HomeMy WebLinkAbout; Carlsbad Research Center-Reflex II on Lot 64, 1825 Aston Av; GEOTECHNICAL INVESTIGATION AND FOUNDATION RECOMMENDATIONS; 1998-06-30i .! ENGINEERING
I ESIGN GROUP
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810 w. Los Vallecitos, Ste A• San Marcos CA•92069 (760) 752-7010•Fax (760) 752-7092
GEOTECHNICAL INVESTIGATION AND FOUNDATION RECOMMENDATIONS,
FOR THE PROPOSED CARLSBAD RESEARCH CENTER-REFLEX II,
TO BE LOCATED ON LOT 64, 1825 ASTON AVENUE,
CARLSBAD, CALIFORNIA.
Project No.: 981771-1
June 30, 1998
PREPARED FOR:
Bob Sukup
.SEA BRIGHT COMPANY
4322 Sea Bright Place
Carlsbad,CA.92008
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TABLE OF CONTENTS
Page
SCOPE ........................................................... 3
SITE AND PROJECT DESCRIPTION
FIELD INVESTIGATION .............................................. .
3
3
SUBSOIL CONDITIONS ............. · ................................... 4
GEOLOGIC HAZARDS AND SEISMICITY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
CONCLUSIONS AND RECOMMENDATIONS ............................... 6
GENERAL .......................................................... 6
EARTHWORK . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
FOUNDATIONS ...................................................... 8
CONCRETE SLABS ON GRADE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
RETAINING WALLS .................................................. 10
PAVEMENT DESIGN ................................................. 12
SURFACE DRAINAGE ................................................ 13
CONSTRUCTION OBSERVATION AND TESTING .......................... 13
MISCELLANEOUS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
ATTACHMENTS
Site Vicinity Map ...... : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Figure No. 1
Site Location Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Figure No. 2
Site Plan/Location of Test Pit Excavations . . . . . . . . . . . . . . . . . . . . . . . . Figure No. 3
Test Pit Logs ............................................... Figures No. 4-6
References ........................................... • .. • .
Grading Specifications ...................................... .
Hom M . t G .d 1· eowners am enance uI e Ines .......................... .
Appendix A
Appendix B
Appendix C
1 I
SCOPE
This report presents the results of our geotechnical investigation and evaluation for the
Carlsbad Research Center-Reflex II, to be located at Lot 64, 1825 Aston Avenue, in the
City of Carlsbad, California. Please see Figure No. 1, "Site Vicinity Map", and Figure No.
2, "Site Location Map". The scope of our work, conducted on-site to date, has included a
visual reconnaissance of the property and neighboring sites, review of prior geotechnical
reports for the lot and neighboring lot (see References), a limited subsurface investigation
of the property, laboratory testing, and preparation of this report presenting our findings,
conclusions, and recommendations.
SITE AND PROJECT DESCRIPTION
The subject property consists of an rectangular shaped lot located on the south side of
Aston Avenue, in the City of Carlsbad, California. The subject site is bordered to the north
by Aston Avenue, to the west and south by a vacant commercial lot, and to the east by an
existing commercial building. Currently, the lot consists of a relatively flat building pad,
flanked along the north and west sides by descending fill slopes of variable height (4:1
gradient; 15' maximum height). The lot was created during the mass grading of the
Carlsbad Research Center commercial development.
Based on our discussions with the property owner and construction manager, we
understand the proposed site development will consist of a new 12,000 sf. building of tilt-up
concrete panel construction with associated improvements.
FIELD INVESTIGATION
Our field investigation of the property, conducted May 18, 1998, consisted of a site
reconnaissance, site field measurements, observation of existing conditions onsite and on
adjacent sites, and a limited subsurface investigation of soil conditions. Our subsurface
investigation consisted of visual observation of two test pit excavations, logging of soil
types encountered, and. sampling of soils for laboratory testing; logs of the test pit
excavations are presented in Figures 4-6 of this report. The test pits were excavated under
the direction of a registered civil engineer from our firm. The locations of the test pit
excavations is given in Figure No. 3 "Site Plan/Location of Test Pit Excavations".
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SUBSOIL CONDITIONS
Fill materials were encountered to full depth within our test pits. Soil types encountered
within our test pit excavations are described as follows:
Fill:
Fill materials were found to the underlie the site to the full depth (approximately 8' below
existing site grade) of our subsurface investigation. These materials consist of grey-brown,
moist. sandy clay and silt, with pockets of clayey sand. The surficial weathered zone
(approximately 3-4 feet below existing site grade) of the fill unit is not considered
suitable for the support of structures and structural improvements, however soil
materials may be utilized as re-compacted fill during grading, provided the
recommendations of this report are followed. Fill materials generally classify as CL-CH
according to the Unified Classification System, and based on visual observation and review
of past test results by others (see References), possess expansion potentials in the high
to very high range.
