HomeMy WebLinkAboutRP 15-16; 4 + 1 LUXURY LIVING; SITE INSPECTION- PROPOSED COMMERCIAL BUILDING SITE; 2020-07-02July 2, 2020
Dr. Bruce Sahba
First BMS Properties, LLC
1010 Pearl Street #12
La Jolla, California 92037
SUBJECT: File No. 1106E5A-16
SITE INSPECTION -Updated
Original Report dated July 7, 2016
Proposed Commercial Building Site
3050 Madison Street
City of Carlsbad
References: International Building Code 2018
California Building Code 2019
ASCE-7-16
A CI 319 -Current Addition
Dear Dr. Sahba:
SCOPE
P.O. Box 1195
Lakeside, California
92040
(619) 443-0060
In accordance with your request, a Site Inspection has been performed at the subject site. The
purpose of this investigation was to examine existing site conditions and provide engineering
recommendations for the proposed 3 story mixed use structure with below grade parking.
There is one retail space on the first floor and 4 residential units above. The parking and the
retail area are slab on grade construction.
FIELD INSPECTION
In order to accomplish this purpose, a representative of this firm visited the site, reviewed the
topography and site conditions and visually and textually classified the surface and near
surface soils. Representative samples of the on-site soils were obtained from a test
exploration approximately 10 feet in depth and tested for density, shear strength and
expansive characteristics.
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Dr. Bruce Sahba File No. l 106E5A-16 July 2, 2020
VICINITY MAP
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Dr. Bruce Sahba File No. 1106E5A-16 July 2, 2020
SITE CONDITIONS
The subject site is located on east side of Madison Street. The property is relatively level with
a 2 to 3 degree slope from east to west. The site is currently occupied by a commercial
structure with a 2 foot high retaining wall along the front. The existing structure will be
removed to make way for the proposed development. Adjacent properties are commercial
and residential. Manmade fill soils were encountered to a depth of 12 to 18 inches and loose
native soils to depth of 2 feet during the course of our inspection.
SITE EROSION CONTROL
During the construction, surface water should be controlled via berms, gravel bags and/or
sandbags, silt fence, straw wattles, siltation basins, while maintaining positive surface
grades or other methods to avoid damage to the finish work or adjoining properties. All
site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite
sediment tracking. Best management Practices (BMP's) must be used to protect storm
drains and minimize pollution. The contractor should take measures to prevent erosion of
graded areas until such time as permanent drainage and erosion control measures have been
installed. After completion of grading, all excavated surfaces should exhibit positive
drainage and eliminate areas where water might pond.
SOIL CONDITIONS
Soils encountered in the test explorations were fill soils consisting of firm, grey, silty fine
sands (base material) with filter fabric to approximately 10 inches in depth. These surface
soils were underlain by native soils consisting of firm to medium dense, light red brown with
pockets of grey, silty, sands with a light clay binder to the bottom of the excavations
approximately 10 feet in depth. These native soils became denser with depth.
The soils we encountered were not considered to be detrimentally expansive with respect to
change in volume with change in moisture content.
REGIONAL GEOLOGY
The exploratory trench exposed 10 feet of sediments consisting of a thin layer of fill
overlying horizontally-bedded Quaternary marine terrace deposits. The terrace deposits
consist of light orange-brown, medium dense to dense silty to clayey sandstone (Unit Qtl
of Tan and Kennedy, 1996) correlated with the Bay Point Formation of San Diego.
Fracturing and jointing are generally not common in these relatively young sediments and
where such features are present they are typically widely spaced and near vertical.
Adversely oriented :fractures and/or jointing if encountered in temporary excavations for
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Dr. Bruce Sahba File No. l 106E5A-16 July 2, 2020
basement walls will either be properly supported by shoring or the excavations will be
sloped at a maximum inclination of 1.0 horizontal to 1.0 vertical.
Reference to the geologic map of the Carlsbad area by Tan and Kennedy (1996) and the
Fault Activity Map of California (Jennings, 1994) indicates that the closest mapped active
fault to the site is a strand of the northwesterly-striking Rose Canyon-Newport Inglewood
Fault Zone that lies offshore approximately 2.5 miles to the west. No other significant
faults are known to exist within 10 miles of the site (Tan and Kennedy, 1996).
