HomeMy WebLinkAboutGeotechnical Investigation
I
I
I
I
I
I
I
I
I
I
I
I
I
'.1
I
I
I
I
.1
Converse Consultants Inland Empire
Consulting Engineers
and Geologists
118 West Airport Drive
San Bernardino, California 92408
Telephone 714/889.8004
~
-r~ '19~
GEOTECHNICAL INVESTIGATION
PROPOSED RANCHO HIGHLANDS APARTMENTS (272 UNITS)
PORTION OF A.P.N. 923-020-038
YNEZ AND TERRA VISTA ROADS
RANCHO CALIFORNIA, CALIFORNIA
RIVERSIDE COUNTY ROAD
& SURVEY DEPARTMENT
CONDUCTED FOR
Rancho California Development Company
27405 Ynez Road
Rancho California 92390
CCIE Project No. 88-81-119-01
October 3, 1988
\
A Wholly Owned Subsidiary of
The Converse Professional Group
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Converse Consultants Inland Empire
Consulting Engineers
and Geologists
11 B West Airport Drive
San Bernardino, California 92408
Telephone 714/889-8004
October 3, 1988
~
.
Rancho California Development Company
27405 Ynez Road
Rancho California, California 92390
Attention: Mr. Michael Ryan
Subject:
GEOTECHNICAL INVESTIGATION
Proposed Rancho Highlands Apartments (272 Units)
Portion of A.P.N. 923-020-038
Ynez and Terra Vista Roads
Rancho California, California
CCIE Project No. 88-81-119-01
I NTRODUCTI ON
This report presents the results of a geotechnical investi9ation
conducted at the subject site. During the course of our investigation,
subsurface conditions and pertinent engineering properties of the
encountered ma teri a 1 s were eva 1 ua ted to prov i de recommenda t ions
regardi ng site gradi ng, and foundati on des i gn cri teri a. We understand
that the proposed development will consist of approximately 35-two story
wood frame and stucco apartment buildings and associated streets, parking
areas and landscaped areas. Development of the site will include cuts
up to about 35 feet in height and the placement of approximately 10 to
50 feet of fill material, with fill slopes as high as 50 feet.
SCOPE OF INVESTIGATION
Field Exploration
Field exploration performed for this study included the following:
. Drilling 5 exploratory borings to a maximum depth of 50 feet using
a bucket auger drill rig.
. Excavation of 20 exploratory trenches with a backhoe to a maximum
depth of 19 feet.
Subsurface explorations were logged by an engineeri ng geo 1 ogi st who
carefully observed and described the cuttings and samples. Where deemed
appropriate, the exploratory excavations were entered by an engineering
geologist who observed the exposed earth materials. Boring and trench
logs are presented in Appendix A. Approximate boring and trench
locations are presented on Drawings 1 and 2.
A Wholly Owned Subsidiary of
The Converse Professional Group
1-'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Rancho California Development Company
CCIE Project No. 88-81-119-01
October 3, 1988
Page 2
Relatively undisturbed samples of the subsurface materials were obtained
from the borings and trenches by driving a steel sampler with successive
drops of a driving hammer weight. Samples were retained in brass liner
rings with a 2.4-inch diameter and 1.0 inch height. These samples were
sealed in plastic containers and carefully transported to the
laboratory. Bulk samples of typical materials were also obtained.
Laboratory Testing
Samples were tested in the laboratory to
properties of the site soils and bedrock.
determine certain engineering
These tests include:
. Consolidation Tests
o Dry unit weight and moisture content;
. Direct shear tests
. Maximum density curves.
A brief description of the laboratory test methods and results are
presented in Appendix B.
EXISTING SITE CONDITIONS
The approximately 30-acre site is located west of the i ntersecti on of
Ynez and Terra Vista roads in Rancho Cal ifornia, Cal ifornia. The site
is bounded on the northwest and southeast by undeveloped contiguous
portions of Rancho Highlands, on the northeast by an existing
condominium development and Ynez Road; and on the southwest by
Interstate 15. Elevations at the site vary from 1,025 to 1,175 feet
above sea level. Topography at the site can be described as a series of
gentle, north descending hills and ridges with intervening drainage
ravines. Vegetation at the site consisted of a moderate growth of weeds
and grasses. An existing canyon fill area is located along the western
boundary of the site. It is our understandi ng the canyon fi 11 was
placed between .August 20, 1985 to September 20, 1985, is approximately
30 feet .thick, and was placed under the testing and inspection of
Leighton and Associates, Inc. (Project No. 6851323-01). Compacted fill
soils were documented by Leighton & Associates, Inc. in the referenced
report dated September 24, 1985. Minor amounts of stockpiled fill soils
were observed in the vicinity of Trench 12.
EARTH MATERIALS
General
A general description of the various soil types encountered at the site
during our subsurface investigation is presented in this section of the
report. The following documents from recent projects directly adjacent
to the subject site were util ized as references during our inves-
tigation:
Converse Consultants Inland Empire
"b
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Rancho California Development Company
CCIE Project No. 88-81-119-01
October 3, 1988
Page 3
. Fault Investigation -
County Assessor's Parcel No. 923-020-038
West Twin Lakes Area "C-ll"
Portion of Tentative Parcel Map 22708
"Rancho Highland" Tentative Tract 21760
Rancho California, California
CCP Project No. 87-31-344-01
Dated December 28, 1987
. Liquefaction Investigation -
County Assessor's Parcel No. 923-020-038
West Twin Lakes Area "C-ll"
Portion of Tentative Parcel Map 227-08
"Rancho Highland" Tentative Tract 21760
Rancho California, California
CCP Project No. 87-31-344-01
Dated November 23, 1987
Subsoil s
Based upon our observations in the field, and the available subsurface
data, the site is underlain by bedrock materials of the Pauba Formation,
recent alluvium and colluvium. These materials are overlain by a
relatively thin mantle of topsoil and slopewash. Areal distribution of
the earth materials are shown on Drawings 1 and 2 and are described
below from geologically oldest to youngest. The topsoil and slopewash
materials, which form a relatively uniform mantle over the entire site,
are not indicated on Drawings 1 and 2, but are described below.
.
Pauba Formati on (Map StlibO 1 Qp) .
Bedrock materials of t e Pauba Formation underlie the site. The
bedrock exposed within the exploratory excavations consisted of
sandstones, silty sandstones, siltstones and a few, thi n
claystones. Bedrock materials were generally massive or poorly
bedded. Structural attitudes taken on occasional bedded units or
1 ithol ogi c contacts i ndi cate stri kes to the northwest and
northeast, with dips to the south on the order of 70 to 500.
Recent Alluvium (Map Symbol Qal)
Alluvium was located within the drainage ravines (canyons) and
consisted of silty sand. These materials were generally dry, loose
to medium dense and were observed to contain pores and root casts
to 3/16 inch diameter. Alluvium ranged in thickness from 2.5 to
15.5 feet.
Colluvium (Map S~bOl Qcol)
Deposits of col uvium were observed near the base of the side
slopes within the narrow drainage ravines, and along the northern
boundary of the project (Drawing 1). These soils, consisting
mainly of silty sands, ranged in thickness from 4.5 to 10 feet.
These deposits represent an accumulation of debris at the base of
slopes, having moved downslope over time in response to the
influences of gravity and water.
.
.
Converse Consultants Inland Empire
A.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Rancho California Development Company
CCIE Project No. 88-81-119-01
October 3, 1988
Page 4
. Topsoil Slopewash
The soil and slopewash materials consisting of silty sand were
observed to mantle the site. These deposits ranged in thickness
from 1. 5 to 5 feet and were genera 11 y dry and loose to med i um
dense.
Groundwater
Groundwater was not encountered in any of the exploratory borings or
trenches to the maximum depth explored of 50 feet. Perched groundwater
was encountered within the alluvial deposits adjacent to the now drained
lake along the western margin of the site. Perched conditions may be
anticipated within all canyon areas during periods of heavy rainfall.
Faultin9 and Liquefaction
Data accumulated during the fault and liquefaction studies conducted for
the C-ll hotel site (Project No. 87-31-344-01 dated 12/28/87 and
11/23/87) directly adjacent to the west was utilized during our
evaluation of geologic conditions at the subject site. Based upon the
available subsurface data, the 1 iquefaction potential at the subject
site is considered nil. No active faults are known to exist at the site
outside of the fault setback zone established by Leighton & Associates
along the south side of Ynez Road.
Subsurface Variations
Based on the results of our subsurface exploration and experience,
variations in the continuity and depth of subsoil and rock deposits
should be anticipated. Due to the nature and depositional character-
istics of the natural soils and rock at the site, care should be
exerci sed in i nterpo 1 ating or extrapo 1 ati ng subsurface soi 1 and rock
conditions between or beyond test borings and trenches.
CONCLUSIONS AND RECOMMENDATIONS
General
The results of this investigation indicate that the site is suitable for
its intended usage and may be developed as planned, provided the
remedial grading and other recommendations outlined in the following
paragraphs are implemented prior to construction of buildings at the
site.
Accordi ng to the previ ous ly referenced report, fi 11 soil s placed and
compacted under the testing and inspection of Leighton and Associates,
Inc. in accordance with engineering standards applicable at that time
and are considered suitable for support of proposed foundations. The
approx imate 1 imits of these fi 11 soil s are i ndi cated on Drawings 1
and 2.
Converse Consultants Inland Empire
-6
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Rancho California Development Company
CCIE Project No. 88-81-119-01
October 3, 1988
Page 5
Overexcavation
Overexcavation and recompaction of topsoil, alluvium, colluvium,
slopewash materials and stockpiled undocumented fill soils will be
necessary pri or to placement of any structura 1 fi 11 s. Anti ci pated
removal depths are as follows:
. Topsoil: Loose, silty sand topsoil encountered at the site to
depths ranging from 1.5 to 2-feet will require removal and
recompaction.
. Canyon Areas (Alluvium): The loose to medium dense silty sands
present within the drainage ravines (canyons) are considered
unsui tab 1 e for support of the proposed fi 11 s. Removals wi 11 vary
from about 2.5 to 15.5 feet, with possible localized areas of
deeper removals.
. Hillside Areas (Slopewash and Colluvium): Relatively dry, loose to
medium dense, silty sand slopewash and colluvium soils were
observed in hillside areas throughout the site. The depth of
removal and recompaction will vary from about 1.5 to 10.5 feet.
. Stockpiled and Undocumented Fill Soils: Surficial undocumented,
silty and fill soils were encountered in Trench 12 and Trench 17 to
a depth of 5.5 feet. These soils will require excavation, but may
be re-used as compacted fill provided all organic and deleterious
material has been removed prior to recompaction in accordance with
the recommendations contained in Appendix C.
. Exploration Trenches: All exploratory trenches were loosely
backfilled and will require overexcavation and recompaction for new
improvements support. Approximate locations of the trenches are
shown on Drawings 1 and 2.
Localized areas of removals deeper than those indicated may be
encountered during grading. All removal bottoms should be observed by
the soils engineer or engineering geologist prior to placement of fill.
Soil s removed duri ng the overexcavati on procedures may be uti 1 i zed as
compacted fill, provided they have been cleaned of all organics and
other deleterious materials. We recommend that all proposed fills be
placed upon properly benched or keyed, competent bedrock materials in
accordance with the specifications presented in Appendix C.
All surface trash and vegetation (including, but not limited to, heavy
weed growth, trees, stumps, logs, and roots) should be removed from the
areas to be graded. Organic materials resulting from the clearing and
grubbing operations should be hauled off the site. Non-organic debris
from site clearing may be hauled off site or stockpiled for crushing
and/or placement by approved methods in fill areas.
Converse Consultants Inland Empire
(q
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Rancho California Development Company
CCIE Project No. 88-81-119-01
October 3, 1988
Page 6
Subdrains
It may be necessary to install subdrains in canyon fill areas prior to
fill placement and compaction to control potential rising groundwater
conditions and intercept groundwater seepage. Any discharge from
subdrains should be directed away from the toe of onsite slopes via
controlled drainage devices. A subdrain detail is presented in
Appendix C. Subdrains should be located as recommended by the project
Certified Engineering Geologist (CEG), based upon post removal earthwork
observations.
Shrinkage and Subsidence
Based on our test resul ts, an average shri nkage value of 5% is con-
sidered appropriate to estimate the loss in volume during recompaction
of existing soils. Some variability should, however, be anticipated,
particularly between loose surface soils and bedrock. Volume losses due
to stripping of organics should also be considered during calculations
of earthwork quantities. Subsidence due to construction equipment
activity will range from about 0.1 to 0.2 foot.
Earthwork
Site grading is expected to consist of cut and fill operations to
prepare the building pad areas. All fill should be placed according to
the recommendations listed in Appendix C. The fill shall be compacted
to at least 90% relative compaction, based on the ASTM D1557-78
laboratory procedure. Maximum cuts and fills are expected to be on the
order of about 38 and 45 feet, respectively, based on preliminary site
grading information. Grading is also expected to include backfill for
uti 1 i ty trenches. Exploratory trench backfill soi 1 s placed at trench
locations indicated on Drawings 1 and 2 were not placed and compacted in
accordance with engineering standards. During site grading, these soils
should be removed and recompacted in accordance with the recommendations
contained in Appendix C. Suggested guidelines for temporary sloped
excavations, slab subgrade preparation, site drainage, and utility
trench backfi 11 are presented below. Stabi 1 ity ca 1 cul ati ons for the
anticipated slopes are presented in Appendix D, titled "Stability
Analyses". Please note that safety during construction is the
contractors responsibility. Additional comments regarding site grading
and preparation are presented below:
. Existing Fill Areas: In areas where new fill will be placed on
existing fill (such as along the western boundary of the site in
the vicinity of the previously compacted and documented fill) all
loose to medium dense and disturbed soil/debris should be removed
to expose competent fill material.
. Cut/Fill Transition Pads: Cut/fill transition lots created by
grading operations shall have the cut portion overexcavated a
minimum of 3 feet below the bottom of the proposed footings. The
resulting volume shall be backfilled with fill, compacted as
outl ined in Appendix "C". Deeper overexcavations within the cut
Converse Consultants Inland Empire
'>\
.
.
'.
I
I
I
..
.
I
I
.
I
I
~
.g
"...1
....
I~
:;
11
"
.
Ii
I
.
, ,.,.' '. : " ..' . .' PROPOSED COMPACTED FILL':: .
" ' .. '. ". ' . '.. . .
"" , " .' ",:' .,'" '.
'. ,. '. '.,.. .:' . '... ' ' '.
. , ' ; .
, .
'" ..'
. '., '..
. ::" '. : '., ;-.'~ . .' UNSUITABLE MATERIAL'
.. ...., .... .... _0..
. ., .' . . '.. ' .
".' .'. "". ',.' . "
. .' ......... .: .' . ...
. ; .-....,.. . . "':..
. . . ". ~ ~--:,';...:..:~'~:,,:-;;,~
. .'
. .,
:
. , ,
. . .
, ,
. NATURAL GRADE' " ' .
.- -'
.'
TYPICAL BENCHING
'. . ..
.' .
, '
. .
. .'
" .
"
NOTE:
Downstream 20' of pipe at outlet shall
be non-perforated and backfilled
with fine-grained material
SEE DETAIL BELOW
COMPETENT MATERIAL
Depth end Bedding.
May Vary with
Pipe end Load
Characteristfcs.
3' Feet Typical
l.. ::::.~ 'oO;.~
11.0 0 10 0 0
~ Fe~8; ~~~'IC~
.
'......
T
NOTES:
Pipe shall be a minimum of
4 inches diameter and runs of
500 feet or more shall use 6-inch
diameter pipe, or as recommended by
the soi I engineer
MINIMUM CLEARANCE
. DIMENSIONS . .
:
~
./
. .
,,' 0 ()
<) .
. 0
o ~ ~
::;
DI:IIJ l) 0 c..
~
. 0
Q
. 0 ,
" .
.
o c:, 00
OJ oOQ,
o O(l
o
o
FILTER MATERiAl - Minimum of nine cubic
feet per foot of pipe.See Figure SO-2 for
filter material gradation
ALTERNATE: In lieu of filler material nine
cubic feet of gravel per .foot of pipe may be
.encased In filter fabric. See Figure 50-2
for gravel speclflcationa.Aller fabric shall
be Mlrafl 140 or equlvelenL Filter fabric
shall be lapped a mlnimwn of 12 IncIles on
all jolnta.
,
o "
o
6
. .
8' MIN.
Mlnlmun 4-lnclH:tlameter, PVC SCH. 40 or
ASS Claaa SOR-35 with a cruehlng atrength
of at leeat 1000 pounds, with a mlninun of
8 unlfonnly-speced perf_tions per foot of
pipe, Installed with perforations on bottom of
pipe.
TYPICAL CANYON SUBDRAIN
RCOC/C-11 APARTMENTS
RANCHO CALIFORNIA, CALIFORNIA
for: RANCHO CALIFORNIA DEVELOPMENT COMPANY
~ Converse Consultants Inland Empire
PrOlect NO.
88-81-119-01
Figure NQ.
50-1
't>
I
1
<I
I
I
'1
.
"'1'
I
I
I
I
I
,I ~
...
':~I.
Yo,
".
Ig
.
.~
IE
.
>
Ii
1
I
. FILTER MATERIAL
MIN. 9 CU. FT. .
PER LINEAL FT.
Fit TER MA TERlAt:
Filter material shall be Class 2 penneable
material (Caltrans Standard Specification
68-1.025) or approved ~Ilem~le:
Class 2 grading as follows:
SIEVE SIZE
PERCENT PASSING
100
eo-l00
40-100
25-40
18-33
5-15
0-7
0-3
l'
314'
318'
No.4.
No.8
No. 30
No. 50
No. 200
SUBDRA"IN ALTERNATE A: Perforated Pipe Surrounded with Filter Material
6' MIN. OVERLAP ~
-j 1-
MIRAFI 140 FILTER FABRIC
OR APPROVED EaUIV ALENT
m
1-1/2" MIN. GRAVEL OR
APPROVED EaUIVALENT
~:
In addition to the wrapped gravel,
outfet portion of tha subdrain should
be equipPE'd with ~ minimum of
. 10 feet long perforated pipe connected
.ID e nonperforated pipe having ~
minim..., of S feet In 1eng1h Inside
the wrapPE'd gravel.
5UBDRAIN ALTERNATE B: 1-112" Gravel Wrapped In Filter Fabric
SUBDRAIN INSTAUATION - Subdraln pipe shell be Installed with pet1oratlons down or. at locations designated by
. . ltIe geotechnlcat COlllRIItant.
