HomeMy WebLinkAboutTract Map 3883 Lot 156 Rough Grading
RECEIVED
OCT 3 0 2000
CITY OF TEMECULA
ENGINEERING DEPARTMENT
LAKESHORE
Engineering
Consulting Civil Engineers
October 28, 2000
Project No. 00-0306.LG
Attention: Department of Public Works
City of Temecula, CA.
Client:
Mr. and Mrs. Maag (909) 698-5460
29101 Camino Abla
Murrieta, CA 92563
Subject: Rough Grade Pad Certification Letter
Proposed Single Family Home Construction
Lot 156 of Tract No. 3883
City of Temecula, CA.
LD 00-154GR
Reference: Grading Plan by Lakeshore Engineering
20-Scale Plan, dated April 10, 2000 (P.N. 00-030.GP)
Gentlemen:
Per your request, Lakeshore Engineering has recently conducted a
site inspection with the purpose of certifying the completed rough
grading operation. Our site observation indicated that the rough
grading operation is now completed and was performed in substantial
compliance with the approved grading plan on file.
There were no major deviation noted in the field except the house
pad was lowered 12 inches from designed finished grade. Proposed
surface drainage pattern remained unchanged. The house finished pad
grade is at F.G.=1180.00 (and within 2/100 tho tolerance).
Reference benchmark is at F.L.=1l77.0 at beginning of westerly
driveway approach.
This certification letter is for lines and grades and location of
cut and fill slopes. The building pad is now considered sui table
for its intended use.
installation of permanent
slopes will be required prior to
Fen
31520-8 Railroad Canyon Road' Canyon Lake, CA 92587 . (909) 244-2913 . FAX: (909) 244-2987
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ROUGH GRADE COMPACTION REPORT
3gg3 Lot /5(;;
PROPOSED SINGLE FAMILY HOME CONSTRUCTION
LOT 156 OF TRACT NO. 3883
LINDA ROSEA ROAD
RANCHO CALIFORNIA, CALIFORNIA
A.P.N. 919-131-002
FOR
MR. GENE MAAG
PROJECT NO. 00-030.COM
DATED OCTOBER 24, 2000
Lakeshore Engineering
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LAKESHORE
Engineering
Consulting Civil Engineers
October 24, 2000
Project No: 00-030.COM
Client:
Mr. and Mrs. Maag (909) 698-5460
29101 Camino Abla
Murrieta, CA 92563
Subject:
Rough Grade Compaction Report
Proposed Single Family Home Construction
Lot 156 of Tract No. 3883
City of Temecula, CA.
A.P.N. 919-131-002
Reference: 1. Soil and Foundation Report
P.N. 00-034.PI, dated July 20, 2000
2. Precise Grading Plan
Prepared by Lakeshore Engineering
20 scale, dated April 10, 2000
Gentlemen:
INTRODUCTION
This report presents the results of our field density tests and
site inspections made during the placement of compacted fill on the
subject site.
Periodic field density tests and site observations were provided by
a representative of Lakeshore Engineering to check the grading
contractors on compliance with the drawing and job specifications.
The presence of our field representative at the site was to provide
to the owner a source of professional advice, opinions and
recommendations based upon the field representative's observations
of the contractor's work and did not include any supervision,
superintending or direction of the actual work of the contractors
or the contractor's workmen. The opinions and recommendations
presented hereafter are based on our tests and observations of the
grading procedures used, and represent our engineering judgment as
to the contractor's compliance with the job grading specifications.
BACKGROUND INFORMATION AND PROPOSED DEVELOPMENT
The subject lot is in the community of Meadowview where homes are
single family, upper middle class, custom designed and built.
Except for sewer services (all lots are planned for individual
septic system), offsite improvements are already inplaced.
Proposed development will consist of a one story single family
residence founded on a level graded pad.
