HomeMy WebLinkAboutTract Map 3883 Lot 107 Rough Grading
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RECEIVED
JAN 2 8 2003
CITY OF TEMECULA
ENGINEERING DEPARTMENT
ENGINEERING
& SURVEYING
1525 S. Escondida Blvd. Suite A, Escondida, CA 92025
(760) 741-0533 FAX (760) 741-5794
January 15, 2003
City of Temecula
43200 Business Park Drive
P.O. Box 9033
Temecula, CA 92589-9033
Job No. 5278
Site: Lot 107, Carmelita Circle, Temecula
Subject: Rough Grading Report
TO WHOM IT MAY CONCERN:
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Rough grading has been completed for the proposed single-family residence pad at the
above referenced location. A field representative from our firm was present to monitor
this grading and to ensure compliance with applicable City of Temecula ordinances.
Grading took place between January 9, 10, 13, and 14,2003. Grading was performed by
a representative of the owner. A Grading Plan for this project was prepared by Gunvant
Thakkar, RCE 52856 ofTemecula.
All tree stumps, vegetation, debris, and topsoils were removed from the site prior to
grading. The existing fill soils were removed and stockpiled until firm soils were
encountered. This removal extended to a depth of approximately 3-4' below the existing
grade.
Excavation material was then pushed and compacted by a CAT D-4 Dozer. This material
then watered, spread, and compacted by a 315 Cat Paddlewheel in approximately 8 inch
layers to a minimum of90% relative compaction.
A representative from this firm was present to perform visual inspections as grading
progressed and to perform relative compaction testing at representative locations to
ensure that adequate compaction was obtained. This report, along with a summary of our
tests results and test location plat is attached hereto and made part of this report. Density
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testing was performed in accordance with ASTM 2922 (Nuclear) and D1557 procedures.
Soils consist of tan silty sands and are considered to be non-expansive. All uncompacted
fill found on the site was removed until formational soils were encountered, and re-
compacted prior to beginning additional fill.
The concrete reinforcement recommendations provided herein should not be considered
to preclude the development of shrinkage related cracks, etc. Rather, these
recommendations are intended to minimize this potential. If shrinkage cracks develop, as
is expected from concrete, reinforcements tend to limit the propagation of these features.
These recommendations are believed to be reasonable and in keeping with the local .
standards of construction practice. Special attention should be given to "re-entrant"
comers (approx. 270 degree comers) and curing practices during and after concrete pour
in order to further minimize shrinkage cracks.
It should be noted that the characteristics of as-compacted fill may change due to post-
construction changes from cycles of drying and wetting, water infiltrations, applied loads,
enviromnental changes, etc. These changes may cause detrimental changes in the fill
characteristics such as in strength behavior, compressibility behavior, volume change
behavior, permeability, etc.
This office is to be notified no later than 3:00 p.m on the day before any of the following
operations begin to schedule appropriate testing and/or inspections:
1. Fill placed under and conditions 12 inches or more in depth and/or pool or out-
building construction to include:
a. Building pads.
b. Street improvement, sidewalks, curbs and gutters.
c. Utility trench backfills.
d. Retaining wall backfills/pool excavation ramp backfill.
e. The spreading or placement of soil obtained from any excavation (footing or
pool, etc.).
2. Foundation excavations and foundation and slab reinforcement.
The site is considered acceptable for the construction of the planned residence.
Residential construction shall conform to the following recommendations:
Foundation
The owner/developer should be made aware of the possibility of shrinkage cracks in
concrete and stucco materials. The American Concrete Institute indicated that most
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Page 3 of5
concrete shrinks about 1/8 inch in 20 feet. Separation between construction and cold
joints should also be expected. It is recommended that the foundation be designed by the
Project Architect/Structural Engineer.
1) It is recommended that normal concrete wall footings be used in accordance with
Uniform Building Code design (Le. 12 inches wide by 15 inches deep and 15
inches wide by 18 inches deep) for one and two story structures respectively.