GEOLOGIC HAZARDS AND SEISMICITY
A review of pertinent published geologic maps, suggests that no geologic hazards such as
faults, potential landslides, or areas of suspected soils liquefaction exist within the project
boundaries. Based on this information, it appears that no active or potentially active fault
exists at or in the immediate vicinity (250 ft.) of the site, and none were observed during
our investigation.
It is our opinion that the site could be subjected to moderate to severe ground shaking in
the event of a major earthquake along any of the faults mentioned above or other faults in
the Southern California region. However, the seismic risk at this site is not significantly
greater than that of the surrounding developed area. We believe that the proposed
development will have no more negative geologic consequence than the existing or
surrounding development if the guidelines in this report are followed, and current standard
construction techniques are utilized.
The seismic hazard most likely to impact the site is ground shaking resulting from an
earthquake on one of the major active regional faults. The adverse effects of seismic
shaking can be reduced by adhering to code requirements given in the most recent edition
of the Uniform Building Code, and design parameters of the Structural Engineers
Association of California.
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Liquefaction of cohesion less soils can be caused by strong vibratory motion due to
earthquakes. Research and historical data indicate that loose, granular soils underlain by
a near-surface ground water table are most susceptible to liquefaction, while the stability of
most silty clays and clays is not adversely affected by vibratory motion. Because of the fine
grain nature of the onsite soil (i.e clay), and the absence of near surface groundwater, it is
our opinion the potential for liquefaction or seismically-induced dynamic settlement at the
site due to earthquake shaking is considered low. The effects of seismic shaking can be
reduced by adhering to the most recent edition of the Uniform Building Code and current
design parameters of the Structural Engineers Association of California.
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CONCLUSIONS AND RECOMMENDATIONS
GENERAL
In general, it is our opinion that site improvements, as described herein, are feasible from
a geotechnical standpoint. provided the recommendations of this report and generally
accepted construction practices are followed.
The following recommendations should be considered as minimum design parameters, and
shall be incorporated within the project plans and utilized during construction, as
applicable.
EARTHWORK
Site earthwork will require removal and re-compaction of the upper weathered zone of the
existing onsite fill. Based on our subsurface investigation, the weathered zone is
anticipated to extend to a depth of 3-4 ft. below existing site grade.
As identified in prior geotechnical reports for the lot, and confirmed during our field
investigation, the site is underlain by highly expansive soil. Without proper mitigation,
expansive soil can result in significant damage to the proposed onsite development. In the
prior report for the lot by IGC Incorporated, three methods of mitigation were given to
lessen the effects of expansive soil movement, they include: 1. Import of soil, 2. Post-
tensioned slabs, and 3. Pre-saturation of soil. Based on our experience, we recommend
the import of a non-expansive fill mat, as the most effective way to mitigate the detrimental
effects of expansive soil. The import mat should be a minimum of 3' thick and extend to
a minimum distance of 5' outside the perimeter footprint of the building. For driveways,
flatwork and other non-building improvements, the fill mat should be a minimum of 2' thick
and extend to a horizontal distance of 3' outside the perimeter footprint of the improvement.
1. Site Preparation:
Prior to grading, areas of proposed improvement should be cleared of surface
and subsurface debris. Removed vegetation and debris shall be properly
disposed of prior to the commencement of any fill operations. Holes resulting
from the removal of debris, existing structures, or other improvements which
extend below the undercut depths noted, are to be filled and compacted using
an onsite material or a non-expansive import material.
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2. Removals:
Weathered fill found to mantle the site within our exploratory test pit
excavations are not suitable for structural support of settlement sensitive
improvements. The upper 3-4' of the existing fill should be removed to
competent fill material, as determined in the field by the geotechnical
consultant, subgrade materials scarified, moisture conditioned, and fill
materials replaced and recompacted in accordance with the recommendations
of this report. Fills shall be cleaned of unsuitable debris and oversized
material in excess of 6 inches in diameter. Removals should be conducted to
a minimum horizontal distance of 5 feet outside the perimeter footprint of the
building.
Removal depths should be visually verified by a representative of our office
prior to recompaction. Removals should be made to a distance of 5 ft.
beyond the building footprint, whereby creating a uniform fill mat for the
foundation.
Note, as an alternative to recompaction, the upper 3' of undercut fill soils may
be exported offsite and replaced with non expansive fill, to avoid the raising
of the pad grade.
