1997-5123 G Street Address
Category Serial #
Name Description
Plan ck. # Year
VINJE & MIDDLETON ENGINEERING, INC.
2450 Vineyard Avenue, #102
Escondido, California 92029 -1229
Job #96 -177 -F Phone (760) 743 -1214
Fax (760) 739 -0343
July 24, 1997
Kennedy Development of California, LLC
Attention: Mr. Mike Galey
7720 El Camino Real, Suite 2L
Carlsbad, California 92008
CONFORMANCE LETTER FOR THE REGRADING CONDUCTED ON LOT #1,
PORTION OF A 14 LOT SUBDIVISION, CITY OF ENCINITAS TM #90 -155,
OLYMPUS STREET, LEUCADIA
The following listed documents were reviewed in order to provide this conformance letter:
1. "As- Graded Compaction Report For Lots #1 Through #14, Proposed 14 Lot
Subdivision, City Of Encinitas TM #90 -155, Olympus Street, Leucadia ", dated
January 2, 1997, prepared by this office.
This recent grading operations consisted of lowering the upper pad and raising the lower
pad so that what was a split level lot is now one level. On site soils were used during the
grading operations. The cut portion of the pad (what was the upper level) has been
undercut a minimum of 3 feet and replaced as a fill within the house foot print plus a 5 foot
perimeter. Additional recommendations may be required for any exterior slabs or
structures which may be placed where the daylight (cut/fill) line exists beyond the 5 foot
perimeter.
As of the date of this letter, grading operations for the above referenced lot has been
completed. Constant observation and appropriate laboratory and field testing were
conducted during fill placement during the grading operations for the subject lot.
Site preparation and grading were conducted in substantial conformance with the Grading
Ordinance for the City of Encinitas and the "Preliminary Geotechnical Investigation" report
dated March 15, 1990, prepared by ICG Inc. All inspections and testing were conducted
under the observation of this office. In our opinion, all embankments and excavations were
constructed in substantial conformance with the approved grading plan, and are
acceptable for their intended use.
A final as- graded compaction report will be issued upon receipt of an as -built grading plan.
Kennedy Development Of California, LLC
Mr. Mike Galey
Regrade of Lot #1
July 24, 1997
Page 2
All recommendations put forth in our "As- Graded Compaction Report For Lots #1 Through
#14, Proposed 14 Lot Subdivision, City Of Encinitas TM #90 -155, Olympus Street,
Leucadia ", dated January 2, 1997 shall be adhered to.
If you have any questions or need clarification, please contact this office at your
convenience. Reference to our Job #96 -177 -F will help to expedite our response to your
inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING, INC.
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VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029 -1229 Phone (760) 743 -1214 Fax (760) 739.0343
SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS
389 611
" V*NJE & MIDDLETON ENGINEERINGr, INC.
2450 Vineyard Avenue, #102
Jab #96 -177 -F Escondido, California 92029.1229
Phone (619) 743 -1214
January 2, 1997 Fax (619) 739 -0343
Kennedy Development of California, LLC f
Attn: Mr. Mike Galey
7720 El Camino Real, Suite 2L
Carlsbad, California 92008 MAY 27 1997
rnl: d °.\jp —C �1NG (- -
CITy OF EatiC i��10ES
° VITA
AS- GRADED COMPACTION REPORT FOR LOTS #1 THROUGH #14,
PROPOSED 14 LOT SUBDIVISION, CITY OF ENCINITAS
TM #90 -155, OLYMPUS STREET, LEUCADIA
Pursuant to your authorization, and in accordance with the Grading Ordinance for the City
of Encinitas, this as- graded compaction report has been prepared for the above referenced
project. We have completed engineering observation and testing services in conjunction
with the grading operation. This report summarizes the results of our tests and
observations of the compacted fill. The compacted fill in the subject areas was placed
periodically from June 3, 1996 through October 11, 1996. Actual dates are shown on the
enclosed compaction test result sheets.