LIQUEFACTION AND TSUNAMI POTENTIAL
The marine terrace deposits are relatively dense and moderately cemented. Such soils are
not considered susceptible to seismically induced liquefaction. Additionally, these
deposits are underlain by well-cemented Eocene bedrock on the order of 30 feet below the
ground surface (Tan & Kennedy, 1996).
The site is located approximately ½ mile inland from the ocean and the same distance
south of Buena Vista lagoon in an area that according to the Tsunami Inundation map of
the Oceanside and San Luis Rey Quadrangles (California Emergency Management
Agency, California Geologic Survey, & Univ. of Southern California, 2009) is not subject
to tsunami (Figure 1 ).
CONCLUSIONS AND RECOMMENDATIONS
We conclude that the proposed development of the site is feasible from a geotechnical
standpoint provided the recommendations in this report are incorporated into the design and
construction of the project.
GRADING
1. The proposed grading is the excavation for the below grade parking and the
preparation for the concrete slab on grade. The native soils should be scarified to a
depth of 12 inches and recompacted in 6 inch loose lifts.
2. The existing fill soils and compressible native are not suitable for supporting the
proposed structure. In addition, removal of footings, slabs, irrigation lines, etc. will
further loosen the soil. We anticipate that these soils will be removed during the
excavation of the basement parking.
If any fill or loose soils remain, in order to provide uniform support for the
proposed structures, footings for the proposed structures must extend through any
loose soils a minimum of 12 inches into firm natural ground. Anticipated footing
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Dr. Bruce Sahba File No. 1106E5A-16 July 2, 2020
depth is approximately 24 inches for the proposed structures. Footing excavations
should be inspected by a representative of this firm prior to placement of forms and
reinforcing steel to ensure proper depth has been achieved and that all footings are
founded a minimum of 12 inches into firm natural ground. Loose soils should be
removed from excavations prior to our inspection. This foundation depth is based
upon the soil values only and does not take into consideration the structural
requirements. For slab on grade construction, the slab recommendations presented in
#11 below must be adhered to.
3. Utility trench backfill beneath structures, pavements and hardscape should be a SE 30
soil or less and compacted to a minimum of 90% relative compaction. The upper 12
inches of sub grade beneath slabs and paved areas should be compacted to at least 95%
relative compaction. Any organic or other deleterious material that may be
encountered should be removed prior to recompaction.
4. All graded fill slopes should be graded to a maximum of a 2:1 gradient. Graded cut
slopes will be stable at a 1.5:1 gradient.
FOUNDATIONS
5. Representative samples of the foundation soils were remolded to 90% of maximum
dry density. Based on the following test results, a safe allowable bearing value of
at least 2000 pounds per square foot may be used in designing the foundations and
slab for the proposed structure. This value may be increased by one third for wind
and/or seismic loading. This value may be increased by 20 percent for each
additional foot of depth and or width to a maximum of 3 times the designated
value.
6. The seismic parameters for the site coordinates 33.16029°N, 117.34622°W for
assumed Site Class D, Risk Category II and Seismic Design Category D are as
follows:
Ss = 1.150 g
S1 = 0.441 g
Sms = 1.196 g
Sm1 = 0.688 g
Scts = 0.797 g
Sct1 = 0.458 g
7. Conventional spread footings founded a minimum of 12 inches below lowest adjacent
grade into the native sandstone and having a width determined by the allowable soil
bearing value as detailed above are recommended for foundation support. Footing
widths should be at least 12 inches for continuous footings and 24 inches for square
footings due to practical considerations as well as Building Code requirements. These
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Dr. Bruce Sahba File No. 1106E5A-16 July 2, 2020
recommendations are based upon the soil type encountered and do not take into
consideration the proposed bearing load.
8. Reinforcing in footings should consist of at least one #4 steel bar placed continuously
in the top and bottom of continuous footings regardless of structural requirements.
Reinforcing for isolated footings is dictated by the structural requirements. These
recommendations are based upon on the soil type encountered and do not take into
consideration the proposed bearing load. Footings deeper than 24 inches should have
an additional #4 steel bar for each additional foot of depth.
9. The estimated maximum values for the Total Settlement are 1 inch and for the
Differential Settlement is l /2 inch.
10. For concrete consideration for durability, the maximum water-cementitious
material ratio, by mass: 0.45. The Minimum design compressive strength, Type V
Cement, MPa (psi): 28 (4500). The type(s) of concrete specified and used should be
determined by the Structural Engineer.