SUBDRAIN TYPE - Subdraln type shell be ASTM CS08 Asbestoe Cement Pipe CACP) or ASTM 02751, SOR 23.5,
or ASTM 01527, Schedule 40 Acrylonltrtht Butadl_ Styrene CABS) or ASTM 03034, SOR 23.5, or ASTM 0178S,
. Schedule 40 Polyvinyl Chlortde Plea1Ic (PVC) pipe or the approved equlvelent. .
TYPICAL CANYON SUBDRAIN (continued)
RCDC/C-11 APARTMENTS
RANCHO CALIFORNIA, CALIFORNIA
for: RANCHO CALIFORNIA DEVELOPMENT COMPANY
$ Converse Consult~nts Iniand Empire
PrOlect No.
88-81-119-01.
Figure No.
50-2
t\
I
I
I
I
I
1
I
I
I
I
1
I
I
I
I
I
I
I
I
Rancho California Development Company
CCIE Project No. 88-81-119-01
October 3, 1988
Page 7
.
portions of lots may be warranted in instances where fill is being
placed over natural hillsides steeper than 2:1. The overexcavation
of cut porti ons shall extend at 1 east 5 feet hori zonta lly beyond
the building line.
Permanent Cut Slopes: Permanent cut slopes up to 35 feet in height
are anticipated, particularly in the eastern and southern portions
of the site. As shown in Appendix D, cut slopes in the encountered
materials not exceeding 35 feet in height and cut no steeper than
2: 1 (hori zonta 1: verti ca 1) have a ca 1 cul ated factor-of-safety (FS)
greater than 1.5. Cut slopes should be observed during grading by
a certified engineering geologist to evaluate the exposed geology
with respect to surficial and gross slope stability. Cut slope
ratios should not be steeper than 2:1 (horizontal :vertical). A
primary concern for cut slopes on this site is the high potential
for erosion of the cohesionless sands and the resultant surficial
instability. Bedding orientations recorded in Boring 4 may require
that the cut slope located just to the south be buttressed. This
condition will be verified by ingrading observations.
.
Permanent Fill Slopes: Proposed fill slopes should be constructed
wlth slope ratios no steeper than 2:1 (horizontal:vertical). Fill
slopes should be properly compaCted out to the slope face. This
may be achi eved by ei ther overfi 11 i ng and cutting back to the
compacted core or other methods. Assumi ng that fi 11 slopes are
properly compacted to the slope face, are graded no steeper than
2:1 (horizontal:vertical), and are no taller than 50 feet in
height, the calculated FS for remolded encountered materials is
greater than 1.5.
Fill Over Cut Slo~es: Cut portions of fill over cut slopes shall
be constructed flrst and observed by the project geologist to
determine if any adverse conditions are exposed. Subsequent to
approval of the cut portion, a minimum 15 feet wide key-tipped into
slope, a minimum of 2% shall be established prior to construction
of the fill portion of the slope. Fill portions of the slope will
be propertly compacted and benched into competent bedrock
materials. Detailed erosion control, planting and maintenance
recommendations for slopes are presented in the section of this
report entitled 'Slope Projection and Maintenance'.
.
.
Setbacks: Permanent structures shall be setback from graded slopes
in accordance with Chapter 29 of the Uniform Building Code (1988
Revised Edition).
Tem~orart Sloped Excavations: The use of sloped excavations may be
app icab e where plan dimensions for excavation are not constrained
by property 1 ines, existing streets, or other structures. Where
constraints exist, temporary shoring or a combination of slopes and
shoring will be required. Recommendations for shoring design will
.
Converse Consultants Inland Empire
\0
.1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
_I
Rancho California Development Company
CCIE Project No. 88-81-119-01
October 3, 1988
Page 8
be presented separately from this report, if requested.
Excavations adjacent to Terra Vista Road and the northbound lanes
of Interstate 15 should not undercut the existing embankments.
Based upon soils encountered in the test borings and trenches, it
is . our opinion that sloped temporary excavations may be made
according to the slope ratios presented in the following table.
TEMPORARY EXCAVATION SLOPES
MAX IMUM**
DEPTH OF CUT
(ft)
0-5
5 - 35
MAXIMUM SLOPE RATIO*
(horizontal:vertical)
0.5:1
1:1
* Slope ratio assumed uniform from top
to bottom of slope.
** Water level at or below the bottom of
cut.
Slope ratios given above are assumed to be uniform from top to toe
of slope. Sandy surfaces exposed in sloped excavations should be
kept moist but not saturated to retard ravelling and sloughing
during construction. Adequate provisions should be made to protect
the slopes from erosion durin9 periods of rainfall. Surcharge
loads should not be permitted within 10 feet of the top of slope.
. Site Drainage: Adequate positive drainage should be provided away
from the structures to prevent ponding and to reduce percolation of
water into the backfill. A desirable slope for surface drainage
within 5 feet of the proposed structures is 2% in landscaped areas,
and 1% in paved areas. Planters and landscaped areas adjacent to
the building perimeters should be designed to minimize water
infiltration into the subgrade soils. Gutters and downspouts
should be installed on the roofs and runoff should be directed to
adjacent streets via non-erosive devices. Slope drainage devices
shall be constructed in accordance with Chapter 70 of the Uniform
Building Code (1988 Edition). Lot drainage should preclude the
possibility of flow over slope faces with the use of brow ditches.
. Slope Protection and Maintenance: Proposed slopes at the site
should be planted soon after construction and will require
maintenance to perform in a satisfactory manner through time. In
most cases, lot and site maintenance can be provided along with
normal care of the 9rounds and landscaping. Costs of maintenance
are cheaper than repair after neglect.
Converse Consultants Inland Empire
'tv
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I,
'.~
I
I
I
I
Rancho California Development Company
CCIE Project No. 88-81-119-01
October 3, 1988
Page 8
be presented separately from this report, if requested.
Excavations adjacent to Terra Vista Road and the northbound lanes
of Interstate 15 should not undercut the existing embankments.
Based upon soils encountered in the test borings and trenches, it
is our opinion that sloped temporary excavations may be made
according to the slope ratios presented in the following table.
TEMPORARY EXCAVATION SLOPES
MAX IMUM**
DEPTH OF CUT
(ft)
0-5
5 - 3S
MAXIMUM SLOPE RATIO*
(horizontal:vertical)
0.5:1
1:1
* Slope ratio assumed uniform from top
to bottom of slope.
** Water level at or below the bottom of
cut.
Slope ratios given above are assumed to be uniform from top to toe
of slope. Sandy surfaces exposed in sloped excavations should be
kept moist but not saturated to retard ravelling and sloughing
during construction. Adequate provisions should be made to protect
the slopes from erosion during periods of rainfall. Surcharge
loads should not be permitted within 10 feet of the top of slope.
. Site Drainage: Adequate positive drainage should be provided away
from the structures to prevent ponding and to reduce percolation of
water into the backfill. A desirable slope for surface drainage
within 5 feet of the proposed structures is 2% in landscaped areas,
and 1% in paved areas. Planters and landscaped areas adjacent to
the building perimeters should be designed to minimize water
infiltration into the subgrade soils. Gutters and downspouts
should be installed on the roofs and runoff should be directed to
adjacent streets vi a non-erosive devi ces. Slope drainage devices
shall be constructed in accordance with Chapter 70 of the Uniform
Building Code (1988 Edition). Lot drainage should preclude the
possibility of flow.over slope faces with the use of brow ditches.
. Slope Protection and Maintenance: Proposed slopes at the site
should be planted soon after construction and will require
maintenance to perform in a satisfactory manner through time. In
most cases, lot and site maintenance can be provided along with
normal care of the grounds and 1 andscapi ng. Costs of ma i ntenance
are cheaper than repair after neglect.
Converse Consultants Inland Empire
\1/
I
I
I
I
'.
I
I
I
I
I
I
I
I:
'l
I,
I
I
,
I
Rancho California Development Company
CCIE Project No. 88-81-119-01
October 3, 1988
Page 9
-
Most hillside lot problems are associated with water. Uncontrolled
water from a broken pipe, excess landscape watering, or
exceptionally wet weather causes most damage. Drainage and erosion
control are important aspects of slope stability and the provisions
incorporated into the graded site must not be altered without
competent professional advice.
Terrace drains and brow ditches on the slopes should be kept clear
so that water will not overflow onto the slope, causin9 erosion.
All subdrains should be kept open and clear of debris, and soil
which could block them.
landscaping on the. slopes should disturb the soil as little as
possible and utilize drought resistant type plants that require a
minimum amount of landscape irrigation. Wet spots on or around the
site should be noted and brought to the attention of the soils
engineer. These may be natural seeps or an indication of broken
water or sewer lines.
Watering should be 1 imited or stopped altogether during the rainy
season when little irrigation is required. Over-saturation of the
ground can cause major subsurface damage. Slopes should not be
over-irrigated. Ground cover and other vegetation will require
moisture during the hot summer months; but, during the wet season,
irrigation can cause ground cover to pull loose - which not only
destroys the cover, but also starts serious erosion. Fifteen
minutes watering per day is considered the maximum necessary to
develop and maintain good plant growth in Southern California.
Uti] it1 Trenches: Buried util ity conduits should be bedded and
backfl led around the conduit in accordance with the project
speci fi cations. Where conduit underl i es concrete sl abs-on-grade
and pavement, the remaining trench backfill above the conduit
should be placed and compacted in accordance with Appendix C.
Foun~ation Design Recommendations
Conventional spread footings, founded in properly compacted structural
fill or suitable native materials, may be used to support the two-story
wood frame apartments. Footings should be set-back at least 5 feet from
the top-of-slope, or embedded such that there is at least 5 feet
hori zonta lly between footi ngs and the face of slopes. In any case,
footings should have a minimum embedment of 18 inches below lowest
adjacent grade, and should have a minimum width of 12 inches. Footings
may be designed for an allowable bearing pressure of 2,000
pounds-per-square foot (psf). For each additional foot of embedment and
width the above bearing may be increased 1,000 psf and 500 psf,
respectively. The bearing may be increased by 50% for short-term,
dynamic loads. Footings which are founded on 10 or more feet of fill
should be reinforced with at least #4 reinforcing bars top and bottom,
along the full width of the footings. Additional reinforcement may be
required by the structural design.
.
Converse Consultants Inland Empire
\'?
I
I
I
I
'I
I
I
I
I,
I
I
I
I
I
I
I
I
I
I
Rancho California Development Company
CCIE Project No. 88-81-119-01
October 3, 1988
Page 10
The maximum anticipated settlement for an isolated square footing
designed with 2000 psf bearing and supporting an assumed load of 30 kips
will be 1/4 inch or less. Settlements of continuous footings are
estimated to be less than 1/4 inch for loads up to 5 kips per lineal
foot. If actual structural loads exceed these assumed values by more
than 25% this office should be notified to evaluate the impact of
increased loading conditions. Due to the granular nature of the fill
soils, foundation settlements should occur rapidly during construction
and initial live load application.
Resistance to lateral loads can be provided by friction acting at the
base of the foundations and by passive earth pressure. A coefficient of
friction of 0.4 may be assumed with the dead load forces. An allowable
passive earth pressure of 280 psf per foot of depth to a maximum of 2000
psf may be used for the sides of footings poured against undisturbed
natural or properly compacted fill soils. The values of coefficient of
friction and allowable passive earth pressure include a factor of safety
of 1. 5.
The bearing values indicated above are for the total dead load and
frequently app 1 i ed 1 i ve loads. If normal code requi rements are app 1 i ed
for design, the above vertical bearing values may be increased by 50%
for short durations of loading which will include the effect of wind or
seismic forces. The allowable passive pressure may be increased by 33%
for lateral loading due to wind or seismic forces.
Slabs-on-Grade
Conventional 4-inch mlnlmum thickness slabs-on-grade may be constructed
for support of nomi na 1 ground floor resi denti all ive loads . All slab
subgrades should be moisture conditioned and compacted as recommended in
Appendix C. Care should be taken to avoid slab curling if slabs are
poured in hot weather. Slabs should be designed and constructed as
promulgated by the Portland Cement Association (PCA).
If a moisture-sensitive floor covering (such as vinyl tile) is used,
slabs should be protected by a 6-mil thick polyethylene plastic vapor
barrier. If the barrier is used, it should be protected with 2 inches
of sand placed above and below to prevent punctures and to aid in the
concrete cure. Joints should be lapped a minimum 6 inches and taped.
Retaining Wall Design
Design of cantilevered retaining walls supporting properly compacted
fill soils should be based on a lateral pressure equivalent to the
following:
hod zonta 1
3:1
2:1
EQUIVALENT
FLUID PRESSURE
ON WALL
(pef)
30
36
45
SLOPE OF GROUND SURFACE
BEHIND WALL
(horizontal:vertical)
Converse Consultants Inland Empire
\A.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Rancho California Development Company
CCIE Project No. 88-81-119-01
October 3, 1988
Page 11
Design of retaining walls that are braced against rotation and have
level backfill may be based on a uniform lateral pressure equal to 25h,
psf, where h is the wall height in feet.
The above lateral pressures assume the backfill is drained by use of
weepholes or a suitable french drain system. Excavated onsite sandy
soils and bedrock are suitable for use as backfill. Loose soil,
formwork, and debri s shoul d be removed pri or to backfi 11 i ng. Backfi 11
should be placed and compacted in accordance with the recommended
specifications of Appendix C. Where space limitations do not allow for
conventional backfill compaction operations, special backfill materials
and procedures may be required. Pea gravel or other select backfill can
be used in 1 imi ted space areas. Recommendati ons for pl acement and
densification of pea gravel or other special backfill can be provided
during construction.
Retaining wall footings may be designed based on the recommendations
presented in the section entitled "Foundation Design Recommendations".
Plan Review
This report has been prepared to aid in evaluation of the site, to
prepare site grading recommendations, and to assist the engineer in the
design of the proposed structures. It is recommended that this office
be provided the opportunity to review the final design drawings and
specifications to detennine if the recommendations of this report have
been properly implemented.
Observations and Testing During Construction
All removal excavation bottoms should be observed by a CCIE representa-
tive. All structural fill and backfill should be placed and compacted
under observation and testing by this office. All footing excavations
should be observed prior to placement of steel and concrete to see that
footings are founded on satisfactory soil or rock and that excavations
are free of loose and disturbed materials. All base course and subgrade
materi a 1 s used for support of aspha 1t pavement shoul d be tested and
approved by the Soils Engineer.
CLOSURE
The findings and recommendations of this report were prepared in
accordance with generally accepted professional engineering and geologic
principles and practice. We make no other warranty, either express or
implied. Our conclusions and recommendations are based on the results
of the fi e 1 d and laboratory i nvesti gati ons, combi ned with an i nter-
po 1 ati on of soi 1 and rock condi ti ons between and beyond bori ng and
Converse Consultants Inland Empire
\~
I
I
I.
I
I
I
I
I
I
I
I
I
I'
I
I"
I
I
I
I
Rancho California Development Company
CCIE Project No. 88-81-119-01
October 3, 1988
Page 12
trench locations. If conditions encountered during construction appear
to be different from those shown by the borings and trenches, this
office should be notified.
Respectfully submitted,
CONVERSE CONSULTANTS INLAND EMPIRE
M~~.~
~n:~
Chief Engineer, GE 302
Martyn J. Spicer
Project Engineer, RCE 42996
~?~j()~/f'
Gregory N. Doyle
Senior Geologist, CEG 1405
MJS/GND/LTE:88S
Encl: Drawings 1 and 2
Appendices A, B, C and D
Dist: 6/Addressee
Converse Consultants Inland Empire
\1.4-
,I
I
01
'I
~I
I
I
I
I
I
I
I
I
1
I
I
I
I
I
APPENDIX A
FIELD EXPLORATION
The field exploration included a site reconnaissance and subsurface explora-
ti on program. Duri ng the site reconnai ssance, the surface conditi ons were
noted, and the 1 ocati ons of the test bori ngs and trenches were determi ned.
The exploratory borings and trenches were approximately located using existing
boundaries and other features as a guide.
The exploratory bori ngs were advanced us i ng 24-i nch diameter bucket auger
drill ing equipment. The exploratory trenches were excavated by a backhoe
equipped with a soil sampling apparatus. Soils and rocks were continuously
logged by an experienced geologist and classified in the field by visual
examination in accordance with the United Soil Classification System. Where
deemed appropri ate, the exploratory bori ngs and trenches were entered by an
engi neeri ng geo 1 ogi st who observed the exposed earth materials. The field
descriptions have been modified, where appropriate, to reflect laboratory test
results.
Relatively undisturbed samples of the subsurface materials were obtained at
frequent intervals in the exp 1 orat i on bori ngs and trenches using a drive
sampler (2.4-inch inside diameter, 3-inch outside diameter) lined with sample
rings. The thin-walled steel sampler was driven into the bottom of the
borehole with successive drops of a driving weight. The driving energy
required for one foot of sampler penetration, computed from the recorded blows
for each sample, is shown on the bori ng and trench summary sheets, in the
column "Drive Energy". The soil was retained in brass rings (2.4-inch inside
diameter, 1.0 inch in height). The central portion of the sample was retained
and carefully sealed in waterproof plastic containers for shipment to the
laboratory. Bulk samples of typical soil types were also obtained.
Logs of the exploration borings and trenches are presented in the boring and
trench summary sheets A-I through A-30. The boring and trench summary sheets
also include descriptions of the soils, pertinent field data and supplementary
laboratory data. A key to soil symbols and terms is presented on page A-31.
The descriptive term "cohesionless" applied to bedrock horizons in the
following boring summary sheets signifies uncemented rock conditions.
\'\
Converse Consultants Inland Empire
I
.1
I
o.
..
I
I
I
I
I
I
I
I
,I
I "
.~
;;
.~
I :c
, ;
-0
.
>
"I 0
a
0.
0(
~
~
-, ~
z
,
"' ~
SUMMARY
BORING NO
OATO 0"'""00. 7-12-88 . ~~..,>~~~~
THIS SUw,..""., .......I..U:S ONLY AT TM! LOCATION 0" THIS 10111I"10 AND AT TMt:" ......1l,"- ~ (0 (~.... +i\~ .s-
TIM! O,.ORILLING. SU.SU",.....CE CONDITION' hill."" OII",.["...T OTHU LOC:AT10MS ": t' 0110 ~ ~ <0 "~.s-..-s.~
~ AND WA., CHANGE AT THIS LOCATION WITH THE ...,SAGI! 0" TI""IE. THE DATA 'f;.. ~ .... 0 ~ ~ 0$'_4'"...,
OEPTH V~ 0"" ,,"<<'ENTfD IS .. SIMI"'L'P'ICATlON all' ACTUA", CONDITIONS ENCOUNTl:JtEO. ,,\1-~ 'if">- ,:-1-01' >fo"'1-.p.
