1996-4825 G
Street Address
-=XI C, ç
Category
,
$; II Zt¡
Serial #
4~~s
Name
6),
Description
Year
Plan ck. #
recdescv
VINJE & MIDDLETON ENGINEERING, INC.
2450 Vineyard Avenue, #102
Escondido, California 92029-1229
Job #96-296-F
Phone (619) 743-1214
Fax (619) 739-0343
February 17, 1997
Mr. Luke Rhee
c/o The Sea Bright Company
Attention: Mr. Bob Sukup
4322 Sea Bright Place
Carlsbad, California 92008
, "'1 ".' ":" ,
\?1 ~ \It \1 ~ \!J \Ó, @
U Ü ~J\R 0 4 1991
I ." SEJ~,\j\CES
ENGH\\EER'~~C\N\1 p..S
CITY Of ~
AS-GRADED COMPACTION REPORT FOR PROPOSED SINGLE FAMILY
RESIDENCE LOCATED AT 1122 VIA DI FELICIT A. ENCINIT AS GP #4825-G
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
operations for the construction of a building pad, and the keystone wall. This report
summarizes the results of our tests and observations of the compacted fill in the pad and
wall areas. The compacted fill in the subject areas was placed periodically from January
10, 1997 through February 14, 1997. Actual dates are sho'vVll 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
was cleared of vegetation. All questionable loose and compressible soils were also
removed from the areas receiving fill. Removals were conducted throughout the entire pad
area in sections and averaged 12 to 13 feet in depth measured below existing ground
surfaces. Adequate keys or benches were constructed a minimum of 2 feet into firm,
undisturbed natural ground or formational soils prior to fill placement.
The entire pad area was undercut as described above, therefore removing the daylight
(cuVfiIl) line, placing the proposed house and associated improvements on a minimum of
5 feet of compacted fill.
II. FILL PLACEMENT
Fill was placed in six to eight inch lifts and compacted by means of heavy construction
Mr. Luke Rhee clo The Sea Bright Company
Proposed Residence, 1122 Via Di Felicita
February 17, 1997
Page 2
equipment. Field density tests were performed in accordance with ASTM Method 0-1556-
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
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.
III. 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 0-1557-91.
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. A direct shear tests was performed on a representative samples of the near finish
grade soils, and the wall backfill import soils to determine the allowable bearing
capacity and to provide retaining wall design parameters.
IV. RECOMMENDATIONS
Site preparation and grading were conducted in substantial conformance with the Grading
Ordinance for the City of Encinitas and our "Preliminary Soils and Geotechnical
Investigation" report dated May 30, 1996. 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.
The lab test results indicate that the following minimum foundation recommendations for
critically expansive (10%+) soils from our "Preliminary Soil and Geotechnical Investigation
Report" and "Interior Slab Recommendations" report dated August 22, 1996 should be
adhered to, incorporated into the foundation plans, and submitted to our .office for
VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 . Phone (619) 743-1214 . Fax (619) 739.0343
OIL TESTING
PERC TEST
SOIL INVESTIGATIONS
GEOTECHNICAL INVESTIGATIONS
Mr, Luke Rhee c/o The Sea Bright Company
Proposed Residence, 1122 Via Oi Felicita
February 17, 1997
Page 3
review and approval prior to construction. Please note (*) items for revised
recommendations since the issuance of the above mentioned reports.
A. Foundations and Slab on Grade. Non-MonolithiclTwo Pour System
Footings:
1. Dig the footings to a minimum depth of 30 inches below the lowest adjacent ground
surface not including the sand/gravel under the slab. Footings must be 12 inches
wide for one and two story structures. Free standing isolated square footings are
not allowed unless structurally tied to the perimeter foundations in both directions
using tie beams. They should be at least 18 inches by 18 inches wide and 18 inches
deep, for one and t\ivo story structures. Tie beams should be at least 12 inches wide
by 12 inches deep.
2. Use four #5 reinforcing bars in all interior and exterior footings. Place two bars 3
inches below the top of the footing or stem, and t\ivo bars 3 inches above the bottom
of the footing. The tie beams should be further reinforced using #3 ties at 12 inches
on center. Reinforcement for "tied" isolated square footings should be designed by
the project structural engineer.
3. Dowel the slab to the footings using #4 reinforcing bars spaced 18 inches on center
extending 20 inches into the footing and slab. The dowels should be placed mid-
height in the slab. Alternate the dowels each way for all interior footings.