11. For Concrete Slab-On-Grade, SOG, it should be designed by the project's structural
engineer based on anticipated loading conditions. We recommend that
conventional reinforced concrete SOG for this project be founded on 4 inches of
Class II Virgin Aggregate Base (with approximately 2% +/-over optimum moisture
content and 90% compaction, relative to the lab maximum dry density, ASTM D
1557), overlying a 12 inch thick zone of adequately placed and compacted
structural fill. We recommend that a moisture barrier be provided by a membrane,
visqueen 15 mils in minimum thickness or equivalent, be placed at top of well
compacted Class II Aggregate Base, then covered with 2 inches of moist clean sand
having a minimum sand equivalent of 30 when tested in accordance with the
American Society of Testing and Materials test method 'ASTM Dl555 or as an
alternative the updated ACI standard recommends that a moisture barrier of 15 mils
in minimum thickness or equivalent, be placed at top of well compacted Class II
Aggregate Base without the 2 inches of sand between the moisture barrier and the
concrete.
Floor slabs for the retail space, as a minimum, should be 5 inches thick with #4
reinforcing steel at 16" on-center each way. Reinforcement should be placed at
mid-height of the slab. The final slab thickness and reinforcement should be
determined by the structural design engineer. Control joints should be provided in
accordance with the recommendations of the structural design engineer.
For the slab recommendations for the parking garage, see the section on exterior
concrete, parking and driveway below.
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Dr. Bruce Sahba File No. l 106E5A-16 July 2, 2020
RETAINING WALLS
12. Resistance to horizontal movement may be provided by allowable soil passive
pressure and/or coefficient of friction of concrete to soil. The allowable passive
pressure may be assumed to be 300 psf at the surface and increasing at the rate of 200
psf per foot of depth. These pressures assume a frictionless vertical element, no
surcharge and level adjacent grade. If these assumptions are incorrect, we should be
contacted for values that reflect the true conditions. The values are for static
conditions and may be increased 1/3 for wind and/or seismic loading. The coefficient
of friction of concrete to soil may be safely assumed to be 0.4.
13. Active pressures for the design of unrestrained, cantilevered, individually supported
retaining walls, capable of slight movement away from load may be considered to
be equivalent to the pressures developed by a fluid with a density of 35 pcf. This
value assumes a vertical, smooth wall and level drained backfill. We should be
contacted for new pressures if these assumptions are incorrect. Restrained walls,
incapable of movement away from load without damage such as basement walls,
should be designed for the additional equivalent fluid of 28 pcf applied triangularly
for cohesionless type soils and trapezoidally for cohesive type soils.
14. Temporary slopes for the B Soil Type may be 4 feet vertical and 1 :1 gradient are
suitable. All benched excavations 20 feet or less in depth shall have a maximum
allowable slope of 1: 1 and maximum bench dimensions as follows for the B Soils:
This b@neh a lli.N@d in c o-b.u i ve 10 H GQ l y .
15. The onsite soils encountered during the site inspection are suitable to backfill the
retaining wall. The walls should not be backfilled until the masonry has reached an
adequate strength per the structural design engineers' design, 28 days after the pour or
upon approval by the special inspector. Waterproofing recommendations should be
provided by the architect or structural or civil engineer.
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Dr. Bruce Sahba File No. 1106E5A-16 July 2, 2020
16. It should be noted that the contractor is solely responsible for designing and
constructing stable, temporary excavations and may need to shore, slope, or bench
the sides of trench excavations as required to maintain the stability of the
excavation sides. The contractor's "competent person", as defined in the OSHA
Construction Standards for Excavations, 29 CFR, Part 1926, should evaluate the
soil exposed in the excavations as part of the contractor's safety process.
Temporary cut slopes should be constructed in accordance with the
recommendations presented in this section. In no other case should slope height,
slope inclination, or excavation depth, including utility trench excavation depth,
exceed those specified in local, state, and federal safety regulations.
17. The above design values and foundation design assume that retaining wall
excavations will expose soils similar to those we tested during our site
inspection.
SEISMIC LOADING FOR RETAINING WALLS
The seismic event induced dynamic load should be added to the lateral static
pressures on basement, foundation and retaining walls for projects located in seismic
design categories D, E or F.
The following is the calculation for the dynamic load, which should be applied in
addition to the static loads.