I. GRADING INFORMATION /GROUND PREPARATION
Prior to grading operations, the site in the immediate vicinity of the proposed building pads
were cleared of brush and vegetation. All questionable loose and soft topsoils were also
removed from the areas receiving fill. Adequate keys or benches were constructed into
firm, undisturbed, natural ground or formational soils prior to fill placement. The cut
portion of cut/fill pads were undercut a minimum of 3 feet and replaced as a structural fill,
decreasing he potential for concrete
cracking along the daylight g p g g h (cut/fill) line.
II. FILL PLACEMENT
Fill was placed in six to eight inch lifts and compacted by means of heavy construction
equipment. Field density tests were performed in accordance with ASTM Method D -1556-
90 sand cone method, as the fill was placed. The moisture content for each density
sample was also determined. The approximate locations of the field density tests are
shown on the attached drawing.
The locations of the tests were so placed to provide the best possible coverage. Areas of
low compaction, as indicated by the field density tests,'were brought to the attention of the
contractor. These areas were reworked by the contractor and retested. The test locations
Mr. Mike Galey, Kennedy Development
Arbor Hills Estates
January 2, 1997
Page 2
and final test results are summarized on the compaction test result table. The results of
our field density tests and laboratory testing indicate that the fills at the site were
compacted to at least 90% of the corresponding maximum dry density at the tested
locations.
111. APPROPRIATE LABORATORY TESTS
A. The maximum dry density and optimum moisture contents of the different soil types
used as compacted fill were determined in accordance with ASTM Method D- 1557 -91.
B. An expansion test was conducted on a representative sample of the near finish grade
soils used in the pad construction to determine the expansion potential and to provide
appropriate foundation recommendations.
C. Direct shear tests were performed on representative samples of the near finish grade
soils to determine the allowable bearing capacity and to provide lateral load
parameters.
IV. RECOMMENDATIONS
Site preparation and grading were conducted in substantial conformance with the Grading
Ordinance for the City of Encinitas and the "Preliminary Geotechnical Investigation" report
dated March 15, 1990, prepared by ICG Inc. All inspections and testing were conducted
under the supervision of this office. In our opinion, all embankments and excavations were
constructed in substantial conformance with the approved grading plan, and are
acceptable for their intended use.
A. Foundations and Slab -on- Grade. Monolithic Pour System
LOTS #1 THROUGH #3, AND LOTS #12 AND #13:
The lab test results indicate that the following minimum foundation recommendations
for granular non - expansive (0% to 2 %) soils should be adhered to, incorporated into
the foundation plans, and submitted to our office for review and approval prior
to construction.
NOTE: The following recommendations supersede foundation
recommendations put forth in previous reports
VIN1E d ,MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029.1229 - Phone (619) 743.1214 - Fax (619) 739 -0343
SOIL TESTING PERC TEST SOIL IVVESTIGATIONS GEOTE•CHNICAL INVESTIGATIONS
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Mr. Mike Galey, Kennedy Development
Arbor Hills Estates
January 2, 1997
Page 3
1. Foundations for stud bearing walls are to be used in accordance with Uniform
Building Code design (i.e., 12 inches wide by 12 inches deep and 15 inches wide
by 18 inches deep) for one and two story structures respectively. Isolated square
footings should be at least 18 inches by 18 inches wide and 18 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. Use two #4 reinforcing bars in all interior and exterior stud bearing wall footings.
Place one bar 3 inches below the top of the footing or stem, and one bar 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 18 inches on center each way, placed midheight in the slab.
Use 4 inches of clean sand (SE 30 or greater) beneath all slabs. A six -mil plastic
moisture barrier must be placed midheight 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 72 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.
No S4 h /, I S / - _' /2 1 3
7. All exterior slabs (walkways, patios, etc.) must be a minimum of 4 inches in
thickness reinforced with 6x6 /10x10 welded wire mesh placed midheight in the slab.
Provide contraction joints consisting of sawcuts spaced 6 feet on center each way
within 72 hours of concrete pour. The depths of the sawcuts should be as described
in Item #5 above.
8. The following allowable foundation and lateral pressures may be used for design of
foundations on certified soils for structures which have continuous footings having
VIN1E EI MIDDLETON ENQINEEIZIN(4, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029 -1229 - Phone (619) 743 -1214 - Fax (619) 739 -0343
SOIL TESTING PERC TEST SOIL INVESTICATIONS CEOTECHNICAL INVESTIQATIONS
ti ..