F~'::T ."."l ~~ ~'f:lQ "'0(.. ~). ....C"
iiI'" r.,-l.. ELEVATION: 11471 ~ I- 1,.)o1>f' ..... >:'f'
o
...
...
slightly
moist
BEDROCK (Qp)
PAUBA FORMATION
SILTY SANDSTONE
fine grained
i
i
I
,
dense
ton
I
5
1 lJ
17.2 2.3
106
SANDSTONE
medium to coarse grained
brown
SILTY SANDSTONE
fine
10
2 ~
23.7 3.0 109
-
15
3 31
SANDSTONE
17.2 3.2
102
SILTY SANDSTONE
fine
.
20--
4
-
foyers of coarse-grained
sandstone and clayey silt-
stone, up to .25" thick
17.2 19.0 111
moist
g ray-
brown
25
CD Indicotes range and number of bulk sample
RCDC/C-ll APARTMENT SITE
Rancho Califarnia, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire.
PrOlect No.
88-81-119-01
Drnwlnq No.
A-I
\<0
I
I
..
I
I
I
I
I
I
I
I
I
I
..
...
..
Ie
.2
..
It
~ ~
"
G
Ii
I~
o
2
I~
"<-,,.,
SUMMARY
BORING NO I (continued)
OAT ~1>~"~~~
THIS SUlolIolAR'l' ....."LIIES ONLY AT THE LOCATION 0' THIS eOIUNG AND AT TH! '-"':"", . 0<0 < 1lo).. + ~,fI
E OR'CCEC 7-12-8~,..,.,..,,,,.,0 SU"U."C'CONO'T>~.'''''.''''.UOT.'",.CAT'.'' 0""':-1> ~ "0 '.....,<\."
.., AlID WAY CHANGE AT THIS I.OCATION WITH THE ,....SSAGE 0" TIMt. THE DATA +,.~ J. 0 ....(';~ 1$'_6'",..,.
D~':7H q""~ cP"" ""ESIUTID II .. 5'''''''LI'I(''''10" 0" ACTUAL CONDITIONS lHCOUlITl:JtEO. ~f'., 'i~".>- (."1-., 4'0..,,,,,1)
FEET ..01- ~0I- 1147' ...." 0 ""1> -:,:...... .""
25 ..,.., ELEVATION . J. ~).~. .>-
5 moist dense gray- BEDROCK: (coOnt.) i 21.5 8.3 108
- brown SILTY SANDSTONE
fine grained
-
-
3
6 4]
103
13.2
11
-
-
3"
7
--
stiff
SANDY SILTSTONE'
fine
103
29.7 24
-
4 ^
y 5)
8 dense tan- SILTY SANDSTONE 34.7 12 107
gray/ fine
.brown-
gray
9 6) stiff SANDY SILTSTONE 21.5 26 98
:4 S .
.
10 7
trace clay
36.0 16
114
5"
J) Indicates range and number
of bulk sample
RCDC/C-11 APARTMENT SITE
Rancho California, California
for: Rancho Califomio Development Compony
88-81-119-01
End of boring at 50'. No graund water encountered.
PrOlect No.
~
Drnwlnq No
Converse Consultants Inland Empire
A-2
\~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I c
2
;;;
I .~
:Q
,
Q.
.2
"
~
11
~
I ~
o
z
.
I ~
..
...
...~~;. '..,.. ~.-.;:.,
SUMMARY
BORING NO 2
DATE DRlLLED: 7-13-8~"15 'UNMAn .......LI(5 ONl.Y AT TH! t.O~ATION 0" THIS 80111"5 "''''0 AT T~[ :t~. ~~~+...,~
'I'IMI! 0'0"11.1.1"11. Su.SU",....CE C:ONOITlONS WA,. 01"""".'1' OTHI[II L.OCATIONS . ~ ~ -f,: ~ () '~"''''..c,f''
'1:1 ___NO WA" CHANGI AT THIS 1.0CAT!QH WITH THt: ,",USAGI! 01" THolE. TH[ DATA -f;~. 0 c-.~ "'-;...,
DEPTH .....~ 0'" Ll'IIIUI:NTI:O IS ... SIM..LI"CATIQN 0' ACTUAL CONDITIONS INCOUNTEItEO. ~""f" .tz.:;.,."", ~1-..,. "O"'1-~
F~~T ~~ ~Ib I "'A.tQ 'CO (.. ~)t..' .C'f"o
41" ".J.. ELEVATION: 1172 . J- :.s.",~~. ~
o
SM dry loose light TOP SOIL - SILTY SAND
_ brown fine to medium grained
slightly dense
moist
brown
BEDROCK (Qp)
PAUBA FORMATION
SANDSTONE
fine to medium garined,
modera te I y wea the red
-
5-~8
25.8 33
111
predominantly fine grained
!" thick clay seam, 80%
conti nuous
-
light
gray
SANDSTONE
massive, fine grained
10--
2
--
Bedding fIN 11 oS at 8'
23.7 8.3 112
- ~
cohesionless 11' to 13'
Bedding N880W120S at 13'
flN70S (opprox.)
0+ 14'
SILTSTONE
SANDSTONE
fine groined, cohesionless
SILTSTONE
_she.ared at. !c;>P of uni,t:, '"
.. at 1'" N300W"/40S
SANDSTONE
fine grained, cohesionless
124
2
stiff
gray
dense
15
19.4 11
3
-
stiff
dense
light
gray
20--
4
-
fine to medium grained: trace 12.9
g ravel and coarse sand
25
gravel layer l' thick
cross beddi no
CD Indicates range and number of bulk sample
RCDCjC-ll APARTMENT SITE
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOlect No.
8B-81-119-01
Drawing No
A-3 ;P
I
I
I
I
I
I
I
I
I
I
I
I
I
..
...
I
Ie
.2
Ii
.2
...
G
II
I~
o
z
I~
SUMMARY
OATEO"'LLEo,7-13-88 BORING NO.2 (continued) ~~''''~~~
TH'. suw......",. """LllS OML. Y AT TNI! l.OCATION 0' THIS IO'UNG A"O AT THE ~'L. ~ O<(J < "PJ. +"flof'",1S' . .
TI...a anUlILl.ING. 5u.sU",....CE CQICIITlON. .....,. OI"III"'T OTNI" LOCATIONS . 'I' ~J.~ ~ <) "~...;.c,.~
.:, AND ......'1' CHANGI AT THI. LOCATION WITH THE ,..USAGE 01" tHolE. THE DATA . -t;.f': 0 -c-.~ ...., >-~
H :v<r; OV ,."IUEMTIO 'S ... 1...."I.I"IC,6,TIO" 0" ACTUAL CONDITIONS U'C:OUHTEltIEO. "\.1-~ 'i';",;.. ~1-", \\'0"1,.-+
_..f . :.:..11: '- (.. ......."" 'C"
~~. ~+ 1172' ...<>~ <>~1' ':~. ~.....
.:,.:, ELEVATION: . )o.~ .
OEPT
'N
FEET
2"
BEDROCK '(cont.)
SANDSTONE
: 17.2 2.9 107
light
groy
5
f--
slightly dense
moist
-
horizontal banding and
crass bedding: contains
numerous rip-up clasts of
claystone
3u
6
--
Bedding N70oElOoS ot 30'
N780E80S at 32'
29.7 4.4
107
-
l' thick grovelly sandstone
33' to 34'
35-
moist
stiff
olive
SILTSTONE
-
-
-
.4^
increase sand to sandy silt-
ston e
SILTY SANDSTONE
fine groined
dense
36.3 7.8 120
7
.
End of boring at 41'
No ground water encountered
No caving
Down hole fog to 35'
Bo ckfi lied
-
RCDC;C-ll APARTMENT SITE
Rancho California, California
for: Roncho California Development Compony
~ Converse Consultants Inland Empire
PrOject No.
88-BI-119-01
Orawin" No.
A-4
1>.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I c
.2
"
.~
I ~
2
"
~
>
I j
~
I ~
o
z
.
I ~
SUMMARY
BORING NO 3
O....TE DRILL.ED: 7-13-88 ~~~~~
. 0 .~ 0
THIS SUIoI...&"y "'~~l.I!S ON\.Y AT THI! LOCATION 01" THIS BaitING AND AT THE "':'l,. -: <0 (~J- +~~,g
T'M' .....",.,. 5U"U"OC"."lT>~.' MAT .,.....T OTo'",O<O"OO' ... 0.. ~ $ 0 '..->'.......
<;; A"o ......,. CH......! AT TMIS LOCAl'ION WITH THt: "''''SSAGE 01" T1wE. TIoI[ OAT... 1;~ J- 0 ,,'t": ,,_,)...,
DEPTH "'~ 0'" jlllIl!SI!;HTED IS ... Slhl..LlfI',CATlON 0,. ACTUA" C:OJllOITlONS ENCOUNTERED. ",1-~ ~:"'" ~1-,s.. "0"'.",110
IN ~<It ~(!j "'A.tQ 'co".. .c;:.J>J- . ""1'~
FEET ,,'" c,.... ELEVATION: 1150. . J- ~)o.f'. .
o
SM dry loose light SLOPEWASH - SILTY SAND
brown fine to medium grained
-
-
moist.
dense
light
gray
BEDROCK (Qp)
PAUBA FORMATION
SANDSTONE
fine grained, moderately
woo thered
5--
1
-
-
stiff
Contact N400W220S at 8!'
SILTSTONE
f fi ne sand; claystone i nter-
. beds r
SILTY SANDSTONE
fine grained, massive w.ith
discontinuous clay beds,
1" thick
.~
Bedding N700W120S at 12!:
CtA YSTONE
2" thick
SILTY SANDSTONE
. fine grained, massiv.e with
discontinuous clay beds,
I" thick
10--
2
--
dense
15-1--
3
I--
'"
.Q
stiff
alive
SILTSTONE
ft' .massive .
CLAYEY SILTSTONE
organics; sand layers;
sheared ;oints
SANDSTONE
fine grained, massive
Contact N40oWI50S at 22'
20 -I--
4
+-
-
-
slightly dense
moist
gray
25
RCDCjC-l1 APARTMENT SITE
Rancho Califomia, Califomio
for: Roncho Califomia Development Company
@ Converse Consultants Inland Empire
4.3 7.2 104
15.1
12
109
19.4
r
10.8
PrOlect No.
88-81-119-01
o;n;;r;;"9 Nu.-----.-
A-5 iY
I
I
I
I
I
I
I
I
I
I
I
I
I
>0
.a
I
I e
.2
;;
I .~
:;:;
~
Co
~
"
Q
I >
0
a
Co
-<
~
I ~
,
0
"
z
,
I .
0
"
SUMMARY
BORING NO 3 (continued)
QATE QFULLEO; 7-13-8T~IS su..........., "''''''LIES ON...., AT THE "O~"'T10" 0" THIS 10ltlNG A"D AT T~E ~:~l- ;~~(~~+:~'oS\~.~
T'ME OP'Olltll.L.IMG. su.SU."...CE CONDITIONS MAY D'f'l"l!ltAT OTHER LOCATIONS . +~ 1>).. -r,; ._0 ~'os> ~
':r A..D IloI"Y CHANGE AT nus 1.0CATIOlol WITA THE "'.USAGE 01" TIME. Tl1E DATA ,~ 0... C\~ .... >-..,
DEPTH ",4.:- OV I'"ItUI:MUO IS " S......LIP'IC...TICN 0" ACTUAl. COMDITIONS U'COUHTltltED. ...~ ~~"''''' <::-'1-". ..s-O'T~~
IN ~f -/,f) ~:Q "'Q{,~ ~).J.. .....('I~
FEET ,,'" ,,-I.. ELEVATION: 1150' . . 1- '!,.,).~. ~
25
5
.-
moist i dense gray BEDROCK . (cont.) I 15.1 14 III
I SANDSTONE ir
L
SILTY SANDSTONE ,
fine grained .
Cantact N600W70S at 26'
.
30--
6
.-
34.7 6.7 105
.
Bedding N700W150S at 33'
3.5--
7
-
end visual log at 35'
26.4 5.5
112
-
4^
very
moist
ollve-
brown
38.0 19.1 113
8
.
End of boring at 41'
No ground water encountered
No caving
So ckfilled
-
RCDC/C-ll APARTMENT SITE
Rancho California, Califomia
for: Rancha Califomia Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-119-01
Ornw1nfl No.
t</
A-6
v'?
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I =
,2
;;
I .~
z
,
0.
-
~
..
G
I i
~
I ~
o
z
,
I ~
SUMMARY
BORING NO 4
OATEO.'LLEO, 7-13-88 . ~~,..~~~
THIS SU........" A~~L1IS OML.1' AT THE '-OCATION 01" THIS .OItING "'''0 AT THE "::'1,. f 0<0 <~,.I. +"~.so .
T'MIO"OIlIL.L''''.. SU.SU"...CECaNDITIONS""....,OI"E"...TOTHt:RlOC...TIONS . ~ ., 10: . 0 ;44'.."\.~
" AND "AY CMANGl AT THIS LOCATION WITH THE ""SSAGI!: 0" TIME. THIE DATA +..~).. 0 ._('\:~ ~.""....
DEPTH "'~ 0"" ""U!:SlHTIlO IS" 5'''''''L'I'''C'''TI0'' 0" ..CTU.... CONOITlON' ENCOUNTERED. 1P""'~ ~...". ~1--$ .s"O"'1,.~
F~~T ~~.,.~ "A.1l! ~ .J." '-';.1- . ('\:
.~ r.,~ ELEVATION: 1127' ~Q... Q-s..;."jlof' . J,. ...~~
o
>0
"'
@
-
slightly dense
moist
reddish
brown
moist
stiff
light
gray
reddish
brown
-
slightly dense
moist
5-~~
moist
stiff
olive-
gray
-
10--0
2 2
--
dense
reddish
brown
-
-
light
brown
15--0
3 3
--
-
-
20
4 4)
slightly
moist
brown
BEDROCK (Qp)
PAUBA FORMATION
SANDSTONE
fine to coarse grained,
hiahlv weathered
SANDY SILTSTONE
Bedding N1ooW220NE ot 3~'
SANDSTONE
fine to medium grained
r
40.9 5.4
118
Bedding N400W450SW ot 8'
SILTSTONE :
massive
SANDSTONE
fine to medium groined at
10' - 1" thick clay seam
increasing silt below 10'-1"
Bedding N500W250SWat 10
Clav' seam N450W90Sat 10'~1"
SILTSTONE
80% continuous around
hole Bedding N5~ 150W
SILTY SANDSTONE
I massi ve
r SANDSTONE
fine to medium grained,
cohesi on I ess
21.5
11
114
12.9
11
108
23.7
2
113
25
croSS bedded
CD I ndi cotes range and number of bulk sampl e
PrOtect No.
RCDC;C-ll APARTMENT SITE
Rancho California, Califamia
for: Rancho Califomia Development Company
88-81-119-01
Dmwlnq No.
Converse Consultants Inland Empire
A-7
~
I
I
I
I
I
I
I
I
I
I
I
I
I
..
...
I
I.
.!!
Ii
.!!
...
G
II
I~
o
z
I~
OAT
SUMMARY
BORING NO 4 (continued)
3
<o.,~.7-T3-~ . ~~~~~
THIS SU""".A"" "'''''LIES ONl.T AT THI 1..0CATION 0" THIS 1011I IN_ AND AT TNl!: "~"j.. -!-:<o <('J.,,~ +"f:I~.s-
T,,,,,E 0,. ORII.LING. 5U..UIl.....CE COMO IT ION' ""A" 01""111 AT OTNIIIlI.OCATIONS . ~ ~ ~ . <0 '...4','So~
<-" ~ AND w.n CHANGE AT THIS LOCATION WITH THI .......AGe: 0" TI..[. TNE DATA "f;.~ ~ 0 ~~ "'_Ii')o.~
H ~v .P "'USf;NTED IS Ii. SI""I.I"ICATlON 0" ACTUAL COfllOITIONS EIifCOUNTEIIEO, "\""~ Ii;.... "1-'If .0"'1-'"
T ~~ .J..<I- 1 f ~tQ 'co""!>>: ~)o.,l. ...C'f'
5 " " ELEVATION" 127 .,l. 'So...f" ;...
5 slightly dense brown BEDROCK (cont.) I 21.5 2.1 112
- - moist SANDSTONE I
- Bedding N40oW120S at 25'
- ~. Contact N25OWIOoSW
at 28*'
moist SILTY SANDSTONE
to very brown fine grained, iron stains,
v moist contains dasts of siltstone,
6 silty doy 23. I 24.0 103
r-- caving below 29'
end visual log at 30'
-
~
7 28.1 14.0 114
- f-
- f-
8 34.7 9.3 121
- f-
^
9 slightly SANDSTONE 28.1 2.6 108
'-'- moist fine to medium grained
-
:
- ,
~ ,
10 16.9 2.2 112
:
End of boring at 46'
No ground water encountered
- Caving 29' to 46'
Backfilled i
- i
i
I
DEPT
IN
FEE
2
3
4
.4
RCDC/C-ll APARTMENT SITE
Rancho California, Califomio
for: Rancho Califomia Development Company
~ Converse Consultants Inland Empire
PrOlect No.
88-81-119-01
DraWing No.
A-8 1,1-5
I
I
I
1
I
1
1
1
1
1
I
1
I
..
I"
I.
2
Ii
.!2
"
II
I~
o
z
I~
~
SUMMARY
BORING NO 5
C.T
,o.mo7_14~' . ~~~~~
'l> ~~ -0 ~
THIS SUW"'''''''\'' .......LI15 ONLY AT TNI LOCATION 0" nus eOJllNG ANI) AT THE ....,L. ~ <0 ('9", +~..
TIMIOI"DItILLING. $U.SUII,....CICONDITION''''ATO...,.UATOTHUL.OC...TIOH5 ~ ~ O.p. 'fr. . -0 "~'~<t-
.." ~ AND WAY CHANGE AT THIS LOCATION WITH nn: ....."...GE 0" TIME. THt DATA +"~1- ~Iz.O -('\:f': _"")o."f
" f" .0 ""IUlurrIED I.... 51101..1.''''C...TI0" 0" ACTUAL CONOlTIO..S ENCOUNTERED. ~f': ;"')0. (..1-., "'o"1-"P
.,.~ ..,01- t ~Q '(0\(,. ~;'J- ...C'f"
0 " " ELEVATION 1100 J- :.s.)o.-+f" )0.
SM moist dense light FILL - SILTY SAND
brown fj ne to medi um; trace
gravel to I"
~
.