• References: USGS and IBC 2012
• Site Address: 3050 Madison Street, City of Carlsbad
• Site Soil Classification: Site Class "D"
• Ss = 1.150 g
• S1 =0.441 g
Sms = 1.196 g
Sm1 = 0.688 g
Sds = 0.797 g
Sd1 = 0.458 g
• Kh =Peak Ground Acceleration= Sds / 2.5 = 0.797 / 2.5 = 0.3188
• Backfill Density (Assumed 90% compaction) = 122.1 * (0.90) = 109.9 PCF
• H =The height of the level backfill behind the wall in FT
• Dynamic Load, for Yielding Wall= (.375) (0.3188) (109.9 PCF) (H2) =
13 .1 lbs/ft (H2)
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Dr. Bruce Sahba File No. l 106E5A-16 July 2, 2020
• Dynamic Load, for Non-Yielding Wall= (0.3188) {109.9 PCF) (H2) =
35.0 lbs/ft (H2)
• The resultant dynamic load acts at a height of 0.6H above the base of the wall.
The dynamic load is represented as an inverted trapezoidal pressure distribution.
These lateral earth pressures assume the walls are totally drained with no
water behind them and assume there is no surcharge applied. If there is any
surcharge applied, it should be considered accordingly.
See Figure below:
SITE AND SURFACE DRAINAGE
Drainage at the site should be directed away from foundations, collected and tight lined to
appropriate discharge points. Consideration may be given to collecting roof drainage by
eave gutters and directing it away from foundations via non-erosive devices. Water, either
natural or from irrigation, should not be permitted to pond, saturate the surface soils or
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Dr. Bruce Sahba File No. 1106E5A-16 July 2, 2020
flow towards the foundation. Landscaping requiring a heavy irrigation schedule should not
be planted adjacent to foundations or paved areas. The type of drainage issues found within
the project and materials specified and used should be determined by the Engineer of
Record.
GROUNDWATER AND SURFACE WATERS
During our site inspection, we installed an observation pipe to depth of 10 feet. We
revisited the site after 72 hours and determined there was no indication of a near-surface
groundwater table within our exploratory trench or perched groundwater. Although
groundwater is not expected to be a significant constraint to the proposed development, our
experience indicates that near-surface groundwater conditions can develop in areas where
no such groundwater conditions previously existed, especially in areas where a substantial
increase in surface water infiltration results from landscape irrigation or unusually heavy
precipitation. It is anticipated that site development will include appropriate drainage
provisions for control and discharge of surface water runoff The type of drainage issues
found within the project and materials specified and used should be determined by the
Civil Engineer. The type of
plants and soil specified along with proper irrigation used should be determined by the
Landscape Architect.
RETAINING WALL DRAINAGE
For the retaining or restraining walls, the waterproofing: BG 2000 by Multicoat Corporation,
being a water base coating, follows the manufacture for their recommendation. Place coating
on top of footing and up on the inside of emu wall to the top below the proposed slab ( or
equal).
All wall drains shall be of 4 inch slotted drain pipe by (SDR-35-4") with a sock coverage
throughout. The pipe shall have a minimum of 1 percent fall. Place Tencate geosynthectics-
mirafi N-140, nonwoven (or equal) in a burrito wrap around the ¾ inch washed crushed
rock. The minimum thickness of crushed rock around the pipe is 4 inches on all sides. The
contractor shall vibrate every 2 feet of lift to interlock the rock.
For the retaining wall, the contractor can either follow the recommendations above or install
a slotted pipe design or every six feet have a block turned on its side at 6-foot intervals and
place half-inch galvanize wire between two layers of Tencate geosynthectics-mirafi N-140,
nonwoven with ¾ inch crushed rock behind for the full width and length of the block.
All pipes shall have the labels up and glued and inspected prior to backfilling.
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Dr. Bruce Sahba File No. l 106E5A-16 July 2, 2020
SURFACE DRAINAGE
It is with the understanding that no surface drainage system ties together with the retaining
wall drainage system.
The minimum slope for the surface drainage system shall be 2 percent fall and for self-
cleaning slope shall be 3 percent fall. When you go below 2 percent fall slope than you will
need to increase the pipe size one size larger and if you go below I percent fall than the pipe
size will be the minimum of 6 inch pipe.
