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FOUNDATION INVESTIGATION PROPOSED PARKlNG STRUCTURE AND. NEW PROGRESSIVE HEALTH CARE BUILDING FOR KUAKINI HOSPITAL HONOLULU, OAHU, HAWAII·
Dames & Moore .Job No. 9807-001-1 I
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!I A."~CHORAGF.:
AT:..A~J r.:.. CHICAGO
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F'A1.;>:3ANKS
HONOLULU
HOUSTON
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NEW YORK
PHOENIX CA~GAR-f PERTM
PORTLAND GUAM SEOUL
.JA.K.A.RTA SINGA~ORS 51\LT LAKE O::ITY
SAN FRANCISCO ..J0HA.r_:JNE:'3BURG •sVONEY
';-"',ANTA BARBARA
SEATTLE
CONSULTANTS IN Tt·iE: ENV,IRONMENTAL AND APPLIED E:A~7H SCIENCES
2875 SOUTH KING STREET· HONOLULU, HAWAII 96814 · (808) 946-1455. CABLE·: DAMEMORE TELEX:· 6·3-4100
Group Architects Collaborative 926 aethel Street Honolulu, Hawaii 9681.3
September 12 ~ 1974
Attention: Mr. Robert Kaminaga
Gentlemen:
L_AGOS TE:H!=iAN
LONDON TORONT·o
~-1A.ORIO TOK'fO
VANCOUVER, a. C.
Trans~itted herewith are four copies of our report .entitled "Foundation InVestigation, Proposed Parking Structure and New P~ogressive Health Care Sui lding fot Kuakini Hospital, Honolulu, Oahu, Hawai i 11
•
Tbe scope of our work was presented in our proposal dated July 26, 1974, and this investigation has generally conformed tQ that proposal. For convenience, a brief summary of our recommendations is presnted on the first page of th i s rep o r t • · A des c r i p t i o n of o u r f i e I d ex p I o rat i on · precedures and the laboratory testing results are presented in the Appendix. ·
. Samples of subsurface materials not destoryed· during laboratory testing ~re being stored in our office for possible inspection and examination. According to our normal s~hedule, these samples wi II be discarded six months from this date, unless otherwise requested.
It has been a pleasure performing this investigation for you. Should you have any questions concerning the contents of this report, please contact us.
Yours truly,
MBL: AKV i pdc
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FOUNDATION INVESTIGATION
PROPOSED PARKING STRUCTURE AND
NEW PROGRESSIVE HEALTH CARE BUILDING
KUAKINI. HOSPITAL.
HONOLULU, OAHU, HAWAII
SUMMARY
Foundation support can be achieved by spread or wal I footings either founded on a non-expansive slIt layer which overlie$ basalt formation or on co~pentent basalt formation.
No unusual problem5 are anticipated during foundation excavation except boulders which could be excavated by conventional heavy equipments. Dewatering may be required.
INTRODUCTION
This report presents the resul~s of our foundation
investigation performed tot the Proposed Parking Structure
and New Progressive Health Care Building for Kuakini
Hospital, to be located on the southern side of the hospital.
DAMES 8 IMIOOAE
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The genera I I ocat ion of the site with respect to the
surrounding area is depicted on-Plate I, Map of Area. The
appro~imate locations of the proposed structures and the
locations of Borings and Test Pits are shown on Plate 2,
PI ot PI an.
PROJECT CONSIDERATIOKS
We understand that the proposed construction would
include a~parking s~ructure and a progressive he~lth care
building. The parking structure •ould include eight parking
levels, of which ~even wi I I bs above grade and one below
grade. -The planned dimension~ of this parking structure i~
approximately 273 feet by 129 feet. We understand that
th'e finish floor elevation is set at 56 feet Mean Sea Level.
The new progressive heaith care building is under-"
stood to be eight stori~s high, including one basement.
The configuration for this structure has not been .finalized
at thi5 time. Flnish f-loor elevatiOn is believed to be
52 f~et Mean Sea Level.
The grading plans have not been final ited as of
the date of this report. Foundation loads are not known at
present but they are believed to be moderate.
DAMES 8 ·MOORE
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PURPOSE AND SCOPE OF WORK
In general, the purpose of the work performed in
thfs study included the following:
I) To gen~ral ly define the location bnd
extent of the various types of materials
underlying the site;
2) To evaluate the engineering properties of the
subsurface material~ encountered; and
3) To make foundation-related recommendati~ns to
. aid in design and construction of th• ptoposed
faci 1 ities.
In order to accomplish the afore~entioned
purpose$,+he following ~cope of work was undertakeni
I) A field e~ploration _program was conducted
ln which I I borings were drilled, and 5 test
pits.were e~cavated. Relatively undistutbed
and disturbed samples of the subsurf~Ce ·.
materials were recovered from the borings and
tes~ pits. A continuous log of each boring
and test pit wai maintained and detailed
observations of site conditions .pettinent to
this exploration ~ere made and reoordedr
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. DAI'I(IIES e IMIOOAE
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2) . Various laboratory tests were perfOrmed
on ~elected disturbed and undisturbed samples
recovered during the field exploration
. to evaluate thier engineering properties.
3) Engineering analyses were conducted to·
develop recommendations for foundation design
and construction of the proposed faeilities.
4) AI I recommendations and relat-ed informc:ttion
were formalized and. incorpot~~ed into this
report.
A detailed description of ths fief~ ex~Joration
and laboratory testing is_pre~ented in the Appendix ot this
report~ The Log of Borings and Test Pits and results
of the field exploration and l~boratory testing are also
included in the Appendix.
SITE CONDITIONS
SURFACE~CONDITIONS
The site of the proposed developement is located
to the south of the existing Kuakini Hospital and iS bordered
by a stream on .the south side. Approximately two~thirds of
the site is currently covered by asphalt ooncrete and ls
being uti liz~d.as parking:~rea .. One~ to two-story structures
occupy part of the north portion of the site. Seve~al large
DAMES e MOORE ·, I i
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trees and other'vegetation exist at scattet~d location of
the property. The entire area for the proposed development
slopes gently from north to south with surface elevations
ranging from abb~t 70 feet on the north and 50 feet at the
upper edge of the stream bank to the south.
SUBSURFACE CONDITIONS
The ~ubs~rface conditions at the site were explored
by drilling I I borings ranging in depth from 16.5 feet to
29.0 feet, and excavatlng 5 test pits ranging in depth from
5~5 feet to 10.5 feet. Locations of borings and test pits
ar~ dep·icted on the Plot Plan, Plate 2. Based on the tn
formation 6btained from borings and test pits, the site is
m~ntled with a layer of medium stiff clayey silt containing
some gravel and boulder~.
from roughly 2"to 12 feet.
This layer ranges in thickness
Underlying the surfa~e material, a stiff black or-
ganJc si It, containing· numerous boulders was encountered in
Boring Nos. 10 and II, Test Pit Nos. 2 and 5 .. Materials describ d
above contains expansive adobe~type soi Is. Below these
layers is a layer of dscomposed basaltit material as much as
13 feet in thickness containing stiff red-brown and gray
clayey si It, sands and gravel along with a few boulders •
. This gr~des to a gray.siJghtly vesicular basalt formation at
elevations ranging from 43 feet to 50 feet, Mean Sea Level.
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. DAMES 8 MOORE I
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Groundwatet was measured dUring our exploratioh~
Depth of groundwater ranged from 5.0 feet in Boring No. 1
to 10.4 feet in Test Pit No. 5.
It is belie~ed that the groundwater level may
fluctuate significantly~ depending upon Seasonal rainfa~l
variations.
For clarification purposes, our general inter-
pretation of subsurface conditions encountered at the site
fs presente~ on Plates 3 and 4, Gen~ralized Subsurface . . . . . . . . .
Cross-Sections. The·material ~ncountered in ourexploration
are described accordin~ to the Unified Sofl Classification.
System;·
DISCUSSIONS AND RfCOMMENDATIONS
FOUNDATION SUPPORT ·. ·.:.