3. Fills:
Areas to receive fill and/or structural improvements should be scarified to a
minimum depth of 12 inches, brought to near optimum moisture content, and
recompacted to at least 90 percent relative compaction (based on ASTM
01557-78). Compacted fills should be cleaned of loose debris, oversize
material in excess of 6 inches in diameter, brought to near optimum moisture
content, and recompacted to at least 90 percent relative compaction (based
on ASTM 01557-78). All fill slopes should be compacted to 90 percent
relative compaction to slope face, and planted in order to avoid erosion and
slough age.
Fills should generally be placed in lifts not exceeding 8 inches in thickness.
lf the import of soil is planned, soils should be non-expansive and free of
debris and organic matter. Prior to importing, soils should be visually
observed, sampled and tested at the borrow pit area to evaluate soil suitability
as fill.
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FOUNDATIONS
In deriving foundation recommendations for this site, the subsoil conditions encountered
during our limited subsurface evaluation were evaluated. We anticipate that the proposed
building foundation system will utilize continuous perimeter footings and concrete slab on
grade floor systems. The following foundation recommendations assume a non to low -
expansive subsoil condition within the upper 3' of the site (i.e., Expansive Index less than
50). Minimum design parameters for foun~ations are as follows:
1. Footings bearing in competent non expansive fill materials may be designed based
on a maximum allowable soils pressure of 1800 psf.
2. Bearing values may be increased by 33% when considering wind, seismic, or
other short duration loadings.
3. All loose soil found at the base of footings, when the excavation is opened, shall
be removed and extended to firm, undisturbed soils. The owner and/or contractor
should carefully locate the foundation so that no isolated pads or corners of
footings are located over loose subgrade material.
4. The following parameters should be used as a minimum for designing footing
width and depth below lowest adjacent grade:
Floors Supported
1
2
3
Width
15 inches
15inches
18 inches
Depth Below
Lowest Adjacent
Grade
18inches
18 inches
24inches
5. For footings adjacent to slopes, a minimum 10 feet horizontal setback, as
measured horizontally from the bottom of the footing to slope daylight in
formational materials or properly compacted fill, should be maintained.
6. All footings should be reinforced with a minimum of two #5 bars at the top and two
#5 bars at the bottom (3 inches above the ground).
7. All isolated spread footings should be designed utilizing the above given bearing
values and footing depths, and be reinforced with #5 bars at 12 inches o.c. in each
direction (3 inches above the ground). Isolated spread footings should have a
minimum width of 24 inches.
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8. Grading should be performed in general accordance with the contents of this
report, applicable city and/or county standards. and Appendix B of this report.
9. Concrete for the building foundation should have a minimum compressive strength
in 28 days of 2500 psi. A large rock pump mix (i.e., 3/4 inch aggregate) should be
utilized with a fiber mix additive in an amount specified by the supplier.
CONCRETE SLABS ON GRADE
Concrete slabs on grade are anticipated for the proposed construction. Minimum design
parameters for concrete slabs on grade are as follows:
1. Concrete slabs on grade should have a minimum thickness of 6 inches, and
should be reinforced with #4 bars at 18 inches o.c. placed at the midpoint of the
slab.
All concrete shall be poured per the following:
• Slump: Between 3 and 4 inches maximum
• Aggregate Size: 3/4 - 1 inch
• Air Content: 5 to 8 percent
• Moisture retarding additive in concrete at moisture sensitive
areas. (Example Sika Red Label)
• Water to cement Ratio -.5 maximum
2. All required fills used to support slabs, should be placed in accordance with the
grading section of this report and the attached Appendix B, and compacted to 90
percent Modified Proctor Density, ASTM D-1557.
3. A uniform layer of 6 inches of clean sand is recommended under the slab in order
to more uniformly support the slab, help distribute loads to the soils beneath the
slab, and act as a capillary break. In addition, a visqueen layer (10 mil) should be
placed mid height in the sand bed to act as a vapor retarder.
4. Adequate control joints should be installed to control the unavoidable cracking of
concrete that takes place when undergoing its natural shrinkage during curing.
The control joints should be well located to direct unavoidable slab cracking to
areas that are desirable by the designer.
5. All subgrade soils to receive concrete flatwork are to be pre-soaked to 2 percent
over optimum moisture content to a depth of 24 inches.
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6. Brittle floor finishes placed directly on slab on grade floors may crack if concrete
is not adequately cured prior to installing the finish or if there is minor slab
movement. To minimize potential damage to movement sensitive flooring, we
recommend the use of slip sheeting techniques (linoleum type) which allows for
foundation and slab movement without transmitting this movement to the floor
finishes.
7. Exterior concrete flatwork and driveway slabs, due to the nature of concrete
hydration and minor subgrade soil movement, are subject to normal minor concrete
cracking. To minimize expected concrete cracking, the following may be
implemented:
• Concrete slump should not exceed 4 inches.
• Concrete should be poured during "cool" (40 -65 degrees) weather if
possible. If concrete is poured in hotter weather, a set retarding additive
should be included in the mix, and the slump kept to a minimum.