1 1 15.1 5.3 117
- f- occasional 2" to 4" thick
layers of gravelly sand
5- '-'
f-
2 15.1 7.1 117
f-
dark Strong odor of organi cs
arav
3 SP/ brown SILTY SAND/SAND 15.1 B.4 125
v SM little fines: I" to 2" thick
clayey' sand layers
- ~
f- 2
4 19.4 7.6 119
6" to 8" thick lift of dark
gray silty sand: strong
odor of organi CS I
r:
5 17.2 8.7 118
f-
85M ray- SILTY SAND
rown fine to medium sand
f--
6 . : 17.2 9.7 115
f- ..
I
0- .
oli ve-
- f- brown
7 15.1 12.0 128
f--
r-
f-- 4 strong odor of organi cs
8 ~ray- , 24' to 26!' 17.2 13.0 123
5
OEPT
IN
FEET
1
,1
:2
2
CD Indicates range and number of bulk sample
RCDC;C-ll APARTMENT SITE
Roncho California, Californio
for: Rancho California Development Compony
~ Converse Consultants Inland Empire
ProJect No.
88-81-119-01
Crnwlng No.
A-9
+
I
I-
I
I
1
I
I
I
I
I
I
I
I
>-
"
I
Ie
.2
...
u
I!
.2
."
G
II
~
I~
z
,
I~
SUMMARY
BORING NO 5
DATE DR'CCED, 7 14 88 ~~",>",~~~
THIS SU,",""A"Y' "'''''l.lES O)lLY AT THE LOCATION 01" THIS 80ltlNG .....0 AT THE ';:"l,. . C/O <'1'~ +~~.. ~
- - "....'..'L"... 5U"U.'AC"."'T'~.'''''.'''''AT.T"''L.CATI.'' ... .. ~ $ <> ",-,1"..'".. -
" AND .....Y CHANGE AT THIS LOCATION WITH THE ""SSAGI 0" T1h1I:. THE I)ATA 1;.~ ~ 0 ....(\~ '!..., )O~
DEPTH ~~ 0"" ",,'UINTID II ... ""'''LlnC:ATlOH 0" ACTUAL CONDITIONS ENCOUNTERED. ~1-~ Ii:,,;. ~1-. "'O~1-~
F~~T ~'( -1'''6 ..."!)" ',,<" ~)o . ~r:-
25 .~ ".... ELEVATION: 110,. ~ J.. -s...."f' . J,. . <to
9 SM
-
10
11
- 5
12
n 13
3
14
-
15
--
16
--
. .
3
17
-
-
-
- .
:
-
-
>>
-
-
-
jl
CD Indicates range and number of bulk sample
RCDC;C-ll APARTMENT SITE
Roncho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-119-01
Ornwin9 No.
A-IO -V'\.
I
I
I
I
I
I
I
I
I
I
I
I
I
>0
...
I
I c
.2
;;
I .~
:;;
,
.,
-
.2
"
~
I >
0
Q.
.,
0(
~
I ::
.
c
0
z
,
I "
0
"
SUMMARY
TRENCH NO
DATE
DRILLED: . ~~~~~
Q~ ....~ 0 ~
THIS SUWM...RY """I.IIS ONLY U TH! LOCATION 01" THI' eOIUNG AND AT TH! ....""'...'" .. <lo <"J,. i:,f'ol''''..c,..
T1M!OP'OIIlllLl.IHG, SU.SU",."CICONDITIONS..."YDI....[RATOTHERlOC...TIONS . ~ ~ '10; ~ 0 ~..-t'
,,-" ~ MolD ......'1' CHANGE AT THIS L.OCATION WITH THt: .....SS...IOE 0" TIMI!:. THE OAr A 1;<f";).. 0 ~~ :.,.0"''''
~'v ,&0 ,.ltUINTI:D IS A SIWI"LIl"tCATtON 01" ACTUAL COIIOITIOHS EMCOUNTtlll!:O. "\.1,.~ ~;,p.1> ~1-. ""0",,,,1)
.,.~ -l.'" "'A.!Q.c. '(0\(..... ~>-"" . ...)of:'('
" " ELEVATION: 10711 . 'S-;r.f'" .
SM dry loose light TOPSOil - SILTY SAND
brown fine to medium grained;
roots
- slightly medi um brown AlLLNIUM (Qof) - SILTY
1 moist .dense SAND 2.9 3.9 101
- 8 fine to medium grained,
trace of caarse sond: root
- moist casts to 3/16"
2 6.4 8.2 119
- - trace gravel, occasional
- cobble to 7" diameter
3 6.4 9.B 124
- .
-
4 light : 3.6 11.0 111
- - brown
- -
5 3.6 9.7 111
- -
- I-
6 3.6 12.0 112
I- L--------
-
I- BEDROCK (Qp) ,
,
7 PAUBA FORMATION 3.3 16.0 101
- I- SANDSTONE
I- fine grained, highly
weathered, massive
8 ! 3.6 8.3 104
- Total depth at 19' ,:
No ground woter encountered
No caving !
Trench backfilled
-
-
DEPTH
'N
FEET
o
5
10
15
20
25
CD Indicates range and number of bulk sample.
RCDC/C-ll APARTMENT SITE
Rancho Califomia, Califomia
for: Rancho Califomia Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-119-01
Drnwing No.
A-11 1z$
I
I
I
I
I
I
I
I
I
I
I
I
I
'"
.Q
I
I 0
.2
..
.2
I 4
,
0.
2
"
.
>
I 0
1i
0.
...
~
~
I ,
.
0
o'
z
.
I "
0
"
-.....'" --;.,
SUMMARY
TRENCH NO 2
OATE ;~~~~~~
TItIS SUI.""'.." ",.PUIES ONLY AT TMt LOCATION 0" THIS 1I011l".G AND AT TH! ~...'" . () (~,&. .,. ~ .,.
OO'""EO, 7-26~~~~'0'0"LL'N" SUOSU'''C<<ONO':'ON'M''O'''''''O'N''LOCATOON' 0." .~.. ~ ~ 0 ......,-\.
I; A.O MAY CHANG!: AT THIS LOCATION WITH THE ,.SSAG[ 0" TI....E. THl DATA i;~ j. 0 '-('I~ .__.>-~..,
O~~TM ~"'~ 0"" I'1":5[NT[0 IS" SINP'LIFlCATlOIII 01" ACTUAL CONDITIONS iNCOUNTllllD. 1,.'1-~ 'i;",>- ~1-" "'O"'1-~
FEET ~.,.~ ~4.",:"Ij ELEVATION: 1 088' ~;....j. .......~"\)<f' ~>-j.. . ...~~
o
SM dry loose light TOPSOIL - SILTY SAND
brown fine to medium grained
slightly brown ALLLNIUM (Qal) - SILTY
moist SAND
~ fine to medium grained;
1 troce gravel; root casts to':!-" 2.2 4.4 100
--
5 - moist medium
dense
~
2 3.6 9.0 112
-I--
-
3
10- -
light
brown
BEDROCK (Qp)
PAUBA FORMATION
SANDSTONE
fine to medium grained;
trace of gravel; very few
cobbles; highly weathered
4.3
8.2
106
-
Totol depth at 12'
No ground woter encountered
No caving
Trench backfilled
15-
-
20-
-
-
-
25
RCDC/C-ll APARTMENT SITE
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
Project No.
88-81-119-01
Ornwlnq No.
A-12 1J\
I
I
I
I
I
I
I
I
I
I
I
I
I
...
...
I
I~
.2
;;
0
II
.2
"
v
II
~
I~
0
z
,
I~
-
SUMMARY
TRENCH NO 3
DH
E CAIL-l.ED: 7-26~8 . ~~~~~
<0 ,.'f': <0
THIS SUW,..A"Y .....ll[S 0....,. AT THE LOCATIOIol 0' THIS eDitiNG AND AT THE ~"Lo. <0 < iIo. -+:+~.,.
nwf: Ol"DIIII.LING. SUaSUlit''''cE COIl101TlONS...AT DII"P'UAT QTHU LOCATIONS ~ ~ ()~ "" ~ <0 ~,+1-<t-
<V" ~ AND .....y CHAUE AT THIS LOCATION WITH TNE ,",USAGE 01" TIME. THE DATA 1;.~ ~ 0 -~~ ....)o.~
H fO"IUENTlEO I.... SI"fOl."'CATlON 01'" ACTUA" CORDITION5 ENCOUNTEIU:O. "\.1-f': "i;.;. ~1-. .O~1-+
of..... .0 --+: .. (.; ~,). . ('
T 'P'+ ~-t- 1101' .. .. l' ~......
" " ELEVATION: . J,. ~)o.~' .
SM dry loose light TOPSOIL - SILTY SAND
brown fine to medium grained
- slightly medium brown ALLLNIUM (Ql1) - SILTY
moi st dense SAND
fine to medium grained;
- trace gravel
S- at 5' root casts and voids to
moist 3/16" diameter
-
light BEDROCK (Qp)
0- brown PAUBA FORMATION
SANDSTONE
fine grained
- Total depth at 12' .
No ground water encountered
No caving
T ren ch ba ckfill e.d
-
:
-
- .
,
,
- i
DEPT
'N
FEE
o
1
RCDC/C-Il APARTMENT SITE
Rancho California, Califomio
for: Rancho Califomio Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-Bl-119-01
Dmwlng No
A-13 ?p
I
I
I
I
I
I
I
I
I
I
I
I
I
..
&>
I
Ie
.!!
Ii
.2
...
e
II
I~
o
z
I~
DATE
SUMMARY
TRENCH NO 4
5
."~. 7-26-M . ~~~~
1a- $of": () il
TNIS SUMMARY A~"LIES ONLY AT THE LOCATION 01" THIS 801""40 AND AT THE ~"''''' .'0<0 <"... +fI: 6'
TIMEO,.Olt'LLING. Su..U"I"..CECONOITION'......YD.,.,.I[It...TOTHEII:I..OC....TIOId <t- + 10: . <0 ''''6'...''S.~
H " A"O WAY CHANGE AT THIS l.OCATlON WITH THE .....'SAGE 0" TIM[. THE DATA +,fI:'" 0 ~if': *_\S')t."f
>.;<t,; 0.... .."E'II:IIITI:O IS ... SIM..L',.,C...T10H 0,. ACTUAL CONDITIONS ENCOUNTERED, "\1-~ ~;If' Go1-. \$'0"'1.-'"
+'f +"li -i!: ,...." .-..:>- ('
,,"',.,-4 ELEVATION 1101' ~Q). Q-s.)t.+~ ... "')t.~
SM dry loose light TOPSOIL - SILTY SAND
brown fine to medium grained
medium brown ALLLNIUM (Qal) - SILTY
dense SAND
fine to medium grained
. ,
:-
slightly hard gray BEDROCK (Qp)
moist PAUBA FORMATION
SILTSTONE
fine grained
- Total depth at 7' '
No g round water encountered
No caving
Trench backfilled
-
-
-
.
-
.
-
:
- >
i
,
I
,
I
I
,
I
,
i
!
DEflT
'N
FEET
o
RCDCjC-ll APARTMENT SITE
Rancho California, California
for: Rancho Colifomio Development Company
@ Converse Consultants Inland Empire
PrOject No.
88-81-119-01
DraWing No.
A-14 "7;\
I
I
I
I
'I
I
I
I
I
I
I
I
I
..
.a
I
Ie
~. .2
1ii
u
II
."
c
Ii
~
I~
z
.
I~
SUMMARY
TRENCH NO 5
O,t,TE DRIL.LED: 7-26-8~HIS SUNMA"" AP~lll:S ONLY AT THIE :OCATION 0" THIS eOlllNG AHD AT T~H~~l- ;}~<O~..+~~~.,.
TIWIOP'Ollll..LING. SU.'UR'''CIECOICtITIONSWUOI"r:''AToTHI!ItLOCATIONS . f' +J.~ ~ 0 '4;....'Yf'
tit AND ......Y CHANGIE AT THIS LOCATION WITH THE P....S..GE 0" TIME. THl DATA "f;. <t-. O....C' ~ _ )0 ~
H :v~ 0" PIU:.ENTIO I' A S'W"'L"ICATlON 0" ACTUAL CONDITIONS l!.NCOUNTIERlO. "\.1-f'o 'i;.Jo. ~1-\S' .0"'1-'"
-t-~ .,.. -~Q "'~"..p. "':;"J. ....C't'
.t- 41..1,. ELEVATION' 1087' . '). :.s.)o.ot'. ~
SM dry loose light SLOPEWASH (Qsw) - SILTY
brown SAND
brown fine to medium grained
OEPT
'N
FEET
o
-
slightly
moist
-
moist
-
dense
BEDROCK (Op)
PAUBA FORMATION
SANDSTONE
II fine to coarse grained;
'I tra ce Qravel
IT otol depth of 6' ,
No ground water encountered
No caving
T ren ch backfilled
5-
I
; I
-
.
-
-
-
:
- ..
- ..
-
-
-
-
RCDC;C-11 APARTMENT SITE
Roncho Californio, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-119-01
Orawlnq No.
A -15 ::;z..-
I
I
I
I
I
I
I
I
I
I
I
I
I
..
~
I
Ie
.2
..
It
.2
"
Ii
-<
~
I~
o
z
I~
SUMMARY
TRENCH NO 6
D....TE
o..mo 7-26-M . ~~~~~
THIS SU........."Y A....LlU ONl TAT TH( LOCATION 0" TH'S SOiliNG AND AT THE .t.t'4 -!":<<> <0-.). +1l>~.s"'"
TIME Ol"O"'I..LI"&. SUeSU",....cr CONDITIONS ""AT Dl'''I,,''T OTHER LOCATIONS . ~ ~J-'" ~ () ..."'....'A,~
..'" ~ AHD MAT CMANGI AT TMIS lOCATION WITH THE .....SS...GIE 0" TIME. THE DATA "'f;f': 0 -('l;f': ;,.00)."
't" "p ..ltl[SEMTID I' A .IWPl,,.ICATIOM 0,. ACTUAL CONDITIONS ENCOUNTEIIED. '\.""f': Ii:",;. ,:,1-"" "0"",,1)
--P: ,,(,. ~;r. . (\
,..+ 4,.t- 1117' ...... ..~ .. .~..
'" '" ELEVATION: . J- 'Sr).~. .
slight I y very reddish BEDROCK (Op) .
moist dense brawn PAUBA FORAMTlON
SANDSTONE !
high Iy weathered to 3'
depth, moderately below;
fine to coarse grained with i
gravel and cobbles; gravel ,
ot base
- ,
light fine grained sandstone
brawn ,
Total depth at 7' .
No ground water encountered
No caving
:" Trench backfilled
Approx. bedding:
N80W, 120 SW
-
.
:
,
- .
I
i
I
DEPTH
'N
FEET
o
5
10
RCDC/C-ll APARTMENT SITE
Rancho Califomia, Califomio
for: Roncho Califomia Development Company
@ Converse Consultants Inland Empire
PrOject No.
88-81-119-01
Drawmg No.
A-16 ~
I
I
I
I
I
I
I
I
I
I
I
I
I
..
"
I
Ie
- .!!
;;
If
.!!
"
G
II
~
I~
- a
z
I.~
SUMMARY
OATE O.'LLEO, 7-26-88 TRENCH NO. 7 ~~::-.,~~~
THIS .u....AIty .........LIU Oll!." AT THE L.OCATION 0" THIS eDItiNG AND AT THI: ""';.:',- .. o<(} (".,L. +~ IS'
TIMl!: 0'01111.1.1"6. 5uasu"""'CE CGlIIOtTIOMS ....n 0 ''''[11 AT OTHU LOCATIONS . ~ il..fr. ~ 0 '41S'...1S'''Y~
~ AND WAY CHANGE AT THIS 1.0C".,10" WITH THE ~"SS"GE 0" TIME. THI! DATA -f;f': 0 ~~ ""_ )o.~
OEF"TH Iv" 0'" ~1I[SENTlO ,S It. S,.....L'I"'CATlON 0" ...CTU..... CONDITIONS EHCDUH1'f'I'I:O. "\.""'f': .Ii;"";. ~1-", "'O~A~
F~~T +"! -1-. ~... ... (,. ~)o . -,..C"
o ."" ~-A. ELEVATION: 1065t ~Q... ~.s,.)o."~ .. ....~~
SM dry
loose
.
medium
dense
5-
-
.
10-
-
-
-
-
-
-
-
.
-
light
brown
TOPSOIL - SILTY SAND
fine to medium grained
ALLlNlUM (OJI) - SILTY
SAND
fine to medium grained,
trace of coarse sand; root
n casts and voids to!" dia., r
weakly cemented
BEDROCK (Qp)
PAUBA FORMATION
SANDSTONE
fine to coorse grained with
trace gravel and cobbles,
highly weathered
T otol depth at 7' ,
No ground water encountered
No caving
Trench backfilled
RCDC;C-ll APARTMENT SITE
Rancho Califomio, Califomia
for: Rancho Califomia Development Company
@
Converse Consultants Inland Empire
PrOlect No.
88-81- 119-01
Ornwlnq No.
A-17 ::A
I
I
I
I
I
I
I
I
I
I
I
I
I
..
.a
I
Ie
.2
;;
u
II
."
o
II
I~
z
,
I~
CATE OO.LLEO, 7-27-88
SUMMARY
TRENCH NO.8
DEPTH
'N
FEET
o
<-" ~
'fv .,0
,..~ .J....t'
" "
THI. SUN"'''IU' "'''''1.11:5 ONl.Y AT THE LOCATION 0" THIS 101'llH& AND AT THE
T,..,( 0' OWILLlliIG. SU.5Ull',....CI: COHO ITION' W"'l' 0 ''''(. AT OTHER LOCATIONS
AND ......T CHANGE AT THIS LOCATION WITH THE PA,SAGE 0' TIME, THI: OATA
""IESt:NTEO I.... ""'''I,,''IC''''IO'' 0" ACTUAL CONDITIONS ENCOUNTIUI'ED.
ELEVATION, 1105'
dry loose to reddish
medium brown
dense
SLOPEWASH (QSW) - SILTY
SAND
trace cloy; fine to coarse
grained; trace gravel; root
casts to in di a. and rodent
burrows
BEDROCK (Qp)
PAUBA FORMATION
SANDSTONE
fine to coarse grained with
gravel and cobbles
T ota( depth"at 6.5"
No ground water encountered
No caving
Trench backfilled
RCDC;C-l1 APARTMENT SITE
Rancho Califomia, Califomia
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-119-01
DraWing No.
A-18 ?'5
I
I
I
I
I
I
I
I
I
I
I
I
I
..
..
I
Ie
.2
..