31520-8 Railroad Canyon Road' Canyon Lake, CA 92587 . (909) 244-2913 . FAX: (909) 244-2987
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October 24, 2000
Project No.:00-030.COM
Page Two
Review of house plans provided to us by client, indicates proposed
construction will consist of approximately 3,000 square feet of
living space, of conventional woodframed and stucco construction.
Foundation is planned for conventional spread footings and concrete
slab-on-grade floors.
GRADING OBSERVATION AND TESTING
Grading operation started on September 27, 2000 with a pre grade
site meeting and and concluding on October 21, the last day of our
field inspection and testing services. Equipment used included a
CAT. D-6 and a CAT. D-4. The rough grading operation was observed
to be performed in the following manner:
1. Vegetation, surface debris were cleared from the areas to be
rough graded.
2. Unsatisfactory soils were excavated to expose competent
materials on which to start the fill. The maximum depth of fill
placed onsite was about 15 vertical feet located along the top
of fill slope (north corner of house pad). The average depth of
fills placed under the house pad (overexcavation and
recompaction) was 4 feet_
3. The native soils exposed at the bottom substandard soil
removal, inspected and are in our opinion, considered
suitable for support of compacted fills. Prior to placing any
fills, the exposed bottom subgrade was scarified, moisture
conditioned and then recompacted.
4. Equipment width size keyway (15 feet wide by 3 feet deep
minimum) were excavated to exposed competent bottom prior to
placing slope fill. A continuous keyway was constructed along
the toe of fill slope.
5. Manufactured fill slopes are in the order of less than 30 feet
high and cut slope are less than 20 feet high. Slopes are
pitched at 2:1(H:V) or less.
6. Approved soils were placed in layers on each prepared surface,
and each layer was compacted to the specified density before
the next layer was added.
7. The minimum acceptable degree of compaction content was 90
percent of the laboratory maximum dry density.
8. Maximum density and optimum moisture content were determined by
the A.S.T.M. D1557-78 method.
Lakeshore Engineering
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October 24, 2000
Project No.:00-030.COM
Page Three
9. Field density tests were performed utilizing the sandcone
method (A.S.T.M. D1556) and the drive tube method.
10. The onsite compacted fill consisted predominantly of a
brown Silty SAND (SM/SP), trace of clay. The import fill dirt
was predominantly a silty fine SAND.
11. Field density tests were made during the placement of fills to
determine the degree of relative compaction and moisture
content. All field density tests are listed in the "Summary of
Field Density Tests", and their approximate locations are shown
on Figure No.2. Also shown are the limits of the compacted
fill placed during this grading operation.
GRADING DEVIATIONS FROM APPROVED PLAN
Near the conclusion of rough grading operation, no major deviation
were noted in the field when compared with the approved plan on
file, except the house pad was lowered 12 inches from designed pad
grade. All drainage scheme remain the unchanged_
LABORATORY TEST PROCEDURES
MAXIMUM DENSITY COMPACTION TEST
Soil samples obtained from the field were visually identified and
when necessary, additional laboratory testing was performed to
confirm identification. All soils were classified with the Unified
Soil Classifications System. The procedures outlined in A. S. T .M.
Method D1557-78 were used to determine the compaction
characteristics of the fill materials. The results of our
laboratory compaction tests are presented below:
Soil Type Soil Description Optimum Moisture Max. Dry
Content Density
A Brn. Silty SAND (SM/SP) 12.0 % of dry wt. 128.0 p.c.f.
B Grey Brown silty fine SAND 12.5 % of dry wt. 119.0 p.c.f.
(SM-import)
Lakeshore Engineering
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October 24, 2000
Project No.:00-030.COM
Page Four
LABORATORY EXPANSION TEST
A Laboratory Expansion Index Test was performed on a representative
soil sample recovered from within the proposed building area at the
subject site. The laboratory expansion test was performed in
accordance with U.B.C. Test Method 29-C, and the pertinent test
results are presented below:
Soil
Description
Depth
Moisture %
Content
Expan. Expansion
Index Potential
Silty SAND
trace clay
-1/2
8.8
<30 LOW
Based upon a test result of 30, subgrade materials are considered
to be LOW/MEDIUM in expansion potential. Conclusions and
recommendations as presented in the reference soil reports remain
applicable and should be incorporated into the design and
construction phases of this project.
