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TRIAD FOUNDATION ENGINEERING, Inc.
Consulting Foundation Engineers
TRIAD FOUNDATION ENGINEERING INC
Foundation Engineering • Engineering GeologyNIFMaterialTesting • Construction Inspection
17231 EAST RAILROAD STREET, CITY OF INDUSTRY, CA 91748
TELEPHONE (818) 964-2313
PRELIMINARY SOILS AND GEOLOGIC INVESTIGATION
PROPOSED SINGLE FAMILY DEVELOPMENT
LOT 36; TRACT 30578
RIM FIRE LANE
DIAMOND BAR, CALIFORNIA
JOB NUMBER 88-494 SEPTEMBER 8, 1988
REQUESTED BY:
Sun—Ray
23441 Sand Ridge
Diamond Bar, CA 91765
1
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TRIAD FOUNDATION ENGINEERING INC
Foundation Engineering • Engineering GeologyNIFMaterialTesting • Construction Inspection
17231 EAST RAILROAD STREET, CITY OF INDUSTRY, CA 91748
TELEPHONE (818) 964.2313
September 8, 1988
Job #88-494
Sun -Ray
23441 Sand Ridge
Diamond Bar, CA 91765
Subject: Preliminary Soils and Geologic Investigation Ppm'
Proposed Single Family Development
Lot 36; Tract 30578 / II --
Rim Fire LaneAre
Diamond Bar, California
Gentlemen:
This report presents the findings and conclusions of a soils and
geologic investigation performed at the subject site. The
purpose of this investigation was to obtain information on
subsurface soils and geologic formations for evaluation on which
to base recommendations for the development of the property. Our
recommendations given in this report are intended for use in
grading and preparation of construction plans for the foundation
of the proposed project.
Subsurface and geologic information was obtained from the Final
As—Graded Geologic Report by Robert Stone and Associates dated
1
November 5, 1970 combined with information from the excavation of
one test pit at the approximate location presented in the
Appendix of this report.
INTRODUCTION
Proposed Development: It is understood that the site will be
developed for a 2 -story single family residence with wood frame
and stucco type construction. The proposed structure is expected
to be constructed on shallow foundations and to have light loads.
The Grading Plan enclosed indicates moderate grading to form a
level pad area and driveway. Cuts are proposed to be retained
with walls and fill slopes will be constructed at 2:1 (horizontal
to vertical) gradients.
Site Description: The property investigated is located on the
west end of Rim Fire Lane in "The Country" of Diamond Bar,
California (Thomas Guide p.97, E-5). It is roughly triangular in
shape with depths of 403.5 and 408 feet on the south and east
property lines, respectively.
Geographically, the site is situated along the crest and north
facing flank of a small ridge along the east side of Brea Canyon
in the Eastern Puente Hills area. Locally, the lot descends from
the street to the canyon bottom below with gradients of 29 to 35
degrees. Drainage appears to be good with sheet flow over the
ground surface to the natural drainage course near the north
property line.
At the time of our investigation the site was vacant and its past
use is unknown. Vegetation consisted of many large clumps of
Black Walnut trees and a sparse to thick ground cover of wild
grasses and weeds. Recent disking on the upper portion of the
lot has destroyed most of the previously existing ground cover.
Subsurface Conditions: No man-made fills are known to exist on
the site.
Natural soils are clayey silt topsoils underlain by a siltstone
bedrock. The topsoils have a depth of approximately 2 feet and
are in a slightly moist and porous condition. Topsoils are
expansive and not reliable for structural support without
recompaction.
Bedrock underlying the site is in a hard condition and will
provide good foundation support.
Soils on the site are moderately expansive with changes in
moisture content.
3
GEOLOGY
The bedrock underlying the site has been previously mapped as
interbedded sandstones and siltstones of the Puente Formation.