I~
.2
"
G
II
~
I~
o
z
I~
~.;>.o<;-f.i ~,..,....'o!?....:'lI
CATE.
SUMMARY
TRENCH NO 9 ..
~~.,~~~
THIS .U........JIly ...~~llrS ONLY AT THE l.OCATION 01" THIS BORING AND AT TNt ""J:'l.'- </0 (~J,. +f': '"
OR'LL<O. 7 -26-8~... .'O.'Le'... 5ulSu."" c...,:,... ...T .",un .T.'",O<>T,... 0.., ., 1> ~ $ 0 -.....,..-\..,
c;, AND ......Y CHANGE AT THIS LOCATION WITH THE .....'SAGr. 01" TIME. THE DATA "f:..f': J,. 0 .....(\;~ "'.... >-..,
:v"" 0"" ""l.r.NTlD I' A '...'....I,..CATlOH 0" ACTUAL CONDITIONS IUtCOUNTEllf.D. "\-~~ Ii;.... Go1-..... "'O"1-~
.".f ..,.. .....~Q 'Qo(, ~)o ...C":
",,,,... ELEVATION- 1 075' ;.. ).. -s..Jo.~f" . J,. >of"
OEPTM
'N
FEET
o
SM dry loose light SLOPEWASH (Qsw) - SILTY
gray - SAND
brown trace cloy; fine to medium
grained, troce coarse sand 11.3
slightly and gravel: root casts to a"
medium diameter: faint blocky
moist de nse structure to soil unit
1
-
1
.-
2
5--
BEDROCK (Op)
PAUBA FORMATION
SANDSTONE
fine to coarse grained;
II trace gravel I
Total depfh at:7'
No ground water encountered
No caving
Trench backfilled
7.5
brown
-
-
-
-
-
-
-
-
-
-
-
CD Indicates range ond number of bulk sample
RCDC/C-ll APARTMENT SITE
Rancho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-Bl-1l9-01
Draw1n9 No.
A-19 :fP
I
I
I
I
I
I
I
I
I
I
I
I
I
..
~
I
Ie
.g
m
u
II
.2
~
m
II
I~
0
z
.
I~
OAT
S\JMMARY
TRENCH NO 10
.1
.."'~.. 7-2~B8 . ~~~'*~
." ~<t': 0 .,
THIS .u..........Y APPLIES ONLY AT TH! LOCATION 01' THIS .OIIllNG AND AT THE ....""'l. . <lo <~"" +<t: 4'
T1wrO,.OltILLING. 5UIlSUlt'Al:Ec:ONDITIOH...."YOII"..f;lIIAYOTHEJ!:L.OCATIOHS . <to il.c,. $.0 ..4'...-s.~
or, AND "''''Y CNAN.I AT THIS LOCATION WITH THE .......AGE 0" TIME. THE DATA +,~ ~ 0 - ~ .."""."'..,
TH q"~ 0" PiltESEt!ITI:O 'S A S'MPLI"'CATlOH 0" ACTUAL. CONDITIONS [NCOUNTERED. ~~ .rs:;4',>. t'c..1-., .0"'","
-I' oI'<Ib ...."Q ...C'''' "'):"" ...~
-~ or,'" tif/4. ELEV...TIO.... 10501 ~ ,.. "So",,1loot- J.. )of'
SM dry loose light TOPSOIL -SILTY SAND
gray fine to medium grained
slightl y medium brown ALLWI UM (Qal) - SILTY
moist dense SAND
fine to medium grained,
trace of coarse sand and
. gravel
S- light BEDROCK - PAUBA FORM.
brown (QJ) - SANDSTONE
fine grained, highly
weathered 5' to 7". depth
- moderately weathered
7' - 9' depth
0- T ofal depth at 9'
No ground water encountered
No caving
T ranch backfill ed
.
-
.
.
-
:
- . ,
!
I
,
-
-
DEP
'N
FEE
RCDC;C-ll APARTMENT SlTE
Roncho California, California
for: Rancho California Development Company
~ Converse Consultants Inland Empire
PrOlect No.
88-81-119-01
Drawing No.
A-20 ,?\
I
I
I
I
I
I
I
I
I
I
I
I
I
..
~
I
10
.2
;;
u
II
.2
"
G
II
~
I~
z
,
I~
SUMMARY
OATEO"'LLEO 7-26-88 TRENCH NO. 11 ~..~,.~~~
" THIS SU".......",. ..~,.Ll~S ONLY AT THE LOCATION 0" THtS 801'llNG AND AT THE ....;r....'" ~ 0<0 < 11>.1- + ~"
TI"'IEOl"ORILLIHG. $ueSU",."CECONDITIOHS..."YDI",.UATOTHEltLOCATIONS ~.,..".. 0 "'''-oS'...4'.A).~
4; AND .....,. CHANGE AT TH'S LOCATIO" WITM THE ,..SSAGE 0" T1MI: THE DATA "f:.-t: J.. 0 .....('I:'f': "'...., "''T
DEPTH 1V~ 0"" I'II!SENTIED 18 .. S.",,.LI,.,CATlON 0" "CTUA" COHOITlONS EHCOUNT[iItED. '\"'f": ~:"';. <:-"'. 4'0"'1-:'9>
IN ~q -1'. """":Q 'Q-(,.'fI: ~)oJ.. "';r.C'('
FEEO ..,..4. ELEVATION- 1040' . I- ~;.(' .
SM moist. loose to dark COLLWIUM (Qcol)
medium brown SILTY SAND
dense fine to mEdium grained,
trace of coarse sand and
gravel
1
I--
1
--
2
5--
-
3
.-
-
4
-
.1
2-
2.9
8.7
113
6.4 6.5 113
at 5' depth
root casts to~" diameter;
trace gravel to I"
3.6 3.9 110
5.0 3.6 113
brown
BEDROCK (Qp)
PAUBA FORMA liON
SANDSTONE
fine to medium grained ,
highly weathered to 12~~ I
moderately weathered below
4.3
.
light
brown
-
.Total depth at 14' .
No ground water encountered
No caving
Trench backfill ed
-
-
-
CD Indicates range and number of bulk sample
6.5
114
88-81-119-01
RCDCjC-ll APARTMENT SITE
Rancho California. California
for: Rancho California Development Company.
@ Converse Consultants Inland Empire
PrOject No.
Ora......mq No.
A-21 '7;Jfb
I
I
I
I
I
I
I
I
I
I
I
'I
I
I
Ie
g
.
If
2
"
.
II
~
I:::
..
o
o
z
,
I~
SUMMARY
. TRENCH NO 12
o.T ~~.~<~~~
THIS su.........,. .......1.11:5 ONL'I' AT THE LOCATION 0" THIS aO"ING ,IoND AT THE ~~~ 00 <"fil).. +~ IS'
< ORICCEO 7 -27-~~M"'ORILLI'" SUUU""" c."",:,... M" ."....,."...oc."... 0... -:. "J.~ .. 0 '....,,,"..
~ .11I0.......,. CHANGC AT THIS LOCATION WITH TH[ .....,SAG! 0" TIIotE. THE DATA 1;.~ 0 -C":~ "'...., >-~
DEPTH 1v4; 0'" .."eSENTEO 'S ... SlhC",LII"ICATlON 0" ACTUAL COHOITIONS CNCOUIlITE"CO. ",,1-~ .Ii;,,). Go1-. "0"'1-:"
F~'ri <1'~ ~fj "A,.Q 'c-" "';J< ...<'
o "~,,. ECEV.T'ON' 1093' " J. "".... J. ,,"
FILL - STOCKPILED '
SO ILS (AF)
SILTY SAND
with sandy clay leyers
and pads; trash (rope &
metal) fine to medium
grained
SM maist
medium brawn
dense
.
-
5-
CL
stiff
SM
medium
dense
.
10-
-
-
-
..
.a
-
-
dark SANDY CLAY
brown r 1 fine ta coarse
brown
sand
SILTY SAND
fine to medium grained with
coarse sand and gravel
dark
brown
BEDROCK (Qp)
PAUBA FORfvIA TlON
SILTY SANDSTONE
fine ta medium grciined
Total depth at 13'
No ground ..voter encountered
No caving
T re'nch backfilled
I.
RCDC;C-11 APARTMENT SITE
Rancho California, California
for: Rancho California Development Company
~ Converse Consultants Inland Empire
PrOject No.
88-81-119-01
OrAW1n~ No.
A-22 1f\
-1
I
I
,I
I
I
I
I
I
I
I
I
I
..
..,
I
Ie
.2
...
Ii
.2
"
G
I!
I~
o
z
I~
DATE
SUMMARY
TRENCH NO 13
OEPT
'N
FEET
o
..m'7-v~a . ~~~~~
1i' ~~ 0 ill
THI' .u"".......,. AP~LIf;S ONLY AT THI[ LOCATION 0' THIS lOlliNG AND AT THE .-...:'~ . <0 <~J. ~ ~ 4'
TIME 0,.Oltl1.1.11116, SUIl.U,.,."CE CONDITIOHS ......1' OI,..!R AT OTHEIl LOC...TIONS . ~ <0. 10: ~ 0 ""\.4',4'....~
iii AND WAY CHANGE AT THIS LOCATION WITH THE """AGE 0" T'ME. TIU OA"A of;.f': J. 0 - f": "'"' ).~
H ...." 0'" ""ESENTED " ... S'''''l"'LI"CATIOH 01'" ACTUA" CONDITIONS [NCOUNTUEO. "\1-f': Ii;.). C\C:''''. "0"'1-'"
~q ~. ,..11: , '" ~). . C':
.t" I!I~ ELEVATION, 11301 ",:,Q... Q-s.....i1~ . J. ...~~
SM dry loose light SLOPEWASH (Glsw) - SILTY
brown SAND
fine to medium grained;
slightly medium brown trace gravel; occasional
cobbles to 6": root casts to
moist dense 3/16" diameter
- light BEDROCK(Qp) I
brown PAUBA FORMATION
- SANDSTONE
fine to coarse grained;
- trace gravel and cobbles, ,
massive; slightly cemented
-
-
Total depth at 7.5' .
- No ground water encountered
No caving
- Trench' backfilled
-
.
-
- .
:
- c'
- . -
,
- I
-
I
- I
i
!
5
RCDC/C-ll APARTMENT SITE
Rancho California, California
for: Rancho California Development Company
~ Converse Consultants Inland Empire
PrOlect No.
88-81-119-01
Ornwlnq No.
A-23 P(>
I
I
I
I
I
I
I
I
I
I
I
I
I
..
...
I
Ie
.!!
;;
u
I!
.!!
."
..
II
~
I~
a
z
,
12
OATE OR'LLED, 7-27-88
SUMMARY
TRENCH NO. 14
DEPTH
'N
FEET
,,~ ~
q" qp
t-~ ~.,.
~ ~
THIS SUM"'A"T .""LIES ONLY AT THE LOCATION 0' THIS IOItING AND AT THE
1'1....[ 01" DlflLlo I"~. SU.5U"'ACE COMO ITlDH! "'''1' 0 ,"'''EIII AT OTHER LOCATIONS
AHD ...AY CHANGE AT THIS LOCATION WITH THE: ".'SAGe: 0' TIME. THI! DATA
P'ItIU[NTItO I' ... .I....\.I'ICATIO. 0" ACTUAL COHO IT ION' ENCOUHTEItED.
ELEVATION: 1144'
dty to loose
slightly
moist
o
light
brown
SLOPEWASH (Qsw) - SilTY
SAND
fine to medium grained:
trace gravel
BEDROCK (Qp) ,
PAUBA FORMATION
NDSTONE
d
CLA YSTONE
:1;" thick Iinticulor sheare
SANDST I
fine grained, poorly bedded
dense
5
Tofal depth gt 7.5' "
No ground water encountered
No caving
Tre'nch backfilled
Beddi ng a'tti tude at 4'
N50.W 320S
,
RCDCjC-ll APARTMENT SITE
Roncho California, Colifornio
for: Roncho Califomio Development Company
@ Converse Consultants Inland Empire
PrOfect No.
88-81-119-01
Oraw,n~ No.
A-24
A\
I
I
I
I
I
I
I
I
I
I
I
I
I
..
&>
I
Ie
.2
Ii
.2
."
~
II
I~
o
z
I~
SUMMARY
TRENCH NO 15
DATE
-
DRILLED: ... ..._. _.". ..... '"' ~..,....." M.'....... ~~~*~~
T'WI: 0" DRILLING. SUBSU",....CE COHOITlONS ""AY DUrp'EIl AT OTH!. LO(AT 10 ItS . f' . .". ~ 0 ~"\...,~f'
H ,,~ ~ AND "'AT CHANGE AT THIS LOCATION WITH THE ~AS.s"'GE 0" TIME. THE DATA "f;f-: ~ 0 ~~ __">-.,
'f'v .q,0 ""I!:SEHTt:O I' A SI.....\..Il"'CATION 0" ACTUAl,. I:ONOITION5 l!I:JfCOUNTe:"r.O, '\.1-~ Ii;,,)rt. ~1-. .O"1-~
~ ~ ..1': '- (.. ~)rt. . ("':
;.Q <;-.,. .. "'""f'
~.,. 'boA. ELEVATION: ." ~)t.f" .
dry to dense white BEDROCK - PAUBA FORM.
slightly (Op) - SANDSTONE
moist fine to medium grained;
trace gravel ond cobbles,
sond, cohesionless and
massi ve
-
,.'
Total depth ot 6'
- No ground water encountered
Coving at 0-5'
- Trench backfilled
-
-
-
-
:
,
- .
-
-
- i
,
I
DEPT
IN
FEET
o
5
10
RCDC;C-l1 APARTMENT SITE
Rancho California, California
for: Rancho Colifornia Development Company
~ Converse Consultants Inland Empire
PrOlect No.
88-81-119-01
Drawing No.
A-25 A,'Z--
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I~
..
.!!
II
."
..
II
..
..,
I!
z
.
I~
SUMMARY
TRENCH NO 16
CATE ~~.,~~~
THIS SUWM...IIt'l' A~~LIE5 ONLY AT THE LOCATION 0" THIS 801llNG AND AT THE ~"'l. .. co, <~;. +~..
CRICCEC, 7-27-8~"'.'0.'LL'.G' SU..U"."C...,:,......,."'..n.T...L.CU'... <>.., ~.. ~ $ <> ""'...-10.,'
t, AND ""AY CHAM.I AT TMI' 1.0C"'''10,. WIT" TN[ ""SSAGE 0" T.....E. THE OAT A +...~;' 0 ~~ "'..., >-'f
DE.~TH ~i"'~ 0'" """SENTID IS A SIM"LI"ICATIOH 0," ACTUAL CONDITIONS ENCOUHTI!IIlIEO. ~f' .li;\i\... ~"".... "'O"1-~
FEET ~ -1-. 1123' ~~ "'co" "'):Jto... ....C'f'
o ~.,. ,,4. . ELEVATION: . J- 1-;.ilf" ~
SM
light
brown
SLOPEWASH (Qsw) - SILTY
SAND
fine to medium grained;
trace of gravel: root casts
to 3/16"
BEDROCK iQp)_
PAUBA FORMATION
SANDSTONE
~ fine grained, massive,
highly weathered to 4' dept
SILTSTONE
lenticular, discontinuous
;" th ick
SANDSTONE
fine grained, massive,
highly weathered
loose
-
dry to
slightly
moist
dense
-
-
5-
-
-
T ota I depth at 7'
No ground water encountered
No caving
Trench backfilled
Approximate bedding at 5'
N80cE 220S
,
-
-
-
-
-
-
-
-
-
RCDC;C-ll APARTMENT SITE
Rancho California, Califomia
for: Rancho Califomio Development Company
@ Converse Consultants Inland Empire
ProJect No.
88-81-119-01
Ornwlng No
A-26 b\?:>
I
I
I
I
I
I
I
I
I
I
I
I
I
..
...
I
Ie
.!!
1ii
I!
.!!
"
G
II
I~
o
z
I~
SUMMARY
TRENCH NO 17
OAT
E DRILLED 7-V-88 . ~~~~~
() ~....~ 0
THIS .1.1........."" .......LIES ONLY AT THE LOCATION 0' THIS eOltlN4 "'NO AT THI! "':'L. . -0<0 <~.l- +"Jl~ 0$'
T'Io4EO,.OItILLING. SU..U",....c:Ec:ONDITIOH.......TO.I"n:"ATOTHIl:JIl.OCATlOMS ~ io.". $ <0 "..".o$'....~~
"'~ ~ A"O ......y CH.....GE AT THIS l.OCATION WITH TMI "'ASSAGE 0" TIME. THE OAT. 1;..(' J- 0 - ~ _.)o.~
H ~" 'f.>O .."II'I[..TI.O II ... SIIolI"LII"ICATlON 0' ACTUAL CONOlTIONS IEHCOUNT[IU:O. ~~ ~:")o ('\"""., "'O'T1,.ofl
T 'f>~ -4.<1- I "':Q '9" ~"'J- ...C":
0 ~ ~ ELEVATION 1080 . J- '1-;.-fIof' Jo.~
SM slightly medium brown FILL - SILTY SAND (AF)
- moist dense fine to medium grained;
- trace of cobbles, sand and
1 G gravel: bits of wood, 8.2 6.0 107
- - laminated
-
2 6.4 6.9 106
,- -
- loose tc light ALLWIUM (Qal) - SILTY
3 medium brown SAND 4.0 5.9 102
- dense fine to medium grained;
medium yellow- root casts to ! II r
-
4 dense to brown BEDROCK (Qp) 1.2 5.2 101
- - dense PAUBA FORtvIA nON
SANDSTONa
^ '?:'~"e Ofc1ne massive
- Toto I depth at 10'
No ground water encountered
No caving
- Trench backfill eel
-
-
:
..
- .
-
- ,
- t
,
I
I
OEPT
'N
FEE
5
1
Indi cates range and number of bulk sample.
RCDC/C-ll APARTMENT ::;ITE
Rancho California, Cc.lifornio
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-119-01
Drawln9 No
A-27 *
I
I
I
I
I
I
I
I
I
I
I
I
I
..
&>
I
Ie
.!!
;;
It
.!!
."
0
II
~
I~
0
z
,
I~
D4T
SUMMARY
TRENcH NO 18
E DRILLED 7-27~S . ~~~~~
Tlus SU........."T APPLIES ONL'f AT THE LOCATION 0' THIS eDitiNG AND AT THE io'.t. -t <0 < "'. +il~ IS'
Tlwr 0' DIIIlLLIIIIG. $UISU'''AC[ CONDITION' MAT Ol"'!""" OTHE" LOCATIONS ~ ~ 0-110 1,. ~ 00 ~""''''~
TH ,,~ ~ AND "AT C.HANGE AT THIS LOCATION WITH THE PASSAGE ot' '111.1[. THE DATA 1:.f':).. 0 .....(\;\"'; .....">-'1
llv ..0 ""E'ENTED IS A su....t,."'C...TIOH 01" Al:TUAL CONDITION' [NCOUNTElItEO. ~~ 'i;IS'", Go1-"" lS"O"""il
.,.~ ..,,<1- 1090' --t", '",,, ....~J. ."..
