HomeMy WebLinkAboutCDP 03-12; ADAMS STREET SFR NORTH; AS-GRADED COMPACTION REPORT AND FOUNDATION RECOMMENDATIONS; 2006-04-25c'ro II'
ON ENGINEERING, INC.
S. 2450 Vineyard Avenue
Escondido, California 92029-1229
Phon (760) 743-1214
S Fax (760) 739-0343
Job #05-4227F
April25, 2006
Kirk Patrick Development, LLC
Attention: Mr. TyRossmann .
O2 .Z 1i*rp7 fl,11lyQr/l _, .5, ,., iY1JIu._1 V 4L .1 - -
. S •• S S
Hermosa Beach, California.90254
AS-GRADED COMPACTION REPORT AND FOUNDATION RECOMMENDATIONS FOR
PROPOSED SINGLE FAMILY RESIDENCE LOCATED AT PARK DRIVE, CITY OF
CARLSBAD DRAWING #423-8A, PROJECT #CDP 03-12 4,475
In accordance with the Grading Ordmance for the City of Carlsbad, this as-graded compaction report
has been prepared for the above referenced project We have completed engineering observation and
testing services ii conjunction with the grading operations f6r the building pad and retaining driveway. S
retaining wall backfllls This report summarizes the results of our tests and observations of the
S compacted fill. The compacted fill in the subject area was placed periodically' from October 7, 2005
through March 31, 2006 Actual dates are shown on the enclosed compaction test result sheets
I. REFERENCES, - .
S
,
,• S ' . 5
The following listed grading plan and document was used by this office as part of this project
A Grading Plan prepared by The Mapsmith
B. "Preliminary Geotechnical Investigation" report, prepared by this office, dated February '11,
2002, Job #02-108.-P. ,
S
,
S
•. • S
II GRADING INFORMATION/GROUND PREPARATION
'Prior to grading operations, the site within the limits of the grading operations for the construction
of a building pad was cleared of vegetation All questionable loose and compressible soils were also
removed from the areas receiving fill Adequate keys or benches were constructed a minimum of 2-
feet into firm, undisturbed natural ground or formational soils prior to fill placement
The building area is a split level "cut" pad with a difference of 10-feet from the upper and lower
levels After "plan" grades were achieved, it was found that the upper level still had soft compressible
As-Graded Compaction Report, Residential Development Page 2
Park Drive, Carlsbad April 25, 2006
soils which were removed and re-compacted. The added depth of 10-feet for the lower portion,
removed all loose compressible soils. The perimeter footings for the upper portion (Elevation 79.0)
will be founded in fill, with the westerly portion being tied to the upper portion of the basement or
lower level retained/restrained wall. Differential settlement is not expected to be a factor due to the
wall separating the upper and lower portions.
Site preparation and grading were conducted in substantial conformance with Appendix Chapter 33,
latest edition of the California Building Code, the Grading Ordinance for the City of Carlsbad and our
above listed preliminary geotechnical'report. 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 provided grading plan, and are acceptable for their
intended use.
ifi. FILL PLACEMENT
Fill was placed in 6 to 8-inch lifts and compacted by means of heavy construction equipment. Field
density tests were performed in accordance with ASTM Method D-1556 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 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. Elevations and locations of field density tests
were determined by hand level and pacing/tape measure relative to field staking done by others.
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.
If the building pad should undergo any prolonged seasonal wetting and drying periods prior to
construction, remedial grading could be required depending on the site soil characteristics. Depths
of removal and re-compact can best be determined just prior to construction by appropriate inspection
and testing.
IV. SITE CORROSION ASSESSMENT
A site is considered to be corrosive to foundation elements, walls and drainage structures if one or
more of the following conditions exists:
* pH. is less than 5.5.
* Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight).
VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue • Escondido, California 92029-1229 • Phone (760) 743-1214
As-Graded Compaction Report, Residential Development Page 3
Park Drive, Carlsbad April 25, 2006
* Chloride concentration is greater than or equal to 500 ppm (0.05% by weight).
For structural elements, the minimum resistivity of soil (or water) indicates the relative quantity of
soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water)
less than 1000 ohm-cm indicates the presence of high quantities of soluble salts and a higher
propensity for corrosion.