Locally, the rock was well exposed in the test pit excavated on
the site and consisted of a shaly siltstone with a few interbeds
of sandstone. The rock is generally in a dense, well bedded
condition; however, the top 12 to 18 inches is moderately
disturbed from creep movement. The thickness of creep disturbed
material is t ected to vary depending on the variety of the
underlying bedrock material.
Bedding planes mapped on the site indicate a general northward
dip on the upper portion of the existing slope with dips of 6 to
20 degrees. This condition has created an area of advanced creep
and shallow slumping in the northeastportion of the property and
has been incorporated into a Restric-ted-Use-Area as designated in
the Final As -Graded Geologic Report by Robert Stone & Associates
dated November 5, 1970. The remainder of the property where the
proposed development is to be located is not significantly
affected by creep or shallow slumping and is in a grossly stable
condition.
CONCLUSIONS AND RECOMMENDATIONS
General: The information obtained during our investigation
indicates that the subject site is suited for the proposed
4
development, provided the recommendations contained in this
report are incorporated into the design considerations, project
plans, and job specifications. The building site is safe agains
hazard from landslide, settlement, or slippage and the proposed
building will have no effect on the geologic stability of
property outside the building site.
Bedding planes are daylighted on the natural slope as shown on
the Section A -A'; however, the angle of dip is very low and slope
stability analysis using to assumed shear strengths indicates a
safety factor in excess of 1.5. A one foot column was used in
the analysis with the highest depth and all other portions will
have a higher safety factor.
Grading: All grading should conform to the requirements of the
County of Los Angeles and the standard grading specifications
presented in this report.
Prior to grading, all structures, vegetation, and debris should
be removed from the site. Uncertified fills and loose soils
should be excavated to firm bedrock where structural fill is
required.
5
Compacted fills should be keyed and benched into bedrock in
accordance with the enclosed Figure 1.
TYPICAL FILL 01"ER NATURAL SLOPE
TOE SHOWN ON vie 4-
TGRADINGPLANi ' 4' Typical
Z_—
1
PROJECTED / CP11Uv i
So4 i
NAM -RAL
SLOPE ' 10' Typical,
BEDROCK OR FIRM
FORMATION MATERIAL
2' 1
Minimum
15' Minimum
NOTE: WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS,
SENCEING IS NOT NECESSARY UNLESS STRIPPING
DID NOT REMOVE ALL COMPRESSIBLE FIATEFJAL.
FIGURE 1
Areas to receive fills should be scarified 6 to 8 inches to
adjust the moisture content to near optimum conditions and then
compacted to minimum requirements. Fills should be placed in 6
to 8 inch loose lifts at near optimum moisture conditions and
compacted to not less than 90 percent of the maximum dry density.
Maximum densities for the typical soils should be established in
accordance with the standard ASTM D1557-78 method of test.
R
I
I On-site soils may be used for compacted fills, provided they are
free from organic and deleterious material. If imported soils
are required, they should be approved by the Soils Engineer prior
to acceptance at the site, to insure a similar quality to that
required by design.
Grading operations should be conducted under the observation of
the Soils Engineer to provide assurance of compliance with job
specifications and a Certification of Compacted Fill upon
completion of grading.
Foundation Design: Continuous or spread footings having a
minimum embedment of 18 inches into bedrock may be designed for
an allowable bearing pressure of 2000 pounds per square foot.
All footings should have a minimum width of 12 inches. Footings
near descending slopes must have a minimum 5 -foot horizontal
distance from the side of the footing to the face of the bedrock
slope. Total settlements with the assumed loads should not
exceed 3/4 inch and differential settlements under similar loads
should not exceed 1/4 inch.
A 1/3 increase in bearing pressure may be used in design when
considering wind or seismic loads of short duration.
7
Continuous footings should have minimum reinforcement of one
Number 4 bar placed near the top of the footing and one Number 4
bar near the bottom.