Spread or continuous footings could be used .for. . :·. . . ·. . · .. ·. . . .
the foundation support of the proposed structures. ~Je
recommend the following allowable bearing pressures f~r the
foundation desigh.
Footings placed on stiff clayey silt (decomposed
basalt) below adobe 4,000 pounds per square
foot;
Footings place~ on competent basalt.formation
10,000 pounds per square foo~.
DAMES 8 MOORE
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The r~commended bearing pressure may be i-ncreased
by one-third for infrequently appiied I ive loads,· such as
wi.nd or seismic. However, the minimum footing width
should be I imited to 18 inches.
If the footings are placed i~ the stiff clayey
si It' layer, we recommend that the footings be based at
least three f~et below the lowest adjacent finished grade .
We also.recommend that tie-beams be provided to connect
foqtings at the southern boundary near the stre~m.
·Total settlement on ~he order of. I .2. inches should
be anticipated in the structur~! design of footings placed on
stiff clayey si It (decomposed basalt), below the adobe
layer. Differential settlement between adjac~nt columns or
watts of one-half the amo~nt of total settl~ment· shOuld also
be anticipated. No settlement is·anticipated if footings are
founded on competent basalt.
We recom~end that at I. the footings be placed
either on clayey si It or on bas~ It formation to el i~inate
large differential settlement.
We wish to emphasize that a s~read footing founda-
tion system would require extensive excavation. It is
anticipated that e~cavation might extend several feet below
the lowest groundwater table, dependi·ng upon which month
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DAMES e MOORE
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Information avai table on Nuuanu
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u ,, ii feet elevati"on during t_he peak rainy seasons in the past. ij II ~ Excavations during heavy flow in Nuuanu Stream would I! ~- necessitate extensive dewatering. Deep excavations may also I!
~ require shoring. !!
SITE PREPARATION AND EARTHWORK ij II ~ After the demolition of existing buildings and II
~ removal of trees and other vegetation, the entire structural ~ .
II -~ area end areas to receive fi I I should be carefully stripped
[; ,! ii of al! organic matter, and expansive adobe materials. ·Based II ,I ~ on our investigation, the bottom of adobe materials would J:
• i: range approximate I y from e I evat ions 55 to 50 feet. The
mater1als should be removed to a minimum lateral distance of
five feet outside the bui ld1ng and foundation area.
s+ripped materials may be stockpiled and ~sed for
landscaping purposes. Excavated on~site materals, provi~ed
that they are free from deleterious ~aterial~, adobe, and
large boulders, may be stockpiled during excav3tion, and
subsequently used as fi II and backfi II, if required. Fi II
, ·and ·backfi II should be placed in horizontal I ifts such that
a compacted thickness of approximately six inches would be
obtained. Each lift should be compacted to a mini~um of
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IDAIW_ES 8 MOORE
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95 percent and 90 oercent of its maximum dry densiti as
determined by the modified AASHO test designation T~l80,
for fi lis placed within and outside the structure,
respectively.
E~cavation operations for construction of
foundations may be accomolished uti liting heavv eatth
moving ~quioments. Surface drainage should be diverted
away from the construction site when excavations are
open. Care should be taken during excavation so that the
material at the supporting elevation of the foundation are
not over ... excavated or disturbed .. · A I I I oose materia Is
should b~ complet~ly removed from the foundation excava:
tions p~ior t6 placement. of concrete or reinforcing steel.
Dewatering may be tequired during excav~tion
operations.
SLABS-ON-GRADE AND ASPHALTIC PAVEMENT·
We recommend that the on-site expansive adobe
material be removed at least two feet be~o~ the on~grade
slabs, sidewalks and pavement area~. The.remoVed adobe
material should be replaced with non-expansive, g~anu1ar
material compacted to 95 percent of its ma~I~~m dry ~ensity.
.~. ·. -
DAMES B MOORE
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We also recommend that a vapor batriet be used under the
on-grade slab. We rec6mmend a pavement sectfon consisting
of ~wo inches of asphaltic concrete and six-.inch of base
course compacted to 95 percent be used for the parking
areas and driveways.
LATERAL EARTH PRESSURE
Basement walls should be designed to withstand
e~rth ptessure exerted by subsoi Is. An uniform lateral
earth pressure, in pounds per square foot, equals to-
2 5 t i me s t he h e i g h t o f w a I I C i n ·. feet , be I ow g r o u n d ) c a ri b e
used for.the restrained. basement wall design .. A tri~~gular
distribution resulting from ~n equivalent fluid weight of
50 pounds per cubic toot may be used for d~sign of free
stand i n g ret a i n i n g w a I Is • An ope n 9 r a d e g rave I I aye r
should be placed behind alI basement and retaining wal Is
with a buried perforated drain pipe or weep hol~s to_ remove
a II water from behind the wa I Is •. ·
FIELD INSPECTION
Recommendations presented in this report are
-based upon the soi Is encountered in the borings dri I led and
test ;pits excavated during our. fi~ld investigation. Should
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.DAMES 2 MOORE i · i
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d1ff~rent sofl conditions be encountered turing construc-
tion, a foundation engineer should be consulted ·and appropriate
modifications implemented 6 if necessary. We recOmmend that
foundation excavation be inspected and approved by a
qualified soi Is engineer: Additionally, we recommend that
fi I I and backfi I I" placement also be inspected and approved
by a qualified soi Is engineer.·
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The fol lbwing Plates and Appendix are attac~ed
and compl~te this report~
Plate Map of Area
.Plot Plan Plate 2
PI ate 3 Generalited S~bsurface Cross-Section
Plate 4
···Appendix
Generalized Subsorface Cross~Section 8-B'.
Field Exploration and Laboratory test.ing
Respectfully submitted,
. i . 't
DA.MES B.MOOAE .
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•AREA '. MAP OF
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DAMES 8 MOOAEI
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PROPOSED
a- STORY
BUILDING
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PLOT PLAN FEET
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n REFERENCE:
TO?OGRAPHIC S. CONTOUR PLOT. PLAN OF KUAKINI PARKING STRUCTURE
NOT DATED
LEG~~N~D~:-------------------------
5; O:.MES S. MOORE BORINGS
1"iij Oll,IES e. MOORE TEST PfTS
DA-ES 8 MOOR II
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NOT!::: Th~ cond:trons illustrated betwaen bol'ings are b.:;!:;.!d on geoiogical interpretatiQns.
Whil.: these ara be!ieved to b~ generally coned. the conditions may vary lpcally from those Indicated.
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! . LIMITS OF PROPOSED BUILDING
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GENERALIZED SUBSURFACE CROSS-SECTION A -A' . _! •
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~ FJ N I ~H. FLOOR t:LEV. AT I. ON '56. tEET ta '~ ..... lliLii1JlJlllii\l UliiJlj' 11'1\ll\\ II. ,. 1'~1 BROWN CLAYEY sILT WITH ll.:lililliP !ij\llll'llll'~lllll i!!!li i\1111. '!' ·l'iil!~)j!l'!l~' I' II Iii~~ -~ J 1-1 I I I -1_·1-1 1-1 11- ~-~ · · J~!l,i,J!i:l''ll li BOULDERS :::1~1!,!!:! .J .. i!illll!la:!dl ijlij!.iil1 \! : .. ~~~~~~~~~~~~il1rllll'l'.i!
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ift~·,,i\ 1 ' I I li!U -'I 'il ,lliiH,I I I, i GRAY BASALT, SLJGHTLYIIIiiiil'11lrlti l!!f]r'ill 'i\if',i ., .fl11\i,i iml,i!:'·"·'nJ ii!illi' !!I l'uun~(' I!. !1/11 i'.\1 nrt i
11Nt" lliil:iui\, ,, 1 rij'l'~~!ili rh~bh'l!i!:i 1
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GENERALIZED SUBSURFACE CROSS ~SECTION B ~ B I
~ 1'?\e c:ondltlon• illus~rated between borings .we ~sed on geologkal interpre~ationa.