• Concrete subgrade should be presoaked prior to the pouring of concrete.
The level of presoaking should be a minimum of 2% over optimum moisture
to a depth of 24 inches.
• Concrete may be poured with a 10 inch deep thickened edge.
• Concrete should be constructed with tooled joints or sawcuts (1 inch deep)
creating concrete sections no larger than 225 sf. Fcir sidewalks, the
maximum run between joints should not exceed 5 feet. For rectangular
shapes of concrete, the ratio of length to width should generally not exceed
.6 (i.e., 5 ft. long by 3 ft. wide). Joints should be cut at expected points of
concrete shrinkage (such as male corners), with diagonal reinforcement
placed in accordance with industry standards.
• Drainage adjacent to concrete flatwork should direct water away from the
improvement. Concrete subgrade should be sloped and directed to the
collective drainage system, such that water is not trapped below the flatwork.
• The recommendations set forth herein are intended to reduce cosmetic
nuisance cracking. The project concrete contractor is ultimately responsible
for concrete quality and performance, and should pursue a cost-benefit
analysis of.these recommendations, and other options available in the
industry, prior to the pouring of concrete.
RETAINING WALLS
Retaining walls may be designed and constructed in accordance with the following
recommendations and minimum design parameters:
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1. Retaining wall footings should be designed in accordance with the allowable
bearing criteria given in the "Foundations" section of this report.
2. Unrestrained cantilever retaining walls should be designed using an active
equivalent fluid pressure of 35 pcf. This assumes that granular, non-expansive
free draining material will be used for backfill, the and that the backfill
surface will be level. It additionally assumes the non expansive material will
extend to ba minimum distance of 8 feet behind the face of wall. For sloping
backfill, the following parameters may be utilized:
Condition
Active
2:1 Slope
50
1.5:1 Slope
65
Any other surcharge loadings shall be analyzed in addition to the above values.
3. If the tops of retaining walls are restrained from movement, they should be
designed for an additional uniform soil pressure of ?XH psf, where H is the height
of the wall in feet.
4. Passive soil resistance may be calculated using an equivalent fluid pressure of
300 pcf. This value assumes that the soil being utilized to resist passive pressures,
extends horizontally 2.5 limes the height of the passive pressure wedge of the soil.
Where the horizontal distance of the available passive pressure wedge is less than
2.5 times the height of the soil, the passive pressure value must be reduced by the
percent reduction in available horizontal length.
5. A coefficient of friction of .35 between the soil and concrete footings may be
utilized to resist lateral loads in addition to the passive earth pressures above.
6. Retaining walls should be braced and monitored during compaction. If this cannot
be accomplished, the compactive effort should be included as a surcharge load
when designing the wall.
7. All walls shall be provided with adequate back drainage to relieve hydrostatic
pressure, and be designed in accordance with the minimum standards contained
in the "Retaining Wall Drainage Detail", Appendix B. All wall waterproofing
systems shall be designed by the project designer -architect. The waterproofing
elements shown on our details are minimums, and are intended to be
supplemented by the project designer-architect. Engineering Design Group
accepts no responsibility for design or quality control of waterproofing elements of
the building.
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8. Retaining wall backfill should be placed and compacted in accordance with the
"Earthwork" section of this report. Backfill shall consist of a non-expansive
granular, free draining material.
PAVEMENT DESIGN
The appropriate pavement design section depends primarily on the soil shear strength,
traffic load, and planned pavement life. Assuming an R-value of 30 (2' import fill mat), we
provide the following pavement design sections for a 20-year design life based on a T.I.
(traffic index) of 6.0.
Recommended Pavement Design
T raffle Index
A.C. Thickness (inches)
Class 2 Base Thickness (inches)
6.0
4
6
6.0
5
4
This pavement section may be reduced by site specific R-Value testing and selective
grading at the site to place the more sandy soils below the pavement to increase the
design R-value. For pavement areas subject to unusually heavy truck loadings (trash
enclosures, loading docks, etc.), we recommend a Portland Cement·Concrete (P.C.C.)
section of 6 inches with appropriate steel reinforcement and crack control joints as
designed by the project structural engineer. We recommend that sections be as nearly
square as possible. A 3,500 psi mix may be utilized. This should be underlain by 6 inches
of Class 2 aggregate base. Asphalt Concrete (A.C.), Portland Cement Concrete (P.C.C.),
and Class 2 aggregate base should conform to and be placed in accordance with the latest
revision of the California Department of Transportation Standard Specifications and
American Concrete Institute (ACI) codes. Prior to placing the pavement section, the
subgrade soil should have a relative compaction of at least 95 percent (based on ASTM
D 1557-78) to a minimum depth of 12 inches. Base should be compacted to a 97 percent
relative compaction (based on ASTM D1557-78) prior to placement of A.C. If pavement
areas are planned adjacent to landscape areas, we recommend that the amount of
irrigation be kept to a minimum to reduce the possible adverse effects of water on
pavement subgrade. As an alternate, sub-drains or deepened curb "cut-offs" may be
designed to reduce the amount of water that is allowed to saturate the pavement subgrade.
