HomeMy WebLinkAboutTract Map 9833 Lot 20-21 Compaction Report
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iACADEMY
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CONSULTING CORPORATION
OOMPAOTION
REPORT
PROJECT NO:
011 0-1 590-C
DATE:
October 9,2001
PROJECT SITE:
..3';':;00
On ledediah Smith Road
Temecula. California
LEGAL DESCRIPTION:
Assessor's Parcel Number
945-170-017
Riverside County
PREPARED FOR:
Carlos Gonzalez
33175 Linda Rosea
Temecula, California 92592
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PMB C-233, 16776 Lakeshore Dr, Lake Elsinore, Ca 92530, Tel (909) 245-2200 Fax (909) 245-4211
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ACADEMY
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011 0-1 590-C
CONSULTING CORPORATION
October 9,2001
Carlos Gonzalez
33175 Linda Rosea
TemecWa, California 92592
SUBJECT: COlMPACTION TEST RESULTS FOR TIlE SITE LOCATED ON JEDEDIAH
SMITH ROAD, TEMECULA, ASSESSOR'S PARCEL NUMBER 945-170-017,
RIVERSIDE COUNTY, CALIFORNIA.
Dear IvIr. Gonzalez:
In accordance' with your authorization, we have provided limited compaction testing services on
the locations shown on the Plot Plan for the above subject site.
"TIUs report presents a summary of the test results and Plot Plan indicating the approximate
location and time of the field density tests. The client and/or his contractor(s) are the responsible parties
for compaction efforts, unifonnity, consistency, and implementation of all recommendations during the
life of the project To the best of our knowledge, the work covered in our authorization is in accordance
with :the applicable recommendations, and any variances not approved in writing by this firm would
nullifY and void this report for any use.
This report is valid for one year from the date of issuance, and must not be used without further
evaluation by this firm. By incorporating the entire conclusion and the limitations herein, we make no
other presentations and/or warranties, expressed, or implied by this report, being the entfre scopi" of
authorized services performed.
We appreciate this opportunity to be of service. If you have any questions regarding this report,
or if we can be of further assistance, please do not hesitate to contact our office at your convenience.
Respectfully submitted,
Enclosures
PMB C-233, 16776 Lakesbore Dr, Lake Elsinore Ca 92530, Tel(909)245-2200 Fax(909)245-4211
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VICINITY MAP
011 0-1 590-C
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01lO-1590-C
GRADING PROCEDURE
1. SITE PREPARATION
A. All vegetation, debris, and other material observed and considered to be improper for fill
purposes, were removed from the proposed construction site.
B. The areas to receive competent fill were scarified to a minimum depth of 12 inches and
re-compacted to a minimum of 90 percent of the maximum chy density.
2. FILL PROCEDURE
A. Fill materia1s were placed in horizonta1layers a maximum of 8 inches in depth, and were
compacted.
B. Fill materials were mixed to obtain consistency.
C. Field testing began during scarification. To assure consistency and uniformity of the
work performed in compliance with the project requirements, testing for compaction was
performed randomly or as requested by the contractor.
3. COMPACTION TESTING
A. Field density tests were taken by Sand Cone or Nuclear Gauge Method in accordance
with ASTM DES: D-1556-82.
B. Field density tests were taken at the approximate locations as shown on the Approximate
Field Density Test Location Map.
C. iv1aximum chy density was obtained by the laboratory procedure ASTM DES: D-1557-
78.
D. Testresults represent our findings at the time of testing and location.
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011 0- I 59O-C
4. TRANSITION LOT
A. All structural areas and 5 feet perimeter were removed to a minimum depth of 36 inches
and recompacted to a minimum 92% of the Maximum Density.