While ~~se are believed to be generally correc:t, the condiHons may .v-ary loc.llly from tho•e indicated.
HOR I ZONT AL SCALE: ·1 "==I 01 .. 0" VERTICAL SCALE: 1"=-IOt-0"
;·'·.:: ...
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. PLATE · 4 \ - ~-
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APPENDIX
FIELD EXPL_ORAT I QN AND., LABORATORY TESTING
FIELD EXPLORATION
•ii The subsurface conditions a~ the site were explored
'i ~ by drilling J I borings ranging in depth from 16.5 feet to il ;: :, J: II I'
i' ,I
ll ..
29~0 feet, and excavating 5 test pits at the Jocatioris shown
on the Plot Plan, Plate 2, in the body of this report. The
borings were dri I led by Continental Drilling Company~ out
subcontractor. Broi~gs were drilled with a truckmounted
Mobile B-40L drill rig. All borings were drilled utilizing
both auger ~nd rotary-wash equipment. The test pits were
j! · excavated by a backhoe. ;!
Relatively undisturbed and disturbed
!i ii
samples of the subsoils encountered were recovered using a
!i Dames & Moore Type U samp I er depicted on Exhibit A-1. t! i!' A Dames~ Moore engineer was presented at the
Site during the. field e~ploration to direct technical Jy the
drilling operations, indentify samples ~f the subsurface
materials recovered from the borings and make pertinent
field observa~ions regarding site conditions. StibSOrfate
materials recovered from the borings were classified according
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to the Unified Soi I Classification System. An explanation
of the Uni.fie~ Soi I Classification System is presente~ in
Plate A-2. Descriptions and classifications of subsurfa~e
materials are presented on the Log of B6rings Plates A~IA
through A-IK, and Log of Test Pits, Plates A-IL and A-iM.·
~ Records of p~netration resistance obtained during s~mpleing
J are depicted on the Log of Borings.
LABORATORY TESTING
Selected samples of the subsurface mate~ials were
subjected to various laboratory test in ordsr to evaluate
their engineering properties. A description_ of the tests
and the test results are presented below.
Unconfined Compression ~nd Triaxial Compressioh ·
Test - S~v~ral samples were subje~ted to tinconfined
co~p~ession and unconsolidated~undraih&d triaxial
compression tests in order to evalo~te their·
strength characteristics. The t~sts were conducted
according to the test procedures presented on
Exhibit A-2. The results of th~ tests ate
.summarized on the following page.
IDAIIIIES 8 IIIIIOOAE
.. · ...
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FIELD FIELD DRY CONFINING PEAK DEVIATOR BORING DEPTH MOISTURE DENSITY PRESSURE STRESS
No. (ft) <%>_ . (J bs/cu. ft) (lbs/sq.ft) (lbs/sg.ft) I I
8 16.0 29.8 I ,500 3,795 I ,. ·. 8 6.5 27.0 90.9 500 . 3, 977
*7 22.0 ·-- 159.8 I ;818,468
*10 II .6 160.6 I I 742,699 I *4 21.0 156.9 473,559 .
*CORE SAMPLE
Consolidation Tests-Consolidation tests wet~
. performed on soi I samples to evaluate their
compressibility characteristics. S6i I samples
were subjected to saturation .and a loading cycle.
A description of the test prOcedure is pre~ented
on Exhibit A-3. The test results are presented
on Pla-te A-3.
. ···:·
Expan§ion Tests - In order to e~aluate the expansive
~haracteristics of the s~bsurface ma~erials,
expans1on tests were performed on selec~ed
samples in conjection with tbe consolidation test.
A load of 100 pounds was used as surcharge. The
results are presented on the following page. ..
DAMES 8 MOORE . ' · l .· !
. ' I .
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Numerous samples were ~ubjected to moistur& content
and dry density determin~tions.- The results of
the m6isture and den~ity determinations are·
tabulated on the Log of Borings at the ~pproximate
depth.
- oOo -
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The fo I I owing Exhibits and Plates· are attached
complete this Appendix.
Exhibit A-1 - Soi I Sampler Type u
Exhibit A-2 - Methods of Performing Unconfined Compression and Triaxial Com-pression Tests
Exhibit A-3 - Method of Performing Con so I i dati on · Tests
Plate A-lA - Log of Borings, Boring
Plate A-lB ... log of Borings, Boring 2
Plate A-IC - Log of Borings, Boring 3
Plate A-ID Log of Borings, Boring 4
Plate A-IE Log of Borings, Boring 5
Plate A-IF - Log of Borings, Boring 6
Plate A-IG Log of Borings, ·Boring 7
Plate A-IH - Log of Borings, Boring 8
Plate A-1 I - Log of Borings, B.or i ng 9
Plate A-IJ - Log of Borings, .Boring 10
Plate A-IK - Log of Borings, Boring I I
Plate Ao,.IL - Log of Tes.t Pits, Test Pits 1 , ·2, 3, 4
Plate A- tr4 - Log of Test Pits, Test Pit 5 ·' ...
Plate A-2 Unified So i I C I. ass i f i cat i on System
Plate A-3 - Consolidation Test Data
- oOo ... ··
DAMES 8 MOORE
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NOTE•
DRIViNG OR Pusj:II_NG loiECHAN_JSiol
WATER OUTLETS
NOTcHES FOR ENGAGING
FISHING TOOL
0 HEAD EXTI!NSION" CAN BE INTRODU<:EO BETWEEN _ •HeAD• AND •SPLIT BAI'REL~
SPLit BARREL (TO FACILITATE REMOVAL
OF CO_RE SloMPL E)
SOIL SAMPLER TYPE . U
FOR SOiLS DIFFICULT TO R~TAIN IN SAMPLER
V_AL VE C_AGE
CORE·RETAIN_ER RINGS -
(2-112"C!·D:BT 1°LONG)
E·RE·TAINIHG DEVICE ...
RETAINER RI~G. RET_AINER PLATES
(INTERCHAHGl!ABLE WITH OTHER TTPES)
ALTERNATE ATTACHMENTS
CORE-RETAINING DEVICE
DAIIIIES 2 MO_OAE
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_METHODS OF PERFORMING UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS.
THE SHEARIN.G STRENGTHS OF SOILS ARE DETEIUdiNED F!l.OM THE RESUI,TS OF UNCONFINED COMPRESSION AND TRIAXIAL COMPRESSION TESTS. IN TRIAXIAL COMPR~sSION TESTS THE TEST METHOD ANb THE MAGNITUDE OF TH~ CONFJr.UNG P~SS:uRE ARE CHOSEN TO SIMULATE ANTICIPATED FIELD CONDITIONS.
UNCONfiNED COMPRESSION AND TRIAXIAL COMPRESSION TESTS ARE PERFORMED ON UNDISTURBED OR REMOLDED
. SAMPLES OF SOIL APPROXIMATELY SIX INCHES IN LENGTH -!\ND TWO ANi;> ONE-HALF INCHES IN DIAMETER. THE TESTS ARE RUN EITHER STRAIN<ONTROLLED OR STRESsCONTROLLED. IN A STRAIN..CONTROLLED TEST THE SAMPLE IS SUBJECTED TO A CONSTANT RATE OF DEFLEC-
. TION AND TH~ RESULTING STRESSES ARE RECORDED. IN. A STRESS-<:ONTROLLED TEST THE SAMPLE IS SVBJEC'J:"ED TO EQUAL INCREMENTS OF LOAD WiTH EACH INCREMENT !3EJNG MAINTAINED UNTil- ~N EQt,JILIBRIUM CONDITION
. WITH RESPECT TO STRAIN IS ACHIEVED.
YIELD, PEAK, OR ULTIMATE STRESSES ARE DETERMINED TRIAXIAL COMPRESS10l4 TEST UNIT . FROM THE STRESS-5TRAIN PL()T FOR_ EACH SAMPI,E AND THE PRiNOPAL STREsSEs ARE EVALUATED. THE PRINOPAL STR""SSES ARE PLOTTED ON A MOHR'S CIRCLE DIAGRAM TO DETERMINE THE SHEARING STRENGTH OF THE SOIL TYPE BEING TESTED.