Concrete swales and gutters should be designed if the asphaltic concrete is utilized for
drainage of surface waters.
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SURFACE DRAINAGE
Adequate drainage precautions at this site are imperative and will play a critical role on the
future performance of the dwelling and improvements. Under no circumstances should
water be allowed to pond against or adjacent to footings, foundation walls, or tops of slopes.
The ground surface surrounding proposed improvements should be relatively impervious
in nature, and slope to drain away from the structure in all directions, with a minimum slope
of 3% for a horizontal distance of 7 feet (where possible). Area drains or surface swales
should then be provided to accommodate runoff and avoid any ponding of water. Roof
gutters and downspouts shall be installed on the new structure and tightlined to the area
drain system. All drains should be kept clean and unclogged, including gutters and
downspouts. Area drains should be kept free of debris to allow for proper drainage. During
periods of heavy rain, the performance of all drainage systems should be inspected.
Problems such as gullying or ponding should be corrected as soon as possible. Any
leakage from sources such as water lines should also be repaired as soon as possible. In
addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the
foundation or exterior flat work improvements, should be strictly controlled or avoided.
CONSTRUCTION OBSERVATION AND TESTING
The recommendations provided in this report are based on subsurface conditions disclosed
by our investigation of the project area. Interpolated subsurface conditions should be
verified in the field during construction. The following items shall be conducted prior/during
construction by a representative of Engineering Design Group in order to verify compliance
with the geotechnical and civil engineering recommendations provided herein, as
applicable. The project structural and geotechnical engineers may upgrade any condition
as deemed necessary during the development of the proposed improvement(s).
1. Review of final approved project grading and structural plans prior to start of work.
2. Observation of removal/scarification bottom.
3. Observation and testing of any fill placed, including retaining wall backfill and
pavement subgrade.
4. Foundation excavation observation prior to placement of reinforcement.
5. Observation during placement of surface and subsurface drainage systems,
including, retaining wall back drains.
6. Field observation of any "field change" condition involving soils.
7. Walk through prior to final approval of proposed improvement(s).
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The project soils engineer may at their discretion deepen footings or locally recommend
additional steel reinforcement to upgrade any condition as deemed necessary during site
observations.
Engineering Design Group shall, prior to the issuance of the certificate of occupancy, issue
in writing that the above inspections have been conducted by a representative of their firm,
and the design considerations of the project soils report have been met. The field
inspection protocol specified herein is considered the minimum necessary for Engineering
Design Group to have exercised "due diligence" in the soils engineering design aspect of
this building. Engineering Design Group assumes no liability for structures constructed
utilizing this report not meeting this protocol.
MISCELLANEOUS
It must be noted that no structure or slab should be expected to remain totally free of cracks
and minor signs of cosmetic distress. The flexible nature of wood and steel structures
allows them to respond to movements resulting from minor unavoidable settlement of fill or
natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of
the above can induce movement that frequently results in cosmetic cracking of brittle wall
surfaces, such as stucco or interior plaster or interior brittle slab finishes.
Data for this report was derived from surface observations at the site, knowledge of local
conditions, and a visual observation of the soils exposed in the exploratory test pits. The
recommendations in this report are based on our experience in conjunction with the limited
soils exposed at this site and neighboring sites. We believe that this information gives an
acceptable degree of reliability for anticipating the behavior of the proposed structure;
however, our recommendations are professional opinions and cannot control nature, nor
can they assure the soils profiles beneath or adjacent to those observed. Therefore, no
warranties of the accuracy of these recommendations, beyond the limits of the obtained
data, is herein expressed or implied. This report is based on the investigation at the
described site and on the specific anticipated construction as stated herein. If either of
these conditions is changed, the results would also most likely change.
Man-made or natural changes in the conditions of a property can occur over a period of
time. In addition, changes in requirements due to state of the art knowledge and/or
legislation, are rapidly occurring. As a result, the findings of this report may become invalid
due to these changes. Therefore, this report for the specific site, is subject to review and
not considered valid after a period of one year, or if conditions as stated above are altered.
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It is the responsibility of the owner or his representative to ensure that the information in this
report be incorporated into the plans and/or specifications and construction of the project.