V. APPROPRIATE LABORATORY TESTS
Maximum Dry Density Optimum Moisture Tests: 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. V
Expansion Tests: Expansion tests were conduct ed per 200l UBC Standard Procedure 18-2
on representative samples of the on site soils during the preliminary investigative phase of the project in order to determine the expansion potential and to provide appropriate
foundation recommendations. As no new soils were encountered during the grading
operations, no additional testing was conducted.
Direct Shear Tests: Direct shear tests were conducted on representative samples of the on
site soils during the preliminary investigative phase of the project in order to determine the
allowable bearing capacity and to provide retaining Vwall design parameters. As no new soils
were encountered during the grading operations, no additional testing was conducted.
Corrosion Testing: pH-Resistivity and sulfate testing were determined in accordance with
California Test Method 643 and 417 respectively on a representative sample of the finish
grade soils in the building pad area in order to determine the corrosiveness of the soil.
VI. RECOMMENDATIONS
THIS REPORT SHOULD BE CONSIDERED AS A PART OF THE PROJECT FOUNDATION PLANS AND MUST BE PROVIDED TO THE PROJECT ARCHITECT/STRUCTURAL ENGINEER TO ENSURE THE FOLLOWING FOUNDATION RECOMMENDATIONS ARE INCLUDED IN THOSE PLANS**:
The following minimum foundation recommendations for very low expansive (Expansion Index
less than 21) bearing soils, classified using the "Unified Soil Classification System" or "USCS"
as SM, with minimal indicated fill differential depth from our "Preliminary Geotechnical
Investigation" report should be adhered to, and 'incorporated into the foundation plans.
Foundation plans and details may be submitted to our office for review, to insure conformance
VINJE & M1DDLETON ENGINEERING, INC. • 2450 Vineyard Avenue Escondido, California 92029-1229 • Phone (760) 743-1214
As-Graded Compaction Report, Residential Development Page 4
Park Drive, Carlsbad April 25, 2006
with our recommendations Please note (* *) items fo'r're*ise& recommendations since the
issuance-of our referenced preliminary geotechmcal report
A Foundations, Monolithic Pour System
Conventional shallow foundations with stem walls and slab-on-grade floors, or slab-on-
ground with turned-down footings
1 Contmuous strip stem wall foundations and turned-down footmgs should be a minimum
of 15 inches wide by 18-inches deep one and two story structures respectively Spread
pad footings should be at least .24-inches square and 12-mches deep, for one and two
story structures Minimum depths are measured from the lowest adjacent ground surface,
not including the sand under the slab Exterior continuous foundations or turned-down
footings should enclose the entire building perimeter, to include the garage entryway
2 Contmuous mtenor and exterior stem wall foundations should be reinforced with a
minimum of four #4 reinforcing bars.,Place two bars 37in6hes below the top of the stem,
and two bars 3-inches above the bottom of the foôtmg Turned-down footings should
be reinforced with a minimum of two #4 bars top and two #4 bars at the bottom
Reinforcement for spread pad footings should be designed by the project structural
engineer.
3 Foundations where the surface of the ground slopes more m than 1-unit vertical 10-units
horizontal (lO% slope), shall be level or shall be stepped so that both top and bottom of
such foundation are level Individual steps in continuous footings shall not exceed 18-
inches in height and the slope of a series of such steps shall not exceed 1-unit vertical to
2-units horizontal (50%) unless otherwise specified The steps shall be detailed on the
structural drawings The local effects due to the discontmuity of the steps shall also be
considered m the design of foundations as appropriate and applicable
4 Open or backiilled trenches parallel with a footing shall not be below a plane having a
downward slope of 1 unit vertical to 2 units horizontal (5 0%) from a line 9-inches above the bottom edge of the footing,- and not.closer than 184inches from the face of such
footing.
5 Where pipes cross under footings, the footings shall be specially designed Pipe sleeves
shall be provided where pipes cross through footings or footing walls and sleeve
clearances shall provide for possible footing settlement, but not less than 1-inch all
around the pipe
5 • -.•'
S S
S
VINJE & MIDDLTON ENGINEERING) INC. • 2450 Vineyard Avenue,- Escondido, California 92029-I229 Phone (760) 743-1214
As-Graded Compaction Report, Residential Development Page 5
iW Park Drive, Carlsbad April 25, 2006
** 6. All interior slabs should 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 well performing
moisturelvapor retardant (10-mil or greater) must be placed midheight in the sand.