Mr. Mike Galey, Kennedy Development
Arbor Hills Estates
January 2, 1997
Page 4
a load of less than 2,000 plf and isolated footings with loads of less than 50,000 lbs.
(a) Our tests and calculations indicate that an allowable bearing capacity of 1,200
psf for continuous and isolated footings may be used. The allowable soil
bearing pressure provided herein is for dead plus live loads and may be
increased by one -third for wind and seismic loading.
(b) The allowable soil bearing pressure provided herein was determined for
footings having a minimum width of 12 inches and a minimum depth of 12
inches below the lowest adjacent ground surface. This value may be increased
per Uniform Building Code for additional depths only, if needed.
(c) An allowable lateral bearing pressure of 150 psf per foot of depth may also be
used. The lateral bearing earth pressure may be increased by the amount of
the designated value for each additional foot of depth to a maximum of 1,500
psf. A lateral sliding resistance of 130 psf may also be considered between the
bottom of the footing and soils. The lateral sliding resistance may be added to
the allowable lateral bearing value provided that in no case the total lateral
resistance exceed one -half the dead load.
Retaining Walls, Lateral Load Parameters:
1. The following earth pressures based on the finish grade soils, should be used for
design of retaining walls:
(a) Use a friction angle of 39 degrees.
(b) Use a wet density of 127 P cf.
(c) Use a coefficient of friction of 0.45 for concrete on soil.
(d) Use an active pressure of 29 pcf equivalent fluid pressure for cantilever,
unrestrained walls with level backfill surface.
(e) Use a active pressure of 39 pcf equivalent fluid pressure for cantilever walls
with a 2:1 (horizontal to vertical) backfill.
(f) Use an at rest pressure of 47 pcf equivalent fluid pressure for restrained walls.
VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, 5102, Escondido, California 92029.1229 - Phone (619) 743.1214 - Fax (619) 739.0343
SOIL TESTING PERC TEST SOIL INITSTIGATIONS GEOTECHNICAL INVESTIGATIONS
ti
Mr. Mike Galey, Kennedy Development
Arbor Hills Estates
January 2, 1997
Page 5
(g) Use a passive resistance of 559 pcf equivalent fluid pressure for level surface
condition at the toe.
(h) Use a passive resistance of 226 pcf equivalent fluid pressure for 2:1 (horizontal
to vertical) sloping down surface at the toe.
(i) Use an allowable bearing capacity of 1,200 psf as described above.
Note: Because large movements must take place before maximum passive
resistance can be developed, use a minimum safety factor of 2.0 for wall sliding
stability.
When combining passive and frictional resistance, the passive component should
be reduced by one - third.
LOTS #4 THROUGH #9, AND LOTS #10, #11, AND #14:
The lab test results indicate that the following minimum foundation recommendations
for moderately . expansive (2% to 6 %) soils should be adhered to, incorporated into
the foundation plans, and submitted to our office for review and approval prior
to construction.
NOTE: The following recommendations supersede foundation
recommendations put forth in previous reports
1. Foundations for stud bearing walls should have a minimum depth of 18 inches
below the lowest adjacent ground surf
ace not including th e sand/ gravel under the
slab. Stud bearing wall footings should have a minimum wi dth of 12 inches for one
story and 15 inches for two story structures. Isolated square footings should be at
least 18 inches by 18 inches wide and 18 inches deep, for one and two story
structures.
2. Use two #4 reinforcing bars in all interior and exterior stud bearing wall footings.
Place one bar 3 inches below the top of the footing or stem, and the other bar 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 18 inches on center each way, placed midheight in the slab.
VINJE & MIDDLETON ENGINEERING, INC. 2450 Vinevard Avenue, #102, Escondido, California 92029.1229 - Phone (619) 743.1214 - Fax (619) 739.0343
SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICALINVESTIGATIONS
l'
Mr. Mike Galey, Kennedy Development
Arbor Hills Estates
January 2, 1997
Page 6
Use 4 inches of clean sand (SE= 30 or greater) beneath all slabs. A six -mil plastic
moisture barrier must be placed midheight 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. The clayey soil should not be allowed to dry before pouring the concrete. The soil
should be 3% to 5% above the optimum moisture content at 18 inches below slab
subgrade. This office should be notified 72 hours prior to pouring the footings
and slab to inspect the footing trenches and to verify the moisture conditions.