It is advisable that a contractor familiar with construction details typically used to deal with
the local subsoil and seismic conditions, be retained to build the structure.
lf you have any questions regarding this report, or if we can be of further service, please do
not hesitate to contact us. We hope the report provides you with necessary information to
continue with the development of the project.
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--------... ~-----c--A-f.-:..-5 3 AD . \.
-
PALOMAR ' --de --t las _
. i / ...., %-. : I ~ !Wfo-c..-Li---:-f",~ : ::, ... v»t' .... ( ('
rtr '~(x--....cfl Ol[ST 0,, • ·~
-✓'% ~ ... .. -----·-· •-·-------
I
•ii. .. .
Hit ,,.m ., I
--•••>ta•l: ' .,,t,-,si...,
I lll(aGtfCT
l .... CT
• IIIT"IC"'oO \ "'5n"1ll1• .r.£,· ' . '-•c.'· • saa• •• ,
T ..... rtlGII 1
~. ,.. .... : :::.~-... ,,. .._,..;, .. _ . .., .. ~~-
~ .....
' ...
COSTA
----sITE:
NORTH
NOTTO SCALE
THE ENGINEERING DESIGN GROUP
SITE VICINITY MAP
JOB NO. 981771-1 BY:RD FIGURE N0.1
SITE
NORTH
NOTTO SCALE
I /
! ROB\
i
THE ENGINEERING DESIGN GROUP
SITE LOCATION MAP
JOB NO. 981771-1 BY:RO FIGURE NO. 2
)ROJECT NAME: SEA BRIGHT/ REFLEX II
)ROJECT NO: 981771-1
:OUIPMENT: BACKHOE
LOGGED BY: RD
DATUM: EXISTING GRADE= 0.0'
ELEVATION: 284'
TEST Pll NO · I
FIGURE: 4 ENGINEERING PROPEHTIES
DATE LOGGED: DESCRIPTION SAMPLES OTHER
SOIL TYPE
1
GEO.ATT.
GRAPHIC REPRESENTATION:
0 -
1 -
2 -
3 -
4 -
5 -
6 -
7 -
8 -
9 -
10 -
___,.._., ~,::-----·----=---~~---
' \
'\
" --·---~
'
FILL
@0'-8.0'
@3'
'
(tJ
'
Light brown, loose to medium stiff, dry lo damp sandy clay and
silty clay.
Fi11 unit becomes more moist, stirt to very sliff (end weathered
zone)
Scattered gravel and cobble
CL-CH
SURFACE SLOPE: 0 % TREND: NIA
'
.. ,, -
\/LAT rH. l'.L JJ
.:n,-1 F
TOT AL DEPTH = 8.0'
NO GROUNDWATER
Sill
SAtm
CLAY
COt-llACI
FRACHJHE
SEEPAGE
POCKETS O~ GllAVH
1-10011 El
llUl K SAMl'I r.
CEcl.lEUIHJ ZUIJE
flOOTIU
(LIi = llEIJOIMLi
(Cl= COlllACl
iJ)" JOl!II
[f· J -I 1-!AC I lJHt
{C~I, Cl AY SEAM
IIC -UtlC:OIH ltlllJ COMl'Ul~~H fll It~~ I
El -EXl'All~IUll l!IIJ~X
@ 1.5'
@4.5'
@6.0'
PROJECT NAME: SEA BRIGHT/ REFLEX II
PROJECT NO: 981771-1
EQUIPMENT: BACKHOE
DATE LOGGED:
SOIL TYPE
1
GEO.ATT.
GRAPHIC REPRESENTATION:
0 -
1 -
2 -
3 -_ _.---.
FILL
@0'-8.0'
@3'
-
-•• r.,,.-, --
~~------------------------------11111!1 __ .... LOGGED BY: RD
DATUM: EXISTING GRADE= 0.0'
ELEVATION: 284'
DESCRIPTION
TEST Pl! NO: '2.
FIGlJHE: 5
Light brown, loose to medium stiff, dry to damp sandy clay and
silty clay.
unit becomes more moist and de11se (end weathered zone)
Scattered gravel and cobble
SURFACE SLOPE: O % TREND: NIA
~___, -----.. -
Sil T
SAIID
CIAY
CotHACI
FRACHIHE
SEEPAGE
POCKElS OF GHAVEL
ROOTLET
BULK SAMl'lE
CEMEIJTED ZOllE
ROOTllf
ENGINEERING PROPERTIES
SAMPLES OTHER
CL-CH
4 -, ·(0-. . till C lll::UOING
(Cl~ COIHAC I
(Jl -JOit! F
(fl -fRACIIJHE
(CSJ "CLAY SEAi.i
5 -
I
6 -\
7 -
8 -
9 -
10 -
/ .-~
I
(
'
TOT AL DEPTH = 8.0'
NO GROUNDWATER
IJC -IJNCOUl· llll::ll COMl'HES~IUI! ti sq
El O E)<l'ArlSIOll lNOEX
PROJECT NAME: SEA BRIGHT/ REFLEX ll
PROJECT NO: 981771-1
EQUIPMENT: BACKHOE
LOGGED BY: RD
DATUM: EXISTING GRADE== 0.0'
ELEVATION: 284'
ENGINEERING PROPERl IES • _________________________________________ _J---------~-----------------
DATE LOGGED:
SOIL TYPE
1
GEO. AJJ. FILL
@0'-7.0'
@3'
GRAPHIC REPRESENTATION:
0 .