UNCONFINED COMPRESSION TESTS CAN BE PERFORMED ONLY ON S.AMPI,ES WITH SUFFICIENT COHESION SO T}{AT THE SOIL WILL STAND AS AN UNSUPPORTED CYLINDER. THESE TESTS MAY BE RON AT NATURAL MOISTURE CONTENT9R ON ARTIFIQALLY SATURATEDSOILS.
IN A TRIAXIAL COMPRESSION TEST THE SAMPLE IS ENCAsED IN A RUBBER MEMBRANE, PLACED IN A TEST CHAMBER, AND SUBJECTED TO A CONFINING PRESSURE THROUGHOUT THE DURATION OF THE TEst. NORMALLY, THIS CONFINING PRESSURE IS MAINT.AINED AT~ CONSTANT LEVEL, ALTHOUGH FOR SPEOAL TESTS IT MAY BE VARIED IN RELATION TO THE MEASURED STRESSES. TRIAXIAL COMPRESSION TESTS MAY B~ RUN ON SOil-S AT FIELD MOISTURE CONTENT OR ON ARTIFiciALLY SATuRATED SAMPLES. THE TEsTs ARE PERFORMED IN ONE OF TH_E FOLLOWING WAYS:
UNCONSOLIDATED-uNDRAINED: THE CONFINING PRESSURE IS IMPOSED ON THE SAMPLE £T fillr STA~T t:W TH~ -TEST~ NO DRAINAGE IS PERMITTED AND THE STRESSES WHICH ARE ME·ASURED REPRESENT THE SUM OF THE INTERGRANULAR STRESSES AND PORE WATER PRESSURES. . . ··. . - .. - - .
CONSOLIDATED-UNDRAINED: THE SAMPLE IS ALLOWED TO CONSOLIDATE FULLY UNDER THE APPLIED CONFINING PRESSURE PRIOR TO THE START OF THE TEST, THE VOLUME CHANGE IS DETERMINED BY MEASuRING THE WATER ANO/OR AI;R. EXPELLED DUR.ING CONSOLIDATION. NO DRAINAGE IS PERMITTED DURING THE TEST AND THE STRESSES WHICH .ARE M_EASlJRED ARE THE SAME AS FOR THE UNCONSOLIDATED-UNDRAINED TEST.
DRAINED: THE INTERGRANULAR STRESSES IN A SAMPLE M.AY B.~ M~.ASUR_~D BY PERFORMING A DRAINED, OR SLOW, TEST. IN THIS TEST THE SAMPLE IS FULLY SATURATED AND CONSOLIDATED PRIOR. TO THE START OF THE TEST. DURING THE TEST, DRAINAGE : . Is PERMITTED AND THE TEST IS PERFORMED AT A SLOW ENOUGH RATE TO PREVENT THE BUI.LDUP OF PORE WATER PRESSURES. THE RESULTING STRESSES WHICH ARE MEAsURED REPRESENT ONLY THE INTERGRANULAR STRESSES. THESE TESTS ARE USUALLY PERFORMED ON SAMPLES OF . GENERALLY NON-cOHESIVE SOILS. ALTHOUGH THE TEST PROCEDURE IS APPLICABLE TO COHESIVE SOILS IF A SUFFICIENTLY SLOW TEST RATE IS USED.
AN AL TER~ATE MEANS OF OBTAINING THE OAT A RESULTING FROM THE DRAINED TEST IS TO PERFORM AN UNDRAINED TEST IN WHICH SPEQ_AI,. EQUIPMENT IS USED TO MEASURE THE PORE WATER PRESSURES. THE DIFFERENCES BETWEEN THE TOT.J\L STRESSES !\ND THE PORE WATER PRES.SURES MEASURED ARE THE INTERGRANULAR STRESSES. I
I DAMES e. MOORE I
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METHOD OF PER,FORM!NG COt:l:SOLIDATION TESTS
CONSOLIDATION TESTS ARE PERFORMED TO EVALUATE THE VOLUME CHANGES OF SOILS SUBJECTED
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 DIAMETE.l{ AND ON~ INCH IN LENGTH. UNDI5-
TURBED SAMPLES OF IN-PLACE SOILS ARE TESTED IN RINGS
TAKEN FROM THE SAMPUNG DEVICE IN WHICH THE SAMPLES
WERE OBTAINED. LOOSE SAMPLES OF SOILS TO BE USED IN
CONSTRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO
PREDETE RMINEP CONDITIONS AND TESTED.
IN TESTING, THE SAMPLE IS RIGIDLY CONFINED LATERALLY
BY THE BRASS RING. AXIAL LOADS ARE TRANSMITTED TO THE
ENDS OF THE SAMPLE BY POROUS DisKS. TifE DISKS ALLOW
DEAD LOAD-PNEUMATIC COHSOL I DOMETER
DRAINAGE OF THE LOADED SAMPLE. THE AXIAL COMPRESSION OR EXPANSION OF TH~ SAMPLE IS
MEASURED BY A MICROMETER DIAL INDICATOR AT APPROPRJATE TIME INTERVALS AFTER EACH
LOAD INCREMENT IS APPLIED. EACH 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 E:ITJ;:NT OF THE SOIL IN THE
I FIELD.
11
jt Jl
ii DAMES B MOOA&
li ---""----~~.-,__,..,.__~~-...,.,..,...,.,.,..,...,......,.,....,...,..,.._"""",...... ____ ~.,.,.,...,,.,..,.~-~-.,.,.,,_.,.,......
Q w ~ u w %: u
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z 1&.1 ,.. 1&.1 - lc... ...1 a:: a:: u D.. 1&.1 0
~ 0... ::£ > u z < 0 .... z (/) u a:: ~ 1&.1 0 z z ~ ......... 0 ,.. 0 0 u 1- 'R. z
• :.c 1&.1 II) ~ 0 a::. z lc... z ·I/) ::J. 1&.1 ......... < 1&.1 ~ 0 II) ...1 II) :3: i.J D.. .,..
0 a:: ::!! 0 0:: ...1 0 < :l: 0 m u (/)
" 21
33/6 NX 90% NX
100%
NX 20%
NOTES:
BORING .. I
SURFACE ELEVATION 54.0: FEET 1- ...1 1&.1 ...1 0 1&.1 0 10
1!.- 10 :::; :1: >-z ,.. (/) (/) \
0: X X 1&.1 ~ D.. ~ D.. < 1-1&.1 a:: 1&.1 0 " -J DESCRIPTION
BROWN CLAYEY(SIL~. ~ITH ~OME SAND AND GRAVEL '"m~~--l WAND ROOTS SOF ~ LL.. . 8 21 74 "' ATER LEVEL AT J HO RS ON ~ - ·
MH
LOG
8ROW.N Clt,.#-YEY SILT WITH SOMii; GRAVEL (MEDIUM STIFFJ~DECOMPOSED BASALT} ..
GRADES WITH SOME BOULDERS GRAY BASALT~ SLIGHTLY.VESICULAR, VERY.HARD
.. . BECOMES WEATHERED BAS~.LT WITH .SEAMS OF .. CLAYEY SILT.· ..
BORING COMPLETED AT 24.5 FEET .ON 8-13-74
.. ,.·.
' ' . ' . ":':-. ·: : .~. :. •: :. :. .
. ·. ~ ' :
..... ~ : .. \ .. ·
OF BORINGS
8-0EPT~ AT WHICH UNDISTURBED SAMPLE WAS TAKEN
~-D~PTH AT WHICH DISTURBED SAMPLE WAS TAKtN 0 -DEPTH AT WHICH SAMPLE WAS LOST OUR I NG EXTRACT I ON · I-bEPTH AND LENGTH OF CORE RUN DRIVING E:NERGY- -L~ WEIGHT DROPPING INCHES
DAMES 8 MOOIJUII
PLATE A-1A
'\R. o:' 1/)
z w )- w lL ..1 0: 0: u Q. w 0 ... 0.. :::£ > u z < 0
w- z (/) 0 0: ... w 0 z z ·' oc ~ 0 )-- 0 0 u ... '\R. z - . < w 1/) ·I- 0 -a: z lL z 1/) ::;, w ......... -< w ... 0 1/) ..J 1/) ~ w Q.