6. Provide contraction joints consisting of sawcuts spaced 12 feet on center each way
within 72 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.
7. All underground utility trenches under 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.
8. All exterior slabs (walkways, patios, etc.) must be a minimum of 4 inches in
thickness reinforced with 6x6/10x10 welded wire mesh placed midheight in the slab.
Use 4 inches clean sand (SE 30 or greater) beneath all exterior slabs. Provide
contraction joints consisting of sawcuts spaced 6 feet on center each way within 72
hours of concrete pour. The depths of the sawcuts should be as described in Item
#6 above.
9. The following allowable foundation and lateral pressures may be used for design of
foundations on certified soils for structures which have continuous footings having
a load of less than 2,000 plf and isolated footings with loads of less than 50,000 lbs.
(a) Our tests and calculations indicate that an allowable bearing capacity of 1,200
psf for continuous and isolated footings may be used. The allowable soil
bearing pressure provided herein is for dead plus live loads and may be
increased by one -third for wind and seismic loading.
(b) The allowable soil bearing pressure provided herein was determined for
footings having a minimum width of 12 inches and a minimum depth of 12
inches below the lowest adjacent ground surface. This value may be increased
per Uniform Building Code for additional depths only, if needed.
VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, 0102, Escondido, California 92029.1229 • Phone (619) 743.1214 • Fax (619) 739 -0343
SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS
l
Mr. Mike Galley, Kennedy Development
Arbor Hills Estates
January 2, 1997
Page 7
(c) An allowable lateral bearing pressure of 100 psf per foot of depth may also be
used. The lateral bearing earth pressure may be increased by the amount of
the designated value for each additional foot of depth to a maximum of 1,500
psf. A lateral sliding resistance of 130 psf may also be considered between the
bottom of the footing and soils. The lateral sliding resistance may be added to
the allowable lateral bearing value provided that in no case the total lateral
resistance exceed one -half the dead load.
If "post tensioned" slabs are desired, they should be designed by a qualified design
engineer.
Retaining Walls, Lateral Load Parameters:
1. The following earth pressures based on the finish grade soils, should be used for
design of retaining walls:
(a) Use a friction angle of 31 degrees.
(b) Use a wet density of 116 pcf.
(c) Use a coefficient of friction of 0.38 for concrete on soil.
(d) Use an active pressure of 38 pcf equivalent fluid pressure for cantilever,
unrestrained walls with level backfill surface.
(e) Use a active pressure of 64 pcf equivalent fluid pressure for cantilever walls
with a 2:1 (horizontal to vertical) backfill.
(f) Use an at rest pressure of 57 pcf equivalent fluid pressure for restrained walls.
(g) Use a passive resistance of 360 pcf equivalent fluid pressure for level surface
condition at the toe.
(h) Use a passive resistance of 117 pcf equivalent fluid pressure for 2:1 (horizontal
to vertical) sloping down surface at the toe.
(i) Use an allowable bearing capacity of 1,200 psf as described above.
2. The on -site soils within these two lots may be used for backfilling purposes. If soils
VINJE & MIDDLETON ENGINEERINC!, INC. 2450 Vineyard Avenue, M 102, Escondido, California 92029 -1229 • Phone (619) 743.1214 • Fax (619) 739 -03
SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS
i
Mr. Mike Galey, Kennedy Development
Arbor Hills Estates
January 2, 1997
Page 8
are obtained from other areas, further recommendations will be provided. All
retaining walls should be provided with a drain along the backside as generally
shown on the attached Retaining Wall Drain detail.
Note: Because large movements must take place before maximum passive
resistance can be developed, use a minimum safety factor of 2.0 for wall sliding
stability.
When combining passive and frictional resistance, the passive component should
be reduced by one - third.
B. General Information Common To All Lots
1. This office is to be notified to inspect or test the following prior to foundation
concrete pours:
(a) Inspect the plumbing trenches beneath slabs after the pipes are laid and prior
to backfilling.
(b) Test the plumbing trenches beneath slabs for minimum compaction
requirements.
