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INEERING
GE-OLOGYi
S ECT I ON
M A,y 6 *64
REPORT OF SUPPLEMENTARY STAB'TY INVESTIGATION
PROPOSED EQUEST#N ESTATES
TRACT NO. 29261, DIAMOND BAR
LOS ANGELESCOUNlY, ALIFORNIA
FOI
TRANSAMERICA DEVELOFMEN' ICOM ANY
JOB NO. 64204)
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1619 BEVERLY BOULEVARD - LOS ANGELES 26, CALIFORNIA
MAdison 9-3661
Transamerica Development Company
2900 Brea Canyon Road
Dimiiond Bar, California
P.O. No. 73729
our Job No. 64204)
L'LF-ROY CRANDALL, C. E
FRLIDPJCK & BARNES
LEOPOLD HIRSCHVELDT
RUSSELL CERLal C. E.
J. D. KIRKOARD, C. E.
JAMES M. McwEs, C.Z.
Attention: Mr, Paul Grow
General Manager
Gentlemen:
Our "Report of Supplementary Stability Investigation, Proposed
Equestrian Estates, Tract No. 29261, Diamond Bar, Los Angeles County,
California, for the Transamerica Development Company" is herewith sub-
mitted.
The scope of the investigation was planned in collaboration with
personnel of your firm and with James E. Slosson and Associates, Consulting
Engineering Geologists. A previous study to evaluate the general feasibility
of (-.1eveloping the area was performed by us, and the results were submitted
in our report dated December 26, 1963 (our Job No. 63549). The results
of the current investigation were discussed with Mr. Paul Grow of your
Company and with Messrs. David Arntz and Neil Carmical of Dutch Holzhauer
Engineering Inc.
The current investigation confirms the general findings of the
previous studies that the site is feasible for a natural -type of estate
development. With the more complete da,ta,, some of the mapped areas of
former landslides have been extended and additional areas of creep were
rnapped. The overall stability of the site is fairly good under the existing
conditions, but specific areas will require stabilization to be suitable
for residential development. This will involve placing fill in the bottoms
of critical canyons and ravines or flattening overly steep natural slopes
to develop a suitable factor of safety. Buttressing or other corrective
measures will be required in road cut embankments where bedding planes
dip adversely.
Because of variations in soil conditions which may occur betweerl
borings, all grading should be performed under the supervision of a com-
petent foundation engineer, and all compacted fill should be controlled
and certified. Excavations should be inspected by the foundation engine]
Transamerica Development Company
Our Job No. 64204)
May 23, 1964
Page 2
and by a qualified engineering geologist so that modifications in the
planned grading can be made if and when necessary. As the studies to
dare have been concerned with the basic grading of the Tract, additional
st.:udies should be performed to provide proper design recommendations for
each specific building location.
IX -PM/ j It
6 copies sulxnitted)
cc: (3) Dutch Holzha,uer Engineering Inc.
1) James E. Slosson and Associates
Respectfully submitted,
LERoy CRANDALL & ASSOCIATES
REPORT OF SUPPLEMENTARY STABILITY INVESTIGATION
PROPOSED EQUESTRIAN ESTATES
TRACT G. 29261, DIAMOND BAR
LOS ANGELES COUNTY, CALIFORNIA
TRANSAMERICA DEVELOPMENT COMPANY
This report presents the results of a supplementary investigation
of the site of the proposed Diamond Bar Equestrian Estates. The development
in general will follow the natural terrain, with only the minimum of grading
required to provide access to each building lot. Along the access roads,
cta:s tip to 30 feet in height and fill up to 30 feet deep will be required.
We previously performed a general feasibility study of the site and sub-
mitted the results in our report dated December 26, 1963 (our Job No. 63549).
The current investigation was authorized to extend the previous studies
and to present specific reconunendations for the overall development of
the Tract.
The geology of the area is presented on Plate 1, Site Investigation
Map; the existing topography and the tentatively proposed grading are shown
on Plate 2, Grading Plan. The locations of our exploration borings (both
current and previous) are identified on both Plates. The geological study
of the area, performed concurrently by James E. Slosson and Associates,
Consulting Engineering Geologists, is an integral part of the investigation.
The preliminary grading plan was prepared by Dutch 11olzhauer Engineering Inc.,
based on the initial evaluation of the site conditions. While the proposed
grading is basically adequate, several areas need to be revised to improve
Page 2 LERoy CRANDALL & AssoCIATES
the stability of the site. The recommended revisions include raising the
canyon fill at some locations, placing fill on the sides of certain natural
slopes or flattening the slopes, and filling certain isolated low areas.