4. After the footings are dug and cleaned, place the reinforcing steel and dowels, and
pour the footings.
5. This office must be notified to inspect the footings and reinforcing prior to
pouring concrete.
Interior Slab Subgrade:
1. All utility trenches under slabs in expansive soils should be backfilled with sand
(S.E. 30 or greater) and compacted to a minimum of 90% of the maximum dry
density of the sand. Care should be taken not to crush the utilities or pipes during
the compaction of the trench backfill. Trenches are to be tested for compaction prior
to placement of the sand/gravel.
VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 " Phone (619) 743-1214 . Fax (619) 739-0343
OIL TESTING
PERC TEST
SOIL INVESTIGATIONS
GEOTECHNICAL INVESTIGATIONS
Mr. Luke Rhee clo The Sea Bright Company
Proposed Residence, 1122 Via Di Felicita
February 17, 1997
Page 4
2. The required moisture content of the slab subgrade soils is 5% to 8% over the
optimum moisture content at a depth of 30 inches below slab subgrade. This office
is to be notified to schedule moisture testing of the slab subgrade prior to placement
of the 3/8 inch rock. If the moisture testing indicates that the proper moisture is
present, place 4 inches of 3/8 inch rock on top of the slab subgrade 3.lf the
moisture testing indicates that the required moisture content is too low, place the 4
inches of 3/8 inch rock on top of the slab subgrade, flood with water to the top of the
3/8 inch rock, and allow the slab subgrade to soak until moisture testing indicates
that the required moisture content is present.
4. When the required moisture content has been achieved, place a ten-mil plastic
moisture barrier over the 3/8 inch rock, and place 2 inches of clean sand (SE 30 or
greater) on top of the plastic.
NOTE: IF SUFFICIENT MOISTURE IS PRESENT, FLOODING WILL NOT BE
REQUIRED. THE DOWELS MAYBE DELETED, AND THE FOOTINGS AND
SLAB MAY BE POURED MONOLITHICALL Y.
Interior Slab Reinforcing:
1. Use #4 reinforcing bars spaced 18 inches on center each way placed two inches
below the top of the slab. All slabs should be a minimum of 5 inches in thickness,
2. This office must be notified to inspect the gravel/sand thickness, slab
thickness, and slab reinforcing prior to concrete pour.
*** 3. Provide contraction joints consisting of sa'hCUts spaced 10 feet on center each way
within 72 hours of concrete pour for all interior slabs. The sawcuts must be a
minimum of % inch in depth and must not exceed 1Y4 inch in depth or the
reinforcing may be damaged.
An alternative to the above recommendations would be the use of post-tension slabs.
They should be designed by a qualified person familiar with the design of this particular
foundation.
Exterior Slabs Patios. Walkways and Driveway).;.
*** 1. All exterior slabs (patios, walkways etc.) must be a minimum of 4 inches in thickness
reinforced with 6x6/1 Ox1 0 welded wire mesh placed two inches below the top of
VINJE & MIDDLETON ENGINEERING, INC, 2450 Vineyard Avenue, #102, Escondido, California 92029.1229 . Phone (619) 743.1214 . Fax (619) 739.0343
OIL TESTING
PERC TEST
SOIL INVESTIGATIONS
GEOTECHNICAL INVESTIGATIONS
Mr. Luke Rhee clo The Sea Bright Company
Proposed Residence, 1122 Via Di Felicita
February 17, 1997
Page 5
the slab. Use 6 inches clean sand (SE 30 or greater) beneath all flatwork. Provide
contraction joints consisting of sawcuts spaced 1 0 feet on center (not to exceed 12
feet maximum) each way within 72 hours of concrete pour. The depths of the
sawcuts should be as described in interior slab reinforcing item #3 above.
Driveway: As of the date of this report the upper portion of the driveway is
completed as shown on the enclosed drawing. If concrete is used, the slab must be
a minimum of 5 inches in thickness and reinforced with #3 reinforcing bars spaced
18 inches on center each way placed two inches below the top of the slab.
Provide contraction joints as described above. If asphalt concrete (A. C.) Is used,
the minimum thickness should be 3 inches. Use 7 inches of Cal Trans Class II
Aggregate base compacted to 95% over 12 inches of subgrade compacted to 95%
beneath the driveway slab or asphalt concrete.
