HomeMy WebLinkAboutm32974-1 final.pdfS.-E. Medall & Associates, Inc.
e =P Consultants in the Earth Sciences
3030 South Bundy Drive, Las Argeles, California 90066 • 2131390-4079
2168 South Hathaway Street, Santa Ana, California92705 • 7141546.6602
17231 East Railroad Street, City of Industry, California 91748 • 2131964-2313 INTERIM SOIL AND
GEOLOGIC REPORT TRACT 32974, LOTS
161 and 162 COUNTY OF LOS
ANGELES, CALIFORNIA for 1h7EATHERFIELD HOMES
W.
O. 605 ,
Tune 29, 1977
S. E. Medall & Associates, Inc.
Consultants in the Earth Sciences
3030 South Bundy Drive, Las Angeles, California 90066 • 2131390-4079
2168 South Hathaway Street, Santa Ana, California 92705 • 7141546-6602
17231 East Railroac! Street, City of Industry, California 9174E • 2131964-2313
June 29, 1977
L^7.0. 605
Weatherfield Homes
2130 East 4th Street
Suite 110
Santa Ana, California 92705
Attention: Mr. John R. Jacobsen.
Subject: Interim Soil and Geologic Report; Tract 32974,
Lots 161 and 162, County of Los Angeles, California.
References: 1) Interim Geologic Report; Tracts 32974 and
33197, Diamond Bar, County of Los Angeles,
California, by this firm, dated June 14, 1977.
2) Interim Soil and Geologic Report; Tract 32974,
Lots 16--48, Building Pad Areas, County of Los Angeles,
California, by this firm, dated June 6, 1977.
Gentlemen:
Submitted herewith is a summary of the inspection and testing
services provided by this firm during grading operations on the
subject property. Conclusions and recommendations relative to
the suitability of the grading for the programmed development,
and foundation recommendations for the proposed structures, are
presented.
Weatherfield Homes June 29, 1977
Page 2 W.O. 605
REGULATORY COMPLIM CE
All cuts, fills or processing of original ground under the
purview of this report have been completed under the inspection
of and with selective testing by S. E. Medall & Associates, Inc.,
and are found to be in compliance with the Grading Code of the
County of Los Angeles, California. The completed work has been
reviewed and is considered adequate for the construction now
planned.
PURPOSE OF GRADING
1. The purpose of the grading operation was to develop building
pad areas for one- and/or two-story single-family residences.
2. The grading for the subject pads commenced on February 14,
1977 and ended on June 21, 1977.
ENGINEERING GEOLOGY
General
The geologic conditions exposed during the process of grading
were frequently inspected by our staff geologists. All canyon
cleanouts, subdrain placements, fill keys, cut slopes and the
general grading procedures were included in these inspections.
The geologic data gathered during grading and the locations of the
stabilization devices and other pertinent details are recorded on
the enclosed 40-scale grading plans prepared by VTN Consolidated,
Inc.
S. E. Medall & Associates, Inc.
Weathexfield Homes
Page 3
Geologic Units
June 29, 1977
W.O. 605
Bedrock: Puente Formation materials exposed on the site consist
of tan to dark gray shales with interbedded tan and gray sand-
stones.
Fill: Fill materials derived from onsite Puente Formation,
topsoil and alluvium consist of sand, silt and clay mixtures.
Geologic Structure: Bedding exposed in key excavations was
found to be generally as anticipated. Bedding is generally
inclined westerly at 6 to 12 degrees.
Corrective Grading
Stabilization fills were recommended during grading and subsequently
constructed for the small west -facing slopes above Lots 161,162
due to out -of --slope bedding. The following table lists the
stability fills recommended, and their respective key widths
and key depths.
Lot 161
Lot 162
LIST OF STABILITY FILLS
15 feet
15 feet
KEY DEPTH
3 feet
3 feet
S. E. Medall & Associates, Inc.
Weatherfield Homes
Page 4
SOIL ENGINEERING
Preparation of Existing Ground
June 29, 1977
W.O. 605
1. Deleterious material such as organic matter and debris was
disposed of offsite prior to placing fill.
2. Areas to receive fill were scarified and bladed to a depth
of 12 inches, watered and mixed as required to achieve optimum
moisture conditions and were compacted to a minimum relative
compaction of 90 percent using a double 5 x 5 sheepsfoot
roller and a CAT 824 rubber -tired dozer.
Fill Placement
1. Fill consisting of onsite materials was placed in lifts
restricted to six inches in thickness, watered as required
to achieve optimum moisture conditions and was compacted
to a minimum relative compaction of 90 percent using a double
5 x 5 sheepsfoot roller and a CAT 824 rubber --tired dozer.
2. The maximum depth of fill is approximately 4 feet, located
on Lot 162. Lot 161 had 3 feet of fill.