The results of the field explorations and laboratory tests, which
ta!)gether with the results of the geological investigation provide the basis
for conclusions and recommendations, are presented in the attached Appendix.
The geological reports, submitted separately by James E. Slosson and Associates,
are vital to an understanding of the problem, and should be referred to in con-
jUnction with this report.
It should also be understood that it is neither technically nor econom-
ically possible to predetermine and account for all subsurface conditions that
will influence a develojxnent of this type and magnitude. While we believe
Lhat, all major factors have been considered, there will probably be unforeseen
soi` L and geological conditions exposed during grading which will require mod-
ifications in the p1,,:i,ns. For this reason, the site grading should be thoroughly
in.spected during construction by experienced soil and geological. personnel.
Even then, there ca,n be no guarantee of still undisclosed adverse conditions,
but- the degree of uncertainty should be small if the recommendations presented
1ai this report and by Dr. Slosson are followed. Since each lot and the individ-
ual development thereof will have its own characteristics, geological and foun-
dation recommendations should be prepared for the individual lot prior to con-
sl."ruct,,inr, a dwelling on the lot.
EXPLOIUTIONS AND TESTS
The 17 borings drilled in our initial. investigation were, supple-
iikez-ited by drilling ten additional borings to depths, ranging from 26 to 51 feet.
0 The borings were initially drilled with 'bucket -type drilling equipment; however,
Page 3 URoy CRANDALL &Associxr'ES
because of the hardness of some of the strata, three of the borings had to
be drilled with geophysical -type equipment to reach the desired depth below
the existing ground surface. The borings were logged by our field engineer
and undisturbed samples were obtained at frequent intervals of depth. Me
logs of the exploration borings are presented in the attached Appendix.
The overburden soils vary from one to nine feet in thickness, and consist
of clay, clayey sand, and silty sand. Ilie -underlying rocks are firm and
consist of beds of shale, sandstone, and siltstone. In general, the bedding
parallels the present slopes and varies from 60 to 33
o,
with the prevailing
dij[.) on the order of 150.
Our engineers and the engineering geologist entered all but one
of the bucket -type borings to observe the conditions and measure the attitudes
of the strata. The examination of the rock fonnations revealed rather
extensive folding and fracturing. In Boring H, a large open fissure sonle
six inches in width was observed. This is believed to be indicative of
Pastmovements of the rock mass.
The moisture content and dry density of the undisturbed samples
wer,e determined in the laboratory. The strength characteristics of selected
samples were determined by direct shear tests and triaxial shear tests.
To simulate the adverse conditions that could develop in the event of mois-
ture infiltration, most of the samples were artifically saturated before
testing. To further define possible adverse conditions not represented by
the iz,"idividual samples, several direct shear tests were made on samples
wlv,ich were purposely broken along the shear plane prior to testing. The
consolidation characteristics of the material to underlie canyon fills
were checked by confined consolidation tests performed on two selected
Page 4
samples. The results of all of the tests are presented in the Appendix
to this report.
RECOMMENDATIONS
As mentioned previously the gross stability of the overall site
was found to be satisfactory tinder the present climatologic and topographic
conditions. However, local problems in the form of slumps, minor slides,
or creeps may occur in the steeper natural slopes, and along road -cut embank -
merits where t1ae 'bedding planes dip in an adverse manner® To develop the
Tract as planned, the lower portions of most of the canyons and ravines should
be filled or the slopes flattened, cut embankments with adverse bedding should
be buttressed, and infiltration of surface water should be minimized. Recom-
mendations for stabilizing canyons and slopes, and minimizing infiltration
are presented in the following sections.
STABILI gn, TIO lel U I K, , NT
The two major canyons along the northerly and southerly boundaries
of the Tract must be filled in varying amounts to bring the stability of the
adjscent natural slopes to an acceptable condition. In some areas, only one
side of the canyon is critical; in those cases, the critical side may be
sLrengthened by placing a fill against the slope instead of filling across
the width of the canyon. Alternately, the steep side of the canyon could
be cut to a slope. of steeper than 3:1 (horizontal to vertical}® If the
c jtting method is tried, the cut surface must be sealed, as discussed in
the following section, to minimize infiltration of surface water.
The stability of the two major canyons was analyzed at a number
Page 5 LEROY CRANDALL & AssOCIATES
of the more critical locations as identified by the sections on Plate 2.
