORAL FRAGMENtS AND PARTIALLY CEMENTED SAND- FILL (MODERATELY DENSE) .

Ml IGRAY SANDY SILT WITH SOME CORAL rRAGMENTS (VERY LOOSE)

25~MHHI s~ IGRAY-slt.iv_coRAL sAND (v~RY LoosE)···

3

35

4

4

... G~AbiN~ ~ITH .SOME SHEE(~ AND C6RAL FRAGMENTS_ .

. ·." . '

GRAY F'iNE JAND WITH.OCtASIONAL;SHELLS (~oOsE) SP ' . . . .

•• , •• 'I C'\.1 • •-.•: .;:JYV ••• 0. .

II• "• • ..... . ~-, .. ..... :.: ·-I!·~ ••• 0!' . ..

-· -·._.

·:/. ·--::i

;·,·.·.;:'

B~AC~ F'INi TO COARSt ~ARTIALLY CEMENTED SAND WITH -- SH~-~~'IRAGMENTS AND POCKETS Of' S I L i (LOO~E):~:~:~=-·,,. -·

: .. ~ ... _..~_.:..,'"":·:::·; -~;· . . ' . . .

~--------·--~~~·~-----__ ,_·. __ :.'."';""._..!__~_.;.___;_~ ·~---···..:~---·- -88 I 52 5 5° Hjj'jj,l ML I BLACK SANDY s 1 LT (~o-~~L7 "-·...:.---.,..·~·--h-·~

1,1:-'-c--.:.--..:.1--'---''"

70 I 61 I 32

15 I 98 I 26 r 0 G')

100 3""

0 .. ,

" , if m lil 0 : ::0 i -g t5 , en m

5

6

GRADING. TO:'ST I F'F'.

.. GRADING DARK BROWN

,.

j·'.!.!.t.!.!j ·· I BLACK ME:D 1 UM i-o coARSE .sAND ( MODERATEL v DENSE) SP . . . .

LIGHT-BROWN CEMENTED CORAL SAND AND GRAVEL(HARD)

80R I NG COMPLETED AT 65-& f'~ET ON 6-23-6'9

NOTES:

R -DEPTH AT WHICH U~D1STURBED SAMPLE WAS TA~EN J8l - DEPTH AT WHICH D I $TURBED SAMPLE WAS TAKEN 0 ... rDe::~TI:ti AT WHICH SAMPLE WAS LOST

0RIVING'[NERGV- ''300-LB WEIGHT DROPPING 30 INCHES P ~:SAMPLER.PUSHED INTO THE SOIL (~tSTON SAMPLER)

~ ... ~

,, .. :-.~ .. ,>.~c.·-·-""·4.o~-..-~· ~-~'---~-=----,.:_,,_,-.. ,~~----. "'--------..:....,..,_•---"~---....'~-"-n·.<lO-u,;"'' ... ;.,,. .... ~;.iO::. .... C.:~wO:-~·-·~--L I ' BY LJC.. OAT~ 7·8-<9 . . .· . . . . ' - REVI~;ONS . - : ' ... ·· • ' ; '

-~ .. ·,_ : . .< .CHECKED BY lf?f&< fiLE 3t>~4-ot.z -BY; • -DATE-_ . _,._ ... ' I --· .- . ; .· . . ·. -~ . - . . -.-·.· -_ -. ., : : -~< . - .. ·· -- .. t·

.......

" ~ .--=-=-=-====-=--======--=-==-=--==-==----------~=---------------------------=---=--=--=-=--=-=--~--=-----------~

--~ -~ i

I ~-

.. lr t ~ ~ I

!;g ')> -t

j~'~'~

I~ l j •

'

r 0 G)

0 ..., a , I aJ : .o tD ::0 I -g z

G) I (J) I

''.'··'' ,;'··":BORING 3 EsT I MATE:D SURFACE [LEV. ~ FEET (MSl)

DRY DENSITY IN PCF . DEPTH IN FEET :..:·

MOISTURE CONTENT IN% SYMBOL

BLows/FT oN SAMPLER l-__ ~ SAMPLES

PERCENT RECOVERY . I ll . II I DESCRIPTION

TYPE or CoRE AND. LETTER

.. ,,,,

r -, 1 1 JIIHrl ML' BROWN SANDY 51 LT - fl LL

I 4 I 89 I 28 ~

41 84 23 ~

' I; . . . I

_-,8u I I -- I ··1 .