Lateral Resistance: Resistance to horizontal forces on
foundations may be provided by the combined effect of passive
pressures in bedrock and frictional resistance between concrete
and firm soils. Lateral bedrock pressures of 300 pounds per
square foot per foot of depth may be used up to 2000 pounds per
square foot. A coefficient of friction of 0.35 is recommended
for the on-site soils.
Floor Slabs: Concrete floor slabs may be supported by the
natural or compacted fill soils. To provide uniform support, the
top 8 inches of soil should be scarified and compacted at near
optimum moisture conditions. Due to the moderate expansive
potential of the on-site soils, it is recommended that the top 18
inches have a moisture content of 120 percent of optimum
established 24 hours prior to pouring the concrete. Slabs should
have a mininmum thickness of 4 inches and reinforcement of 6x6 -
W 2.9 x W 2.9 (6x6 - 6/6) welded wire mesh, or equivalent, placed
at the center of the slab.
For moisture sensitive floors, a vapor barrier membrane covered
with a minimum 2 inches of clean sand should be placed below the
slab.
8
A grade beam 12 inches by 12 inches should be provided across the
garage entrances. The base of the grade beam should be at the
same elevation as the adjoining footings. A similar transition
section (thickened slab) may be substituted as recommended by the
Structural Engineer.
Retaining Walls: Small unrestrained retaining walls with a level
and 2:1 backfill should be designed to resist active soil
pressures equivalent to a fluid pressure of 45 and 55 pounds per
cubic foot, respectively, plus any additional surcharge expected
from the surface.
Weep holes consisting of open joints in block walls or 1 -inch
diameter holes at 2 foot intervals should be placed at the base
of the wall 6 to 12 inches above finished grade, or an adequate
drainage system at the base of the wall should be provided to
prevent hydrostatic pressures.
All walls should have a granular backfill compacted as fill soil.
Jetting should not be permitted.
SUMMARY
This report was prepared to aid the project designers, reviewing
agencies, grading contractors, owners, and other concerned
parties in completing their responsibilities for the successful
completion of this project. The findings and recommendations
E
were prepared in accordance with generally accepted professional
engineering principles and practices. We make no other warranty,
neither expressed nor implied.
The findings and recommendations are based on results of the
field and laboratory investigation, combined with interpolation
of soil and geologic conditions from the test pit location. If
conditions are encountered during grading or construction that
appear to be different than those reported, this office should be
notified.
All footing excavations should be inspected and approved by the
Soils Engineer or Geologist prior to placing forms or
reinforcement, to insure minimum depths into the recommended
supporting material.
We appreciate the opportunity to work with you on this project.
Please contact us at your convenience if you have any questions
regarding this report.
Respectfully submitted,
TRIAD FOUNDATION ENGINEERING, INC.
Frank C. Stillman
G.E. 805
FCS ; WGU/th
Di stribuution: , `Addie:
Exp. 6-30-89
0 TEC hA
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ee (4)
10
William G. Uhl
C.E.G. 502
D CFO
N0. 502 J, cz:
CERTIFIED ` PA
ENGINEERING
s GEOLOGIST
APPENDIX
The following Appendix contains a description of methods and
laboratory test results which were used in the engineering
evaluations and recommendations contained in the report.
Included are the following Maps and Plates.
Maps
Geologic Map
Plates
Plate A ----- Geologic Cross Section
Plate B ----- Test Pit Log
Plate C ----- Direct Shear Summary
Site Exploration
On August 24, 1988, field explorations were made by excavating
one test pit at the approximate location indicated on the
enclosed Geologic Map. A backhoe equipped with a 24 -inch bucket
was used to advance the test pit to a depth of 6 feet below the
existing grade.
Relatively undisturbed samples of soils were obtained in the
field using a barrel drive sampler with a tapered cutting shoe.
The soil samples were retained in 2.5 -inch diameter by 1 -inch
rings within the sampler and secured in moisture resistant bags
as soon as taken to minimize the loss of field moisture while
being transferred to our laboratory for testing.