SULPHATE CONTENT TEST
The laboratory test was performed in accordance with E.P.A. Test
Method 375.3, and the pertinent test results are presented below:
SAMPLE
Location
BLDG. PAD
Depth
F.G.
SULPHATE
Content
RECOMMENDED CEMENT
~
ND ppm.
Portland Cement TYPE 11
CONCLUSION AND RECOMMENDATIONS
Based on the final results of field density tests, on observations
of the grading operation procedures used in the field and on our
past experience, it is Lakeshore Engineering opinion that the
compacted fill as shown on the Plot Plan, figure no. 2 attached has
been placed in accordance with the applicable portions of the job
specifications and in accordance with the City of Temecula adopted
ordinance.
The conclusions and recommendations presented in our preliminary
soil report, dated July 20, 2000 remains applicable, and should be
incorporated into the deisgn and construction phases of the
building contruction. Any fill dirt added beyond the limits or
above the grades shown on the attached plot plan, should be placed
under engineering inspection and in accordance with the applicable
grading job specifications, if it is to be covered by the
recommendations of this report.
Lakeshore Engineering
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October 24, 2000
Project No.:00-030.COM
Page Five
Based upon our field testing results, it is our opinion that the
fill placed has been compacted to at least 90 percent of its
relative density. The foundation soils are considered low-moderate
in expansion potential.
The graded pad has provided compacted fill mat cushion of 4 feet
thick. Footings should be founded at least 18 inches below the
lowest adjacent ground surface, for one and/or two story building
sections. All continuous foundations should be reinforced with at
least two no. 4 rebars at top and two rebars at bottom (total of 4
rebars) and consistent with the recommendations of the Structural
Engineer or Architect and the guidelines in the U. B. C. Footing
reinforcement should also be placed across garage grade beam at
door opening.
CONCRETE SLAB-ON-GRADE
The onsite native and stockpile soils are considered to be low-
moderate in expansion potential. Presaturation of subgrade prior to
concrete slab-on-grade pour is recommended. Pre saturation of local
soils to 120% over optimum and 12 inches penetration is suggested.
Concrete floor slabs may be supported directly on properly prepared
subgrade. If a floor covering that could be critically affected by
moisture, such as vinyl tile, slabs should be protected by a
plastic vapor barrier of six-mil thickness. The sheet should be
covered by at least two-inches of sand cushion to prevent punctures
and aid in concrete cure.
The concrete floor slabs should be reinforced with at least 6" x
6"-#10/#10 welded wire mesh or equivalent bar reinforcing (no. 3
rebars at 18 inches on center) and installed at mid-height (using
chair support). Concrete floor slabs should be at least 4 inches
thick nominal. Cold joints should not exceed 14 feet apart maximum,
either directions.
FOOTING INSPECTION
Due to periodic inspections by consultant, footing trench
excavations should be inspected by a representative of Lakeshore
Engineering prior to placement of reinforcing. rebars to verify
proper embeddment entirely into competent compacted soil.
Lakeshore Engineering
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October 24, 2000
Project No.:00-030.COM
Page Six
SLOPES AND EROSION CONTROL
The constructed onsite cut and fill slopes, pitched at least
2:1(H:V) or flatter, and below 30 feet in height are considered to
be grossly stable from deep seated failure. However, due to the
sandy nature of the onsite soils, it is our opinion that existing
slope faces are sensitive and susceptible to surficial erosion. In
order to mitigate surficial ground erosion, the following
recommendations are presented:
1. Slopes should be planted as soon as possible with
vegetation which is drought resistant and whose root system
extends a minimum of 18 inches into the slope face.