43 173 I -~- b

·1 ••.

.. ·i.-:;

~-/~:/.· BROWN CORAL SAND WITH CORAL FRAGMENTS AND SOME ,;:.-.:;.~~: ~ SILT - fILL (MODERATELY DENSE) . •· .... .:.· 4 t~·.:L!~.: ~ .......

:;:~ .... : ... :::::~:•: 5-1 ..... ;: ... :::::.:j:

1?\i~ ····1~1!

:I': X

;m1~~

SP~GR,c\Y fl NE CORAL SAND WITH LENSES Of LARGE Cc;>RAL • _ FRAGMENTS "' f(LL (LOOSE TO MODERATELY DEN~E)

GP ""WATER LEVEL AT 4 FtEt ON 6-25-69

GRAY sANDY SILT (vERY LoosE)

I 0 -111111 II Ml

15-

GRAY CORAL G~AVEL SAND SILT MIXTURE (LOOSE) GM. I --

GRADING WITH LESS GRAVEL •. {.·t

.. ~ {

BORING COMPLETED AT 32-k FEET ON 6-24-69

.·_, ....

-···· ··-~· ~-~ -··~ --~ .... ... :.---~·..:--- ., ... __ . ..,_ ____ ....:.-·..:.-~ .. .:-... ;., .. ·--- ·------~ ~- ---- ... - -- .· .... - --· .~·-· ......... .:._ ·-=-· -·

,.¥_,_

:

-il..

NoTEs:

' .. :;

II -DEPTH AT 11/HICH UNDISTURBED SAMPLE WAS TAKEN.

f8- DEPTH AT WHICH DISTURE1ED SAMPLE WAS TAKEN.

Q • DEPTH A.T WHICH SAMPLE WAS LOST

I -DEPTH AND LENGTH Of CORING RUN

DRIVING ENERGY.,. J00-LB WEIGHT DROPPING 301NCHES.

P- SAMPLER PUSHED INTO _THE SOIL.

... __ ...,,...,., ............ ____ -=-=-===-.... ==--~W.':~·a. .. '!1:.:=-----"""

·I

SOIL CLASSIFICATION CHART

MAJOR DIVISIONS

COARSE

GRAINED

SOILS

MORE THAN ~0 % Of MATERIAL IS

.LARGER THAN NO.

200 SIEVE SIZE

GRAVEL

AND

GRAVELLY

SOILS

MORE THAN

OF COARSE

TION ~

ON NO. 4 ·SIEVE

SAND

AND

SANDY

SOILS

CLEAN

(LI TTL£ OR NO

FINES)

WITH

QF FINES)

CLEAN (LITTLE OR NO

FINES

MORE THAN 00% I SANDS WITH OF COARSE F'RAC· (.O.PPREC

TION ~ OF

NO. SIEVE

DESCRIPTIONS

WELL- GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES

GP POORLY- GRADED GRAVEl 5, GRAVEL-

SAND MIXTURES, LITTLE OR NO FINES

SILTY GRAVELS, GR'AVEL- SAND-

GM SILT MIXTURES

GC CLAYEY GRAVELS, GRAYEL·SANO·

CLAY MIXTURES

sw WELL- GRADED SANDS, GRAVELLY

SANDS, L I TTL£ OR NO FINES

SP POORLY- GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES

SM SILTY SANDS, SAND·SILT MIXTURES

sc CLAYEY SANDS, SAND~CLAY MIXTURES

GRADATION CHART

PARTICLE SIZE

MATERIAL SIZE LOWER LIMIT UPPER LIMIT

t.'ILLIMETERS SIEVE SIZE* MILLIMeTERS SIEVE SIZE*

SAND

FINE .074 ttzoo• 0.42 lt40•

MEDIUM 042 tt40• 2.CO tt:IO * COARSE 2.00 #IO• 4.76 lt4.

GRAVEL Flt.IE 4.76 lt4. 19.1 3/4".

COARSE 19.1 3/4"• 76.2 3".

COBBLES 76.2 3" • 304.8 12.