B. Soil is very low expansive in nature.
C. Foundation to be reinforced with a minimum of two # 4 rebar on top and bottom.
D. Differential settlement is anticipated to be under 1/2 inch.
E. Type U Cement may be used.
5. FOUNDATION DESIGN
A strip and spread footing foundation system should provide an adequate foundation for
one; and two-story buildings in this site. Proposed footings shall be 18 inches deep and 15 inches
wide for one and two story buildings. Interior footings may be founded a minimum of 18 inches
below finished grade. When the footings are founded properly compacted fill or dense bedrock,
an .illowable bearing capacity of 1800 psf for 15 inch wide footings is acceptable for dead plus
live. load. This value may be increased by one-third for short term wind and seismic loading
conditions.
When foundations are placed in natural soils, no cobbles over 6 inches should be left
~,;ithin the base of the foundation. Two No. 4 bars on top and on bottom is recommended as
minimum design for one and two-story buildings.
Provide 4.5 inches slab reinforcement with #3 Rebars 18 inches on center doweled into
footing to a minimum depth of 12 inches.
Provide 4 inches of sand under slab followed by moisture barrier visqueen and 2 inches of
sand above.
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01l0-1590-C
6. lLIQUEFACTION, FLOODING AND SECONDARY HAZARDS
UBC CHAP. 16
TABLE NO.
SEISMIC PARAMETER
RECOMMENDED VALUE
16-1 Seismic Zone Factor Z C.40
16-J Soil Profile Type SO
16-Q Seismic Coefficient (C,) 0.44 N,
l6-R Seismic Coefficient (Cv) 0.64 Nv
l6-S Near Source Factor N, 1.0
l6-T Near Source Factor Nv 1.2
l6-U Seismic Source Type B
The project does not lie \\-ithin a designated 100-year flood plain (as defined by F.E.M.A.), and
we . do not anticipate that the project will be affected by flooding, pro\;ded it is graded to
accommodate proper drainage. It's our opinion that the project will not be affected by rock falls
or landslides.
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011 o-I590-C
COMPACTION TESTING
1. Field density tests were taken by Sand Cone and/or Nuclear Gauge Methods in
accordance with the ASTM Des: D-1556-82 and D-2937-83, respectively.
2. Field density tests were taken at the approximate locations as shown on the Plot
Plan.
3. Maximum dry density was obtained by the laboratory procedure ASTM DES: D-
1557~78.
4. Test results represent our findings at the time of testing and location.
5. All transitional pads have been removed and re-compacted to minimum depth of 36
inches within proposed building area and 5 feet perimeters.
6. Prior to placement of fill all unsuitable materia1s and loose soil were removed to bed
rock or a dense suitable depth. Keys were prepared according to the soil engineer's
recommendations. Fill placement started by benching into competent soil and
compaction of fill.
7. All on site soil under proposed residential building is Silty sand very low to non-
expansive in nature.
8. Differential settlement is anticipated to be under half an inch.
9. Foundation shall be designed with minimum two #4 Rebars on top and the bottom.
10. Type-IT cement may be used.
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ADiDITIONAL REQUIREMENTS
011 0-1 59O-C
1. Any additional grading must be approved and tested by this firm.
2. Ponding of water should not be allowed anywhere on the building pad. A minimum
gradient of 1.0 percent should be maintained away from the foundation and slopes at all
times.
· 3. The faces of cut and fill slopes should always be maintained against erosion, either by
effective planting, or by the installation of non-erosive materia1s when necessary.
4. Prior to concrete pour, the footing trenches should be inspected by this firm.
.5. All grading recommendations and building ordinances must be observed and maintained
at all times.
6. All utility trench backfills must be compacted, under supervision, to a minimum of 90.0
percent of the NIaximum Density.
7. All trenching and backfill compaction must be performed and tested prior to foundation
pour.
8. Areas within 5.0 feet of the foundation must be kept chy, with no trees or any other
vegetation growth allowed.
9. All retaining wall backfills must be compacted to a minimum of 90.0 percent of the
Ma.ximum Density.
10. The contractor and/or developer are responsible for the above, and unifonnity of the
work performed including all other subsequent work.
11. Foundation within landscaping area must be at least 18 inches deep and extend to
minimum 5.0 feet beyond the landscaping area.