Isolated square footings should be at least 24 inches by 24 inches wide and 24
inches deep, for one and two story structures. Minimum depths are measured
from the lowest adjacent ground surface, not including the sand/gravel under the
slab.
2) Minimum foundation shall use four #4 reinforcing bars continuous in all interior
and exterior footings. Place two bars 3 inches below the top of the footing and
two bars 3 inches above the bottom of the footing. Reinforcement for isolated
square footings should be designed by the project structural engineer.
3) All interior slabs must be a minimum of 4 inches in thickness reinforced with #3
reinforcing bars spaced at 18 inches on center each way, placed one and one-half
inches below the top of the slab. Use 4 inches of clean sand (SE 30 or greater)
beneath all slabs. A six-mil plastic moisture barrier is recommended and if used,
must be placed mid-height in the sand.
4) The minimum steel reinforcement provided herein is based on soil characteristics
only and is not intended to be in lieu of reinforcement necessary for structural
considerations.
5) Provide contraction joints consisting of sawcuts spaced 12 feet on center each
way within 24 hours of concrete pour for all interior slabs. The sawcuts must be a
minimum of one-half inch in depth and must not exceed three-quarter inch in
depth or the reinforcing may be damaged.
6) All underground utility trenches beneath interior and exterior slabs should be
compacted to a minimum of 90% of the maximum dry density of the soil. Care
should be taken not to crush the utilities or pipes during the compaction of the
trench backfill. Supplemental testing will be required when that work is
accomplished and will be certified in a separate report.
7) All exterior slabs (walkways, patios, etc.) must be a minimum of 4 inches in
thickness reinforced with 6x 6/10 x 10 welded wire mesh placed one and one-half
inches below the top of the slab. Provide contraction joints consisting of sawcuts
spaced 6 feet on center each way within 24 hours of concrete pour. The depth of
the sawcuts should be described in Item #5 above.
8) 8.This office is to be notified to inspect the footing trenches, foundation and slab
area reinforcing prior to concrete pour.
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9) Footings located on or adjacent to the top of the slopes should be extended to a
sufficient depth to provide a minimum horizontal distance of 7 feet or one-third of
the slope in height, whichever is greater, between the bottom edge of the footing
and face of slope. The outer edge of all fill slopes experience "down slope creep"
which may cause distress to structures. If any structures, including building,
patios, sidewalks, swimming pools, spas, etc., are placed within the setback,
FURTHER RECOMMENDATIONS WILL BE REQUIRED.
10) All footings and slab areas shall be kept in a moist condition for a minimum of 48
hours prior to placement of sand, visqueen or concrete. Monitored rainbirds or
hand watering periodically during the daylight hours is recommended.
11) Contraction joint sawcuts to be designed by project architect. The sawcuts must
be a minimum of one-half inch in depth and must not exceed three-quarter inch in
depth or the reinforcing may be damaged.
12) Our description of grading operations, as well as observations and testing services
herein, have been limited to those grading operations performed during the period
between January 9, 10, 13, and 14,2003. The conclusions contained herein have
been based upon our observations and testing as noted. No representations are
made as to the quality or extent of materials not observed and tested.
Slopes:
Fill slopes were constructed on a 2: 1 or flatter slope ratio, maximum fill slope height is
5:1: feet. Cut slopes were constructed on a 2: 1 or flatter slope ratio; maximum cut slope
height is 12:1: feet. All slopes are uniformly stable.
All slopes should be landscaped with types of plants and planting that do not require
excessive irrigation. Excess watering of slopes should be avoided. Slopes left unplanted
will be subject to erosion. The irrigation system should be installed in accordance with
the governing agencies.
Water should not be allowed to flow over the slopes in an uncontrolled manner. Until
landscaping is fully established, plastic sheeting should be kept accessible to protect the
slopes from periods of prolonged and/or heavy rainfall. Berms should be maintained
along the top edges of fill slopes.