I
Continuous observations of the materials encountered in the test
pit were recorded in the field. The soils were classified in the
field by visual and textural examination, and these
classifications were supplemented by obtaining bulk soil samples
for future examination or testing in the laboratory to assure
classifications in accordance with the Unified Soil
Classification System.
Descriptions of the visual observations of color and soil
condition, depth of undisturbed cores or bag samples, field
density, and field moisture content are presented on the Test Pit
Log, Plate B.
Laboratory Tests and Result
Direct Shear Tests: Direct shear tests were conducted on
undisturbed samples of the investigated soils to determine the
angle of internal friction and cohesion. Samples were inundated
for a minimum of 24 hours under normal load before testing and
shear loads were applied quickly in accordance with the standard
procedure for consolidated undrained shear tests. Horizontal
forces were applied to pass the peak shear and determine the
residual shear strength of the soil specimen. The results and
residual shear strengths under increased moisture conditions are
shown on Plate C.
II
Expansion: Expansion tests were performed on typical soils to
determine their expansion potential. The tests were made in
accordance with the UBC Standard #29-2. The following table
presents the expansion index data:
Soil Type: SILTSTONE
Location: Test Pit #1 @ 3.0'
Initial Moisture Content: 21.2 %
Final Moisture Content: 41.6 %
Initial Dry Density:-- 79-. Iz f
Expansion Index - 5, 5,de,, hoe
Expansion Classification Medium
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POPP
TEST PIT LOG
Project Rim Fire Lane -Diamond Bar Test Pit No. 1 Location see geologic map
Job No. 88-494 Drill Date 8-24-88 Logged By JLK Driving Weight 1401
TRIAD FOUNDATION ENGINEERING, Inc. PLAIL B
UNIT (FILL, NATURAL, BEDROCK, etc.):
MATERIAL (SAND, SILT, CLAY, etc.) -
o N o v v
a. Description (color, moisture, density, etc.) N
U
N O S4 1
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NU1
N
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ro a) w ATTITUDE MEASUREMENTS: Q4
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A a' 4 •4
3 Q v
B- Bedding F- Fault 0 a v A U M a E
J - Joint C - Contact
0 TOPSOIL: Clayey SILT with Sand - dark -brown, ML
slightly moist, firm, moderately to very porous
1 COLLUVIUM: Clayey SILT with rock fragments - ML
orange -brown, slightly moist, very firm
2
BEDROCK: Shaly SILTSTONE - light brown, dense, 30 C 88.9 18.5
well bedded with distinct surfaces, top 12-18"
3 B N68E 7NW (m -p) of rock is moderately disturbed
irregular fromfrom creep - rock below is hard B
surface 1 & unaffected
1+ B N60W LONE -m
some fine grained Sandstone beds
5
White to light gray - diatomaceous Shale
B N78E 9NW - m -g
6
7
8
9
10
11
12
13
14
15
TRIAD FOUNDATION ENGINEERING, Inc. PLAIL B
Triad Foundation Engineeringgg
BY 0. C.
DIRECT
4 --
3
2
1
E-'
300^
1
200
JOB #:
DATE:
SHEAR. SUMMARY
2.S" RING
88-494
STRAIN - INCHES
7 1000 2000 3000 4000
NORMAL STRESS P.S.F.
SAMPLE LOCATION:
Test Pit #1 @ 2.0'
SOIL CLASSIFICATION:
BEDROCK - SILTSTONE
SAMPLE TYPE:
Undisturbed
0: 29°
C: 300 p.S.f.
420
400
380
360
340
320
300
280
260
240 W
220 a
200
180
160
140
120
100
80
60
40
20
0
PLATE C
7
FOLD
Jv
COUNTY OF LOS ANGELES
DEPARTMENT OF COUNTY ENGINEER
BUILDING AND SAFETY DIVISION
VALIDATION
CASH CHK. M.O. V5 6
d• '
DIST. NO.