Allowable Bearing Capacity:
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 Ibs.
1. Our tests and calculations indicate that an allowable bearing capacity of 1,000 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.
2. 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.
*"'* 3. An allowable lateral bearing pressure of 1 00 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.
VINJE & MIDDLETON ENGINEERING, INC, 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 . Phone (619) 743-1214 . Fax (619) 739-0343
OIL TESTING
PERC TEST
SOIL INVESTIGATIONS
GEOTECHNICAL INVESTIGATIONS
Mr. luke Rhee clo The Sea Bright Company
Proposed Residence, 1122 Via Di Felicita
February 17, 1997
Page 6
B. Retaining Walls. lateral load Parameters
1. The following earth pressures based on the "Keystone" wall footing being embedded
into the finish grade clayey soils. Earth pressures for the granular imported soil is
also included:
***
(a) Use a friction angle of 36 degrees, imported granular backfill.
***
(b) Use a wet density of 128 pet for imported granular backfill.
***
(c) Use a coefficient of friction of 0.25 for concrete on soil, on site clayey soils.
***
(d) Use an active pressure of 33 pet equivalent fluid pressure for cantilever,
unrestrained walls with level backfill surface, imported granular backfill.
***
(e) Use a active pressure of 46 pet equivalent fluid pressure for cantilever walls
with a 2:1 (horizontal to vertical) backfill, imported granular backfill.
***
(f) Use an at rest pressure of 76 pet equivalent fluid pressure for restrained walls,
imported granular backfill.
***
(g) Use a passive resistance of 250 pet equivalent fluid pressure for level surface
condition at the toe, on-site clayey soils.
***
(h) Use a passive resistance of 106 pet equivalent fluid pressure for 2:1 (horizontal
to vertical) sloping down surface at the toe, on-site clayey soils.
(i) Use an allowable bearing capacity of 1,000 psf as described above.
2. The "Keystone" wall is being provided with a drain along the backside as instructed
by the wall design engineer. 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.
When combining passive and frictional resistance, the passive component should
be reduced by one-third.
OIL TESTING
VINJE & MIDDLETON ENGINEERING, INc. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 . Phone (619) 743-1214 . Fax (619) 739-0343
SOIL INVESTIGATIONS
PERC TEST
GEOTECHNICAL INVESTIGATIONS
Mr. Luke Rhee c/o The Sea Bright Company
Proposed Residence, 1122 Via Di Felicita
February 17, 1997
Page 7
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
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.
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.
Expansive soils can cause structural damage to foundations, interior and exterior slabs
and walls. The economically feasible precautions that can be taken and recommended
herein will only minimize the potential of volumetric changes due to changes in moisture
content.
**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 (:1:270 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
VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 . Phone (619) 743-1214 " Fax (619) 739-0343
OIL TESTING
PERC TEST
SOIL INVESTIGATIONS
GEOTECHNICAL INVESTIGATIONS
Mr. Luke Rhee c/o The Sea Bright Company
Proposed Residence, 1122 Via Di Felicita
February 17, 1997
Page 8
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. In no case should water be allowed to pond or flow
over 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.
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 do'M1spouts should be installed on the building, all discharge from downspouts
should be led away from the foundations and slab to a suitable location. Installation of
area drains in the yards should also be considered.
Planter areas adjacent to foundations should be provided with damp/water proofing, using
an impermeable liner against the footings, and a subdrainage system within the planter
area.
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 suñace 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
VINJE & MIDDLETON ENGINEERING, INC, 2450 Vineyard Avenue, /#102, Escondido, California 92029-1229 . Phone (619) 743-1214 . Fax (619) 739-0343
OIL TESTING
PEHC TEST
SOIL INVESTIGATIONS
GEOTECHNICAL INVESTIGATIONS
Mr. Luke Rhee clo The Sea Bright Company
Proposed Residence, 1122 Via Di Felicita
February 17, 1997
Page 9
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/a 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
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 3/8 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.
VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 . Phone (619) 743-1214 . Fax (619) 739-0343
OIL TESTING
PERC TEST
SOIL INVESTIGATIONS
GEOTECHNICAL INVESTIGATIONS
Mr, Luke Rhee clo The Sea Bright Company
Proposed Residence, 1122 Via Di Felicita
February 17, 1997
Page 10
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.