7.1,ie detai'led calculations are too voluminous to be included in this report,
but the analyses for three locations are presented on Plates 3-A through
3-D, Stability Analyses, to illustrate the methods. For the calculations,
the Strength of the natural material was taken as a cohesion of 500 pounds
Baer square foot and a friction angle of 10 degrees. iliese values are based
on as conservative interpretation of the shear test data, and reflect the
saturated strength of the weaker materials. Compacted fills composed of
these materials should have a cohesion, of 1,000 pounds per square foot and
Baa friction angle of 15 degrees. A factor of safety of at least 1.5 under
static conditions was considered to be necessary for adequate stability
Eor the development; under earthquake conditions, a factor of safety of
at least 1.1 was considered necessary.
At each location studied, the stability of the existing conditions
wa,s first determined. Wherever the stability was less than the established
criteria, further analyses were made of feasible corrective procedures.
I -n most cases, the desired factor of safety can best be achieved by addi-
tional filling across the canyon bottom. Where such filling would interfere
witt.i the permissible grade of a roadway, it will be alternately possible
to flatten the adjacent natural slope or to place a sloping fill against
Lhe natural slope. These conditions are illustrated by the typical see -
tions or, Plates 3-A through 3-D. The approximate limits of the recollunended
filling and/or cutting are shown on Plate 2 as an extension of the work
contemplated by the tentative grading plan prepared by Dutch Holzhauer
Engineering Inc. In addition to filling the major canyons, two minor can-
yons in 'the central portion of the Tract should be filled as indicated on
Plate 2. Also, one area on Lots 83, 84, and 85 should be cut back to a
3:1 slope (horizontal to vertical) to achieve the minimum factor of safety.
As discussed in the following section, subdrains will be required in the
canyon bottom before fill is placed thereon. Settlement of the fill in
the canyon bottoms will be nominal.
The development of the road system for the Tract will require
sidehill Cuts up to 30 feet or so in height. In most cases, these cut
slopes will parallel the contours so that the bedding will generally be
adverse to the cuts. Our analyses of the stability of the highest roadway
cut indicate that .the cuts will be grossly stable. However, because of the
fractured and fissured nature of the rock and the possibility of local,
SIAIMPS, these slopes should be buttressed wherever the bedding is adverse.
Recoimnended design features for the buttresses are shown on Plate 4, Buttress
Fills, Where the bedding is not unfavorable, buttressing will not be required,
but the slopes should not be cut steeper than 2:1 (horizontal to vertical).
The final decision as to locations where buttresses may be omitted must
be made from observations made at the time of cutting. If favorable con-
ditions, are revealed during grading, the buttress may be omitted upon the
reconunendation of the engineering geologist and the soils engineer. The
buttress fill should have a cohesion of 1,000 pounds per square foot and
a friction angle of 15 degrees when compacted to 90% of the ASTM Designation
D1557 -58T method of compaction. Due to the variable nature of the soils
to be used in the buttresses, other combinations of cohesion and friction
may be developed which will be equally satisfactory; such equivalent values
are listed on Plate 4. In any event, very careful compaction control must
be maintained during the construction, and frequent tests of the compacted
fill should be made to verify that the strength of the fill is at least
equal to the strength assumed in the design.
The buttresses should be provided with adequate subsurface drainage
facilities; the sand drain system indicated on Plate 4 may require additional
dr,,,.iins or relocation of the drains depending on the conditions exposed. All
upslope properties which will have exposed beddingFaustbe sealed with a
c,ornpacted earth blanket as discussed hereafter. Also, benching of the slope,
berms, and other construction features should conf6rm1to the County grading
requirements.
MOISMRE PROTECTION
Although the stability analyses are based on a saturated moistuij
condition, it is not good practice to permit water to infiltrate formations
of this type. Accordingly, we recommend that suitable precautions be taken
to control both surface and subsurface water. The proposed general develop-
ment of the area, will actually improve the overall drainage of the site,
and the recommendations presented below should assure proper control of
surface water.
Wherever the natural protective topsoil layer is removed by grading,
the underlying bedded materials should be sealed to prevent infiltration of
water. 'Me sealing should consist of a, three -foot -thick blanket of imper-
meable soil compacted over the graded area. Beneath paved streets, one
foot of impermeable blanket will be sufficient if the asphaltic surface
is sealed. The existing topsoil will be ideal for this impermeable blanket;
other clayey materials may be used if they are approved by the soils engineer
prior to their use. The fill for the impermeable blanket should be compacted
in loose lifts not more than eight inches in thickness to at least 90% of the
Page 8 URoy CRANDALL & AssOCrATFS
maximum density obtainable by the ASTM Designation D1557 -58T method of
compaction.