(c) Inspect the footing trenches for proper width, depth, reinforcing size and
placement. Inspect the slabs for proper thickness, reinforcing size and
placement, sand thickness and moisture barrier placement.
2. Expansive clayey soils should not be used for backfilling of any retaining walls.
Retaining walls should maintain at least a 1:1 (horizontal to vertical) wedge of
granular non - expansive soil backfill measured from the base of the wall footing to
the ground surface. All retaining walls should be provided with a drain along the
backside as generally shown on the attached Retaining Wall Drain detail. Specific
drainage provisions behind retaining wall structures must be inspected by this
office prior to backfilling the wall. All backfill soils must be compacted to a
minimum of 90 %of the corresponding maximum dry density, ASTM 1557 -91.
C. Setbacks
1. Footings located on or adjacent to the top of slopes should be extended to a
sufficient depth to provide a minimum horizontal distance of 7 feet or one -third of the
VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029 -1229 • Phone (619) 743 -1214 • Fax (619) 739 -0343
SOIL TESTING PERC TEST SOIL INVESTIGATIONS QEOTECHNICAL INVESTIQATIONS
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Mr. Mike Galey, Kennedy Development
Arbor Hills Estates
January 2, 1997
Page 9
slope height, whichever is greater (need not exceed 40 feet maximum) between the
bottom edge of the footing and face of slope.
2. The outer edge of all slopes experience "down slope creep ", which may cause
distress to structures. If any structures including buildings, patios, sidewalks,
swimming pools, spas etc, are placed within the setback, FURTHER
RECOMMENDATIONS WILL BE REQUIRED.
* *A COPY OF THIS REPORT MUST BE PROVIDED TO THE PROJECT
ARCHITECT /STRUCTURAL ENGINEER TO ENSURE THE
THE ABOVE FOUNDATION RECOMMENDATIONS ARE INCLUDED IN
APPROPRIATE PLANS **
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 do 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 any "re-
entrant" comers (±270 degree comers) and curing practices during and after concrete pour
in order to further minimize shrinkage cracks.
D. Slopes
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 constructed
along the top edges of all fill slopes.
Brow ditches should be constructed along the top of all cut slopes sufficient to guide runoff
away from the building site and adjacent fill slopes prior to the project being completed.
VINJE d MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029 -1229 • Phone (619) 743 -1214 Fax (619) 739 -0343
SOIL TESTING PERC TFST SOIL ISVES IQATIONS
GEOTECHNICAL INVESTIGATIONS
Mr. Mike Galey, Kennedy Development
Arbor Hills Estates
January 2, 1997
Page 10
E. Drainage
The owner /developer is responsible to insure adequate measures are taken to properly
finish grade the building pad after the structures and other improvements are in place so
that the drainage waters from the improved site and adjacent properties are directed away
from proposed structures in accordance with the designed drainage patterns shown on the
approved plans. A minimum of two percent gradient should be maintained away from all
foundations. Roof gutters and downspouts should be installed on the building. All
discharge from downspouts should be led away from the foundations and slab. Installation
of area drains in the yards should also be considered. In no case should water be allowed
to pond or flow over slopes.
It should be noted that shallow groundwater conditions may still develop in areas
where no such conditions existed prior to site development. This can be
contributed to by substantial increases of surface water infiltration resulting from
landscape irrigation which was not present before the development of the site. It is
almost impossible to absolutely prevent the possibility of shallow groundwater on
the entire site. Therefore, we recommend that shallow groundwater conditions be
remedied if and when they develop.
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 affect
structural performance.
V. GENERAL INFORMATION
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 infiltration, applied loads,
environmental changes, etc. These changes can cause detrimental changes in the fill
characteristics such as in strength behavior, compressibility behavior, volume change
behavior, permeability, etc.
The owner /developer should be made aware of the possibility of shrinkage cracks in.
concrete and stucco materials. The American Concrete Institute indicates that most
concrete shrinks about 1/8 -inch in 20 feet. Separation between construction and cold
joints should also be expected.