1 -
2 -
3 -
4 -
5 -
6 -
7 -
8 -
9 -
10 -
-----~~---.. ·,
\~---
\ _,--
\ \
\
\
\ '
DESCRIPTION
Light brown, loose to medium stiff, dry to damp sandy clay and
silly clay.
unit becomes more moist and dense (end weathered zone)
Scattered gravel and cobble
CL-CH
SURF ACE SLOPE: 0 % TREND: N/A
' ......... ~ --••~____...., ____ _
\✓fAll!l'II FO
?_01-H __
TOT AL DEPTH "' 7 .O'
NO GROUNDWATER
::illl
SANll
CIAV
CONlALf
fRAClllll£
::il:lPAGE
POCKE IS u~ l;HAVU
KOOllicT
!JUI K SAl,11'11:
CEMl:Nltll l(>llt
ROOllEr
tUI ~ 8UJUlliG
(C) = COlllACl
(J) C JOtNf
!fl -H<A..:;I\JHt
jC::i) • Cl AY Sl:AM
\IC· Utk:OllHllLO COMPKi,c,!>KilJ I I Sfl
El -lo.M'AN::ilOtl IHIJl::X
SAMPLES OTHER
•
I
APPENDIX ·A·
' '
APPENDIX A·
REFERENCES
1. California Department of Conservation, Division of Mines and Geology, Fault-
Rupture Zones in California, Special Publication 42, Revised 1990.
2. Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration from
Earthquakes in California: California Division of Mines and Geology, Map Sheet
23.
3. Tan, S.S., 1995, Landslide Hazards in the Northern San Diego Metropolitan
Area, California: California Division of Mines and Geology, Open File Report.
4. Engineering Design Group, Unpublished In-House Data.
5. Ploessel, M.R., and Slosson, J.E., 1974, Repeatable High Ground Acceleration
from Earthquakes: California Geology, Vol. 27, No. 9, P. 195-199.
6. State of California, 1994, Fault Activity Map of California: California Division
Mines and Geology, Geologic Data, Map No. 6.
7. State of California, Geologic Map of California, Map No. 2, Dated 1977.
8. Southern California Soil and Testing, Inc., Report of Geotechnical Investigation:
Proposed Office Building, Lot Number 63, Carlsbad Research Center, Rutherford
Road, Carlsbad, California, Project Number 9711261.1, Dated November 18,
1997.
9. ICG, Inc., Foundation Investigation: Proposed Commercial Development Lot 64,
Carlsbad Research Center, Carlsbad, California, Job Number 05-7497-010-01-
00, Log Number 9-2496, Dated January 9, 1990.
I ,,
APPENDIX .. 9.
GENERAL E,ARTHWORK AND GRA.OING SPECIFICATIONS
1.0 General Intent
2.0
These specifications are presented as general procedures and recommendations for
grading and earthwork to be utilized in conjunction with the approved grading plans.
These general earthwork and grading specifications are a part of the
recommendations contained in the geotechnical report and shall be superseded by
the recommendations in the geotectrnical report in the case of conflict. Evaluations
performed by the consultant during the course of grading may result in new
recommendations which could supersede these specifications or the
recommendations of the geotechnical report. It shall be the responsibility of the
c0ntractar ro read and unders:and these soec:fications. as well as the geotechnical
report and approved grading plans.
Earthwork Observation and Testing
Prior to the commencement of grading, a qualified geotechnical consultant should be
employed for the purpose of observing earthwork procedures and testing the fills for
conformance with the recommendations of the geotechnical report and these
specifications. It shall be the responsibility of the contractor to assist the consultant
and keep-him apprised of work schedules and changes, at least 24 hours in advance,
so that he may schedule his personnel accordingly. No grading operations should be
performed without the knowledge of the geotechnical consultant. The contractor shall
not assume that the geotechnical consultant is aware of all grading operations.
It shall be the sole responsibility of the contractor to provide adequate equipment and
methods to accomplish the work in accordance with applicable grading codes and
agency ordinances. recommendations in the geotechnical report, and the approved
grading plans not withstanding the testing and observation of the geotechnical
consultant. If. in the opinion of the consultant. unsatisfactory conditions, such as
unsuitable soil, poor moisture condition, inadequate compaction, adverse weather,
etc., are ,'"esL.Jting in a quality of work less than recommended in the geotechnical
report and the specifications. the consultant will be empowered to reject the work and
recommend that construction be stopped until the conditions are rectified.