All canyon fills or buttressing fills must have subdra,ins to relieve
any underfloor which might develop. Based on the findings from the additional
borings, it does not appear that horizontal drains will be either required or
effective. Accordingly, we believe that such drains can be omitted unless
inspection of the grading indicates their necessity at a specific location.
All future structures should have proper drainage devices discharging
to paved disposal areas. Site drainage of the individual lots should be
properly planned and maintained to avoid ponding of water in critical areas.
All underground utilities which are a potential source of water should be
very carefully constructed and thoroughly checked for leaks prior to back-
filling. While swimming pools can be built on the property, they must be
installed with care and in a manner that will assure freedom from leakage.
The following are attached and complete this report:
Plate 1 . . . . . . . . . . Site Investigation Map
Plate 2 . . . . . . . . . . Grading Plan
Plates 3-A through 3-D . . Stability Analyses
Plate 4 . . . . . . . . . . . Buttress Fills
Appendix . . . . . . . . . Explorations and Laboratory Tests
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The site of the proposed development was explored by drilling
ten additional, borings to supplement the seventeen previously drilled.
The locations of the borings are shown on Plates 1 and 2; the boring eleva-
tions and locations were established by interpolation from the available
topographic map and are not precise. The borings were drilled to depths
ranging from 26 to 51 feet below the existing ground surface. The borings
were initially drilled with bucket -type drilling equipment; however,
bec,ause of the hardness of the rock, three of the borings had to be drilled
with geophygical-type equipment to reach the desired depths. A gad, chop-
ping 'bucket, and auger were utilized in most of the bucket holes to pene-
trate the hard materials. The borings were drilled under the supervision
of our field engineer.
The soils encountered were logged by our field engineer, and undis-
turbed samples were obtained at frequent intervals of depth for laboratory
inspection and testing. The boring logs are presented on Plates A -IA
through A -1J. The overburden soils are classified in accordance with the
Unified Soil Classification System described on Plate A-2. The depths
at which undisturbed samples were obtained are indicated to the left of
the boring logs.
In addition to logging the soils and the rocks, our engineers and
the engineering geologist entered all but one of the bucket -type holes and
observed the soils and the rocks in place and made measurements of the
strike and dip where possible. The measured strikes and dips are indicated
to the left of the boring logs. The sample recovery of the geophysical
Page A-2
lbor,ings is entered to the left of the logs of Borings G and H.
of exploration. Caving of the boring walls did not occur. As previously
mentioned,, a gad, chopping bucket and auger were used during drilling
with the bucket -type equipment to penetrate the hard materials. Drilling
mud was used when drilling with the rotary -wash equipment.
The field moisture content and dry density of the soils were deter-
mined 'by testing the undisturbed samples. The test results are shown to the
left of the boring logs.
Direct shear tests were performed on numerous undisturbed samples
to determine the strength of the materials. To simulate the adverse con-
ditions that may occur with moisture infiltration, most of the samples were
tested after being saturated. Also, to simulate an existing slide surface,
several of the samples were purposely broken along the shear plane and
saturated prior to testing. Most of the samples were tested at two different
surcharge pressures to provide more complete data. The results of the
direct shear tests are presented on Plates A - 3A and A -3 B, Direct Shear
Test Data. Also, triaxial shear tests were performed on several undis-
turbed samples to provide additional data. The samples were tested after
being saturated and at field moisture contents, and at different confining
pressures. The results of the triaxial shear tests are shown graphically
on Plate A-4, Triaxial Shear Test Data.
Confined consolidation tests were performed on two undisturbed
the effect of moisture, water was added to each of the sampl,,
shownthetests., The results of the tests re
Consolidation Test Data.
11 1
O
0MISMIMHO
060--50-
17.0 - 112
NOTE: Water not encountered in bucket hole; no
caving. Drilling mud used in rotary wash
hole,
Elevntions refer to datum K reference drawing;
60 see Plate 1. The elevations were obtained by
interpolating between the conto"rs, and are
230-2560 approximate.