0 ... ~ ELEVATION' .. ~;..;.p.f' )0
SM dry loose brown COLLLNIUM (Qcol) - SILTY
SAND
fine to medium sand: trace
cobbles, sand and gravel,
root casts to k"
slightl y medium
moist dense
5-
moist
-
white BEDROCK - PAUBA FORM.
- (Q>) - SANDSTONE
0- fine to coarse grained,
cohesi onl ess
- Total depth at 11'
No ground water encountered
No caving
Trench backfilled
- Beddi ng at 9'
- N55OW,27OS
- .
;
- .
I
,
I
!
i
I
,
,
- i
;
DEP
'N
FEET
RCDC/C-ll APARTMENT SITE
Ran~ho California, California
for: Rancho California Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-119-01
DrnwinQ No
~
A-28 -qJ
I
I
I
I
I
I
I
I
I
I
I
I
I
..
.g
I
Ie
.!!
;;
It
.!!
"
G
Ii
I~
o
z
I~
SUMMARY
TRENCH NO 19
.o.,~<o.7-27-M . ~~~~~
THIS SU..........'/' """\,IE5 ONLY AT THE LOCATION 0" THIS 80lllNG AND AT THE .t'1- -t-:<o {<O",. +-s.~ '"
TIIo41" O,.O"ILLIMG. SU.SUIl....CE COMOITIOHS MAT al,,.EIl AT OTH[Jll.OCATlOtd ~ + ~ . 0 '''\''''''''\o~
TN <-" AHO WAY CHAMGl AT THIS 1..0CAT10.. WITH THE "''''SSAG!" 0" T'ME. THE OAT" +"f'. 0 ....C":~ _ >-"f
'?'" .0'" JiItU[HTEO IS A 51101''1..''IC'''TI0" 0" ACTUAL CONDITIONS [NCOUNTlIt[O, '\.;-~ ~:"')rt. ~1-4', "'o"'1-'1lo
~ .,.+ 4,<1- I '*t~ 'Qo '" ~;.. .).C>~
" " ELEVATION- 1090 · 1-;."'~
SM dry loose light COLLWIUM (Qco!) - SILTY
brown
brawn SAND
medium fine to medium grained;
dense trace gravel: root casts to
slightly 3/16"
moist
-
S- light BEDROCK (~
brown PAUBA FOR nON
SANDSTONE ,
1 fine .to medium grained, il
- massive
,
- Total depth ot 6'
No ground water encountered
- No caving
. . Trench backfilled
-
.
-
.
-
-
- .
,
,
;
~
OAT
OEP
IN
FEE
RCDC/C-ll APt.RTMENT SITE
Rancho California, California
for: Rancho California Development Company
~ Converse Consultants Inland Empire
PrOleCl No.
88-81-119-01
DraWing No
A-29 Po,V:>
I
I
I
I
I
I
I
I
I
I
I
I
I
,.
.0
I
Ie
.!!
;;
"
II
.!!
"
0
II
~
I~
0
z
,
I~
SUMMARY
OATE OR'I.I.EO 7-27-88 TRENCH NO. 20 ~~;';.,~~~
THIS IU""""UT "'~~Llt$ ONLY .n THE LOCATION 0" THIS eDitiNG AND AT THE ~".. . 0<0 <~.... +i>>~<$'.s"1-
TIME 01" DRILLING. $u.SU"......CE COIUlITIOHI MAY 01'1"1:" AT OTM!" LOCATIONS +~ "';lJ-1,; ~_O ....~....s- ~
" AHD ""A' CHANG[ AT TH15 LOCATIOH WITH THE ""'SAGE 01" TIME. TillE: DAY A ....~ 0 C'~ "-"' ""''f
DEPTH ~~ 0.... 1"1t1[sE"'TEO II A SIM"LII'"ICATION 0" ACTUAL CONDITIONS ["COUNT!It!!:O. ",,1-~ Ii;.s-). (,1-'4' .s'O'T1-~
F~T 0/'-<1 0I'.qj ~.,.~ "G''' ~). ....C"
^ ,,'" 1IJ-J,. ELEVATION' 1 070' ~ J- -s..).'1>>f' J- ).~
SM dry loose light ALLLNIUM (0,1) - SILTY
brown SAND
fine to medium groined;
root casts to !"
-
slightly
moist
c
BEDROCK (Qp)
PAUBA FORMATION
SANDSTONE
fine groined i
Total depth at 5'
No ground water encountered
No caving
Trench backfilled
-
-
-
-
-
-
-
-
,
i
:
- .
RCDC;C-l1 APARTMENT SITE
Rancho California, California
for: Rancho Colifarnia Development Company
@ Converse Consultants Inland Empire
PrOlect No.
88-81-119-01
OrOlwlng No
A-30 A 1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
@ Converse Consultants
....Ja. OIVISIOIS
x
~
~
:
o
:
x
~!
'::
..
~.
::.
o~
~
a. .
~~ ~
..
<
.~
~~
-:
f~
~~ ..
~.
;'~ ~
:.. :r
. ~
.
C 0
~ .
~
:
~~
. .
. .
:1
:~
. 0
.a:.
.
~?
;;
Mf
:~
=:
.0
::
;::
. ~
a~ .
. 0
. . &
...: ..
.
..
-.
.
<~
:=
.-
00
-0
a ~
~ .
~ 0
. &
.. .
~.
..... ~
-. ~
0- .
=.: ...
: :
. .
~
a
.
N
o
o
.
,
.
.
.
;;
x
~
.
~
.
~
& ~
~ ::
~ .
o
&
~
:
o
:
:
.
.
: ':
o
~
: ::
~.
. .
. ,.
--
:.;:
-.
. .
.&
o'
:.:
. .
.
~
e
~
;;
.
&
!
~
.
- 0
. &
: .
. .
. :
.
o
:
.
a
.
N
o
o
i
g
. .
!.... ...
~ , 7
. .
KEY TO SOIL SYMBOLS AND TERMS
HilliS USED 111 THIS U,"OU FOI OESCUltlUi SOilS AceOIOIlct TO TIl(U TUTUI( a. iUU SlIt:
DlSTltllUTlOIIS At[ iEIIUALlY IJl ACeO.CAllCE WITH TilE U!lIJ{U son ClASSlflCAfIOII SYSTEM.
~;:~~r 0,: n'ICAL !lAMES
TEII1S II€SCRIBlhG CIIlDITlOH, COllSISTEJlCY AND HAllDNESS
:=
CDAISE '....1111[0 SOILS (_.JOI" ,ortto" "Ita hold all 110. 200 stnol'
fnchd., (1) cleu I,...h, (Z) stlt)' or ell,., ,rnoh,..4 1)
Itltl. eh,.,.r' ,...".11, unds. (1II1,lst&II(111 raud .ecor"ht
to nlltt.. "lItsUy. u .oto.._1IIod b)' hllo,..to..)' usts.
.
~ ~
. .
~ .
", ",lI-grl.O. ',.....Is. ,,...,1.
ulIIIIII .htu..." llltlo 01" 110
It illS
O,scrhth, To...
"" '0011
hllthIO'''llt7
o to ISS
IS to 40S
40 to 70S
70 to 15S
: -:
:
or
'OO~l(.'~.d'd '~u,.,s.
l~..,. .u"d .tstu~.s.
Ittl. o~ "0 t1l1,s
Laos,
o
:
lII.dlu. dtllSt
'0
::~:Y.1::::~:' '~Utl.S,,"d.
Ot"n
't~1 dt"SI
15 to laos
"
FIlE UAIIlED SOILS 1..Jo~ po~ttoll pUS In, JIlo. ZOO lin.): IlIIe111."
(1) 111O~,ute ."d o~,,,"le stlu .114 ch,s. (Zl '.......11,. sUd, or
stlt)' ch,s. IIId (3) ch,e, slits. Consht...c, II ,.te. .Iceo,d"',
to sll,""", st"..,tll. .s 'ndlclt.d b, ,.".tro..t., ,..dt..,s 0' b,
.ireet s...., tlStS.
Ch,., "..,els. 'r.....I-sa"d.
cl.,.ldures
:=
DlSert'th. T....
'e'lsott
Soft
O.H to 0.50
0.50 to 1.00
1.00 to Z.GO
$11".. $t'....Ul Itstl
leu tllu o.n
~
-
. .
.
~ 0
. .
o .
~ :
:
"
Wetl.,n.e. 1.1"41, ".....1,1
sand'. Httle 0' no tlnu
n,.
..
'00,1(-,'14ed Sln4s.
,,.... 11 Un." lItth
0' no H/"s
StHf
"I'" st'H
Z.DD to 4.00
N.,.
4.00 U. Ill,...,
s.
10Cl: hlellld.s ".....h. ctb.l". I'1ICIl. c.1tclle U. '....oell
...t'''1Ih. Hudn." Is ..,htld to fhld t.,,,UttuUo. 'nct.......
dlsc..tlll.. b,lo..
Stlt, sallds. Ulld.sl1t
I'J.tll'"
sc
CI.,., s."ds. ..nd-ch,
.tatll"'s
h'e,tDtt... h...
.."
Fhl. Id.ntiflutto. rest
e.. b. dill bl ..... .I." C..III....
., fh,....
,..f.bll. C'1l bl lOll'" d,.,I,
.it.. ht,. .It' . 11 crvllll,
....dt1'IIf1d...U'"tlll_'
blo..
lAtf. .c...te" I..... dut
t...e.. .tll wttJ'lIh"" . f..
........ blows blfol'l '.....:h'
Se...tCIl... wit'" hf,. wlUII
dtfftclllt,. dlfflelllt to
lI..ed .ttlll Ill..... blo..
.,
InO"'.lIlc ,nts ...d .....,
ftn. unds. ..oell flail".
tl1t( 0.. CI.(" flftl SlIlds.
0" c .y., st es .fUII sH,..e
,luttclt,
Nod,...ul,
",...4
1I...d
"
1II0",.lItc ch,s of low to
_d1ll. ,hstlclty. ,..nell,
cl'lS. ,.".y Cl',I. Illty
chJ's. ,.." el'ls
'."J' .....4
"
.rllllle sflCs IlId o..,ute
.t ty ch,s Of low
,lutlefty
SOIL IIlISTURE
..
I....'."fc stlts. .te.ClOIlS
0" dhto""o"l fh. IIlIdJ'
0.. Itlt, solh. IlIstte
stlts
'''0. 10_ to IIt,1a t... soH ..ht..... II hdtuce. tII,.:
~
'r,
S11,"tl,..lst
Motse
,.,,. ..1st
...
c.
Ino..,""c ch,. 0' Iltgll
,hlttetty. ht ch,S
SIZI: PRlI'ORTIIJIS
OK O",.lIlc ch,.s ot ..d111_ to
lli,A plllttcity. o,,'lllc
sUtl
Oul.""tIOll.
y".e.
Lltth
....
...
'...elflt h W.t.llt
to 10
10 to ZO
ZO to lS
l5 to 50
't ,..t IIId otllrlllJ"1,
o..,utc soils
GRAIN SIZE DISTRIBllTlOH
-a.tf
gU
SNIO
I ....-..
fIl_I_IOll.. . . .
.1ll.1 U It
,...IIITlCJ.I: D'.....CTD I" lllll.Ullln'aN
~
. ..
.. .
GIlAw(~ I
I .....
,. I. Iii'" r
.
A-31
A.~
~
.....
...
..
-.
,.
Converse Consultants Inland Empire
88-81-119-01
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX B
LABORATORY TEST PROGRAM
Laboratory tests were conducted on representative samples for the purpose of
determini ng thei r phys i ca 1 properti es and engineeri ng characteri stics. Test
results are presented on the boring and trench logs and in this appendix. A
summary of the various laboratory tests conducted for engineering purposes is
presented below.
Moisture Content and Dry Density
Data obtained from these tests, performed on relatively undisturbed samples
obtained from the field, were used to aid in the classification and corre-
lation of the earth materials and to provide qualitative information regarding
strength and compressibility. Test results are presented on the boring and
trench logs.
Shear Tests
Direct shear tests were performed on relatively undisturbed and remolded
samples. Individual samples were prepared, soaked and a vertical surcharge
applied. The samples were then sheared at a constant rate of strain. A range
of normal loads was appl ied and the shear strength envelope was determined.
Results of the tests are presented on Figures B-1 through B-5.
Consolidation Tests
Confined compression tests were performed on undisturbed and remolded samples
to determine the compressibil ity and moisture sensitivity of the various
materials. Test results are presented on Figures B-6 through B-19.
Laboratory Maximum Density Tests
Representative laboratory maximum density tests were performed on represen-
tative bulk samples. The tests were run in accordance with the ASTM D1557-78
laboratory procedure. Laboratory results are presented on Figures B-20
through B-27.
Expansion Index Test
The sensitivity of the existin9 on-site natural soils to variations in
moisture conditions was determined in accordance with the Expansion Index Test
Procedure, Uniform Building Code 29-2.
BORING
~
TP-'
OEPTH
(ft)
48 - 49
SOIL
DESCRIPTION
Sil tstone
~
62
Converse Consultants Inland Empire
1>..0..
BORING/SAMPLE : 81/S8 DEPTH (ft)
DESCRIPTION : Silty Sandstone
STRENGTH INTERCEPT (ks!) .935
FRICTION ANGLE (degree) 34.6
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
r..-
oo
:.::
z
.....
00
f,3 2.0
P::
E-<
00
P::
<
r.:I
:I:
00
r..-
oo
:.::
z
.....
00
00
r.:I 2.0
P::
E-<
00
e;j
r.:I
:I:
00
4.0
/
./ V
/< ,/
.0
.0
2.0
4.0 6.0
NORMAL STRESS IN KSF
8.0
10.0
4.0
~
./ ~
I ,
'/
Il...
r~
I
.0
.0
.1
.2
.3
.4
.5
HORIZONTAL DEFORMATION IN INCH
40.5
(PEAK STRENGTH)
(PEAK STRENGTH)
MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
SYMBOL CONTENT (ll'i) (pet) RATIO STRESS (kst) SHEAR (ks!) SHEAR (kaf)
0 26.3 101.9 .654 1.00 1.4-3 .67
0 29.1 99.7 .690 2.00 2.63 1.18
6 24.4 105.6 .595 4.00 3.62 2.29
DIRECT SHEAR TEST
PROPOSED RANCHO HIGHLANDS APARTMENTS
Rancho California, California
Project No.
88-81-119-01
Con"erse_ Consultants Inland- Empire
Figure No. B-1
'50
I
I
I
I
I
I
I
I
I
I
I
I
I
I
.1
I
I
I
I
r...
(fl
~
z
.....
(fl
(fl
1'.:1
~
E-<
(fl
~
1'.:1
:I:
(fl
r...
~
z
.....
(fl
(fl
IZl .5
~
(fl
~
IZl
:I:
(fl
2.0
1.0
;/
/
.0
.0 1.0
2.0 3.0
NORMAL STRESS IN KSF
4.0
5.0
1.0
r
f; ....... '-
I
,... "E
r
~
.0
.0
.3
.4
.5
.1
.2
HORIZONTAL DEFORMATION IN INCH
BORING/SAMPLE : 81/BULK2 DEPl'H (!t)
DESCRIPTION : Silty Sand
Sl'RENGTH INTERCEPT (ks!) .140
FRICTION ANGLE (degree) 39.5
9.0-10.0
(PEAK STRENGTH)
(PEAK STRENGTH)
MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
SYJ,ffiOL CONTENT (ll) (pc f) RATIO STRESS (ksf) SHEAR (ks!) SHEAR (ka!)
0 28.4 10J.5 .597 .30 .37 .24
0 28.6 102.7 .610 .60 .67 .39
'" 29.0 102.4 .615 1.00 .95 .79
DIRECT SHEAR TEST
PROPOSED RANHCO HIGHLANDS APARTMENTS
Rancho California, California
Project No.
88-81-119-01
____ _____u_
Converse Consultants lrilaridErripire
Figure No. B-2
-5'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1'0.
CIl
:.a
Z
....
rt.l
~ 2.0
~
e-.
rt.l
~
::z::
CIl
I'<.
CIl
:.a
Z
....
CIl
CIl
I1l 2.0
~
e-.
CIl
~
I1l
::z::
CIl
4.0
~
/ V
V
.0
.0
8.0
10.0
2.0
4.0 6.0
NORMAL STRESS IN KSF
4.0
.
-
~
~
.0
.0
.2
.3
.4
.5
.1
HORIZONTAL DEFORMATION IN INCH
BORING/SAMPLE : 81/BULK7
DESCRIPTION : Silt
STRENGTH INTERCEPT (ksf)
FRICTION ANGLE (degree)
DEPl'H (it) : 48.0-4.9.0
.597 (PEAK STRENGTH)
23.3 (PEAK STRENGTH)
MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
SYMBOL CONTENT (lli) (pcf) RATIO STRESS (ksf) SHEAR (ksf) SHEAR (kaf)
0 22.2 106.4- .584 1.00 .98 .65
0 23.3 105.6 .595 2.00 1.53 1.10
6 25.7 104.8 .608 4.00 2.30 1.88
DIRECT SHEAR TEST
PROPOSED RANCHO HIGHLANDS APARTMENTS
Rancho California, California
Project No.
88-81-119-01
----.. - - ---. -
Converse Consultants Inland Empire '(
Figure No. 8-3
.,st--
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
2.0
./
/
/ /
,/
r...
rt.l
~
~
rt.l
f,2 1.0
p:;
e--
rt.l
~
~
::t:
rt.l
.0
.0
1.0
2.0 3.0
NORMAL STRESS IN KSF
4.0
5.0
2.0
r...
rt.l
~
Z
-
rt.l
rt.l
~ 1:0
p:;
e--
rt.l
~
~
::t:
rt.l
.0
.0
.1
.2
.3
.4
.5
HORIZONTAL DEFORMATION IN INCH
BORING/SAMPLE : 8.3/5.3 DEPTH (ft) :
DESCRIPTION : Silty Sandstone
STRENGTH INTERCEPT (ksf) ..351
FRICTION ANGLE (degree) .35.0
15.5
(PEAK STRENGTH)
(PEAK STRENGTH)
MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
SYMBOL CONTENT (~) (pet) RATIO STRESS (kst) SHEAR (ksf) SHEAR (ksf)
0 29.0 10.3.5 .628 .50 .72 ..37
0 2.3.9 110.1 .530 1.00 1.02 .56
Ii. 2.3.7 109.7 .536 2.00 1.76 1.02
DIRECT SHEAR TEST
Project No.