Drainage:
The owner/developer is responsible to ensure adequate measures are taken to properly
ftnish grade the construction area after any structures and other improvements are in
place so that the drainage water from the improved site and adjacent properties are
directed away from proposed structures. A minimum of two percent gradient should be
maintained away from all slabs or foundations. Roof gutter and downspouts are
recommended to be installed on the building. All discharge from downspouts should be
led away from the foundations and slab.
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In no case should water be allowed to pond or flow over slopes. The property owner
should be made aware that altering drainage patterns, landscaping, the addition of patios,
planters, and other improvements, as well as over irrigation and variations in seasonal
rainfall, all affect subsurface moisture conditions, which in turn can affect the
performance of the on site soils.
The attached drawing details the approximate locations of cuts, fills and locations of the
density tests taken and is applicable to the site at the time this report was prepared. This
report should be considered valid for permit purposes for a period of six months and is
subject to review by our fum following that time. IF ANY CHANGES ARE MADE -
PAD SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL
BECOME INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS
WILL BECOME NECESSARY
~Ubmitted'
Hera R. Lantis
R.C.E. 33220
Attachments: Appendix E
Compaction Test Result Sununary
Compaction Test Location Plat
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APPENDIX E
ORIGIN OF STRAIN FEATURES
AND CONSTRUCTION PRACTICES
L ORIGIN OF STRAIN FEATURES
Strain features, for example cracks in walls and slabs, are a result of deformation of the
house and improvements under the action of forces. Some of these forces may originate
in the underlying soil; however, other forces originate as a result of construction methods
and materials. These brigins of forces often interact as contributiJig factors.
The goal Of construction practice and engineering is to limit development of strain features
to generally accepted levels. An attempt to reduce strain features below generally
accepted levels requires more expensive engineering and construction.
In addition to cracks in walls and slabs, strain features include the following: bldges at
wallboard seams, out-of-square door and window frames that cause rough operation,
cracked footings, displacement of separate structural elements such as between walls and
chimneys or across contraction joints in slabs, and unusual variations in topography of the
floor slab.
n. CONSTRUCTION PRACTICES
Some cracking of slabs, footing, and walls is considered normal and is the result of a
necessary balance between benefits and costs. Minor cracking does not affect the
serviceability of a house and has been considered generally acceptable.
In some conditions a concrete slab or footing may develop a single large crack or
numerous small cracks. Data I in Engineering Bulletin No.3, Design and Control of
Concrete Mixtures by the Portland Cement Association, indicated that a high-quality slab
or footing that is 50 feet in dimension may experience 0.36 inches of shrinkage during the
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first 38 months after construction. Approximately 0.12 inches of shrinkage would occur
during the first month and an additional 0.2 inches would occur in the next 10 months.
Moreover, concrete in residential structures is often placed with high water content, high
initial temperatures, small aggregate, and during hot and dry weather conditions. All of
these can increase the amount of shrinkage. In some slabs, the shrinkage may be
expressed as one or two cracks rather than being distributed as small shrinkage cracks.
m CAUSES OF PLASTIC SHRINKAGE CRACKS AND RECOMMENDED
CORRECIlVE MEASURES
These highly unsightly cracks are caused by a rapid evaporation of water and sUrface
drying of fresh concrete. Plastic concrete shrinkage cracks can be minimized by using
good construction practices; such practices are listed below:
I. Saturate the subgrade and Conus.
2. Lower the temperature of the concrete in hot weather (over 85"F).
3. Reduce the time between placing the concrete and finishing it.
4. Provide environmental controls, such as sun-shades, windbreaks or temporary
coverings.
5. Don't overwork finishing effort as this will cause separation of aggregates and
bring excessive water to surface.
6. Provide expansionlcontractionjoints. These may be accomplished by "cold joint",
expansion material joint, or sawcut, within 24 hours of pour. The Engineer will be
glad to review your building plans and provide recommendations.
7. Avoid adding excessive water to PCC mix, as this reduces concrete strength and
contributes to cracking.
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