LL.......IND*ATES DIRECTION OF 01P (AZIMUTH)
IND RATES ANGLE OF DW BELOW HORIZONTAL
LEROY C
B C) R 144 G A
DATE DRILLED March 27, April 23 & 24, 196
EQUIPMENT USED! 22" -Diameter Bucket to 291
V -Di amem er Rotary Wash
Ee_EVATION 910* below 29'
CL SAND'i CI .AY - dark Drown
114 SANDSTONE - shale interbeds fractured, brown
230-2560
and grey
12.3 110 1 (Used gad, chopping buckeL and auger from
200-2640 3' to 5, and from 8' to 9')
goo- 1040- SHALE - sandstone Interbedes, fractured, brown
2 204c'
mid grey10-3090
290 85 I Highly contorted (suw1l fissure in the wall)
15" (Used gad, chopping bucket and auger from
171 to 231)
20 _W1 Highly cemented sandstone interbeds
90 26
X Jointed, highly fractured, dark brownish -
12.5 118 grey
W
SANDSTONE - light and dark grey
9.7 110 (Used gad, chopping bucket and auger fum
0 -261 co 29')
1g 11gµDark brownish -grey
SHALE - dark brown
15.7 114
SANDSTONE - dark greyish -brown
870 40 Grey
lg.9 Shale interbeds, dark brownish -grey
0MISMIMHO
060--50-
17.0 - 112
NOTE: Water not encountered in bucket hole; no
caving. Drilling mud used in rotary wash
hole,
Elevntions refer to datum K reference drawing;
60 see Plate 1. The elevations were obtained by
interpolating between the conto"rs, and are
230-2560 approximate.
LL.......IND*ATES DIRECTION OF 01P (AZIMUTH)
IND RATES ANGLE OF DW BELOW HORIZONTAL
LEROY C
LOG F BORING
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SANDSA ONEyellowish—brown
x
fl" 4 a 116 ..
2 G7 from
0.'
L', AUsedgad to
fill
Greyish -brown and brow ri.
4a 1.
ZapIt21750
wx I
Diatamaceous
10.... Layer oS VWs -contorted
re
0,3 103 k a.d pad, chapping bucket and aaong r from
4
112 Used gad and chapping bucket. below ow 41o
IV- 2'MO J to 10?
il; ". .... 5.. 117
Layers ca d:" SHA IX
140 ..3WO Dark brown
9.2 113 Used g ad from 12' to 1
20 FZ,6-_7290 NY,,Siltstone interbeds, light brown
640. 2021
9.8 118
LOG F BORING
L R0,gym CRAM AL
Contorted aaf.l.tsto nc i ntcarbed
30 JAL.....1 VIE.-
70-2820 H.o t t l d brown
Shale i'cn't rbeds
11.6 104
Contorted
fill2
re
91G- 12.1 112 Used gad and chapping bucket. belowow 41o
lJ ........
E: W n'ter not encountered; no caving.
LOG F BORING
L R0,gym CRAM AL
170- 3060
2 1. 0 -16 F'_1
190-2930
23.5 100 1 1
140-2580
870-- -20
BOG C
8.5 116
DATE DRILLED 1 April 7,8 & 24, 196 4
Akl
X,- Z §, EQUIPMENT USED: 1806" -Diameter Bucket to 261
1, 6" til a,meter Rotary Wa.sh toelow 26'
115
9.4 113
ELEVAT ON .390
14.9 98
10.2 114
HAY - dark brown
60
120-2700 SITUSTChE - sandstone interbeds, contorted,
20,5 90 1 brown and light brown
170- 3060
2 1. 0 -16 F'_1
190-2930
23.5 100 1 1
140-2580
870-- -20
8.5 116
7.0 119
7.9 117
860-- 30
9.8 115
9.4 113
850--
9.1 123
10.2 114
840 - 50
60
Diatomaceous Inyer
Shear Zone
SANDSTONE - silestone irate rkeel s, brown and gregy
Used gad, chopping bucket and auger froill
101 to 151)
Lighly contorted
SILTSTONE - sandstone interheds, brown and grey,
SA11I)STONIE - light brownish -grey
Psed gad, chopping bucket and auger from
181 to 221)
Siltstone interbeds
Light greyish -brown
Yellowish -brown patches
Mottled brown, dark brown and yellowish -
brawn
MTE: Water not encountered in bucket hole; no
caving. Drilling mud used rotar,,r wz.sh
hole.