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 January 10,
1997 through February 14, 1997. 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
INVAUD AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME
NECESSARY,
VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 . Phone (619) 743.1214 " Fax (619) 739-0343
OIL TESTING
PERC TEST
SOIL INVESTIGATIONS
GEOTECHNICAL INVESTIGATIONS
Mr. Luke Rhee clo The Sea Bright Company
Proposed Residence, 1122 Via Di Felicita
February 17, 1997
Page 11
If you have any questions or need clarification, please contact this office at your
convenience. Reference to our Job #96-296-F will help to expedite our response to your
inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING, INC.
Ralph M. Vinje
GE #863
Mehdi Shariat
RCE #46174
RMV/MS/MPRlmmd
Distribution: Addressee (6)
m pr\fi IIcont\96- 29E>f. rf 1
VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029.1229 . Phone (619) 743.1214 . Fax (619) 739-0343
OIL TESTING
PERC TEST
SOIL INVESTIGATIONS
GEOTECHNICAL INVESTIGATIONS
JOB NO: 96-296-F
NAME: Mr. Luke Rhee
LOCATION: 1122 Via Di Felicita, Encinitas
LABORATORY COMPACTION TEST RESULTS
Soil Type 2:
Soil Type 4:
Soil Type 5:
Soil Type 6:
Soil Type 7:
Olive to Pale Grey-Green Siltstone/Claystone***
Maximum Dry Density: 106.4 pet
Optimum Moisture: 22.7%
Tan Sandy Silty Clay (Mixture of On-Site Soils)
Maximum Dry Density: 113.6 pet
Optimum Moisture: 17.2%
Pale Olive Tan Clayey Silt With Trace Sand
Maximum Dry Density: 108.0 pet
Optimum Moisture: 22.4%
Light Orange Brown Silty Sand (Keystone Wall Import)
Maximum Dry Density: 131.0 pet
Optimum Moisture: 9.5%
Very Fine Brown Silty Sand (Keystone Wall Import)
Maximum Dry Density: 131.7 pet
Optimum Moisture: 8.7%
***From our "Preliminary Soils and Geotechnical Investigation" report dated May 30,
1996
mpr\fillcont\96-296-f, pl1
JOB NO: 96-296-F
NAME: Mr. Luke Rhee
LOCATION: 1122 Via Di Felicita
Field Density Tests: Pad Construction
01/10 1 Westerly %, South %, Toe I -14' I 20.5 I 101.2 I 106.4 I 93.0 I UC 16'
01/11 2 Westerly %, South %, Pad I -12' I 21.3 I 97.4 I 106.4 I 91.5
01111 3 Westerly %, South %, Pad I -10' I 20.7 I 105.0 I 113.6 I 92.4
01/11 4 Westerly%, South %, Pad I -8' I 21.2 I 102.6 I 113.6 I 90.3
01/11 5 Westerly %, South %, Pad I -5' I 21.2 I 103.8 I 113.6 I 91.9 I Material Removed
01/11 6 Westerly %, South %, Pad I -6' I 21.8 I 95.1 I 106.4 I 89.4 I Test Failed
01/11 7 Westerly %, South %, Pad I -6' I 21.8 I 99.9 I 106.4 I 93.9 I Retest #6
01/21 8 Westerly %, North %, Pad I -11' I 23.5 I 96.4 I 106.4 I 90.6 I UC 13'
01/21 9 Westerly %, North %, Garage I -9' I 22.7 I 98.3 I 106.4 I 92.4
01/21 10 Westerly %, North %, Garage I -7' I 25.0 I 96.2 I 106.4 I 90.4
01/21 11 Westerly %, North %, Garage I -5' I 26.9 I 97.4 I 106.4 I 91.5
01/21 12 Westerly %, Pad I -4' I 27.5 I 99.5 I 1 06.4 I 93.5
01/22 13 Westerly %, Pad I -2' I 26.6 I 100.0 I 106.4 I 94.0
01/22 14 Westerly %, Pad I 0' I 19.0 I 100.1 I 106.4 I 94.1
01/22 I 15 Westerlv %, Pad I +1' I 26.0 I 98.3 I 106.4 I 92.4
JOB NO: 96-296-F
NAME: Mr, Luke Rhee
LOCATION: 1122 Via Di Felicita