Joints in the moisture/vapor 'retardant should be overlapped a minimum of 12-inches.
7. Provide re-entrant (±270° corners) reinforcement for all interior slabs as generally shown
on the enclosed "Isolation Joints and Re-Entrant Corner Reinforcement" detail. Re-
entrant corners will depend on slab geometry and/or interior column locations.
8 Provide "soft-cut" contraction/control Joints consisting of sawcuts spaced 10-feet on
center maximum each way for all interior slabs. Cut as soon as the slab will support the
weight of the saw, and operate without disturbing the final finish, which is normally
'within 2-hours after final finish at each control'joint location, or when the compressive
strength reaches .150 to 800 psi.. The "soft-cut" must be a minimum of 1 -inch in depth
and must not exceed 1%-inch in depth or the reinforcing may be damaged. Anti-ravel
skid plates should be used and replaced with each blade to avoid spalling and raveling.
'Avoid wheeled equipment across cuts for at least 24-hours..
B. Corrosiveness
1'. Laboratory test results indicate that the minimum resistivity is greater than 1000 ohm-cm
suggesting the presence of low quantities of soluble salts.
Test results show that the chloride concentration is less than 500 ppm, and the pH is
greater than 5.5.
Based on the results of the available corrosion analyses, the project site is considered
non-corrosive.
The project site is not lOcated within 1000-feet of salt or brackish water.
2. Based upon the result of the sulfate test, the amount of water soluble sulfate (SO4) was
'found to be 0.'001 percent by weight which is considered negligible ccording to the,
California Building Code Table No 19-A-4 Portland cement Type II may be used
C Paving and Concrete Improvements Not Within The Public or Private Street Right of Way . ' , ' '. • , '
1. Exterior flatwork adjacent to buildings must be a minimum of 4-inches in thickness
-
reinforced with 6x6/10x10 welded wire mesh carefully placed 2-inches below the top of,
VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue Escondido, California 92029-1229 'Phone (760) 743-1214
As-Graded Compaction Report, Residential Development Page 6
Park Drive, Carlsbad April 25, 2006
the slab Provide 'too1 joint" or "soft cut" contraction/control joints spaced 10-feet on
center (not to exceed 12-feet maximum) each way within 24-hours of concrete pour. The
construction procedures for sawcuts (if used) are descnbed in Item #A-8 above
2 Concrete driveways and parking areas should consist of 5-inch thick concrete reinforced
with #3 reinforcing bars spaced 18-in6hes on center each way placed 2-inches below the
top of the slab The concrete should be placed over 6-inches subgrade compacted to a
mimmumof90%ofASTM 1557-91
Where longitudinal grades' exceed 15%, provide a minimum of 8-inch wide by 8-inch
deep shear anchors dug perpendicular to the driveway, longitudinal profile into the
approved subgrade at 25-foot interval maximum.
Provide "tool joint" or "soft cut" contraction/control Joints spaced 104eet on center not
to exceed 12-feet maximum) each way within 24-hours of concrete pour. The
construction procedures for sawcuts (if used) are descnbed in Item #A-8 above
** 3 Asphalt concrete (AC) driveways and parking areas should consist of 3-inches AC over
6-inches Caltrans Class 2 aggregate base compacted to a minimum of 95% over 6-inches
subgrade compacted to a minimum of 90% of ASTM 1557-91 Where longitudinal
grades exceed 10%, 'A-inch asphalt should be added to the design asphalt thickness for
each 2% increase in grade or portion thereof
4 Sub and basegrade soils should not be allowed to dry out or become saturated prior to
placement of concrete or asphalt Subgrade and basZeades oils shall be tested forproper
moisture and comptction levels just prior to placet of the improvements
5 Proper, drainage must be maintained at all times so that no water from any source is
allowed to infiltrate the sub or basegrade soils, or deterioration of the improvements may.
:. occur. S
D Inspections '
1 If required by the governing agency, this office should be notified to inspect or test the
following prior to foundation concrete pours
Inspect the plumbing trenches beneath slabs after the pipes are laid and prior to
backfiThng
Test the plumbing trenches beneath slabs for minimum compaction requirements prior
to sand and moisture bamer placement
'-
- .- ..