88-81-119-10
PROPOSED RANCHO HIGHLANDS APARTMENTS
Rancho California, California
Figure No. B-4
'5:7
Converse Consultants Inland Empire
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
4.0
/
/ -
A
.0 f '\ 4.0 6.0 8.0 10.
NORMAL STRESS IN KSF
I
71L_ '\ '"
~I'\
rr N
I \
III ./
I/J
r...
en
~
Z
.....
en
~ 2.0
~
E-<
en
~
[;i:l
:x:
en .0
o
2.0
r...
en
~
Z
.....
en
en
[;i:l 1.0
~
E-<
en
~
[;i:l
:x:
en
.0
.0
.1
.2
.3
.4
.5
HORIZONTAL DEFORMATION IN INCH
BORING/SAMPLE : 83/54 DEPI'H (it) :
DESCRIPTION : Clayey Siltstone
S"l'RENGTH INTERCEPT (ksf) 1. 172
FRICTION ANGLE (degree) 40.6
20.5
(PEAK STRENGTH)
(PEAK STRENGTH)
MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
SYYBOL CONTENT (,,) (pet) RATIO STRESS (kst) SHEAR (ksf) SHEAR (kaf)
0 14.1 111.5 .510 .50 1.80 .34
0 14.2 114.2 .475 1.00 1.74 .53
6 14.3 111.5 .510 2.00 2.99 1.06
DIRECT SHEAR TEST
PROPOSED RANCHO HIGHLANDS APARTMENTS
Rancho California, California
Project No.
88-81-119-01
Converse Consultants Inland Empire
Figure No. B-5
'5~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
E-o
p::
t:l
...
r:l
p::
Z
... 4
r:l
t:l
:ij
p::
U
E-o
Z 6
r:l
U
~
111
Cl.
l(fl
o
LOAD IN KIPS PER SQUARE FOOT
1 10
10'
.~
2
'"R... 'i
- .......
'II
---
--. -- -. ...
.
.
.512
.429
.400
o
...
~
~
A
(5
.371 ;>
8
.M1
10
BORlNG Bl/BULK2 DESCRIPTION Silty Sond (SM)
DEPTH (tt) 9.0-10.0 UQUID LIMIT :
SPEC. GRAVITY : PLASTIC LIMIT :
MOISTURE DRY DENSITY PERCENT VOID
CONTENT (1lI) (pct) SATURATION RATIO
INITIAL 9.6 113.5 56 .458
FINAL 15.6 115.5 95 .433
Nate: Solid circles indicate readings after addition 01 ...ater
CONSOLIDATION TEST
PROPOSED RANCHO HIGHLANDS APTS.
Rancho California, California
Project No.
88-81-119-01
Converse Consultants Inland Empire
Figure No. 8-6 -sS
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
E-
::r:
t.:l
-
I!zl
::r:
z
- 4
I!zl
t.:l
~
::r:
u
E-<
Z 6
I!zl
U
~
I!zl
IJ..
1(r'
o
LOAD IN KIPS PER SQUARE FOOT
1 10
102
.566
2
~~- .. r---..
~~- --. Ie i-...
-
~ .
.
.400
.635
.503
o
~
~
Cl
-
o
.472 ::>
8
.441
10
BORING Bl/sa
DEPTH (ft) 40.5
SPEC. GRAVITY :
DESCRIPTION : Silty Sandstone
UQUID LIMlT
PLASTIC LIMIT :
MOISTURE
CONTENT (lS)
DRY DENSITY
(pet)
PERCENT
SATURATION
VOID
RATIO
lNITlAL
FINAL
107.7
109.1
57
89
.566
.546
11.9
18.0
Note: Solid circles indicate readings alter addition of _tar
CONSOLIDATION TEST
PROPOSED RANCHO HIGHLANDS APTS.
Rancho California, California
Project No.
88-81-119-01
Figure No. B-7 ~
.
Conv.~rse Consultants Inland Empire
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
!Ii
t:I
~
z
..... 4
r::I
t:I
~
:I:
u
....
Z 6
r::I
U
0::
P'l
~
10-1
o
LOAD IN KIPS PER SQUARE FOOT
1 10
102
.762
2
~ ~
. "-
'-.... .......r-.
". ',.
-. - I- I'-
!'It
.586
.7Z7
.692
0
~
A
.....
0
.667 :>
8
.621
10
BORING B1/S9 DESCRIPTION : Siltstone
DEPTH (ft) 43.5 UQUID LIMIT :
SPEC. GRAVITY : PLASTIC LIMIT :
MOISTURE DRY DENSITY PERCENT VOID
CONTENT (ll!) (pc!) SATURATION RATIO
INITIAL 25.7 98.4 94- .762
FINAL 26.8 99.4 100 .745
Note: Solid circles indicate readinge atter addition of ....ter
CONSOLIDATION TEST
PROPOSED RANCHO HIGHLANDS APTS.
Rancho California. California
Project No.
88-81-119-01
Figure No. B-8 '5'"
Converse Consultants Inland Empire.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
E-<
::c
t:l
......
~
::c
~ 4
~
t:l
~
::c
u
E-<
Z 6
~
U
p::
r.:l
p...
10-1
o
LOAD IN KIPS PER SQUARE FOOT
1 10
102
.400
2
r
=1 ..........
-. ........ .......
---. --.
-. -- ..
.
.268
.380
.352
o
E=:
~
A
......
o
.324 >
8
.296
10
BORING 85(51
DEPTH (it) 3.5
SPEC. GRAVITY :
DESCRIPTION : Silty Send (SM)
UQUID LIMIT :
PLASTIC LIMIT :
MOISTURE
CONTENT (lll)
DRY DENSITY
(pet)
PERCENT
SATURATION
VOID
RATIO
I:NITIAL
FINAL
117.5
119.2
35
88
.409
.389
5.3
12.9
Note: Solid circles indicate re.adings after addition of water
CONSOLIDATION TEST
PROPOSED RANCHO HIGHLANDS APTS.
Rancho California, California
Project No.
88-81-119-01
Figure No. B-9 ~
Converse Consultants Inl.and Empire
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
E-
:r:
~
~
z
..... 4
1'0'1
~
~
:r:
u
~
Z 6
1'0'1
U
p::
1'0'1
A.
10-1
o
LOAD [N KIPS PER SQUARE FOOT
1 10
10'
.409
2
.....1
I ....... .......
-- ---- --. .
-- .
.
.288
.380
.352
o
5
p::
Q
(3
.324 >
8
.296
10
BORING 85/52 DESCRIPTION : Silty Sand (SM)
DEPTH (ft) 6.5 UQUID UMIT :
SPEC. GRAVITY : PLASTIC illllT :
MOISTURE DRY DENSITY PERCENT VOID
CONTENT (SIll (pet) SATURATION RATIO
lNITIAL 7.1 117.5 46 .409
FINAL 12.6 119.2 86 .J89
Note: Solid circles indicate readings after addition of ....tar
CONSOLIDATION TEST
PROPOSED RANCHO HIGHLANDS APTS.
Rancho California, California
Project No.
88-81-119-01
Figure No. 8-10 q:>..
Converse Consultants Inland Empire
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
.....
.0::
l:l
-
IZl
0::
Z
- 4
IZl
l:l
Z
<
0::
u
E-<
Z 6
IZl
U
f3::
fzl
~
Hf'
o
LOAD IN KIPS PER SQUARE FOOT
1 10
2
(
-e-...
--. ..........
--- ...... fe"
--. --.
- \-
.
8
10
BORING 85/53
DEPTH (ft) 9.5
SPEC. GRAVITY :
DESCRIPTION : Sand I Silty Sond (SP ISM)
UQUID LIMIT :
PLASTIC illlIT :
MOISTURE
CONTENT (1lI)
DRY DENSITY
(pet)
PERCENT
SATURATION
VOID
RATIO
INITIAL
FINAL
125.4
127.3
70
98
.321
.301
8.4
11.1
Note: Solid circles indicate readings after addition of .....ter
CONSOLIDATION TEST
PROPOSED RANCHO lllGHLANDS APTS.
Rancho California, California
Project No.
88-81-119-01
102
.321
.294
.268
o
~
~
-
o
.241 :>
.215
.189
Converse Consultants Inland Empire
Figure No. 8-11 &:>
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
2
E-<
::c
~
.....
Oil
::c
z
..... 4
Oil
~
~
::c
u
E-<
Z 6
Oil
U
p:;
r::l
IJ..
6
10-1
o
LOAD IN KIPS PER SQUARE FOOT
1 10
10
--. ......
~~~ ...... .
~~~ ~~.
~
l~.
.
BORING 85/512 DESCRIPTION Silty sond (sM)
DEPTH (ft) 28.5 UQUID LIMlT ;
SPEC. GRAVITY : PLASTIC illlIT
MOISTURE DRY DENSITY PERCENT VOID
CONTENT (1lI) (pet) SATURATION RATIO
INITIAL 5.4 123.0 42 .347
FINAL 11.5 124.3 92 .332
Note: Sclid circles indicate readings after addition of water
CONSOLIDATION TEST
PROPOSED RANCHO HIGHLANDS APTS.
Rancho California, California
Project No.
88-81-119-01
102
.347
.320
.293
o
.....
~
p:;
~
.....
o
.266 :>
.299
.212
-Converse Consultants Inland Empire
Figure No. 8-12
4-\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
4
E-
::I:
t.:l
-
I'il
::I:
Z
- 6
I'il
t.:l
~
::I:
u
E-<
Z 12
I'il
U
~
r.:l
p...
16
1(f'
o
LOAD IN KIPS PER SQUARE FOOT
1 10
20
~ .........
\
!'\
---- 1--. -. ..
BORING niSi DESCRIPTION : Silly Sond (SM)
DEPTH (ft) 2.5 UQUID LIMlT
SPEC. GRAVITY : PLASTIC LIMIT :
MOISTURE DRY DENSITY PERCENT VOID
CONTENT (~) (pcf) SATURATION RATIO
INITIAL 3.9 100.9 16 .641
FINAL 15.3 113.0 87 .466
Note: Solid circles indic..te readings alter ..ddition of w..ter
CONSOLIDATION TEST
PROPOSED RANCHO HIGHLANDS APTS.
Rancho California, California
Project No.
88-81-119-01
10.
.641
.576
.510
0
-
E-<
~
Cl
-
0
.444 >
.379
.313
Converse Consultants Inland Empire
Figure No. B-13
cp
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
!Ii
o
....
I'<l
:r:
z
.... 4
I'<l
o
~
:r:
u
....
Z 6
I'<l
U
~
I'<l
a..
Hr'
o
LOAD IN KIPS PER SQUARE FOOT
1 10
2
.... ........
........
-----4 '"-- '- ... ...........
- ,.
8
10
BORING Tl/S3 DESCRIPTION : Silly Sond (Stol)
DEPTH (ft) 6.5 LIQUID UMlT
SPEC. GRAVITY : PLASTIC LIMIT :
MOISTURE DRY DENSITY PERCENT VOID
CONTENT (ll!>) (pc!) SATURATION RATIO
INITIAL 9.8 124.7 80 .328
FINAL 11.0 126.0 93 .314
Note: Solid circles indicate readings after addition of waler
CONSOLIDATION TEST
ROPOSED RANCHO HIGHLANDS APTS.
Rancho California. California
Project No.
88-81-119-01
102
.328
.301
.275
o
....
....
;;1
o
....
o
.246 >
.221
.195
Converse Consultants Inland Empire
Figure No. 8-14 (;!7
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
,
I
I
E-<
::r::
t:l
.....
p;j
::r::
z
..... 4
p;j
t:l
~
::r::
u
E-<
Z 6
p;j
U
p::
p;j
lJ...
Hr'
o
LOAD IN KIPS PER SQUARE FOOT
1 10
102
.484
2
"1 ~
.......
.. r"'-.,
----- ...- ,
-
.338
.465
.425
0
.....
~
0
.....
0
.396 :>
B
.366
10
BORING nlss DESCRIPTION : Silty Sond (Sl.1)
DEPTH (ft) 10.5 UQUID LIMIT :
SPEC. GRAVITY: . PLASTIC LIMlT :
MOISTURE DRY DENSITY PERCENT VOID
CONTENT (lll) (pc!) SATURATION RATIO
INITIAL 9.7 111.5 53 .484
FINAL 15.2 113.4 88 .461
Note: Solid circles indicate readings after addition of water
CONSOLIDATION TEST
PROPOSED RANCHO mGHLANDS APTS.
Rancho California, California
Project No.
88-81-119-01
Figure No. B-15
G,DI.r
"-
Converse Consultants In land Empire
--. -
I
I
I
.1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
E-
:I:
t-'
....
r:.l
:I:
Z
.... 4
r:.l
t-'
~
:I:
u
E-<
Z 6
r:.l
U
&}
Il.
Hf'
o
LOAD IN KIPS PER SQUARE FOOT
1 10
2
-., "-...
... "i ........
~-~ "-
-~ ~-
~ -
8
]0
BORING n/S6 DESCRlPITON : Silly Sond
DEPTH (rt) 13.5 UQUID UMI.T :
SPEC. GRAVITY : PLASTIC UMI.T :
MOISTURE DRY DENSITY PERCENT VOID
CONTENT (ll!>) (pc!) SATURATION RATIO
INITIAL 12.4 112.6 70 .470
FINAL 16.1 114.2 95 .449
Note: Solid circles indicate readings after addi lion of waler
~ONSOLIDATION TEST
PROPOSED RANCHO HIGHLANDS APTS.
Rancho California. California
Project No.
88-81-119-01
10'
.'70
A41
All
o
~
0::
A
o
.382 :>
.362
.323
Converse Consultants Inland Empire.
Figure No. 8-16 ~-5
I
I
I
I
I
I
I
I
I
I
I
I'
I
I
I
I
I
I
I
2
Eo<
:I:
~
-
I'ol
:I:
Z
- 4
I'ol
~
~
:I:
U
E-<
Z 6
I'ol
U
~
I'ol
Il.
8
Hf'
o
LOAD IN KIPS PER SQUARE FOOT
1 10
10
~ l.
'\
'\
\
:\
"--- -- 1\1
...
,
,
I
BORING T11/S1 DESCRIPTION : Silty Sond (SM)
DEPTH (ft) 2.5 UQUID IJMIT :
SPEC. GRAVITY : PLASTIC UMIT :
MOISTURE DRY DENSITY PERCENT VOID
CONTENT (ll!) (pc!) SATURATION RATIO
INITIAL 6.7 113.4 49 .472
FINAL 13.6 122.3 100 .365
Note: Solid circles indicate readings after addition of wat.!r
CONSOLIDATION TEST
PROPOSED RANCHO HIGHLANDS APTS.
Rancho California, California
Project No.
88-81-119-01
102
.472
.443
.413
o
~
Q
-
o
.384 >
.366
.325
Converse Consultants Inland Emp~re
Figure No. 8-17
(p~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
E-<
;I:
Cl
~
z
- 4
r:l
Cl
~
;I:
U
E-<
Z 6
r:l
U
p:;
r:l
IJ..
WoOl
o
LOAD IN KIPS PER SQUARE FOOT
1 10
102
.506
2
\.
\
\
)
\
\
4 I-
-----
-
.355
.476
.445
o
~
p:;
Cl
-
o
.415 >
8
.386
10
BORING Tll/53 DESCRIPTION : Silly 50nd (5M)
DEPTH (ft) 6.5 UQUID LIMIT :
SPEC. GRAVITY : PLASTIC illOT :
MOISTURE DRY DENSITY PERCENT VOID
CONTENT (5l\) (pct) SATURATION RATIO
rN1TlAL 3.9 110.0 20 .506
FINAL 13.1 117.9 86 .405
Note: Solid circles indicate readings after addition of water
CONSOLIDATION TEST
PROPOSED RANCHO lllGHLANDS APTS.
Rancho California, California
Project No.
88-81-119-01
C-Converse . Consultants Inland Empire
Figure No. 8-18 (pI.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
2
E-
:I:
t:l
-
1'<1
:I:
Z
- 4
1'<1
t:l
~-
:I:
u
E-
Z 6
1'<1
U
~
fzl
p..
B
1(f'
o
LOAD IN KIPS PER SQUARE FOOT
1 10
10
"'-- -.......
\..
t ~ i'-.~
----- ~-- 1-- ~.
-I-.
.
,
BORING T11/S4 DESCRIPTION : Silly Sond (Sl.I)
DEPTH (ft) 8.5 lJQUID LIMIT :
SPEC. GRAVITY : PLASTlCillOT
MOISTURE DRY DENSITY PERCENT VOID
CONTENT (1lI) (pcf) SATURATION RATIO
INITIAL 3.6 113.0 21 .465
FINAL 13.7 115.8 85 .429
Note: Solid circles indicate readings after addition of "ater
CONSOLIDATION TEST
PROPOSED RANCHO mGHLANDS APTS.
Rancho California, California
Project No.
88-81-119-01
10.
.485
.435
.406
0
-
~
~
Q
-
0
.377 :>
.M7
.318
--- ---- ------.- - ..._~.._._,
Converse Consultants Inland Empire.:
Figure No. 8-19
~~
I
I
I
I
I
I
I
I
I
I
I
I
I
I,
I
I
I
I
I
140
\
\
\
\
\ toO PER
SPECln
\
...- ~
0 \ \
\\
\ \
\
\
\
135
.... 130
u
0.-
Z
-
Eo<
::x::
c.;
-
l:il 125
ii=
Eo<
-
Z
~
~
~ 120
CENT SATURATION
C GRAVITY = 2.70
115
110
o
5 10 15
MOISTURE CONTENT IN PERCENT
20
SAMPLE DEPTH
SYIlBOL LOCATION (ft)
TEST
lIETHOD
0P1'D41J}( llAJID(ill( DRY
lfOJSTURE (ll) DENSITY (pet)
DESCRIPTION
o
B1/S2
9.0-10.0 Silly Sond (St.l)
10.1 125.4
ASTt.l 0-1557
COMP ACTION TEST
PROPOSED RANCHO HlGHLANDS APARTMENTS
Rancho California, California
Project No.
88-81-119-01
Converse Consultants Inland Empire
Figure No. 8-20
(po...