The amount of shrinkage related cracks that occur in concrete slab -on- grades, flatwork
VINJE & MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029 -1229 • Phone (619) 743 -1214 • Fax (619) 739.0343
SOIL TESTINC, PERC TEST SOIL IVVESTICATIONS qEOTECHNICAL INVESTIGATIONS
Mr. Mike Galey, Kennedy Development
Arbor Hills Estates
January 2, 1997
Page 11
and driveways depend on many factors, the most important of which is the amount of water
in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete
shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by
reducing the amount of water in the mix. To keep shrinkage to a minimum, the following
should be considered:
1. Use the stiffest mix that can be handled and consolidated satisfactorily.
2. Use the largest maximum size of aggregate that is practical, for example concrete .
made with 3 /a inch maximum size aggregate usually requires about 40 pounds
(nearly 5 gallons) more water per cubic yard than concrete with 1 inch aggregate.
3. Cure the concrete as long as practical.
The amount of slab reinforcement provided for conventional slab -on -grade construction
considers that good quality concrete materials, proportioning, craftsmanship, and control
tests where appropriate and applicable are provided.
This office is to be notified no later than 3 p.m. on the day before any of the following
operations begin to schedule appropriate testing and/or inspections.
A. Fill placed under any conditions 12 inches or more in depth, to include:
1. Building pads.
2. Street improvements, sidewalks, curbs and gutters.
3. Utility trench backfills.
4. Retaining wall backfills.
5. The spreading or placement of soil obtained from any excavation (footing or pool,
etc.).
B. Inspection and testing of subgrade and basegrade beneath driveways, patios,
sidewalks, etc., prior to placement of pavement or concrete.
C. Moisture testing.
D. Foundation inspections.
VINJE MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, 11102, Escondido, California 92029.1229 • Phone (619) 743.1214 • Fax (619) 739 -0343
SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS
Mr. Mike Galey, Kennedy Development
Arbor Hills Estates
January 2, 1997
Page 12
E. Any operation not included herein which requires our testing, observation, or inspection
for certification to the appropriate agencies.
VI. LIMITATIONS
Our description of grading operations, as well as observations and testing services herein,
have been limited to those grading operations performed periodically from June 3, 1996
through October 11, 1996. 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.
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 firm 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.
If you have any questions or need clarification, please contact this office at your
convenience. Reference to our Job #96 -177 -F will help to expedite our response to your
inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING, INC.
v,OFESS /��
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Ralph M. Vin ��Ezp 97\ Mehdi Shariat
GE #863 o ;?,� RCE #46174
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VIN1E & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029.1229 Phone (619) 743.1214 • Fax (619) 739.0343
SOIL TESTINQ PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS
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JOB NO: 96 -177 -F
NAME: Mr. Mike Galey, Kennedy Development
LOCATION: Arbor Hills Estates, Olympus St., Leucadia
LEGEND - FIELD DENSITY TESTS RESULTS
WATER SEWER
WM = Water Main SM = Sewer Main
WSO = Water Service Outlet SL = Sewer Lateral
FH = Fire Hydrant SMH = Sewer Man Hole
WTI = Water Tie In STI = Sewer Tie In
STORM DRAIN COMMON OR JOINT TRENCH
SD = Storm Drain CT = Common Trench
SDL = Storm Drain Lateral CTL = Common Trench Lateral
SDCO = Storm Drain CTB = Common Trench Box
Clean Out Box
PAVING MISCELLANEOUS
SG = Subgrade FG = Finish Grade
BG = Basegrade UC = Undercut
SW = Sidewalk STA = Station
PL = Parking Lot HW = Head Wall
C/G = Curb & Gutter WW = Wing Wall
mprVi11contl9& 177 -f.lg 1
JOB NO: 96 -177 -F
NAME: Mr. Mike Galey, Kennedy Development
LOCATION: Arbor Hills Estates, Olympus St., Leucadia
'LABORATORY COMPACTION TEST RESULTS
BULK GRADING, PAD CONSTRUCTION
Soil Type1 : Medium Brown Silty Sand * **
Maximum Dry Density: 131.0 pcf
Optimum Moisture: 9.1%
Soil Type 2: Tan to Orange Brown Medium to Fine Silty Sand (Mixture)
Maximum Dry Density: 117.3 pcf
Optimum Moisture: 10.8%
** *From the "Preliminary Geotechnical Investigation" report prepared by ICG Inc., dated
March 15, 1990
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• TYPICAL RETAINING WALL DRAIN DETAIL'
drains a -�--
Granular, non-expansive '
backfill. Compacted.:'
Waterproofing '
�i Filter Material. Crushed rock (wrapped in
filter fabric) or Class 2 Permeable Material
Perforated drain pipe ' (see specifications below)
2
' SPECIFICATIONS! FOR'CALTRANS
CLASS'2 PERMEABLE MATERIAL
::..:v;:•:;,;;;.;::... ,....,::::.:•<:::;: >:..: ;tJ:S.;STANDARD,: -
" :: SIEVE SIZE ° /s:PASSING
4 Competent, approved 100
soils or bedrock 3i4 so
3rs •;. dal:oa
:'No. 4 25-40'
No 8
:No.30 ; 5 15
N
No. 200 .:. 0..::
Sand Egilvalent > 75
CONSTRUCTION SPECIFICATIONS:
1. Provide granular, non - expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90% of
laboratory standard.