VINJE & MIDDLETON ENGINEERING INC 2450 Vineyard Avenue Escondido California 92029 1229 • Phone (760) 743 1214
As-Graded Compaction Report, Residential Development Page 8
Park Drive, !Carlsbad April 25, 2006
a safety factor of 2 0 may be considered if sensitive structures or improvements are
planned near or adjacent to the top of the wall
2 When combining passive and frictional resistance, the passive component should be
reduced by one-third
3 The allowable soil bearing pressure provided herein was determined for footings having
a minimum width of 15-inches and a minimum depth of 18-inches below the lowest
adjacent ground surface This value may be increased 20% for each additional foot of
depth, and 20% for each additional foot of width to a maximum of 3,500 psf, if needed
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
4 The lateral bearing earth pressures may be increased by the amount of the designated
value for each additional foot of depth to a maximum of 1,500 pounds per square foot
F General Recommendations
1 The minimum steel reinforcement provided herein is based on soil charactenstics only,
and is not intended to be m lieu of remforcenent necessary for structural considerations
2 Recommendations for a swimming pool/spa are not within the scope of this report If a
swimming pool/spa and associated structures are to be constructed, this office should be
contacted in order to provide site specific recommendations prior to beginning any
excavations
3 All retaining walls should be provided with a drain along the backside as generally shown
on the enclosed "Retaining Wall Drain" detail Specific drainage provisions behind
retaining wall structures must be inspected by this office prior to backfllhng the
wall All backfill soils must be compacted to a minimum of 901/6 of the
correspondmg maximum dry density, ASTM 1557-91
4 All underg'round utility trenches beneath mtenor and extenor. slabs 12-inches or more in
depth shall be compacted by mechanical means to a minimum of 90% of the maximum
dry density of the soil, unless otherwise specified Care should be taken not to crush the
utilities or pipes during the compaction of the trench backfill No flooding or jetting of
the back fill is allowed
5 The planting of large trees behind any retaining wall will adversely, affect their performance and should be avoided
VINJE & MIDDLETON ENGFNEERING INC 2450 Vineyard Avenue Escondido California 92029-1229 Phone (760) 743-1214 -
. . .. . . . . ..-.
As-Graded Compaction Report, Residential Development Page 9
OF Park Drive, Carlsbad
. April 25, 2006
Seismic Coefficients
The following site specific seismic parameters for the above referenced project were
determined in accordance with the latest edition of the California Building Code
requirements. The following parameters are consistent with the indicated project seismic
environment and may be utilized for project design work.
Site Soil
Profile
Type
Seismic
Zone
Seismic
Zone
Factor
Seismic
Source
Type
Seismic Response Coefficients
Na Nv Ca Cv Ts To
Sc 4 0.4 B 1.0 1.1 0.40 0.60 0.600 0.120
According to Chapter 16, Division IV and V. latest edition of the California Building Code
Liquefaction and seismically induced settlements will not be factors inthe development of
the proposed structures and improvements.
Setbacks
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. Reinforcement for deepened footings should be provided by
the project structural engineer and detailed on the approved foundation plans.
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 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" corners (±270
degree corners)and curing practices during and after concrete pour in order to further minimize
shrinkage cracks. .
VINJE & MIDDLETON ENGINEERING, INC. 0 2450 Vineyard Avenue' Escondido, California 92029-1229 • Phone (760) 743-1214
As-Graded Compaction Report, Residential Development Page 10
.Park Drive, Carlsbad V April 25, 2006
I., 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 unpianted
will bersubject to erosion. The irrigation system should be installed in accordance with
the governing agencies. V
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. V
V
J. Drainage V
V V
V V
1. 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
V V - from proposed structures in accordance with the designed drainage patterns shown on
the approved plans. V V
V
V 2. A minimum of 2% gradient should be maintained away from all foundations. Roof
V gutters and downspouts should be installed on the building, all discharge from
V
-downspouts should be led away from the foundations and slab to a suitable location.
V
V Installation of area drains in the yards should also be considered.