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
"" 120
u
p..,
Z
~
E-o
:r:
t:l
~
~ 110
E-o
~
Z
P
)-<
P::
Q 100
SAMPLE DEPTH
SYYBOL LOCATION (ft)
140
\
\
1\
'\
""
1 0"- DJi'DCEN ~URATl
~ncilftf~~ Y = 2.7
~ ~ ~
130
ON
o
90
80
o 5 10 15
)'{OIS1'URE CONTENT IN PERCENT
20
DESCRIPTION
TEST
WETHOD
0PTDllJ}( lWmlUll DRY
:W:OIS"l'URE (s) DENSITY (pci)
o
B1/BULK7 48.0-49.0 Silt (t.lL)
ASThI 0-1557
11.6 11 B.3
COMPACTION TEST
PROPOSED RANCHO HIGHLANDS APARTMENTS
Rancho California, California
Project No.
88-81-119-01
. Converse.. Consultants Inland. Empire
Figure No. B-21
10
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
"'" 130
u
p...
Z
-
E-<
::r::
Cl
-
~ 125
E-<
-
Z
::>
>-
e::
Q 120
SAMPLE DEPTH
SYNBOL LOCATION (ft)
140
1\
\
\
\
\ '00 PE
SPECIFI
\
~ !'.
~ \ \
~\
\
\
\
\
135
RCENT SATURATION
C GRA VITY = 2.70
115
110
o
5 10 15
MOISTURE CONTENT IN PERCENT
20
DESCRIPTION
TEST
IoIETHOD
OP1'J),fiJ),( lWCI!WloI DRY
1oI0ISTURE (..) DENSITY (pef)
o
BS!SULKl 3.0-5.0 Silty Sond (Sill)
9.3 125.6
ASThl D-1557
COMPACTION TEST
PROPOSED RANCHO HIGHLANDS APARTMENTS
Rancho California, California
Project No.
88-81-119-01
Converse Consultants Inland Empire
Figure No. 8-22' "\\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I'z., 130
u
tl.
Z
-
E-<
::r:
0
-
~ 125
E-<
-
Z
::>
~
0 120
SAMPLE DEPTH
SYUBOL LOCATION (ft)
140
\
\
\
\
\ '00 PE
SPECIFl
\
-'"
) / '\ \
, \
\
\
\
\
135
lWENT SATURATION
C GRA VIIT = 2.70
115
110
o 5 10 15
MOISTURE CONTENT IN PERCENT
20
DESCRIPTION
TEST
lOlTHOD
0PTnfill{ lIAXDlIDI DRY
1oI0lSTURE (ll) DENSITY (pel)
o
BS!BULK2 11.0-13.0 Silty Sand/Sand (SM/S P)
ASThI 0-1557
9.1 125.3
COMPACTION TEST
PROPOSED RANCHO HIGHLANDS APARTMENTS
Rancho California. California
Project No.
88-81-119-01
Converse Cons~ltants Inland Empire
Figure No. 8-23
,,\2--
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
J:. 130
Co)
ll.
Z
-
E-o
::c
~
-
~ 125
E-o
-
Z
:::>
~
Q 120
SAMPLE DEPTH
SYlLBOL LOCATION (ft)
140
1\
\
\
\
\ fOO PE
SPECIFl
\
/ '" \
1/ tt) ~ \
\
\
\
\
135
RCENT SATURATION
C GRA VITY = 2.70
115
110
o 5 10 15
MOIsruRE CONTENT IN PERCENT
20
DESCRIPTION
TEST
lUlTHOD
OPTIlrul( lIAX!II{Ul( DRY
}(OIS'l'URI: (ll) DENSITY (pet)
o
B5!BULK3 17.0-19.0 Silty Sond (St.l)
ASTt.l 0-1557
9.9 123.3
COMPACTION TEST
PROPOSED RANCHO HIGHLANDS APARTMENTS
Rancho California, California
Project No.
88-81-119-01
Converse Consultants Inland Empire
Figure No. 8-24
1?;
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
r:. 130
u
tlo
Z
-
E-<
:I:
d
-
~ 125
E-<
-
Z
::>
~
0 120
SAMPLE DEPTH
SYIIIBOL LOCATION (ft)
140
\
\
\
\
~ \\ toO PE
SPECIFI
/ \'
I' \ \
\
\
\
\
\
135
RCENT SATURATION
C GRAVITY = 2.70
115
110
o 5 10 15
MOISTURE CONTENT IN PERCENT
20
DESCRIPTION
TEST
IoIBTHOD
OPTll4lJ}{ lUJ{J)([J),I DRY
1I01STURI: (ll) DENSITY (pef)
o
BS/BUlK+ 23.0-25.0 Silly Sand (St.l)
ASThl 0-1557
9.2 129.1
COMPACTION TEST
PROPOSED RANCHO IDGHLANDS APARTMENTS
Rancho California, California
Project No.
86-81-119-01
. Converse Consultants Inland. Empire
Figure No. B-25
1~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
JZ. 130
t.>
p..
Z
-
E-<
:r:
~
-
~ 125
E-<
-
Z
::>
6::
0 120
SAllPLE DEPTH
SYMBOL LOCATION (ft)
140
\
\
\
\
\ 100 PE
/' iSl,. SPECIFl
1/ \ \
j, \
\
~
\
\
\
135
RCENT SATURATION
C GRAVITY = 2.70
115
110
o 5 10 15
MOIS11JRE CONTENT IN PERCENT
20
DESCRIPTION
TEST
IlETHOD
OPTWUll ILo\XDlUW DRY
MOISTURE (ll:) DENSITY (pef)
o
n/SULK1 3.0-5.0 Silly Sond (SJ.t)
7.3 128.3
ASThl 0-1557
COMPACTION TEST
PROPOSED RANCHO HlGHLANDS APARTMENTS
Rancho California, California
Project No.
88-81-119-01
- -
Converse Consultants Inland Empire
Figure No. B-26
1'5
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
JZ. 130
u
tl.
as
E-<
:r:
t:l
~
i:il 125
::=
E-<
~
Z
::>
>-
0::
Q 120
SAlIl'LE DEPTH
SYMBOL LOCATION (ft)
140
\
\
\
1\
\ tOO PE
SPECIFJ,
\
'"'-
/ ~ 1\ \
I ~\
/
, ~
\
\
\
135
RCENT SATURATION
C GRAVITY = 2.70
115
110
o
5 10 15
MOISTURE CONTENT IN PERCENT
20
DESCRIPTION
TEST
],(ETHOn-
0PTU4ID( JoIAXDlID( DRY
}(OISTURE (1lI) DENSITY (pef)
Silly Sond (St.l)
o
T17/BULK1 2.0-4.0
ASThl 0-1557
9.3 125.1
COMPACTION TEST
PROPOSED RANCHO HIGHLANDS APARTMENTS
Rancho California, California
Project No.
88-81-119-01
Converse C'onsultants Inland Empire
Figure No. 8-27
1'-
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
--.--
APPENDIX C
RECOMMENDED SPECIFICATIONS FOR COMPACTED FILL
The following specifications are recommended to provide a basis for quality
control during the placement of compacted fill.
1. All areas that are to receive compacted fi 11 sha 11 be observed by the
soils engineer prior to placement of fill.
2. Subsequent to the removal of unsuitable materi a 1 s, subgrade areas that
will receive compacted fill shall be scarified to a depth of at least 6
inches. The scarified soil shall be moisture-conditioned to obtain soil
moi sture near optimum moi sture content. The scarifi ed soil sha 11 be
compacted to a minimum relative compaction of 90%. Relative compaction
is defi ned as the rati 0 of the i np 1 ace soi 1 dens i ty to the maximum dry
density as determined by the ASTM D1557-78 test procedure.
3. Subdrains shall be installed in canyons and ravines as indicated by the
project Certified Engineering Geologist (CEG). Subdrains shall be
installed as depicted on the attached Figures SD-1 and SD-2.
4. Fill shall be placed in controlled layers, the thickness of which is
compatible with the type of compaction equipment used. The thickness of
the compacted fill layer shall not exceed the maximum allowable thickness
of 8 inches. Each layer shall be compacted to a minimum relative
compaction of 90%. The field density of the compacted soil shall be
determined by the ASTM D1556-82 test method or equivalent.
5. Fill soils shall consist of excavated onsite sandy soils and bedrock
essentially cleaned of organic and deleterious material or imported soils
approved by the soils engineer. All imported fill shall be granular and
non-expansive. The soils engineer shall evaluate and/or test the import
material for its conformance with the specifications prior to its
delivery to the site. The contractor shall notify the soils engineer 72
hours prior to importing fill to the site. Rocks larger than 6 inches in
diameter shall not be placed within the upper 4 feet below final grade
unless they are sufficiently broken down. Rocks larger than 6 inches but
smaller than 12 inches in maximum dimension may be used at any depth in
slope areas.
6. The soil s engineer shall observe the placement of compacted fi 11 and
conduct i np 1 ace fi e 1 d dens ity tests on the compacted fi 11 to check for
adequate moisture content and the required relative compaction. Where
less than 90% relative compaction is indicated, additional compactive
effort shall be app 1 i ed and the soil moi sture-condi ti oned as necessary
until 90% relative compaction is attained. The contractor shall provide
level testing pads for the soils engineer to conduct the field density
tests on.
"'\1
Converse Consultants Inland Empire
I
I
I
I
I
I
I
I
I
I
I
I
I
BY
M~ OATE"'t-~-~
CLIENT
"'I"-~ <:::.p...'-\ro'i<.l-J\~
'\::S:va-\'I-A,,-..:Y\' =:>U'?l>-
SHEET NO. l OF
PROJECT NO. ~-~\-\t"t-<:>I
CHKD. BY _ DATE _
PROJECT
____..___:FIL:L. ...'SL<:::l?E.S - s.""Th&\l.-\~__ ""~'3.. .~ap'.~-n:o).
}>,lV-""LY:S~S .~~ ~ . ~. D:>>\~E~\~ .. VJ.,~ ret Slop... :S'r~&i1..\1'i .
t-.'->>L-'"fl: "- D<..>,..:x::AN ;-..~ a~,e..G.R."'l-J\ (11'15).
~~._~s~~. ~5q~
- <I -S~ . 2 ~"""~~ ~.~~.!
-_.--~!_~'::=-~~--~--::-'2:S~'~ j -.-.. -'-'---~-" --..--------.---.,.----.
" i'. ~ ~
.-,.':.:~-:::\3C), ~.
'.f'
_. - ..- ...t. ..
... .A,<:..~
";'.':-. 'i+l'k~. -
,
<::..
\::;0.5<::l.0.61:5.
250 ,
\1;.5
,."_."--,,-,.._...__.__.._._._~ ....-..-. ~
,
.. .:~ ..... .....: p<=> :(~",i: \\~:V')~o-~).;..: ....
----_._-~.,._._._~---~_.._--_._.:-..._... .-. ..-- ..--.. -- ----.-- ,_.- -...
_........;
;--.
..-;
.
..1
.d:.....-.::.t=:~:i:.,,;::;~~t-:.~R:
i
,
.25.0', .50
i:.~" 5;0
.'.-_.,
. -
-'J'- -..--:
L""l2.-:
, .
- _._---_.._~,,_..,.,-....._----;--..- ..~-,._~--
I
I
I
I
I
I
n,_
..j..
,
,.
I.
1.-
.t.
I
--.;.-...------""t---.- --,,-
,-.,-,.-..
.1..
;...
..I '
!
.
,J.
@ Converse Consultants
SIGNEO
REG. NO.
SHEET
NO.
1'0
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
\I.'"SS OATE l-'i/-~
BY
CHKO. BY
PROJECT
_ OATE _
CLIENT Rp.,~b\.c::. <:OF'<L.'FoRN Ill.
"1:)U/~~?M,-,..:5\ CI>"-^.Pf'-,":>'1
SHEET NO. 2...- OF
PROJECT NO. 13'a-~\-\1 "'\ - 0\
C~T <;:;:L<a?sS -:- S:Tj:l.,l5.\L.I:r:-( . "'~""~'i2\S.
~.;..~. ~.fl~"c ~ 3>5 /'
e.
\.~~.,~._~
)
.'0". "-
35
3,0<><:> rl .
.... . ..... ~
1~5 F~
..._-~- ~."., ,95..=..
.Co _
.........-.--.1.....
_.___..-;.____._ _ .__.~.",.__~.~_H __.-\-._.~_. ~
_.__l___.~._._,,-_.~. _'
\<:.jzI. .. ''6 'D-\-o.-:,6
.:'e
_ .. {L5. ~'5<O.f
:s~:c: . t-..
.
10.2.:...
i
I .
to,
---7--~- .
._.~.:~,<&_-===,.:3 S:. .-/ ~.~?~:\'. (tt: V).~ 4).
. c- :=,......_.!-.~
.....,._r:.:..._N.--G:i~f+ :.
..-.t ,_
L. .
.
i
~ ... r s't' . ::'<::>0
:11.-'5 .35
j.
2':.3:$
--i'-
I
"
~ ..
.--.t--
too.
.-{
.,
...j...
, .
"- j...
"r-';
".________._L_
;
, 1:
l.
""j
.
1__.
,
.. -
"1'"
,
j'
c. ,_....,....____
.,
.,
i.
;
.oJ ._
.
,
~ Converse Consultants
SIGNEO
REG. NO.
SHEET
NO.
1~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
BY .
1v'CS:: OATE ~-2-~
CLIENT R",,~~<::,
~~\>l-\E...~\
C"''-W,>\?_\-C\\j::., SHEET NO.
<:::""''''"''rI>-,0-( PROJECT NO.
.3. OF
3~ -2 \- \ \ '9--<=>\
CHKO. BY _ OATE _
PROJECT
. FILL SL=ff.S - 'S..'0R~\c.\"'L 'STM:\,-~'-{ ~'-IS)s.
.
~:
r/:" 3'("
c.
-=-z...5~ Il-\-'?~
I. '\
-:: \3.0 rt
'6'S'-'B _~ \~5-E,=-'_~. _10:~f~
o\-.
..j: .:=0.: (J -'(NI!. ",-,>"2...,( .+~ t+c.
. ... . .
. ' 2s-..~oZ.=,^-. Os,...,
--'r-'-'~- -r
_.~._~._ '_~__'___'___._'___'_ ""' __ - _.. - __~ '._. _~___ 0._- _... __. _. _ _ ~
___,n_
,
~ . -'--'- -. -..--.. ."_._-.,--,~~ --
:~
"7'
.(
'. .,' 'L';
;r~~~' ~...~ .~~. ~~~-"j--
0= ~~. ~~.. .~,~..,.,__
-:~~~~
'~'T~~r~~;'.:-"""
--'----~- -
,
'("~I!>
'0-/.
i ~ ,.
J _,
_' n._"__''''
''(~~
. .,_, l.
L
~ _.. - ~. -0 _. .
, ..
._______ __.___.. ____ ._~.___ _____, .~____ ._._.:)_.l.____. .__.. .____ ... __ . . ___
F__ C+'~~f'.'. ' ~ = : -t (tCl.~ c.8.o.~14- '+2.50 ':
r ; 1>.. c~,. 0 o"r'" ,)..,.,. , .. .,
. - I _ "'1. II '. ",..l:lr, r."l .;>;;, .
. .
'r"
r_.
: - . Lf c L 3. =.J;<tt.
-':'-:-~-"-::,-:::':-T--:--:--:- :: -:---------;r'-z. i::~T .T-:'--:---;:-~"
..-! ;- :" "j'-
........ '1------. ",n.., .". .j-
.. : .1"
'--';-'-"--'~'--~-"-"-~-~-C" -""-""-;'---;"-"~:'.~~=!~~'::.~':~"-':~'_:_--''';--~.':'-i'- -"-~"-="--:"'.~--"--"-"'-~~~=:~-"-'-'-"~~"..._
. J
I
: '
,
, ,
._.,---~-.-..;...
,..! . .-."..,," ~.-f
..._.i. _ t.,' 1...-
.,., .~ .. I. ,,'., ",." .i..
"--:T=i:~r:~.;~4:::c~::~~:-=-~'~f-~
..1 .., :... ..1.. .. I",
. :~--::::~~:--":_+,' '~;T:. +=-~.-
I' ,', l'
. I. - .-t..- .._. - ,-"
.. -'''1
1"..-
. ....j..,
. -.....!-
,
.1..... _
L
_ __."'_.___~"__,...,. .._.,"",-._ _ _ _____.__,._ __. _ _.___,.w .__.._
1
"
"._~.__.~_ .__.~._..__.__._____.w__.__'_'___._.. _~ ........_..__~.,,_..,
-........,..-
. -
.. .-......-. -I'
,
-- "---"--.---,, 1--
_......J..___m,
-. .-.,,:.......-..---,- "--. -,-...".-----
.,
. ,
i
. .
@ Converse Consultants
SIGNEO
REG. NO.
SHEET
NO.
~c
I BY
I CHKO. BY - OATE -
PROJECT
I
I
I
I
,~ _ .-6"'{S~~"LtL. ~=--- '" -+- c
I .... ~. "'-.~"<>=O<, ~~,,-r- .
I '--~-jt~.-~~\--=_l~:~-~;)~.-i\
I _..~~'~/:M~;-~=J~ ~ ~.'~-.~~-~':----~t...~-...-
I .---F::. ~(6:>.~) c. ~ ~o.T +"3.90
-, 4-~O.'+'-e~ ;.O.'8"'t't- < )'2.-<;$
I .-, ,.
.__~_~~.__,_.'t-_.__._,_..--l.-_.___._.._-<-_______c.._ _ _. __"~'__'__" __.h_______ ___
. ,! - 'f1f<6.9 2.18
I .. --.---....:---.-----(.--
L.
I
I
I
I
I
I
I
".A:::s"'S OATE 9...-& - 2:S;
CLIENT R~...x~"'" <::::....\..\I'-<<."-,,:>\J>.-
~E.L-d'w.'<:.">S\ '=',,^-'?I'.,.sy'
SHEET NO. 4- OF
PROJECT NO. ~~- ~\-\ \., -0\
GI...J'"\
SLO?c....S
'S.'VRF ) c. \ I><l- 'S~I...\ \'-i
1>--~'i S\ S
~:
?" '" 35
c:.= 300 t1-
ai. ~ D.. 5 ~{
. '(~~~ 1'\..1
)2lS- ~2.'t _ -:.~5'-'.r,'
,
-,-- -.'-. - -.,... - ....-
f.
,.
""'''--''''r
}--..' .-
--zo5.\
-,
.,
1
, .
...,. I
1
,--.
,-
'. -
, f
,
,
1
1
1
. .1
i..
I
.''')
t.-
-. "
I.
I.
-j..
.1
to.
.,
,
(i
Converse Consultants
SIGNEO
REG. NO.
SHEET
NO.
g\