* Any variation not approved in writing would nullifY this report for any use, under any and
all circumStances.
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0110-159O-C
CONCLUSIONS
AND'
RECOMMENDATIONS
The feasibility of the proposed development depends on the final project plan and strict
adherence to the grading and maintenance recommendations.
The findings in this report are based upon data obtained from separate sampling locations
at the time within the limited scope of our testing services, on work performed by the
contractor or others responsible for uniformity and consistency of the work. Any
conditions that appear different or inconsistent with the areas tested must be evaluated by
this firm. The test result represents the results at the location, at that time only.
To the best .of my knowledge, the work within the scope of our testing services is
completed in accordance with the Uniform Building Code and local agencies.
This report or portions thereof that are provided to contractors or others for preliminary
information only, should be used as such, and are subject to reevaluation, and changes
should be expected during the life of the development.
This report and it's contents are not intended or represented to be suitable for re-use of
extensions or modifications of the project, or for use on any other project. Any variance
from our prescribed requirements and recommendations would nullif'y this report,
constituting indemnification of this firm, it's employees, and representatives from any and
all liabilities and obligations toward any party. Furthermore. this report is valid for only
one year from the date of issuance.
Any deviation, for any period of time, must be approved by this firm in writing. Periodic
or minimum yearly inspection of any project with any deviation from our expressed
requirement herein, is required to be performed by a soil engineer. Any underground
leaks, flooding, excavation, and re-grading must be reported and/or performed under the
supervision, testing, or written approval of a soil engineer.
This office will be further available to assist in assuring correct interpretation of this
report's conclusions and recommendations.
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01lO-I590-C
LIMITATIONS
This report is issued with the understanding that it is the responsibility of the owner to
ensure that the information and recommendations contained herein are called to the
attention of an parties concerned, including but not limited to: The future owners, agents,
designers, and contractors, and that necessary steps are taken to carry out such
recommendations under any and all circumstances and conditions.
The interpretation, conclusions, and recommendations contained in this report are based
on soil conditions as observed at the time and test locations or field observation, and as in
most projects, may not necessarily represent any other areas at any other time. No
representation of any kind is made to the quality, unifonnity, chemical characteristic of
site material, also suitability, merchantability, and/or cost of the fina1 project plan.
Furthermore, other conditions that may be encountered or changes in the conditions of
the property can occur with the passage of time, whether it be due to natural processes or
the works of man on this or adjacent properties. In addition, changes in applicable or
appropriate standards may occur, whether they result from legislation, the broadening of
knowledge, or change of the plan. Accordingly, the findings of this report may be
invalidated wholly or partially by any change, for any reason. Furthermore, this report is
subject to review and revision as changed conditions are identified and a written approval
is requested for any use of this report beyond one year, to be negotiated by this firm.
This firm may discontinue it's sen-ice at any time for nonpayment. Furthermore, the use
of this report by any party constitutes indemnification of the staff, representatives, and
subcontractors of this firm, and acceptance of the terms and conditions of the "client's"
authorization at all times, by all parties. Furthermore, any and all mitigative measures
concerning this report should be performed under the supervision of this firm.
The use of this report is subject to a final review and approval of the project plan,
building location, and footing inspection by this firm in order to assist in assuring correct
interpretation of this report's recommendations for use in applicable sections.
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0110-1590-C
ENOLOSURE A
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APPROXIMATE TEST LOCATION MAP
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FIELD DENSITY TEST SUMMARY
DATE IELEVIDEPlHl MAX I DENSITY I MOISTURE % I REL COlMP I COMMENTS
1 10/3 + 1.5' 131.5 109.5 4.8 83.3 Fail
. ~~~---~-----_._---------------------------_._--------------------------
2 10/3 +1.5' 131.5 121.9 8.0 92.7 Retest # 1
---- -
3 10/3 +1.0' 131.5 1l0.1 8.1 83.7 Fail
------------------------------------------------------.------------------------
4 10/3 +1.0' 131.5 124.7 8.1 94.8 Retest #3
----------------------------------------------------------------------------------------
5 10/4 Surface 131.5 120.8 8.6 91.9
------------------------- -------------
6 10/4 Surface 131.5 121.9 SA 92.7
01l0-1 590-C
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MAXIMUM DRY DENSITY
TEST RESULTS
SOIL SOIL MAXIMUM
TYPE DESCRIPTION DRY DENSITY
(pCF)
A Brown silty sand fine to coarse grain 131. 5
NOTE: Maximum dry density was acquired through compaction
method ASTM DES: - 1557 - 78, METIIOD A.