Connecting catch basins, down spots, landscape area drains to the main drainage system tie
into the pipe using street ells or large sweeps. This will permit the use of snakes, and cameras
for maintaining the drainage lines. Contractor shall place a clean out at the property line on
all drainage pipes prior to discharge.
The design of all drainage systems shall be shown and labeled/identified on the plan. All
drainage pipes shall have either a headwall or projecting out from a retaining wall, face of
curb, and be shown as a detail on the plans if a discharge at grade.
All pipes shall have the labels up and glued and inspected prior to backfilling.
EXTERIOR CONCRETE ON GRADE FLATWORK, PARKING AND DRIVEWAY
Subgrade Strength Parameter Assumption:
1.) "R" Value= A sample with be taken during grading
2.) Traffic Index 9.5
Recommendation of Portland Cement Concrete Pavement Section: (For Mechanical
Equipment Utility Pad, Loading Slab)
• Design Daily ESALs : 18
• Concrete Thickness= 6 inches with #4 deformed rebar@ 12" on center (O.C.) each
way (E.W.) or 4.5 inches of asphalt.
• Type II Aggregate Base= 6 inches (Compacted to 95 % of relative compaction)
• Concrete mix design: Type V Cement, Water/Cement Ratio, Max W IC, = 0.45, 28
days compressive strength= 4500 psi
• Scarify the existing sub-base soil 12" and compacted to 95% or greater. Topped
with minimum IO mil of water retarder, and then topped with 6" Type-II aggregate
base with 95% compaction.
• Slab Contraction Joint:
Control Joint: Sawcut ¼ of slab thickness @ plus, minus 6' O.C.
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Dr. Bruce Sahba File No. l 106E5A-16 July 2, 2020
Expansion joint:@ the maximum of24' plus and minus O.C. with l"
diameter x 18" length smooth dowel@ 12" O.C. with 9" into each side of
joint, with one fixed one with grease or wrapped with plastic for debond
and temperature movement. Place ½" expansion joint filler alone the joint.
If any grading is proposed or contemplated for this project, the following grading
specifications should be utilized.
RECOMMENDED GRADING SPECIFICATIONS
Proposed Commercial Building Site
3050 Madison Street
City of Carlsbad
GENERAL: Soil Testers and 'Engineer' are synonymous hereinafter and shall be employed
to inspect and test earthwork in accordance with these specifications, the accepted plans, and
the requirements of any jurisdictive governmental agencies. They are to be allowed adequate
access so that the inspections and tests may be performed. The Engineer shall be apprised of
schedules and any unforeseen soil conditions.
Substandard conditions or workmanship, inadequate compaction, adverse weather, or
deviation from the lines and grades shown on the plans, etc., shall be cause for the engineer
to either stop construction until the conditions are corrected or recommend rejection of the
work. Refusal to comply with these specifications or the recommendations and/or
interpretations of the engineer will be cause for the engineer and/or his representative to
immediately terminate his services. Deviations from the recommendations of the Soil
Report, from the plans, or from these Specifications must be approved in writing by the
owner and the contractor and endorsed by the engineer.
SOIL TEST METHODS:
Maximum Density & Opt Moisture
Density of Soil In-Place
--ASTM Dl557-70
--ASTM Dl556, D2922 and D3017
Soil Expansion
Shear Strength
Gradation & Grain Size
Capillary Moisture Tension
Organic Content
--UBC STANDARD 29-2
--ASTM D3080-72
--ASTM DI 140-71
--ASTM D2325-68
--% Weight loss after heating for 24 hours
at 300° F and after deducting soil moisture.
LIMITING SOIL CONDITIONS:
Minimum Compaction 90% for 'disturbed' soils. (Existing fill,
newly placed fill, plowed ground, etc.)
84 % for natural, undisturbed soils.
95% for pavement subgrade within 2' of
12
Dr. Bruce Sahba
Expansive Soils
Insufficient fines
Oversized Particles
File No. l 106E5A-16
finish grade and pavement base course.
Expansion index exceeding 20
Less than 40% passing the #4 sieve.
Rocks over 1 O" in diameter.
PREPARATION OF AREAS TO RECEIVE FILL:
July 2, 2020
Brush, trash, debris and detrimental soils shall be cleared from the areas to receive fill.
Detrimental soils shall be removed to firm competent soil. Slopes exceeding 20% should be
stepped uphill with benches 1 O' or greater in width. Scarify area to receive fill to 6" depth and
compact.