LEROY CRANDALL 6
10
raw BORMG D
MATE,
a
DRALLED April 6 L 7, 1964
4
E QW T -Dimeter Bu cketPMENUSED18",
E L E V ATI ON fjz
Cl w\-Ey SANIT) - dark brown
13 0 91 di"fltoDiaceous L',vivers, mottled brown and
f 60- 2710
x white
13.5 103 1
ff50-264
asoiie interbedsSndt
17.8 109 Ilighly fracLured and contorted
830- 10
21.5 99
S'Rear zone
26.6 94
100-3090
2M 102 1 x x
820- 20 -
130-2210
ibii--
Layers of SANDSTONE (used gad to penetrate)
17 5 Iont orted
130--2910 "'
13.2 11.1 1 1
9 0-6300
9 101 1
Sdo --2640
Ex D 0-- 4, 0
140-2900
I P P). 0 1 103 1 1
790---,50
More frequent sandstone int erbeds
Contorted
SANDS',*()NE - light greyish -brown5
1 ed gad, choppine, I)LL cket and aa%er from
291 to 351)
Interbeds of shale
13', rown
Contorted
Grey
R!iale interbeds, contorted
Used gad from 46' ' to4,,,' and below 48')
1,10"I° ., Water ZIOL encountered; no caving,
LOG OF BORING
I LEFROY CRA L
Milll
71 SANDSTONE - brown
S11ALE - slightly fractured, brown and grey40-.___..._.
Sandstone intrerbe s
A
Used gad, chopping bucket and auger from
W Cads J
830-
NOTE: Water not encountered; arca caving.
on
LOG OF BORING
w'
BORING E
DATE DRILLED April 3,4 &6, 1964
X's EQUIPMENT USED 18"-Dlanieter F',_icket
r'
E VA w r;35
S °T)S .. O E - waao t l east brow n
3w. 0 1l Slightly fractured
Mi 110Toyer of SMALF
Brown
ti... 10 Used tad from ' to )
fa SHAT..`w — highly fractured, di at:,CaaaV ce'Cau d layers,
a 22 m
g
grey
to Ott -"I 170-M50 Used mad from 111' to 12')
layers of SANDSTONE
107 107 Contorted
22 .4 100 P
Slightly .rac.t waaaeco, brown aa, grey
14%20900qp
86U_ 23.3 100 1
n, 3t
22.88
Shear zone
100 114 Contorted
y pp 140—
W
71 SANDSTONE - brown
S11ALE - slightly fractured, brown and grey40-.___..._.
Sandstone intrerbe s
A
Used gad, chopping bucket and auger from
W Cads J
830-
NOTE: Water not encountered; arca caving.
on
LOG OF BORING
w'
A
BORMG F
DATE WILLED April 16, 1964
LQUIPMENT USED W-Dinmeter BuckW
10VAI'MN S
F ., 0
8.5 89 10 1 SIL.1 SAIM - dark brmqu
13.1 77 Few gravel
11.9 85
12.1 85
10
Layer of GLA"f
SHALE - diatoutaceous, brova and white
SAME= - brown
Shale interbeds
5.3 120 1
SIIALE - sandstone interbeds, fractured, brown.
and grey
Used gad and chopping bucket from 21' to
26Q
NOTE: WaLer not encounLered; no caving.
LOG OF BORING
LEFROY CRANDALA., a Assr.)c;X7E
B () R I N G G
fin
DATE DRILLED March 28 A 30, April 22,1964
j, EQUIPMENT USED . IW Mameter Kcket to 321,
Q 6"Miameter Rotary Wash & NX Care below 32'
F.",LEVATION 9/,C)
CC; dork brow,
14.2 71 SEALE fracLured, diaLumaceaus layers, mottled
11.8 103
white and light brown
hrown and light brown
6 104 Sandstone lami"ations
93 Less fracLared, grey and brown
Ased gad from 13' to 141) 19.7 102
r owi i
12.L 113
920-20-11"-109—
ised gad from 20' LU 21')
263 93
Brown and grey
26.4 98
Crey and dark brownish -gray
97, 3 0 - Used gad, chopping bucket aud auger from
31' Lo 321)
401CAris CORINO RUN
Pq9qpqr.off
CORE RECO
qq op
VERY Shear zone
13.6 117 SA 11,0S TONE - mottled grey and dark grey with
A
ellowish-brown streaks
K Dark greyish -brown
6.2 128 2
890. k 5 0 4,_Iq_. _ 12 2
810.L 60
IMEM
NOTE: Water not encountered in bucket hole; no
caving. Drilling mud used In rotary wash
hole,
LOG OF BORING
LEROY (' RAPry DAL. L,, 8 AS',°;=A'T,
C)J AT'c " — I
Al
10
BOANG H
D"TEA DRILLED Alarch 31 & April 21 & 22,19
Z)
EQUIPMENT USED 1 W -Diameter bucket to 231
V -Diameter Kotary Wash & NX Core below 23' k r
0 -
ELEVAI'ION
I 1 6 90
ark Lruwu
11.5 119
980- -.50
diatomaceous layers, sandstone Oter-
4 C)
23.0 95 1
iveds, fractured brown, white and greyish-
Lrow,
12.6 9%
nre frequent sandstone t: in
2(/
6- 2920 qo"torLed
Q5.6 92 >' ised gad from 15' to 17')
x1 >'' Ns lxss sandstone, highly fractured
90-2660 A large fissure in the side of the hole)
25A j_j
9 3
11.5 108
8.1 116
0 -
11.5 119
980- -.50
4 C)
Oyers of SANUBONE
Vrown, grey and greyish -brown
dark browni sh -grey
Petroleum odor
Phttled dark brownish -grey and grey
MTE: Wnter not encountered in bucket Lole; no
caving. Drilii"g mud used in rotary wanh
hole.