FOLD
COUNTY OF LOS ANGELES
DEPARTMENT Of COUNTY ENGINEER
BUILDING AND SAFETY DIVISI6N
VALIDATION
CASH CHK. M.O.
DIST. NO. ti f
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R. All I,r ' Iriv '•.`,.,' 1 r r,nfnt•r to tier• tr•rnvmRrndat I••r' : ••r the Prel Irrltinry
Grntrrhh al Tttvr•<[1it.t; inn rrrr.-vrrrl by '
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sf,iIn err ior— ultf• m 1:1 ffir tifv to R.ritIr;p, the -it erIa1 r1^.rrr1 rvnr
pr'Tnr,ri wfII *tirrntt fill and --host, Innd:r rn it ;Krr,rteff. anri that he
s itradIrp wns done in ttccr,rrtnnr•r• with the nrrroveif p,• . f Inp p1ar.
rh. Contractnr fit resrr nsiblr far rroslf•h, ditst aril trtmporary dralnaRP
coutrol drtrinR itrndtnF, „prraf 1nr..•
tholt <tf:Rlt `,r co trot led by wntrrtnf nr nthet nrrrnverf metho•iv.
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R. n -'r - iia n tph pr -limp nperatIon!, find prior to ,onstrftctInn of pf•rmancnt
drwfnny,r gtrtrctftrrs, tr«frnrnry dralnnRr rentrci e!nftld he provided t
s pray.nL rnndfnR• water and •inrn,rr• to ndjrt<Pnt rrn7,rrtlem.
9. Cvrt and f Ill elopes to he 2:1 ms -Intim unir:g ntherwise r+hnvn.
1 10. All mnnuffirtured sltopes in ptvreis of 5 fret in vertlral hefpht stall
be landscaped and irrigated to city Planting nept. spPcifications.
Ii. Any improvoop6entfl cmtrvttructod in five public rlpht-.f-wnv will TequlrP
5 a sPparaty conntrttctlon permit and tnaprctlon from the Public Works
iiPpaTtHlPnt .
12. All slnpo% with gradle"t frr+m 5:1 to 3'l "Mil he prntectrd Wtth the
censtrvoet ion v+f 2' wide by Rt,' h1rh earth era at top of slope.
17. All t1lr,res +to lrvdiceteA on thl•t plan to rq- celvr rontont RradinR,.
hall er,v.fnrvtt to the( Cnntcwr f:radint rnl icy
Cni!*limps. t+r per plwm+init vttnff reptrirrwefnts.
14. All ttgrv+tvrartnrrrl fill elvnl+ra and »stn RTvtttttt it reit al"prs to evtrese
of 5 fPr 'Mf vr'ell,ral height }Incl m( a 3'1 jar treater elnre ratio
will 4- hY4rasP•«4v4 Itwetil+ttety after Rrrad)rM r•rf`fmlon*. Mia to
bo 4'pr-,WP4 by Itlwniting %t off f ,
f-o—ve. tfr"c'tiif0q And/or tidiacrat to this
prnJPrt ere to "tit prociectPA in plvtte. tf RraAlnp r•rer1ItI"4t drt.v+te 0
a,ivnrsPly RffPet +told itrw* 1w any Way. ltht' cnntrwr•t0r and/or
A1',ei'+t+r•r 11 rPRprvtollFvic rrtr v"rkinx mor an arcertahie solutio++ to
the' asttsfactfmv mf the nffoctetl property t+vner(s).
ift. 1t Iry thow !roll f.nglmeer's resi,f.nr.IhflIry te, ena,tre that ,dejunte
rnfwftnrtlom hat i-rnottalnad f+n the entire priding gttc, inclfldtnR
fill nrras nittside the butlrvfnp pnds and on all fill elepee.
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TRIAD FOUND ATAT1 ENGINEERING, I.
Consulting Geologists Soils Engineering
Jcb no: g- 'y`% Date: - Scale: '/ = 340' By: _