>- 0 0:: :::£ 0 0:: ..1 0 < ~ 0 m u (/)
., 2:5
14 25/2' NX
25% NX.
loo%
NX 66%
NX 90%
NOTES:
... w ..1 w 0 lL Ill
:::£ ·Z >-
(/)
:J: :J: ..,.. Q. Q. < w 0:: 0 G
BORING 2
..J 0 Ill ::!: .)-(/)
0: .... 1-... w ...J
SURFACE Eu:vATJ ON s4.ot MSL DATUM
...
DESCRIPTION
ROWN CLAYEY SILT WITH SOME SAND
(MEDIPM STIFF, FILL)
.-GRADES WITH ~OM£ GRAVEL AN~ ROOTS-.. - BECOMES WITH SOME 8C'IJI.DERS . -
~ ~
..
MH BR9WN CLAYEY 51 LIJ' Wt.TH SOME GRAVELS ~ii;';!o.....,_.....-.t lSTI FF) (DECOMPOSED BASAt:T) ~
w.o\I,IM-1-."'f GREY BASALT, SLIGHTLY VESICULAR (VERY HARD)
2
BotHNG coMPLET~D AT 25.0 FEET ON 8-13-74 I No WATER MSASURED -. . . : '•
-(HOLE CAVED IN BEFORE WATER LEVEL STABILIZED . . ~. .
LOG OF BORINGS
. fi-DEPTH AT WHICH UNDISTURBED SAMPLE.WAS TAKEN
~-DEPTH AT W~ICH DISTURBED SAMPLE WAS TAKEN 0-DEPtM AT WHICH SAMPLE WAS LOST DURING EXTRACTION
I-DEPTH AND LENGT~ OF CORE RUN
DRIVING ENERGY"" 300-LB WEIGHT DROPPING 30 INCHES _ DAMBS B MOOAII
f:'l.ATE A-I B
II II II I II~
fl li:;
ll II ll
BORING 3 "cR. .. 0:: U> z w )- w
La.. _. 0:: 0:: (.) a.. w 0
..... 0... ~ > 0 z < 0 SURF" ACE ELEVATION 70.ot w :z en 0 a: ..... ..... w 0 ..... _. MSL DATUM z z 0:: .......... w _.· 0 0 )- 0 0 w 0 m
.Z•
(.) ..... "cR. z Lr... m ::<.:: .. ' - . < ~· )-
' .
w en t.. 0 z )- en \ ...
0:: z z ·en en :J w .......... < w 0:: 1:- Cl en .;., :r J: w ,•'
en ~ w a.. ..... a.. ..... ')- 0 0:: ~ a.. < .....
0 0:: _. 0 < w 0:: w " .. ;·
~ Cl m (.) en Cl C!J _, DESCRIPTION
SPHALTIC PAVEMENT I THICK MH RO\riN CLAYEY SILT ( MEDIUM ST I F'F')
'· '·
·.GRADES WITH BOULDERS ''
•' '.
10
MH REDDISH BROWN (sTI rr} CLAYEY SILT
. ~~ (.JJECOMPOSED· BASALT)
,. . - . ..:_ _ __:-. ::: -- -·
50/3' NX 2
66 iJi GREY BASALT WITH THIN SEAMS OF' WEATHERING
11: (VERY HARD)
&.~o~o~.~~'----'BoRING COMPLETED AT 29.0 F'EET ON 8-15-74 No wATER MEASURED· • (':'OLE CAVED IN BEF'ORE.WATER LEVEL STABILIZED)
,
NOTES:
.... ' -v·
LOG OF BORINGS
fJ -DEPTH AT WHICH UN.DISTURBED SAMPLE WAS TAKEN ~-DEPTH AT ~HICH DISTURBED SAMPLE WAS T~KEN 0 -DEPTH AT WHICH SAMPLE WAS LOST OUR I NG EXTRACT I ON I-DEPTH AND LENGTH OF CORE RUN DRIVING ::NERGY -300 -LB WEIGHT DROPPING 30 INCHES. DAM1i1!9 8 MOOAill
PLATE A-IC
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l' \.1
(I~\, '-- :~ "\,
··<I
1\~\ L
l' ~
~ ~ II:
2; I&J >-- ..... .... II: u 0.. I&J ...,. 0.. ::E >.
z ~ 0 I&J z U) 0 1- 11.1 z z 0:: 0 >- 0 u 1- ~ - . I&J II) c. 0 II: z z :J 11.1 .......... ~ 1- 0 II) II) ~ I&J
>- 0 ·~~:
0 0: .... 0 ;:[" 0 m u
12/1 '..
48/1
82/9.' 52/6' 25/2' NX
20% NX 88% NX 84%
NOTES:
II) I&J II: 0 u II: 0. .......... 1-
11.1 .... 0 I&J 0
·z ..... Ill
'"' X z >-
II) -- U) 11.1 .... X X 0.. ~ 0..
·::E 0.. ~ ~ 11.1 II: U) .0 Cl
10 I I
LOG
BORING 4
.... 0 Ill :_;;; >-U)
II: I&J 1-1-I&J ..J
GM MH
.\
SURFACE ELEVATiON 65.0 t FEET MSL DATUM
DESCRIPTION
SPHALTIC PAVEMENT I THICK B~OWN SILTY GRAVtL_, LOOSt GRAY CLAYEY Sll.T WITH OCCASIONAl. GRAVEL(SOFT
. GRADES WITH BOULDERS.
MH LiGHT GREY MOTTLED BROWN C:LAYEY SILT AND SAN · :{DECOMPO~Eo B~A&,:T Hs:r1 Fr}
GRADE, WtTH BOULDERS
GREY BASALT_, VESICULAR ( HARi>)·
6oRING COMPLETED AT 26.0 FEET ON 8-16-74 No WATER -MEASURED . · . (HoLE CAV~D IN BEi'ORE WATER LEVLE: STABILIZED)
OF BORINGS .. ..
,·:
·-<
m-DEPTH A~ WHICH UNDISTURBED SAMPLE WAS TAKEN
~-DtPTH AT WHICH DISTURBED SAMPLE ~AS TAKEN 0-DEPTH AT ~HICH SAMPLE WAS LOST DURING EXTRACTION I-DEPTH AND LENGTH OF CORE RUN OR IV I NG ::NERGY - 300 -LB WE I GHT DROPPING jO INCHES . DAMIBB 8 MOOR&
PLATE A-ID
r .I fl II I
--11 ~ ,. ~~~
rl ll
.. ll __ _ . ,)
-ll ~:-' ·-·· ,·Y
·:0'.
If ll ~
·'-· .. ·.
• ,... i ~-
NOTES:
,.. "tot
BORING 5
SURFACE [L-EV AT I ON 60.ot . .... ...1 w ...1 0 MSL DATUM w 0 CD
LL.. Dl :::: ::E >-z >- C/)
C/) '\ a:
:X: :X: w 1- n. 1-n. < 1-w a: w·
0 " ....I DESCRIPTION
MH BROWN CLAYEY SILT, MEDIUM STIFF (FILL)
GRADES WITH BOU~DERS
IIIUTlmttiiil--lV. WATER LEV~l. AT 1230 HOURS ON 8-16-74 MH- BROWN MOTTt:E.O: GREY CLAYEY 51 L T AND SAND
j'~~--1 .(DECOt<IPOSED BP:JALT) (MEDIUM STIFF) GREY VESICULAk BASALT(~ARD)
BECOMES SLIGHTLY WEATHERED
S.-~~-1 !_J~ COMPLETE~ 'AT 27.0 FEET ON 8-J 9-74 -1-J~- ~:-- -- -- .. __ ....... -- - • -
-·; ..