L 0 G 0 F B 0 FR I N G
LEFRCYY CRANDALA. B ASSOCHO
BORMG I
DATE DRILLED March 31, 1964 IS April 2,19
EQ U P M E N41 USED 18" -Diameter Bucket
A
ELEVATI ON
hum CULY, Drml
4, SHAot18. 82 LE - vial layers, fractured# 7 white and brown
23.9 84 Highly fractured
22.6 88 Sandstone interbeds
170-287 contorted
5 1, 0 3 0
m
mm
160 510
25.5 92 1
70-246
L- 6
Shear zone (from 15V to 2.1V)
Drawn and grey
Layers of SANDSTONE - highly fractured
More fray " cent layers of SANDSTONE
to tai
Ye 11. .h -brown
Used ga,d, chopping bucket and auger
frota 36' to 38h')
Mottled brmn and grey
NOT Water not encountered, no caving.
LOG OF BORING
E R 0) L S ASSM
26.0 90
30-270
20.0 100 1 1
130-2790
3)
24.3 97 1
2 0---_--..__.
fl80-2960
26.2 94 1 1
80-3020
26.7 89 1 1
5 1, 0 3 0
m
mm
160 510
25.5 92 1
70-246
L- 6
Shear zone (from 15V to 2.1V)
Drawn and grey
Layers of SANDSTONE - highly fractured
More fray " cent layers of SANDSTONE
to tai
Ye 11. .h -brown
Used ga,d, chopping bucket and auger
frota 36' to 38h')
Mottled brmn and grey
NOT Water not encountered, no caving.
LOG OF BORING
E R 0) L S ASSM
B 0 R 104 G J
DATE DRILLED pri 2, 1964 and April 3,1'
q C)
ELEVATION ii
CSL CLAY - dark bromwli
15.4 o,Sandy
SANDSTONE halese rb d , grey and brawn
19.1 96
Highly fractured
g or ..._10. ..
1 96 ... _ Yellowish -brown layers
330-0330330 SHALE diatomaceous layers, sandstone inter -
12.0111 1 bads, highly contorted (shear , grey
and brouqa
120-32 4
S IMSTONE - shale interbeds, browse with re
5. L— 6 x..
LOG OF BORING
LEROY CRANDALA, 8, ASS
Pa ATf
d C
24 w
IN
FF -3290
19.0 105
60-0090'(Used gad from 221 to 24')
19.8 102
130-3270
lid sad at 32')
120-M
13.1 e
i led brown and dark brown
4 0
2 dSIMLE, - sandstone °.nterbed , brown and
goo—,
00 _'3 brownish -grey
Highly fractured
13.1 aANDS ITU' - brown an brown gra
aid geed m 45h' to 4 e
23.5 M - fractured,brown and grey
9 10 c^
as
cc
1___ NOTE: Water arca ncou a eend; no caving.
5. L— 6 x..
LOG OF BORING
LEROY CRANDALA, 8, ASS
Pa ATf
MAJOR DIVISIONS
GROUP
TYPICAL NAMES
SYMBOLS
GW
WeH groded grovels gravel sand mixtures
CLEAN
htfle or no fines.
GFRA Vi_LZo
Litile or no fines Poorly graded grovels or gravel—wind rmOures,
GRAVELS
GFo
hills or no fnies,
Mote than 50% of ----- -----
comse fraction is
LARGER than the GM Gdty gravels, gravel- sarid- sir rnWures.
U. 4 sieve s GRAVELS
W I'T'H E NES S
COARSE
Appreciable anent.
of fines) GC Clayey gravels, gravel sand-cloy mixtures.
GRAINED
SOILS
More than 50"/. of
SW
WPH groded sands, grovelly sands, hftle or
nrolerw is LARGER n'o fines
Own No 200 sieve CLEAN SANDS
LitHe or no fines)
SID Poorly gmded sands or gravelly sands, lifle
SANDS or no flires.