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OIl 0-159O-C
OPTIMUM
MOISTURE
(%)
7.1
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011 0-1 59O-C
ENCLOSURE B
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011 0-1590-C
GENERAL BASIC
RECOMMENDATIONS
FOR SLABS-ON-GRADE
1. Concrete used for residential concrete slabs must achieve a minimum compression strength as
recommended or as requested by local regulatory agencies.
2. The concrete should have a minimum cement content of 5.2 sacks/cubic yard.
3. The maximum water content should be 7.0 gallons/cubic yard in order to maintain an acceptable
water to cement ratio.
4. Maximum slump at which the concrete should be placed should not exceed more than 6.0 inches.
5. Ma.ximum size of aggregate for concrete should be between 3/4 to I 1/2 inches.
6. Please note that every gallon of water added to the concrete above the design mix, will result in
the loss of 1. 0 inch slump and 200 psi in compression strength.
7. Delivery time, including unloading of concrete shall not exceed 90 minutes.
8. Slabs must be cured using Hunt's curing compound, or any approved equivalent curing method.
9. Reinforcement should be placed within 3.0 inches from the bottom or according to the
specifications.
10. Control joints should be placed typically on 10.0 foot center for 4.0 inch nominal slabs in order
to reduce excessive cracking. Formula for joint spacing = 2.5 x slab thickness.
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011 0-159O-C
11. Concrete sha11 not be placed at temperatures exceeding the recommended limits (50 degrees F
winter, 100 degrees F summer).
12. The sub-grade should be relatively moist prior to placing concrete slabs-on-grade.
13. Daily information must be kept on file containing concrete tickets, time of pour, temperature, and
other factors effecting concrete placement and finishing.
14. If slabs are poured at different time, construction joints are necessary.
15. All fluffy loose material generated by trenching must be removed or re-compacted properly
under the supervision of this firm.
16. Excessive moisture should not be allowed within 5.0 feet of any concrete foundation and slab
area, unless proper design factors have been introduced into consideration.
17. Any additional specifications concerning curing of the concrete must be provided by the concrete
ready mix company or the supplier.
18. It is the responsibility of the owner, the contractor, and/or the supplier to inform the soil engineer
of any unsuitable conditions prior to placing concrete. All such conditions must be reported in
writing for additional recommendations or corrections.
19. Prior to concrete pour, the contractor, owner, and builder must ensure all recommendations
provided are completely carried out and approved by this fInn.
20. The owner and his contractor are the responsible parties to ensure uniformity of the structural
area to be used.
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01l0-1590-C
ENCLOSURE C
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L"IIlICATES A SLOPE THAT IS STEEPER
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GEOLOGY
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NOTE:
CLEARANCE FROM BUILDING TO SLOPE MAYBE
DETERMINED BY USING ONE-HALF OF THE SMALL
~ PROVIDING THE LEVEL AREA IS A PA YEn
DIUVEWAY AND ITS NARROWEST WIDnlIS NOT
LESS TIfAN ONE.HALF OF THE CAPITOL B.
BlIILDING
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5' MIN.
NOTE:
SET,BACX SHALL AT LEAST BE EQUAL TO
ONE-HALF THE HEIGIIT OF SLOPE ABOVE
RET AII'lING WALL BUT IlEED NOT EXCEED
13 FEET.
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TITLE:
CONSTRUCTION SET-BACK
REQUIREMENTS
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