2. Provide back drainage for wall to prevent build -up of hydrostatic pressures. Use drainage openings along base of wall or
back drain system as outlined below.
3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable outlet
at minimum 1 %. Provide %" -1' /z" crushed gravel filter wrapped in filter fabric (Mirafi 140N or equivalent). Delete filter fabric
wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard.
4. Seal back of wall with waterproofing in accordance with architect's specifications.
5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to
minimum 2% flow away from wall is recommended.
Use 1'/ cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used.
VINJE & MIDDLETON ENGINEERING, INC.
PLATE 1
ISOLATION JOINTS AND RE- ENTRANT CORNER REINFORCEMENT
Typical - no scale
(a) (b)
ISOLATION JOINTS
FM
CONTRACTION JOINTS
(C)
RE- ENTRANT
CORNER CRACK
RE- ENTRANT CORNER -�►
REINFORCEMENT
NO. 4 BARS PLACED 1.5"
BELOW TOP OF SLAB
NOTES:
1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b).
If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction
joints, radial cracking as shown in (c)may occur (reference ACI).
2. In order to control cracking at the re- entrant corners ( ±270° corners), provide reinforcement as shown in (c).
3. Re- entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification
and changes by the project architect and/or structural engineer based upon slab geometry, location, and other
engineeririg and construction factors.
VINJE & MIDDLETON ENGINEERING, INC.
PLATE 2
PASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101, SUITE A
SOLANA BEACH, CA 92075
Et (619) 259 -8212 WAYNE A. PASCO
FAX (619) 259 -4812 R.C.E. 29577
June 20, 1997 PE 389G1
City of Encinitas
505 So. Vulcan Avenue
Encinitas, CA 92024
Attn: Blair Knoll JUN 2 1997
RE: LOT 1, MAP 13352 - ARBOR HILLS ESTATES
HYDROLOGY & HYDRAULICS
Dear Mr. Knoll:
The purpose of this letter is to address storm flow runoff impacts on the above referenced
Lot 1.
The grading design incorporates surface swales to intercept, contain and convey the runoff
to the existing drainage system. There is one 12" x 12" area drain shown that intercepts
swale drainage for the lot. A 6" PVC pipe then conveys the intercepted flows to an
existing D -75 drainage ditch.
All of the storm runoff intercepted and conveyed in the swales and pipe originates on the
lot. There is no offsite contribution to the storm flows.
The 12" x 12" area drain is capable of passing 1.4 cfs (the runoff produced by
approximately 0.7 acres of "D" type land with 0.5' of headwater. This provides 0.5 feet
of freeboard and allows for a safety factor of 3 for possible grate clogging.
It is the professional opinion of Pasco Engineering that the surface drainage system
together with the 12" x 12" area drain and pipe is adequate to intercept, contain and
convey Qioo to the points of discharge shown on the corresponding grading plan.
If you have any questions regarding the above, please do not hesitate to contact us.
Very truly yours,
PASCO ENGINEERING INC. oQR4FFSSiQ���
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Wayne Pasco, President No. 2.9577 =
RCE 29577 Exp 3/31 /99
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