FILL MATERIAL shall not contain insufficient fines, oversized particles, or excessive
organics. On-site disposition of oversized rock or expansive soils is to be at the written
direction of the Engineer. Select fill shall be as specified by the engineer. All fills shall be
compacted and tested.
SUBDRAINS shall be installed if required by and as directed by and detailed by the engineer
and shall be left operable and unobstructed. They shall consist of 3" plastic perforated pipe set
in a minimum cover of 4" of filter rock in a 'vee' ditch to intercept and drain free ground from
the mass fills. Perforated pipe shall be SDR-35, Poly-Vinyl-Chloride or Acrylonitrile
Butadienne Styrene plastic. Rock filter material shall conform to the following gradation:
Sieve size:
%Passing:
3/4"
90-100
#4
25-50
#30
5-20
#200
0-7
Subdrains shall be set at a minimum gradient of 0.2% to drain by gravity and shall be tested
by dye flushing before acceptance. Drains found inoperable shall be excavated and replaced.
CAPPING EXPANSIVE SOILS: If capping expansive soils with non-expansive soil to
mitigate the expansive potential is used, the cap should be compacted, non-expansive, select
soil placed for a minimum thickness 3' over the expansive soil and for a minimum distance of
8' beyond the exterior perimeter of the structure. Special precautions should be taken to
ensure that the non-expansive soil remains uncontaminated and the minimum thickness and
dimensions around the structure are maintained. The expansive soils underlying the cap of
non-expansive cap should be pre-saturated to a depth of 3' to obtain a degree saturation
exceeding 90% before any construction supported by the compacted cap.
The non-expansive soil comprising the cap should conform to the following:
Minimum Compaction
Maximum Expansion Index
13
90%
30
Dr. Bruce Sahba File No. l 106E5A-16
Minimum Angle of Internal Friction
Cohesion Intercept
33 Deg
100 psf
July 2, 2020
UNFORESEEN CONDITIONS: Soil Testers assume no responsibility for conditions,
which differ from those, described in the applicable current reports and documents for this
property. Upon termination of the engineer's services for any reason, his fees up to the time of
termination become due and payable. If it is necessary for the engineer to issue an
unfavorable report concerning the work that he has been hired to test and inspect, the engineer
shall not be held liable for any damages that might result from his 'unfavorable report'.
If we can be of any further assistance, please do not hesitate to contact our office. This
opportunity to be of service is sincerely appreciated.
Plates I through II are parts of this report.
Respectfully submitted,
C/4.-.Cet--
Chin C. Chen, RPE C 34442
CCC/mlj
14
LOCATION OF
EXPLORATION TRENCHES
EXPLORATION TRENCH
JOB NO.
I
BY
DATE 11421 Woodside Ave., Suite C
Santee, California 92071
(619) 562-0500
Dr. Bruce Sahba File No. 1106E5A-16
Plate No. II
EXPLORATION NUMBER 1
Date Logged:
Date Reported:
06/14/16
07/07/16
Equipment Used:
Groundwater:
D h ept Um 1e ass1 1cations "fi d Cl 'fi S ·1 D 01 escnpt10n
0 to 1' SM Grey, slightly moist firm
Base material
1 to 10' SM Light orange brown with pockets of grey,
firm to medium dense,
with light clay binder
bottom of excavation
July 2, 2020
Excavator
Not Encountered
S ·1 T 01 ype
SILTY SAND
(Fill)
moist, 1
SILTY SAND
(Native)
Dr. Bruce Sahba File No. 1106E5A-16 July 2, 2020
Plate III
LABORATORY TEST RESULTS
The maximum dry densities and optimum moisture contents of the fill materials as
determined by the A.S.T.M., D1557-78, Method A, which uses 25 blows of a 10 pound
rammer falling from a height of 18 inches on each of 5 layers in a 4 inch diameter 1/30
cubic foot compaction cylinder, are presented as follows:
Soil Type
Maximum
Dry Density
lb./cu.ft.
1 Light red brown silty sands 122.1
EXP ANSI ON INDEX TESTS (ASTM D4829)
Initial Saturated Initial Dry
Moisture Moisture Density Expansion
Content% Content% (PCF) Index
8.2 16.4 110.7 24
DIRECT SHEAR TEST (ASTM D6528)
Friction
Sample Depth Cohesion, Angle cp
Description Location In feet C (psf) (degrees)
Silty sands Tl 3' 205 31
Optimum
Moisture
Content dry wt.