'· .... ~~~ '"":'_ ,; ..
'.···
LOG OF BORINGS
9 -DEPTH AT WHICH UNO! STURBED SAMPLE WAS TAKEN
~-DtPTH AT WHICH D~STURBED SAMPLE WAS TAKEN 0-DEPTH 'T WHICH SAMPLE WAS LOST DURING EXTRACTION I-DEPTH AND LENGTH OF CORE RUN
DAMIDS 8 MOOCIIIII
I
DRIVING t:NERGY - 300 ""LB WE I GHT DROPPING 30 INCHES PLATE A-IE -
. _,, .... ~---.... ------····-··-··-------·--~-. ~-
I I
II I~
a
0 w ~ u
"" X u
-~ a:
z w >-~ ..J a: ~ a. LiJ
1- ::E :> z < 0 w z (/) u 1- w z z 0:: 0. >- :o u 1- "':R. . w (I) t. 0 a: z z ::l w .......... < 1- 0 (I) "(I) .:l: w
>- 0 a: 0 a: ..;, 0
::::E 0 al u
46.9 7L9 ·. 12
(i) w a: 0 u a: 0 1-.......... w ..J 0 w 0 z ti.. 10 < ::E
z >-(I) (/) w
·..J X X a. 1- a. ~ a. < < LiJ a:_
,(f) 0 "
BORING. 6 '',.·
..J 0 10 -. ·;: (/)
a: w 1-h w ...1
MH
-.
SURFACE: Eu:vATt ON 57 .(}t MSL DATUM
DESCRIPTION
BROWN CLAYEY SILT AND SOME GRAVEL MEDIUM STIFF (FILL)
15 NX 10
BROWN MOTTLE:D CLA'(E:YSILT (sTJFF)(DECOMPOSED BASALT) . WATER LEVEL AT 0946 HOURS ON 8-21-74
~ REY VESICULAR BASALTj HARD
54% NX IOQ%
NX loo%
BoRING COMPLETED AT 23.0 FEET ON 8-19-74
·. ~
' .
LOG OF BORINGS-·· NOTES:
m-DEPTH AT W~ICH UNDISTURBED SAMPLE WA~ TAKEN
~-DEPTH AT WHICH DISTURBED SAMPLE WAS TAKEN 0-DEPTH AT WHICH SAMPLE WAS LOST DURING EXTRACTION I-DEPTH AND LENGTH 6F CORE RUN
. i
I. .. ..
·.--·.
. · .... :.,:_-:·:;. '.
I DRIVING ~NERGY -300 "'LB WEIGHT DROPPI.NG 30 INCHES DAME& B MOOIUI :
PLATE A,.. IF .
I I
II II~
II li 1D
II ll ll,
. \)
II~ '\)
tf '1~-1! ""
Q w ¥ 0 w X ·U
BORING 7 ~ ... 0:: rn z .... - ,.. .... ..... .... 0:: 0::
u Q. .... 0 .... n. ~ > u 66 ± z < 0 SURFACE: ELEVATION FEET .... z (f) 0 0:: I= .... 0 1- ..... MSL DATUM z z ~-
..._. .... .... 0 0 > 0
~ 0 _ .... 0 10 ..
u .... z Lo.. m ::;: - . < ;,: > --
.... rn t_ 0 :z > (f) 0:: z z rn - (f) ::I .... ..._ < .... 0:: .... 0 rn ...1 X X w rn :;J .... Q. .... Q. ....
-> 0 0:: ~ a. < .... 0 0:: ...1 0 < .... 0:: .... :a 0 m 0 (f) 0 (!J- ..J DESCRIPTION
SPHALTIC PAVEMENT WITH GRAVEL SUBBASE MH BROWN CLAYE:Y SILT WITH COBBLES.MEDIUM ST_IFF
\
33· 7 82.
NX
0/3" 50%
56
.,.,;•.:
- GRADES WITH BOULDERS
. --:~ ·:.- ---------~----~-~~-· ··-. -. -·······-- .· ..
MH G~AY CLATEY SILT WITH SOME BOULDERS . (STIFF)(DEC~MPOSED ~ASALT)
WATER LEVEL AT 1330 HOURS ON 8-20-74
- - .. --···-:-· .. ··- --· .• ~--. ·.:-- ·-~ < .
2 GRADES WITH B.OULOERS _ _ _ __
~m~r--t,GRAY BASALT, SLIGHTLY VESICULAT (HARD) . NX 80% KttE~L-....JsoRI NG COMPLETED AT 25.0 FEET ON 8-20-74
-.
LOG OF BORINGS NOTES:
f!.J-DEPTH AT WHICH UNDISTURBED SAMPLE WAS TAKEN
~-D~PTH AT WHICH DISt~RBED SAMPLE WAS TAKEN 0-DEPTH AT WHICH SAMPLE WAS LOST DURING EXTRACTION I-DEPTH AND LENGTH OF CORE RUN DRIVING t:NE;RGY- 300-l,.B WEIGHT DROPPING 30 INCHES
.. ' .. "· · .. --·
..... :-,<: ,. _.':.
DAMI&9 8 MOOAIII
PLATE A-IG
LOG OF BORINGS NOTES: ~-DEPTH AT WHICH UNDISTURBED SAMPL~ ~AS TAKEN
181-DEPTH AT WHICH Dl STURBED SAMPLE WAS TAK~N" 0-DE~TH AT WHICH SAMPLE WAS LOST DU~ING EXTRACTION I-DEPTH AND LENGTH Or CORE RUN DRIVING ~NERGY- 300-LB WEIGHT DROPPING 30 INCHES DAMII!!S 8 IMIOOAG
PLATE A-IH
ra
fl II I ra "' ....
c 0
' li:.
1-II ll,
··-:'-
\.~
~~ ·.'
,.:.-.·
ll~
~~~
:I '
:t '
~ .. z - LL.
u .... CL z w z ..., z
·o >-u .... w .VI 0:: z :J w .... Q en - ">-0 0::
:::£ 0
\
NOTES:
0:: w ..J Q. :::!1: < (/)
Z. 0 . ' t. ........... en ): 0
• ..J m
16
'6/11'
48
,
>-0:: w > 0 0 w 0::
~
0 z < w ci::: 0 u
en w '0::: 0 u 0:: 0 .......... 0
·z < VI w ..J Q. :::!1: < (/')
.;.<, .. ·v
BORING 9
.... w ..J w 0 LL. ro
:::!1: z >--- (/)
.=!" :X: .... Q. ·a. < w 0:: 0 0
I II II . 10 I
I I i
[' i
I
2
LOG
..J 0 ro ::.: >-(/)
0::. w .... .... w ......
. SURFAC~ [LEV AT I ON 62 + FEP MSL DATUM - ~:
DESCRIPTION
SPUAL,TIC PAVEMENT WITH GRAVEL SUBBASE ... MH MoTtLEO GRAY AND BROW~ CLAYEY .ll,T (STIFF)
GRADES WITH BOULDERS
MH MoTTLED GRAY AND BROWN CLAYEY SILT WITH BASALT COBBLES (sTIFF). (DECOMPOSED BASALT)
GRAY BASALT VESICULAT (HARD)
BORING COMPLETED AT 26.0 FEET ON 8-22-.74 No WATER MEASURED (HoLE cAVED IN J3EFORE WATER LEVEL sTABILIZED
OF BORINGS .. ...
8~DEPTH AT WHICH UNDISTURBED SAMPLE WAS TAKEN
~-DEPTH AT WHICH DISTURBED SAMPLE WAS tAKEN 0-DEPTH AT WHICH SAMPLE WAS LOSt OU~ING EXTRACTION I-DEPTH AND LENGTH OF CORE RUN DRIVING [NERGY- 30Q-LB WEIGHT OROPPING 30 INCHES DAUBS 8 MOOAI!!I '
Pl,.ATE A,..( I
!I
II II I 11 ~ ll, ti:; II-
l' [' , ... I•t
~-
(' tl~
L L [~ [I
'*- 0:: (/) z w >- w
La.. ..J 0:: 0:: u· 0.. w 0
t- 0.. ~ > u z. < 0 w z (f) 0 0:: t- w 0 t-z .z oz ......... ..... ..J 0 >- 0 0 w 0· u t- '*- z La.. ID
.:c· ~ ..... C/) t 0 z >-0:: z z C/) (f) ::J ..... ......... <( w t- 0 C/) .J :X: :X: C/) ~ w 0.. t- 0..