3. Surfaces receiving fill and having a slope gradient steeper
than 5:1 were keyed and benched into bedrock or competent
material.
4. Lots 161 and 162 are fill lots.
S. E. Medals & associates, Inc.
Weatherfield Homes
Page 5
June 29, 1977
W.O. 605
5. The following pads above stabilization fills were capped
with 3 feet of compacted fill to impede the intrusion of
water: Lots 160, 161 and 162.
Field Testing
1. Field density tests were performed using the sand cone
method (ASTM D-1556), or the drive tube method (ASTM D-2937).
The test results are shown in Table 1. The estimated
locations of the field density tests are shown on the enclosed
plan.
2. Field density.tests were taken at vertical intervals of
approximately 2 feet.
3. Visual classification of earth materials in the field was the
basis for determining which maximum density value to employ
for a given density test. Frequent one -point checks were
performed to supplement visual classification.
Laboratory Testing
The laboratory maximum dry density and optimum moisture content
for each of the major soil types were determined according to
test method ASTM D 1557-70, the five -layer method. The following
table presents the pertinent test values:
S. E. Medal] & Associates, Inc.
Weatherfield Homes June 29, 1977
Page 6 W.O. 605
Maximum Dry Optimum Moisture
Soil Type Density, pcf Content, %
A- dark brown silty very
fine to fine sand 119.0 10.5
B- Brown silty very fine
to fine sand 121.5 12.5
C- Brown sandy clay 117.5 14.0
D- Brown sandstone 104.0 18.5
E- Brown very fine to
coarse sand 118.5 14.0
F- Dark'brown sandy clay 124.5 12.0
Expansive Soils
1. Expansive soil conditions have been evaluated for each lot.
Representative samples of the soils near pad grade were .re-
covered for classification and expansion index testing.
2. Expansion index tests were performed under a surcharge load
of 144 psf in accordance with Section 2904--B of the Uniform
Building Code (Standard 29-2). Each sample was remolded at
49 to 51 percent saturation in a brass ring having an inside
diameter of 4.01 inches and a height of 1 inch. The indicated
surcharge load was then applied, and each sample was inundated.
and allowed to swell for a period of 24 hours. The expansion
index is the measured increase in sample thickness times 1,000.
S. E. Medall & bssociaies, Inc.
Weatherfi.eld Homes
Page 7
June 29, 1977
W.O. 605
3. The results of these tests and the expansive nature for
the building pads are presented in the following table;
Dry Density Mositure Content, o Expansion Expansive
Lot pcf Before Swell After Swell index Nature
161 97.0 13.5 27.7 65.1 Medium
162 97.4 13.7 27.6 66.5 Medium
FOU-NIDATION DESIGN PARR -METERS
General
1. An allowable soil bearing pressure of 1,500 pounds per
square foot may be used in proportioning footings for dead
plus live loads. Footings should be founded at a minimum
depth of 12 inches below grade and should have a minimum
width of 12 inches.The above bearing value may be increased
by one-third when considering short duration seismic or wind
loads.
2. A friction coefficient for concrete on compacted soil of 0.4
and a passive bearing value of 150 pounds per square foot
per foot of depth, to a maximum value of 1,500 pounds per
square foot, may be employed to resist lateral loads.
Frictional and passive resistance may be combined without
reduction provided that footings are placed against properly
compacted fill.
S. E. Medal] & Associates, Inc.
Weatherfield Homes
Page 8
Medium Expansive Soils: Lots 161 and 162
June 29, 1977
W.O. 605
1. Exterior and interior footings for one-story structures
should be founded at a minimum depth of 12 inches below
the lowest adjacent ground surface. Exterior and interior
footings for two-story structures should be founded at a mini-
mum depth of 18 inches below the lowest adjacent ground sur-
face. All footings should have one No. 4 reinforcing bar
placed at the top and one No. 4 bar placed at the bottom
of the footing..
2. A reinforced concrete grade beam should be provided across
garage entrances, poured to the same depth and width as the
adjacent exterior footings, and should be reinforced with the
same amount of steel.
3. Concrete slabs shall have a nominal thickness of 4 inches and
shall be reinforced with 6-inch by 6-inch, No. 10 by No. 10
welded wire mesh.
Concrete slabs with moisture sensitive floor covering shall
be underlain with a moisture barrier consisting of a minimum
of a 6 mil visqueen membrane with all ends overlapped at least
one foot. One inch of moist sand shall be placed over the
membrane to aid in uniform curing of the concrete. All slab
reinforcement shall be properly supported to ensure the desired
placement.
S. E. Medal! & Associates, Inc.
Weatherfield Homes June 29, 1977
Page 9 W.O. 605
4. Garage slabs should be quartered and should be poured such
that a positive separation between the slab and the house
footings is provided. This separation should be maintained
with cold joint material which will permit relative movement.