9.8
Location
Tl @3"
Soil
Type
SC
Dr. Bruce Sahba File No. 1106E5A-16 July 2, 2020
Plate IV
Maximum
Figure 1. Tsunami Inundation map of the Carlsbad/Oceanside area.
After Tsunami Inundation map for Emergency Planning Oceanside and San Luis Rey Quadrangles:
California Emergency Management Agency, California Geologic Survey, & Univ. of Southern
California, 2009, Scale: 1:24000,
References:
Jennings, C.W, 1994, Fault Activity Map of California and Adjacent Areas, Calif.
Geologic Data Map Series, Map No. 6, Scale: 1 :750,000; Calif. Div. of Mines and
Geology.
Tan, S.S., and Kennedy, M.P., 1996, Geologic maps of the Oceanside, San Luis Rey, and
San Marcos 7.5 min. Quadrangles, DMG Open-File Report 96-02
Tsunami Inundation Map of the Oceanside and San Luis Rey Quadrangles, California
Emergency Management Agency, California Geologic Survey, & Univ. of Southern
California, 2009, scale: 1 :24000.
10'
L LANDMARK ENGINEERING
CORPORATION E 3443 Camino Del Rio South
Sulte 204 C San Diego, CA 92108
(819) 260-0420
30'
PCC
TYPICAL ALLEY SECTION
NO SCALE
EX.
&
SOURCE CONTROL BMPs
TYPICAL STREET SECTION
MADISON STREET
NO SCALE
[X. BU)G
BENCH MARK
CLSB-130
___ d
20·
10'
PLATE V
SOIL TESTERS LEGEND
T-1, APPROXIMATE TEST
TRENCH LOCATION (2016).
APPROXIMATE LIMITS
OF THE SITE.
Af/ QTl ARTIFICAL FILL OVER.
MIC
QTl
NRCS-MARINE LOAMY COARSE SAND,
2 TO 9% SLOPES
SEDIMENTS CONSISTING OF A THIN
LA YER OF FILL OVERLYING
HORIZONTALLY-BEDDED
QUATERNARY MARINE TERRACE
DEPOSITS. THE TERRACE DEPOSITS
CONSIST OF IGHT ORANGE-BROWN,
MEDIUM DENSE TO DENSE SILTY TO
CLAYEY SANDSTONE
LEGAL DESCRIPTION:
LOTS 9 AND '. 0 BLOCK 48 OF CARLSBAD, iN THE CITY
OF CARLSBAD, COUNTY OF SAN DIEGO, STAT[ OF CAL:FOR"-J1A. ACCORDING TO MAP THEREOF 110. 535 ANO 775, mm IN "TH[
OFFICE OF THE COUNTY RECORDER OF SAN O:EGO COUNTY
MAY 2, ·aaa .t\ND FEBRUARY '15, 1894, RESPECTIVELY,
ASSESSOR'S PARCEL NUMBER:
203-351-03-00
"AS BUiLT"
RCE______ EXP __ _ DATE
PREPARED UNDER THE SUPERVl.SJON OF·
REVIEWED 8Y:
DA ff·
LAWRENCE E. COL-E R.C.£. NO, 36292 EXPIRES 6/30/20 INSPECTOR DA TE
i SHEET 11 CITY OF CARLSBAD !!SHEETS! f--+--+-----------_...,_;_ ______ __,_;_ ______ -+-c_-~_-+-1--_-_j 1 3 i ENGINEERING DEPARTMENi :LU
f---+--+--------------i----i--_J___~_L_ ___ .J !GRADUIG PLANS FOR: ~==+==:t=================j===t=j~==t=j I 4 + 1 LUXURY LI V!NG t===t.:..:=::.:t=====::.:..:...:..:===============:t===±===t===t==r 3050 M .1\0 I SON STREET i j GR 2017 0042 GRAOlNG PLAN CUP 15-37, COP 15-37 \
REV!SiON DESCRIPTION
SOIL TESTERS FILE NO. 1106E5A-l 6
SOIL BACKFILL, COMPACTED TO
90 PERCENT RELATIVE COMPACTION*
~ SE 30 SOIL
TW, TOP OF WALL~
LEVEL BACKFILL
RETAINING WALL
WALL WATERPROOFING
PER ARCHITECT'S
SPECIFICATIONS
BACKFILL SOIL*