·>- 0 0:: -~ 0.. <(
0 0:: ..J C) < ..... 0:: ~ 0 m u (f) 0.(!)
12
10
LOG
BORING 10
..J 0 ID ~ >-(f)
0:: ..... t-t-..... _.
.
SURFACE ELEVATION 57 t FEET
MSL DATUM _;·
- ~·-
\
DESCRIPTION
ME CLA ILT
BLACK ORGANI~ CLAYEY St~t ~JiH ~ROKtN · GLASS ( MEDIUM STIFF} (FILL) GRAY MOTTLED BROWN CLAYEY SILT WITH SOME
eoOLDERS {sTIFF)(DECOMPOSED BASALT)
BASALT; SLIGHTLY VESICULAR . ( HARD)
BoRING COMPtttED AT 16.5 FEET ON 8-22-74 No WATER MEASURED .· . .·
(HoLE cAVED 1 N BI[FCR~~ WAT~R LEVEL STAB ILl ~ED
.. _ .. ·.
. ,· - '·.· . .::.,,:.·,,
• < i ~-- ~ .. ;' .·
. -··. ' ....
OF BORINGS NOTES:
fi-DEPTH 181-DEPTH 0 -DEPTH I -DEPTH DRIVING
AT WHICH UNDISTURBED SAMPLE WAS TA~EN
AT WHICH DISTURBED SAMPLE VAS TAKE~ AT-WHICH SAMPLE WAS LOST DURING EXTRACTION AND LENGTH OF CORE RUN
E:NERGY - 300-LB WEI GiiT DROPPING 30 INCHES DAMEIIS 8 MCORR
PLATE A-IJ
·~· ':
[I
ll II . I ~~~ c
ll us ·~.·~
;[. ' :,, '
. "cR.
0! V)
z w >' w LL. ..J 0! 0! u D. w 0
t- a.. :l: > u z < 0 w :z en u 0! t- w 0 z z 0::: ........... 0 >' 0 0 u t- '*- z ·- < w V) t . ·a li:: z z V) - w ........... < w -t- 0 V) ..J V) ): ·w D. - >' 0 li:: :l: 0 li:: . ..J 0 < ~ 0 C£l u en
19-7 91.,. 5
21
t-w . ..J w· 0 L... ID
:l: z >'
(/')
:c :C· t- D. D. < w 0! 0 <.:'
BORING II
..J 0 ID ~ >' en 0! w II-w ..J
\
SURFACE [LEVAT.ION.54 -f. FEET MSL DATUM
• .
DESCRIPTION
ROWN CLAYEY-SiLT WITH BOULDERS
•·
BLACK ORGANIC CLAYEY SILT (soFT)~_-'
t/L.:t.:Jtrtl---lGRAY tLAYEY SILT (stiFF) GRADES WITH BOULDERS
1\1
10 ~RAY BASALT VESiCULAR (HARD)
·" ,,
ill
'' ..• ·:.1 ' I
2
•,, '-
,._ ..
BECOMtS HIGH~Y WEATHERED BASALT WITH ·(
LOG NOTES:
SEAMS oF RED-BROWN CLAYEY SILT
BoRING COMPLETED AT 27;0 FEET 0~ 8.-22-74 No WATER TABLE MEASURED · (HoLE CAVED IN BEFORE WATER LEVEL STABILIZED
OF BORINGS
... · ·.··· ..
m-DEPTH AT WHICH UNDISTURBED SAMPLE WAS TAK~N ~-DEPTH AT WHICH DISTURBED SAMPLE WAS TAKEN 0-DEPTH AT WHICH SAMPLE WAS LOST DURING EXTRACTION I-DEPTH AND LENGTH Or CORE RUN i OR IV I NG t:NERGY - 30Q-LB WE I GHT DROPP I NG 30 . INCHES . DAMIIB 8. MOOIJII!IIf I
PLATE A-IK
: {
r i
I
I I
l t. L
II' l. J J . 1 , ~ 1 f, :I s = = = ~
! l ... · .
! L
L
L
L
II t. •
• I !.,..
t.
I
~
z
1-z w 1-z 0 u w r:r :J Itt)
Q
2::
"<R. z
1-z w 1-z 0 u w r:r :J 1-(1)
0 2::
Lt... u (L
z
>-1-
(I)
z w
0
>r:r
0
Lt... u (L
z
>.... U)
z w
0
>r:r 0
r:r tt) w w ..J r:r ll. 0 2 u <
(f) r:r 0 z ..........
0 0 z <
1-Lt... tt)
.......... w U) ..J '): ll. 0 2 ..J < co (f)
...
r:r U) w w ..J r:r ll. 0 2 U>· < (f) r:r
0 z .......... 0 0
z <·
1-Lt... (I)
.......... w (I) ..J '): ll. 0 2 ..J < co (f)
1-w w
Lt...
z
:X: Ill. w
0
10-
1-w w
Lt...
z
:X: Ill. w
0
I
..J 0 (!)
2 >
(/)
:X: ll. < r:r
0
..J 0 co 2 >
(!)
:X: ll. < r:r
0
I ------ ·-'---- __ f. ___ ,__ - -------- - --~---
..1 0 co 2 >(/)
r:r w IIw .J
MH
MH
'\
TEST PIT
·:· :•::-·• ·.·· --···.
~ ..
DESCRIPTION
BROWN CLAYEY SILT WITH SOME BOULDERS AND ROOTS
6" TO 2 ·5' IN DIAMETER~ (MEDIUM STIFF)(FILL) .. .;
GRA.Y MOTTLED BROWN CLAYEY SILT WITH SOME SAND AND BOULDERS (STIFF)(DECOMPOSED BASALT) - . i
' 11 \~ATER LEVEL AT 1400 HOURS ON 8-26-74 · ~RAY BASALT (HARD) ... ,
..J o· co 2 >
(!)
r:r w IIw .J
TEST PIT COMPL5TED AT 10.5 FEET ON 8-26-74 ·----;
·-·- -· •. -~---· -···· "1·-1
·. __ -~--.0..---·
_;.. ~~ --~-.; ~
TEST PIT 3 :· - ~-- :-" ···- '
. -·-· ·'·--·
--~ -·:--·--- .... -- : ...... .
:~ ~;;. -· . '~- ~
DESCRIPTION
TEST PIT COMPLETED AT 8.0 FEET ON 8-26-74 No WATER ENCOUNTERED
-I·
...
t_
\ !
I' ,,
\.
"!-
!
Tl Ff}
BASALT}
L--...,.....,-,-
··!.
~
z
1-z w 1-z 0
u w r:r :J 1-(1)
0 2::
'I:R. :z
.1-z w 1-z 0 U· w r:r :J 1-U)
0 2::
Lt... u
.CL
z
>-1-
U)
z w
0
>r:r
0
.•
Lt... u (L
z
>.... U)·
z w··
0
>r:r
0
(I)
r:r w w r:r ..J 0 n.u 2 <{ r:r
(f) 0 z-........ 0 0
z • <
1-l..t...(l)
.......... w U) ..J '):ll. 0 2 ..J<
CO(!)
r:r U) w w ..Jt:r ll. 0 xu < (f)t:r
0 z-........ 0 0
z • <
1-Lt...w -........w (I) ..J '): ll. 02 ..J <
CO(!)
1-w w
Lt...
z
:X: Ill. w
0
..J 0 C!J z >
(!)
:X: ll. < r:r
0
..1 0 !D. 2 >
(!)
r:r w IIw .J
:
TEST PIT 2 l.
l I "· I \< .