Immediate planting of the slopes is particularly important
where relatively loose sand is exposed.
2. High water content in slope soils is a major factor in
slope erosion or slope failures. Vegetation watering should
be such that a uniform near optimum content is maintained
year-around. A landscape architect should be consulted in
this regard.
3. Shrub and/or tree root excavations should be minimized in
size so that water will not collect and cause saturation of
the surficial materials. Also, back cuts for tree wells are
geotechnically inadvisable because they create a localized
over-steepened condition.
4. Excavated slope and footing soils should not be spread
loosely on the slope face. Burrowing Animals should be
controlled because burrows become avenue for water penetration.
5. All berms should be regularly maintained. Surface drains
should be kept free of debris at all times.
6. Seemingly insignificant factors, such as recreational abuse
(e.g., motorcycles, BMX cycles, etc.), human trespass, small
concentrations of uncontrolled surface/subsurface water, or
poor compaction of trench backfill on slope can result in
major erosion and slope distress.
DRAINAGE
Positive drainage should be provided around the perimeter of all
structures to minimize water infiltrating into the underlying
soils. Finish subgrade adj acent to exterior footings should be
sloped down and away to facilitate surface drainage. All drainage
should be directed off-site via non-erosive devices.
Lakeshore Engineering
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October 24, 2000
Project No.:00-030.COM
Page Seven
The homeowner should be made aware of the potential problems which
may develop when drainage is altered through construction of
retaining walls, patios and pools. ponding water situation, leaking
irrigation systems, overwatering or other conditions which could
lead to ground saturation must be avoided.
ADDITIONAL GRADING
The project soil engineer should be notified prior to any fill
placement, regrading of the site, or backfilling of trenches, after
rough grading has been completed. This report is limited to the
earthwork performed through July 22, 2000, the date of our last
inspection and testing of compacted soils.
Any future appurtenant structures such as
buildings, office, barn, spas or pools, etc.,
the approved plans should be reviewed for
prior to construction.
a detached garage
that are not shown on
subgrade suitability
CLOSURE
Our findings have been obtained
professional engineering practices
engineering. This warranty is in
either express or implied.
in accordance with accepted
in the fields of geotechnical
lieu of all other warranties,
It has been our pleasure to be of service to you on this project.
If you have any questions, please contact this office at your
convenience.
Respect-
LAKES.If9~:? .. <,
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Enclosed: 1) PLOT PLAN, FIGURE 2
2) SUMMARY OF FIELD DENSITY TEST RESULTS
3) REFERENCE GRADING PLAN
Lakeshore Engineering
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PLOT PLAN
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EXPLANATION Jtf ~.~. @ . <I"~~~AL~. 'E':,
X-9 APPROXIMATE LOCATION OF DENSITY TEST
~ APPROX. LIMITS OF COMPACTED FILL INSPECTED
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LAKESHORE
Engineering
SINGLE FAMILY RESIDENCE
LOT 156 TR 3883
VIA VAL VERDE
SINGLE FAMILY RESIDENCE
Project No:
00-030.c
Oate
10/24/00
CONSULTING CIVIL. ENGINEERS
Rgure No:
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SUMMARY OF FIELD DENS\TY TESTS
FIELD ~ ""~
DATE ELEVA REFER- MAXIMUM 25F
TEST OF TION EfleE DP.Y HATER DRY ~ .;."- ,,'> u
LOCATION '(~""t-<" RENARKS coP:
NO. TEST (feet) CURVE DENS !TY CONTENT OEI,S!TY ,<-,,"?- <::s~ ~~
-lC (pef) (%) (pef) ~ <:.; V> =
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.LAKESHORE LOT 156 TR 3883 \l-
Engineering VIA VAL VERDE
PrQ/. No' DaN' Tabl., 3
Consulting Civil Engineering and Geologists 00-030.C 10/24/00
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