BW, BOTTOM OF WALL
BACK CUT
FILTER FABRIC ENVELOPE
(MIRAFI 140N OR APPROVED
EQUIVALENT)**
3/4" CLEAN GRAVEL**
4" (MIN.) DIAMETER PERFORATED
SDR-35 PIPE (OR EQUIVALENT)
WITH PERFORATIONS ORIENTED
DOWN AS DEPICTED MINIMUM
1 PERCENT GRADIENTTO
SUITABLE OUTLET
WALL FOOTING :: MIN 3"_j
:__ ------~=PETENTB:::::~:::A:::AL
SPECIFICATION FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
U.S. STANDARD
SIEVE SIZE % PASSING
1" 100
3/4" 90-100
3/8" 35-100
No.4 35-60
No.30 10-30
No. 200 2-9
SAND EQUIVALENTS 30
AS EVALUATED BYTHE GEOTECHNICAL
CONSULTANT
*BASED ON ASTM D1557
**IF CALTRANS CLASS 2 PERMEABLE MATERIAL
(SEE GRADATION TO LEFT) IS USED IN PLACE OF
3/4" GRAVEL, FILTER FABRIC MAY BE
DELETED. CALTRANS CLASS 2 PERMEABLE
MATERIAL SHOULD BE COMPACTED TO 90
PERCENT RELATIVE COMPACTION*
NOTE: COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN
OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR
CLASS 2, INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE
WITH MANUFACTURER'S SPECIFICATIONS AND APPROVED BYTHE
GEOTECHNICAL CONSULTANT
r.J NO SCALE r.J
LEVEL BACKFILL
RETAINING WALL
DRAINAGE DETAIL
P.O. BOX 1195 LAKESIDE, CA 92040
SOIL BACKFILL, COMPACTED TO
90 PERCENT RELATIVE COMPACTION*
5-SE 30 SOIL
TW, TOP OF WALL~
RETAINING WALL
WALL WATERPROOFING
PER ARCHITECT'S
SPECIFICATIONS
BACKFILL SOIL*
BW, BOTTOM OF WALL
FILTER FABRIC ENVELOPE
(MIRAFI 140N OR APPROVED
EQUIVALENT)**
3/4" CLEAN GRAVEL**
4" (MIN.) DIAMETER PERFORATED
SDR-35 PIPE (OR EQUIVALENT)
WITH PERFORATIONS ORIENTED
DOWN AS DEPICTED MINIMUM
1 PERCENT GRADIENTTO
SUITABLE OUTLET
WALL FOOTING : MIN 3" _j
-----: " ~=PETENT B:::::::::A:::AL
SPECIFICATION FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
U.S. STANDARD
SIEVE SIZE % PASSING
1" 100
3/4" 90-100
3/8" 35-100
No.4 35-60
No.30 10-30
No. 200 2-9
SAND EQUIVALENT~ 30
AS EVALUATED BYTHE GEOTECHNICAL
CONSULTANT
*BASED ON ASTM Dl 557
**IF CALTRANS CLASS 2 PERMEABLE MATERIAL
(SEE GRADATION TO LEFT) IS USED IN PLACE OF
3/4" GRAVEL, FILTER FABRIC MAY BE
DELETED. CALTRANS CLASS 2 PERMEABLE
MATERIAL SHOULD BE COMPACTED TO 90
PERCENT RELATIVE COMPACTION*
NOTE: COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN
OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR
CLASS 2, INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE
WITH MANUFACTURER'S SPECIFICATIONS AND APPROVED BYTHE
GEOTECHNICAL CONSULTANT
~ NO SCALE r-w
RETAINING WALL
DRAINAGE DETAIL
P.O. BOX 1195 LAKESIDE, CA 92040
12"ZONE
COMPACTED FILL
12"ZONE
COMPACTED Flu:-----_
CONCRETE SLAB
CONCRETE SLAB
I FO~TING~I +-WIDTH
+------FOOTING WIDTH*~------,.
* SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION
WALL/COLUMN
FOOTING DIMENSION
DETAIL
r.J NO SCALE r.J
P.O. BOX 1195 LAKESIDE, CA 92040