Field Density Tests: Pad Construction
01/24 16 Westerly 1f3, Pad +3' I 23.4 I 99.7 I 108.0 I 92.3
01/28 17 Norhterly % of Easterly % -6' I 24.5 I 100.4 I 108.0 I 92.9
01/28 18 Norhterly % of Easterly % I -4' I 24.9 I 98.2 I 106.4 I 92.3
01/28 19 Norhterly % of Easterly % I -2' I 23.2 I 99,0 I 108.0 I 91.7
01/30 20 Southeast Quadrant -8' 22.8 101.8 108.0 94.3
01/30 21 Southeast Quadrant -6' 28.1 95.8 106.4 90.0
01/31 I 22 I Southeast Quadrant -4' 26.7 100.5 108.0 93.1
01/31 23 Southeast Quadrant -2' 24.8 102.6 108.0 95.0
02/01 24 Easterly % Keyway -13' 25.4 98.2 108.0 90.9 I UC 15'
02/01 25 Easterly % Keyway I -11' I 25.9 I 98.5 I 108.0 I 91.2
02/01 26 Easterly % Pad I -9' I 24.3 I 100.1 I 108.0 I 92.7
02/01 27 Easterly % Pad I -7' I 25.2 I 101.5 I 108.0 I 94.0
02/03 28 Easterly % Pad -5' 21.2 101.3 I 108.0 I 93.8
02/03 29 Easterly % Pad -3' 24.0 93.8 I 106.4 I 88.2
02/03 30 Easterly 2/3 Pad -3' 24.0 96.1 I 106.4 I 90.3 I Retest #29
JOB NO: 96-296-F
NAME: Mr. Luke Rhee
LOCATION: 1122 Via Di Felicita
Field Density Tests: Pad Construction
02/03 I 31 I Middle of Pad -1' 26.1 98.8 106.4 92.9
02/03 I 32 I East Central Pad +1' 26.3 101.6 108.0 94.1
02/04 I 33 I East Central Pad +3' 26.6 102.7 108.0 95.1
02/04 I 34 I South East Pad +4.5' 28.2 95.9 108.0 90.1
02/05 35 Sunken Living Room +5.5" 27.4 99.4 108.0 92.0 IFG
02/05 36 Easterly Pad I +7' I 27.0 I 98.3 I 108.0 I 91.0 IFG
02/06 I 37 Garage I -5' I 29.9 I 92.5 I 106.4 I 86.9 I UC 7', Test Failed
02/06 I 38 I Garage I -5' I 27.0 I 96.4 I 106.4 I 90.6 I Retest #37
02/06 I 39 I Garage I -3' I 28.0 I 100.2 I 108.0 I 92.8
02/06 40 Garage I -1' I 27.3 I 97.2 I 108.0 I 90.0
02/06 41 Garage 0' 27.4 100.0 I 108.0 I 92.6 IFG
02/07 42 Upper Driveway -3' 26.1 103.0 I 108.0 I 95.4 I UC5'
02/07 I 43 I Upper Driveway I -1' I 27.1 I 100.6 I 108.0 I 93.1 IFG
02/07 44 Face of Slope +3' 22.0 100.0 108.0 I 92.6 IFG
02/14 45 Kevstone Wall +1' 10.7 126.7 131.0 I 96.7
JOB NO: 96-296-F
NAME: Mr, Luke Rhee
LOCATION: 1122 Via Di Felicita
Field Density Tests: Pad Construction
02/14
02/14
46
47
Keystone Wall
Keystone Wall
Keystone Wall
+3'
8.7
8.0
124.1
123.6
.130.0
130.0
94.7
94.4
+4.5'
02/14
48
+6.5'
9.0
122.6
131.7
93.1
FG
mpr\fillcont\96-296-f, tr1
TYPICAL RETAINING WAll DRAIN DETAil.
/1--11
;¡ ,-/
/r--
..
.,...':::-"""---:.'
'V/
",'"" --
'0
Waterproofing
Perforated drain
Filter Material. Crushed rock (wrapped in
filter fabric) or Class 2 Permeable Material
(see specifications below)
Competent, approved
soils or bedrock
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 0/.. - 1 Y: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 waterproåfing 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 Y:z 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
III"'"
ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT
Typical - no scale
(a)
(b)
ISOLATION
JOINTS
CONTRACTION
(c)
RE-ENTRANT CORNER---
REINFORCEMENT
NO.4 BARS PLACED 1.5"
BELOW TOP OF SLAB
RE-ENTRANT
CORNER CRACK
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 (t270° 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 ê.