Mora fficir, 50% of
coarse fraction is
SMAUER than the SM Silty solids, sond-silt mixtuves,
No 4 sueve sizO SANDS
Wl'Tfi FINES
Appreciobl(,,arnt,
of fines) SC Cloyey sands, sand. day rnixiiures
Inorganic silts and very fine sands, rock flour,
NYE_ silty or clayey fine sands or clayey silts
with sfigrif plasficity.
SILTS AND CL,AYS inorganic cloys of low to mediurn plaisficity,
Liquid Iirnif LESS than 50)grovelly clays, sandy clays, .jolty cloys, lean
6ays.
FH4E CSE.. Organic sills and organic silty clays of low
GRAI NED
piusficily
SOIL S
11mr, 50%ofriorgonic
MH
silts, mleaceous or cilatOrnaCeOUS
ninaterial is SMAtLER fine, sandy or sl[ty so0s, elusfic ON,
lMo,e
thaic No. 200 sieve
size)
SILTS AND CLAYS
Liquid hrinit GREATER than .'y Cb(
CH lnorgcnic clays of high plaslicily, fal clays.
7 Organic
OH
clays of rnediurn to rilch plasticity,
orgornic 10ts
WGHLY ORGAWC SOU.. as Peat and other highly organic ,".molls.
BOUNDARY CLASS IF ICATiONS: Sails possessing OiaraOerislocs of two groups ore designated by
combinations of group symbols.
Zefemnce
The Uni fled Sod CWssificcifion Syslern, Corps of
Engineers, U. S, Anny Technnca8 Mernororidurn No,p357,
Vol 1, March, l953. (Revised Aptil, 1960)
LE Roy CRANDAL I B ASSOC I A T E"S
P I_ A'T"IE A-2
4-
0
0
U-
1000
W
a
S 1
3000
Uj
Cr
D
40C)o
Q -
1A.1
D
5 5c')OO
EXXX
SHEAR STRENGTH n Pounds per Square Foot
KEY '
A A --SANDSTONE
0 0 --SHALE & S LTSTONE
L--T'esfsat fieid rnoisture content
Testsat increased moisture content
Test,,> (it cncrecsed moisture Content (Samp es purposely
broken Mong the shea( pone prior, to testing)
I
0
0
0
LL,
VOCK)
20(X,'
73
0
CL
S
300C
Ui
U)
w
Lr 400C
cr
U 500(
cr
SHEAR STRENGTH in Pounds per Square Foot
COO 2000 3000 4000 5000 6000
0 BORINGS
0 Hi 4
c
F-19' 9
H-14 O
G-6
H-33 1-40
I/ /O)A
J-14 1
AOOJ-48 H--14* A
1-2 H-49
1-18 1-18
0
G
0 H-19() F-19
3 H4
gy
0Aa-1JJCIS
A
NUMBER 0AIIAIG
MAIPLE DEPTH (FO
VALUES USCD
IN ANAL)ISES
00
RfJ -48
H - 49,j
KEY
L A -SANDSTONE
SHALE & SiLTSTONE
rat field moisture content
Tests cjt mcreased rrioish.jre content
it, mcreased rnoisture content (sanlples PLWPO,-,eGy
broken 01ORg the shear, plane p6or to testing )
DIRECT SHEAR TEST DATA
1!
K
E
y
a 4CGO 8cxx) 12000 16000 20(X)O 240
NORMAL, STRESS in Pounds Der Saucre Fool
TE S T 1 2 3 4 5 6 7
BOR B NG A B D G G
S A MPLE
DEPTH (f t 25 1 4 9 26 22
TESTS AT' FIEL DMOISTURE CONTENT
TESTS AT' INCREASED WiSTURE CONTENT
L,0AD A KWS) PER SOL)ARE FOOT
0
Im
z
0
1)
0,24
Boring F at: 5
SIVI"i SAIM
0 28
NOTE: Water added to sample after consolidation under a load of 3,6
kips per sqUare foot.
CONSO L I DA rION TEST" DATA
CRANDALL, a Ass,,)c ATE'
A, P t j -5,4- gy/ imw Vr/0011 t g
7- U/717 717779, FUTT 7RIM1WF 711771717 J7;
MV,
LOAD N KWS PER SQUARE 1-001'
TE,or ing 1 —77
J
SANDSTONE
7at 167, T7
I
U, 1, 03:
z
0.
j
0
0.
0
01
0, -------
1,10TE: Water added to sample after consolidation under a load of 3,6
kips per square foot.
NOTE CM,NGE IN SCALE
CONSO L,. I DAI ON TEST DA-rA,
e
v