V V
3. Planter areas adjacent to foundations should be provided with damp/water. proofing, V using an impermeable liner against the footings, and a subdrainage system within the
V planter area. V
V V
4 It should be noted that shallow groundwater conditions may still develop in areas
V
V
V where no such conditions existed prior to site development. This can be
V contributed to by substantial increases of surface water infiltration resulting from
landscape irrigation which was not present before the development of the site. It V
V is almost impossible to absolutely prevent the possibility of shallow groundwater
on the entire site. Therefore, we recommend that shallow groundwater conditions
V be remedied if and when they develop.
VIIIJE& MIDDLETON ENGINEERING, INC • 2450 Vineyard Avenue Escondido, C1ifornia 92029-1229 • Phone (760) 743-1214 V
As-Graded Compaction Report, Residential Development Page 11
Park Drive, Carlsbad April 25, 2006
5. 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.
VII. 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.
Where present, clayey deposits are subjected to continued swelling and shrinkage upon wetting and
drying. Maintaining a uniform moisture during the post construction periods is essential in the future
performance of the site structures and improvements.
The property owner(s) should be aware of the development of cracks in all concrete surfaces such
as floor slabs and exterior stucco associated with normal concrete shrinkage during the curing
process. The features depend chiefly upon the condition of concrete and weather conditions at the
tome of construction and do not reflect detrimental ground movement. Hairline stucco cracks will
often develop at windows/door corners, and floor surface cracks up to ¼-inch wide in 20 lineal feet
may develop as a result of normal concrete shrinkage (according to the American Concrete Institute).
The amount ofshrinkage 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:
Use the stiffest mix that can be handled and consolidated satisfactorily.
Use the largest maximum size of aggregate that is practical, for example concrete made with
~-inch maximum size aggregate usually requires about .40-pounds (nearly 5 gallons) more
water per cubic yard than concrete with 1-inch aggregate.
Cure the concrete as long as practical.
The amount of slab reinforcement provided for éonventional slab-on-grade construction
considers that good quality concrete materials, proportioning; craftsmanship, and control tests
where appropriate and applicable are provided.
VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue • Escondido, California 92029-1229 • Phone (760) 743-1214
) c
4 4 - -S •55 S__S. •_-S 1% 5- '•5 5
-'- -••.•,)_' - i•,.•_• t S .'. ,,, S
As-Graded Compaction Report, Residential Development Page 12
AM Park Drive, Carlsbad April 25, 2006
This office is to be notified no later than 2 p m on the dayfo bere any of the followm
%operations begm to schedule appropnate testmg and/or inspections
*
A Fill placed under any conditions 12-mches or more in depth, to include-
1 Buildmgpads
2 Street imrovements, sidewalks, curbs and gutters
3 Utility trench backflhls
4 Retaining wall backfills /
5 The spreading or placement of soil obtained from any excavation (spoils from footings,
underground utilities, swimming pools, etc) /
B J4p4'ection and testing of subgrade and basegrade beneath driveways, patios, sidewalks, etc,
prior to placement of pavement or concrete
,
C Moiture testing
D Geotechmcal foundation inspections, if required by the governing agency
2 E Any operation not included herein which requires our testing, observation, or inspection for
certification to the appropriate agencies
VIII LIMITATIONS -
Our descnption of grading operations, as well as observations and testing services herein, have been
limited to those grding operations performed periodically from October 7, 2005 through.;' March 31, 2006 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.-
This report is issued 'iith the understanding that the owner or his representative is respnsib1e to
ensure that the mformation and recommendations are provided to the prJect architect/structural
- engineer so that they can be incorporated into the plans Necessary steps shall be taken to ensure that
14 the project ge1.ner.1- contractor and subcontractors carry out such recommendations during
construction
The project soil ngineer should be provided the opportunity for a general ieview othe projects final
design plans and specifications in order to ens.ire that the recommendations provided m this report
54 55
S
5' 4 .. - '5- •5•__ 5- -- S S S,• 5- - ..