! I. ,. I -~ I
'· :'
!DESCRI PT.I ON ROWN CL YEY SILT WITH SOME GRAVEL
CoNCRETE SLAB BROWN CLAYEY SILT WlTH SOME BOULDERS AND ROOTS (STIFF) 5 .(7///1/??1 OH I GRAY ORG~N I C S I L T
1-w w
Lt...
z
:X: Ill. w 0
..1 ..J 0 0 co co X
.. 2 >-~ (f)
(f) r:r
:X: w ll. .... < 1-r:r w
0 .J
GRAY BASALT (HARD) . TEST PIT COMPLETED AT 5·5 FEET ON 8-26-74 No WATE·R;-:rNcouNTERED
·.···.
··-'-..,. ·•'"" . -.... .:"'·
TE 4
•· •"
ROWN CLA~EY ~ROWN CLA'(EY
RAY ORGANIC ~IH SILT
AND GRAVEL (LOOSE\{~OtD SUS-BASE) )( WITH BASALT BOULDE~S MEDIUM STifF FIL
5 t;;;j"j,fl~ .... tRADES WIT·~ BOULDERS UP TO 2 FEET IN D£AMETER . RAY CLAYEY SILT WITH SAND AND SOME BOUL~ERS{DECOMPOSED
BASALT) : . GRAY BASALT (HARD)
TEST PIT COMPLET~D AT 8.5 FEET 0~ 8-26-74 No WATER iNcoUNTERED
l I·· .. l· i.'-:
1::, :._
['. k' ' ) '
i L .... ·· !·-.·. ~ : ;: )
i DAM···~-i PLATE A-IL
-I
-·---------·-····-·-· ····-····---L,____ __ --..,.-~-:-..... ~--~:_---·~--::---- :·
.I !
i'
-~ a·.:
1.&.1
a:· ~ (I)
·~ .~ ~
I. I Q
I I· I~
(
ll rl
a; (/) ..... ..... ..J a;· n. 0 ~ u <
(/) a; 0
z ............. 0 0
z . < \. .,
tt (/)
............. ..... (/) _. :): 0:. 0 :E. _. <·
II) (/)
·--·--· .. -·----... - .... - ... -.. -----'-
TESI PIT 5
\
. . -~- ;,
t- .;J ..... _. 0 ..... 0 iri
Lt.:. Ill :E.
SURF" ACE ELEVATION 55.0 :!: FEET . MSL DATUM '
··:E. :a z )-' (/) .... (/)
a; :X: . :X: ..... t- n. ~ n. < t-. ..... a; ..... Cl 0 .J DESCRIPTION ...
ht-' ~ROWN CLAYEY SILT WITH GRAVEL \LOOSE) 1~. !T~J RRoWN CLAYEYsq.TtiTH occAsloyAL BOULDERS (MEDIUM STIFF) ' ' rl~ ' ' 3RAY CLAYEY SILT MEDIUM STIFF" MW
..
.!::' ' ~RA~JSH-BROWN CLAYEY SILT. (MtOIUM STIFF)
. ML_-~RAY CLAYEY SJ.LT AND SAND (DEeOMPOSED BASALT){ STI F"F) . (HARD ) TEST PIT COt-IPLETED AT 8.0 FEET ON 8-.26-74 No wATtR E~cou~TEREO
"-1i-i RAY BASALT
.;;::.
•' : .... . :.-·-·
.... ··. ::-
. _;_·
·_:: . --~- . :·: ' .... ·.','.:,I
... _ ....
··:,'
DAMES 8 MOOA:S
PLATE A-1 t-4 -=----'----""-----------------------"~-~--·---~,··-····"·····-... ~----
SOIL CLASSIFI~ATION CHART
MAJOR DIVISIONS DESCRIPTIONS
COARSE
GRAINED
SOILS
MORE THAN 50%
OF MATERIAL tS
~THAN NO.
200 51 EVE StlE
GRAVEL
I CLEAN
AND (LITTLE OR NO
GRAVELLY FINES!
SOILS
MORE THAN "" '"~GRAVELS WITH FINES OF COARSE FRAC!"-
TION ~ APPR~~tAB~I~ES~WOUt.IT ON NO. 4 StEVE
SAND
AND
SANDY
SOILS
CLEAN SAND (LITTLE OR NO
FINES
WELL- GRADED GRAVELS, GRAVEL-
GW SAND ·MIXTURES, LITTLE OR NO FINES
GP POORLY-GRADED GRAVELS, GRAVEL-
SAND MIXTURES, LITTLE OR NO FINES
SIL TV GRAVEL 5, Gllf.&VEL- SAND·
GM SILT MIXTURES
GC CLAYEY GRAVELS, GRAVEL-SAND·
CLAY MIXTURES
sw WELL -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO f'INES
SP POORLY- GRADED S.S.NOS, GRAVELLY
SANDS, LITTLE OR NO FINES
SM SIL !Y SANDS, SAND· Stl T MIXTURES MORE THAN 50% I SANDS WITH FINES OF COARSE F'R4C· (APPRECIABLE AMOUNT lPMV14)':)''~tJJI I I TION ~ OF FINES)
NO SIEVE sc CLAYEY SANDS, SAND-CLAY MIXTURES
GRADATION CHART
PARTICLE SIZE
MATERIAL SIZE LOWER LIMIT UPPER LIMIT
~~~LIMETERS StEVE SIZE• MILLIMETERS SIEVE SIZE*
SAND
FINE .074 •zoo• 0.42 *40•
MEDIUM 0.42 .40• Z.CO •IO.
C()ARSE 2.00 ••o• 4.76 tt4.
GRAVEL FI~E 4 76 • 4. 191 3/4" •
COARSE 19.1 3tq"• 76.2 3".
~OBBLES 76.2 3" • 304.8 12.
80VLOERS 3048 12 • 914.4 36" -
• US. STANDARD • CLEAR SQUARE OPENINGS
PLASTICITY CHART L/OU/0 LIMIT
I 0 I ~· 'lfT'f(Mfll I I -----60 I I 0 ilffl I I I I ~I
100 40 50 60 70 80 90 zo 30 0 u -- -- 1- /
FINE
GRAINED
SOILS
MORE THAN 50 % OF MATERIAL IS
~THAN NO
200 SIEVE SIZE
SILTS
AND
CLAYS
SILTS
AND
CLAYS
LIQUID LIMIT
b..f.ll THAN SO
LIQUID LIMIT
(iREATER THAN ~0
HIGHLY ORGANIC SOILS
NOTES:
I. DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE CLASSIFICATIONS.
ML
CL
OL
MH
CH
OH
PT
INORGANIC SILTS AND VERY FINIE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELL" CLAYS, SANOY CLAYS, SILTY CLAYS, LEAN CLAYS
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
INORGANIC SU .. TS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS
INORGANIC CLAYS Of HIGH
PLASTICITY, FAT CLAYS
ORGANIC CL4YS OF MEDIUM TO HIGH
PL4STICTY, ORGANIC SILTS
P[4T, HUMUS, SWAMP SOILS
WITH HIGH ORG4NIC 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 mFF STIFF VERY mFF HARD
COHESIVE SOILS
(APPROXIMATE SHEARING STRENGTO: IN KSF)
LESS 1'Ho1N • 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 EXAMINATION OF SOIL SAMPLES, PENETRATION RESISTANCE, AND SOIL DENSITY DATA.
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SAMPLES • INDICATES UNDISTURBED SAMPLE 181 I'<OICATES DISTURBED SAMP\.E 0 INDICATES SAMPI.ING ATTEMPT WITH NO RECOVERY
I INOICATES LENGTH OF CORING RUN
NOTE' DEFINITIONS OF ANY ADDITIONAL DATA REGARDING SAMPLES ARE
ENTERED ON THE FIRST LOG ON WHICH THE DATA APPEAR.
l_VNIFIED SOIL CLASSIFICATION SYSTEM
DAM•& a MOORE
PLATE A-2
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