,/
~
VINJE & MIDDLETON ENGINEERING, INC.
=
Job #96-174-P
2450 Vineyard Avenue, #102
Escondido, California 92029-1229
November 15, 1996
Phone (619) 743-1214
Fax (619) 739-0343
Mr. Luke Rhee .'@'
2844 Unicornio Street . . II \\,' \':;\
Carlsbad, California 92009 \ôl ~ \jD \S, \J ~ ,~
Geotechnical Engineering Grading Plan Review, \S\). 10'4 ~O fðca'ò Cf:,S
1122 Via Di Felicita, Encinitas, California i\\ÑG Sf:,~~~s
Drawina No. 4825-G. Parcel 1 of P.M, 2574. APN 264-~or f:,ÑC\Ñ\
We have received and reviewed the project grading plan prepared by The Sea Bright
Company for the above referenced site. Based on our review and from a geotechnical
engineering point of view, the project grading plan is in substantial compliance with our
reports, Job #96-174-P, entitled "Preliminary Soils and Geotechnical Investigation," dated
May 30, 1996, and "Interior Slab Recommendations for Proposed Residence," dated
August 22,1996. The following recommendations, in our opinion, are also appropriate and
should be incorporated into the final plans and implemented during the construction phase,
wherever applicable.
1, Provide drawing scale for the Section B-B.
2, Please indicate the minimum seven foot foundation set back requirements on
Section B-B for the southern retaining wall. The minimum seven feet or one-third
of the slope height (whichever is more) also applies to the southeast corner of the
building.
/'
3. Section B-B indicates that a "sliver fill" soils will be placed to cover the slope side of
the southern retaining wall. It is our experience that this type of cover will perform
poorly. It is our suggestion that alternative architecturaillandscaping cover be
considered for the slope side of the southern wall.
z::
r
",'1 -;
i>~;.>t:
4. An adequate backdrainage system is important for performance of the northern and
southern retaining walls. Please refer to Plate 7 of our report dated May 30, 1996
for detail recommendations.
5. The northern retaining wall will be constructed at the toe of 2: 1 ascending slope.
An active pressure of 93 pcf (EFP) should be used for the design of the cantilever
unrestrained walls with 2: 1 slopina backfill.
6, Based on our review the proposed driveway will be constructed at 20% gradient.
The minimum pavement structural section of three inches AC over six inches AB
provided in our report dated May 30, 1996 is for cost estimating purposes and was
intended for less than 10% gradient maximum. Construction of 20% gradient
~ -
Mr. Luke Rhee
November 15, 1996
Page 2
driveways based on the requirements of less than 10% gradient structural sections
can result in periodic repairs and heavy maintenance costs.
We recommend a minimum of six inches thick PCC over six inches of 95%
compacted Caltrans Class II base over 12 inches of 95% compacted subgrade for
driveways with 20% gradients. The PCC pavement should also be provided with
minimum #4 bars at 18 inches on centers both ways, placed two inches below the
top of the slab, Provide contraction joints consisting of saw cuts spaced 10 feet (not
to exceed 12 feet maximum) on the center each way within 72 hours of concrete
pour. The saw cuts should be a minimum depth of three-quarter inches but must not
exceed 1 %-inches deep.
7. Our review further indicates that the driveway drainage control may not be adequate.
Due to steep gradient of the driveway, appropriate control of surface runoff and
drainage, in our opinion, is essential for proper performance of the driveway.
Additionally, sever erosion on either side of the driveway and the lower gravel road
can be expected in the event surface runoff is not properly controlled and
appropriate drainage facilities are not provided.
If you have any questions or need clarification, please do not hesitate to contact this office.
Reference to our Job #96-174-P will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you,
VINJE & MIDDLETON ENGINEERING, INC.
Ralph M. Vinje
GE #863 ~.,.' .
<-
ffZ47Á '~fr
ehdi Sharíat
RCE #46174
RMV/MS/mmd
Distribution: Addressee (1)
Sea Bright (3)
mmd\misc\96-174-p.gpr
VINJE & MIDDLETON ENGINEERING, INC, 2450 Vineyard Avenue, ¡H02, Escondida, California 92029-1229 . Phone (619) 743-1214 . Fax (619) 739-0343
SOIL TESTING
PERC TEST
SOIL INVESTIGATIONS
GEOTECHNICAL INVESTIGATIONS