5. Presaturation is recommended for these soil conditions. The
moisture content of the subgrade soils below concrete slabs,
driveways and sidewalks should be 110 percent of optimum
moisture to the depth of the footings in these areas. Veri-
fication of the moisture content should be made prior to the
placement of concrete within each specific slab area.
POST GRADING CRITERIA
French Backfill
1. Exterior utility trench backfill shall be placed to the fol-
lowing standards: 90 percent of the laboratory standard it
native materials are used as backfill.
2. For shallow interior utility trenches, a clean sand having a
sand equivalent value greater than 30 may be utilized and
jetted in place. Inspection, probing and, if deemed necessary,
testing shall be required to verify that the backfill has been
adequately densified.
S. E. modal# & Associates, Inc.
Weatherfield Homes
Page 10
Tune 29, 1977
W.O. 505
3. For trenches deeper than 3 feet, a clean sand having a sand
equivalent value greater than 30 should be used to bed the
pipe up to springline and jetted in place. Sand should then
be placed to one foot above the pipe and jetted in place. The
remainder of the backfill may consist of native soils and
should be mechanically compacted in lifts to a minimum of
90 percent relative compaction.
4. Exterior trenches, paralleling a footing and extending below
a 1:1 plane projected from the outside bottom edge of the
footing, shall be compacted to 90 percent of the laboratory
standard. Sand backfill, unless it is similar to the in -
place fill, should not be allowed in these trench backfill
areas. Density testing along with probing shall be accom-
plished to verify the desired results.
5. Backfill in trenches dug within areas subjected to traffic
should be mechanically compacted to 90 percent relative
compaction.
Additional Grading
The project soil engineer shall be notified, prior to fall place-
ment, regrading of the site, or backfilling trenches, after rough
grading has been completed.
S. E. Medail & Associates, Inc.
Weatherfield Homes
Page 11
C TIMM b TW
June 29, 1977
W.O. 605
The completed work has been reviewed and the building pad areas
are considered adequate for the construction now planned. Our
findings were made and recommendations were prepared in conformance
with generally accepted professional engineering principles and
practices. No further warranty is implied nor made.
This report is subject to review by the controlling authorities
for this project.
Respectfully submitted,
S. E. MEDALL & ASSOCIATES, INC.
D rR.EB!ERHA-
C.E.G. 965
BLT:DRE:WGN:ko
W LACE G NE LSONN
R.C.E. 24 35
Enclosures: Table I - Compaction Test Results
Grading Inspection Certificate
Grading Plans
c: (5) Addressee (hand -delivered)
S. E. Madaft & Associates, Inc.
I A I, h I: 1
C IP11CT:f ON TEST RESULTS W. O. 605
Dry Relative
Tcst D-Jte Depth/ A'.aistUre DensI ty Compaction Soil
No. Of Test Test_ location fl, lei _ Ol P.C.T . Type
1627 6/2/77 Lot 162 887.0 14.5 112.5 93.0 B
1649 6/3/77 Lot 1.62 888.0 20.5 95.5 92.0 D
1650 6/3/77 Lot 162 887.5 17.7 96.3 93.0 D
1651 6/3/77 Lot 162 869.0 19.5 107.0 91.0 C
1652 6/3/77 Lot 162 886.0 21.8 95.1 91.0 D
1653 6/3/77 Lot 162 869.5 24.6 94.3 91.0 D.
1744 6/3/77 Lot 162 889.0 19.1 96.9 93.0 D
1745 6/3/77 Lot 162 889.5 16.5 108.6 92.0 C
1759 6/6/77 Lot 162 888.0 11.9 112.7 91.0 F
1760 6/6/77 Lot 161 894.5 13.3 113.5 91.0 F
1761 6/6/77 Lot 161 895.5 20.5 95.4 92.0 D
1762 6/6/77 Lot 162 889.5 11.5 110.2 91.0 B
1797 6/7/77 Lot 161 896.5 14.0 113.7 91.0 F
1798 6/7/77 Lot 162 890.5 13.3 112.8 91.0 F
2010 6/14/77 Lot 162 888.5 19.7 94.5 91.0 D
2011 6/14/77 Lot 162 989.0 12.0 110.8 91.0 B
2012 6/14/77 Lot 162 889.5 16.6 109.5 93.0 C
2013 6/14/77 Lot 161 895.5 15.9 110.4 93.0 E
2014 6/14/77 Lot 1.61 896.0 15.5 111.2 94.0 E
2015 6/1.4/77 Lot 161 903.0 14.4 110.0. 94.0 C
2016 6/14/77 Lot 161 904.5 16.9 109.6 92.0 E
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