5 .4
\JNJE & MIDDLETON ENGINEERING INC 2450 Vineyard Avcnue Escondido California 92029 1229 Phone (760) 743 1214
VINJb & MIDDLETON ENGINEERING INC 2450 Vineyard Avenuc Escondido California 92029 1229 hone (760)743 1214
I
JOB NO 05-4224
NAME Kirk Patrick Development, LLC
LOCATION Park Drive, Carlsbad
4c75
TEST RESULTS
Maximum Dry Density/Optimum Moisture Content, ASTM 1557
Soil Type I Brown Silty Sand With Trace Clay (Fill)**
Maximum Dry Density 132 3 pcf
Optimum Moisture 11 3%
Soil Type 2 Tan Fine to' Coarse Sand (Bedrock)**
- Maximum Dry Density 125 5 pcf
Optimum Moisture -11.5% ..
Soil The 3 Red Brown Fme to Medium Sand (Fill/Terrace Deposit)**
Maximum Dry Density:1314pcf
Optimum Moisture 10.3%
Soil Type 5 Dark Brown Silty Sand
Maximum Dry Density 1282 pcf
Optimum Moisture 10 9%
Field bensitj Test Results Residential Pad and Retaining Wall Backfllls
El or Field Max
Ht.Of % Dry Dry % Date Test Fill In Field Density Density Relative
-.20O5- ;r. Location .Et. Moisture, ,.. Pcf;,:. Pcf. COmp. ': Comiiient ;
10/07 1 Lower Driveway, Easterly End, R&R 35 0 12 2 120.5: 132 3 911.,1,- Bottom at El 33 0 -
10/07 2 Lower Driveway, Southerly Wall, R&R Footmg Area +2 11 6 10.9.., -1323 8'8.3 Test Failed, El 32 7 to lop Dram
10/07 3 - Lower Driveway, Southerly Wall, FA" 'V6 Footmg Area +2 11 5 116 6 131 4 887 lest Failed El 32.0 to lop Dram
10/07 4 Lower Driveway, Southerly Wall, R&R Footmg Area +2 11 9 118 3 131 4 90.0 Retest #2 and #3
10/07 5 Lower Driveway 34 5 11 3 -121.3 1314 .92.3 .
10/07 6 Lower Driveway 33 0 122 1144 131 4 87 1 Bottom at El 32'.6'
10/07 7 Lower Driveway —.334, 11 8 119 0 131 4 --'90.5 Retest #6
10/07 8., Lower Driveway 340 102 1196 1314 910
'10/1.1 9. ). ;'•' ..... Lower Driveway. . '.. . .
.
32.0 .
--.
13.0 122.0 131.4 92.8 ..
. -. Bottomat.El; 30.0
I'
p -
-
... - . . . . r . . : ' ' ,. - .., - .-. ,,
•,; . . , ..- -. . . .--
pH and Resistivity Test :'.,A, pH/pH and resistivity tets was performed on a representative sample of the near finish soils used in the grading of the buildmg pad using " Method for Estimating the Service Life of Steel Culverts," in accordance with Califorma Test Method CTM 643 The result is presented below
- Years to Perforation of Steel Culverts
. . . - . Aft .
RETAINING WALL DRAIN DETAIL
- Typical - no scale
drainoge - ft
ft ft
Granular, non-expansive / ft
backfill Compacted / A ft
Waterprofing
ft
i•ç7"
.4
-
*77
ft 4' - Filter Material Crushed rock (wrapped in
ft filter"fabric) or Class 2 Permeable Material
Perforated drain pipe (see secifièotions-below)
-
UNIKUUTIUN :SPEcIFIGATIONS - .2
1 Provide granular non-expansive backfill soil in1 1 gradient wedge behind wall Compact backfill t'o minimum 9
17
0% of laboratory starfdard
ft )
2 Provide 6kk drainage for wall to prevent build up of hydrostatic prssures Use drainage openings along base of wall or back
drain ystem 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 %4 - 1% crushed gravel fitter wrapped iii 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 laboratoiy standard
4 c Seal back of wall with waterproofing in accordance with architecrs secffications
4' 4.
/ 5 Provide positive drainage to disallow ponding of water above wall Lined drainage ditch to
minimum 2% flow away fromwall is recommended
* Use 14 cubic foot per foot with granular backfill sod and 4 cubic foot p:r foot if expansive bckfill soil is used
VINJE&MIDDLETON ENGINEERING, Uti.
ft I
.4 4.
ft. ft ft
F ft ft
ft..
- PLATE #1
..
C I ft
I a .. ft ft ft
ft.
/ '.ft -.... ..
l:: •'I
- .--*' -.-