BOtJLOERS 304.8 12. 914.4 36"

*U.S. STANDARD • CLEAR SQUARE OPENINGS

PLASTICITY CHART LIQUID LIMIT

ML I I I f1lmffii1Wffiffl I INORGANIC SILTS ANO VERY FINE I --~; 60

0

SANDS, ROCK FLOUR, SILTY OR

10 30 40 50 60 80 90 70 20

A 100

FINE

GRAINED

SOILS

MORE THAN eo % OF MATERIAL 1$

SMALLER THAN NO.

200 SIEVE SIZE

SILTS

AND

CLAYS

SILTS

AND

CLAYS

Ll OUID

.b..I_ll THAN

LIQUID LIMIT

(iREATER THAN

HIGHLY ORGANIC SOILS

NOTES:

I. DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE CLASSIFICATIONS.

CL

OL

MH

CJ-1

OH

PT

CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANOY CLAYS, SILTY CLAYS, LEAN CLAYS

ORGANIC SIL T.S AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY, FAT CLAYS

ORGANIC CLAYS OF MEDIUM TO HIGH

PL A STICTY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS

WITH HIGH ORGANIC CONTENTS

2. WHEN SHOWN ON THE BORING LOGS, THE FOLLOWING TERMS ARE USED TO DESCRIBE THE CONSISTENCY OF COHESIVE SOILS AND THE RELATIVE COMPACTNESS OF COHESIONLESS SOILS.

VERY SOFT SOFT MEDIUM STIFF STIFF VERY STIFF HARD

COHESIVE SOILS

(APPROXIMATE SHEARING STRENGTH IN KSFl

LESS THAN . 25 0.25 TO 0.5 0.5 TO 1.0 1.0 TO 2.0 2.0 TO 4.0 GREATER THAN 4.0

COHESIONLESS SOILS

VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE

THESE ARE USuALLY BASED ON AN EXAMINATIOI\I OF SOIL SAMPLES, PENETRATION RESISTANCE, AND SOIL DENSITY DATA.

<so I

~40 <:;:)

~ )...

1..: 30 1:; i:: II) 'I: Q! 20

10

-----0

CH ~ ,v.

z 7

L ..J cb

CL v / v MH 6 OH

v ~'L':"MJ."'7)P' ML a OL

.i'' .. - L_ -

SAMPLES • INDICATES UNDISTURBED SAMPLE I8J INDICATES DISTURBED SAMP~E 0 INDICATES SAMPLING ATTEMPT WITH ND RECOVERY

I INDICATES LENGTH OF CORING RUN

NOTE:

/

DEFINITIONS OF ANY ADDITIONAL DATA REGARDING SAMPLES ARE ENTERED ON THE FIRST LOG ON WHICH THE DATA APPEAR.

UNIFIED SOIL CLASSIFICATION SYSTEM

DAMES 8 MOOIRIE

PLATE A-2

.-.,-

- - - --

,· · ... ··.·

' '

\ 1\.

.,

- ----

---

-

.9"11 @ 'a

CJ1 ~ 0 0 0 0 o ·o 0 0

·'

'·

-.

: ·.

01 0 0 0 0

>

-

.,

-

·,· ·-,.

-. ,. ·i;

:':'· ' . -~ .. - '

_. ,··

. > •

--~ 0 0 0

' ' ~:. .

\

~··

\ ~

' --

--

9NI~09 ... ~

',

"·

\

'

0 0 0 0

'

" ,7.

~ ~ .

1--~

.

,-

.

- -.

\ \

'

~ :.-\

~ \ ~-

'

CJ1 ~ 01 0 0 0 0 0 0 0 0 0

'ld ·os / ·se1

\ ··f\

..

Nl

--

'

" '

0 ·-0'

-. 0

--

~ i\

'

--

-

--

- , . .. . . .. ·-. . -------~- --- ---

--· . -

..

.--

--

~

' ~ f'\

II I

I • • II I I

~

9'a' !< a

1-Vt w 1-

trz·Z 0

0

8 r

-~ Q

0 0 z (/) 0 r

9

a ·J:i!

r ci

f71

'al

01

8 o·

9 o·

z

z

z 0 X rn (/)

\ z 0

.:I:

""' ~ f70

~ ~ 0 0

01 o-o

~ 0

zo·

_o 0 -o-

I I I I I I I I I I I I I I

_I

I I I I

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