Maximum dry density tests used to evaluate the degree of compaction should be
performed in general accordance with the latest version of the American Society for
Testing and Materials test method ASTM 01557.
3.0 Preparation of Areas to be Filled
3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots and all other
deleterious material should be removed or properly disposed of in· a method
acceptable to the owner. design engineer, governing agencies and the
geotechnical consultant.
The geotechnical consultant should evaluate the extent of these removals
depending on specific site conditions. In general, nc more than 1 percent (by
volume) of the fill material should consist of these materials and nesting of
these materials should not be allowed.
3.2 Processing: The existing ground which has been evaluated by the
geotechnical consultant to be satisfacto,y for support of fill, should be scarified
to a minimum depth of 6 inches. Existing ground which is not satisfactory
should be overexcavated as specified in the following section. Scarification
should continue until the soils are broken down and free of large clay lumps or
clods and until the working surface is reasonably uniform, flat, and free of
uneven features which would inhibit uniform compaction.
3.3 Overexcavation: Soft. d,y, organic-rich, spongy. highly fractured. or otherwise
unsuitable ground, extending to such a depth that surface processing cannot
adequately improve the condition, should be overexcavated down to
competent ground, as evaluated by the geotechnical consultant. For purposes
of determining quantities of materials overexcavated, a licensed land
surveyor/civil engineer should be utilized.
3.4 Moisture Conditioning: Overexcavated and processed soils should be watered,
dried-back, blended. and/or mixed, as necessary to attain a uniform moisture
content near optimum.
3.5 Recompaction: Overexcavated and processed soils which have been properly
mixed, screened of deleterious material, and moisture-conditioned should be
recompacted to a minimum relative compaction of 90 percent or as otherwise
recommended by the geotechnical consultant.
-2-
' ,.
3.6 Benchjng: Where fills are to be placed on ground with slopes steeper than 5:1
(horizontal to vertical), the ground should be stepped or benched. The lowest
bench should be a minimum of 15 feet wide, at least 2 feet into competent
material as evaluated by the geotechnical consultant. Other benches should
be excavated into competent material as evaluated by the geotechnical
consultant. Ground sloping flatter than 5: 1 should be benched or otherwise
overexcavated when recommended by the geotechnical consultant.
3. 7 Evaluation of Fill Areas: All areas to receive fill. including processed areas,
removal areas, and toe~of-fill benches, should be e•,aluated by the
geotechnical consultant prior to fill placement.
4.0 Fill Material
4. 1 General: Material to be placed as fill should be sufficiently free of organic
matter and other deleterious substances, and should be evaluated by the
geotechnical consultant prior too placement. Soils of poor gradation,
expansion, or strength characteristics should be placed as recommended by
the geotechnical consultant or mixed with other soils to achieve satisfactory fill
material.
4.2 Oversize: Oversize material, defined as rock or other irreducible material with
a maximum dimension greater than 6 inches, should not be buried or placed
in fills, unless the location, materials, and disposal methods are specifically
recommended by the geotechnical consultant. Oversize disposal operations
should be such that nesting of oversize material does not occur, and such that
the oversize material is completely surrounded by compacted or densified fill.
Oversize material should not be placed within 10 feet vertically of finish grade,
within 2 feet of future utilities or underground construction, or within 15 feet
horizontally of slope faces, in accordance with the attached detail.
-3-
' '
4.3 Import If importing of fill material is required for grading, the import material
should meet the requirements of Section 4.1. Sufficient time should be given
to allow the geotechnical consultant to observe (and test, if necessary) the
proposed import materials.
5. o fill Placement and Compaction
5.1 Fill Lifts: Fill material should be placed in areas prepared and previously
evaluated to receive fill, in near~horizontal layers approximately 6 inches in
compacted thickness. Each layer should be spread evenly and thoroughly
mixed to attain uniformity of material and moisture throughout.
5.2 Moisture Conditioning: Fill soils should be watered, dried-back, blended,
and/or mixed, as necessary to attain a uniform moisture content near optimum.
5.3 Comgaction of Fill: After each layer has been evenly spread, moisture-
conditioned, and mixed, it should be uniformly compacted to not less than 90
percent of maximum dry density (unless otherwise specified). Compaction
equipment should be adequately sized and be either specifically designed for
soil compaction or of proven reliability, to efficiently achieve the specified
degree and uniformity of compaction.
5.4 Fill Slopes: Compacting of slopes should be accomplished, in addition to
normal compacting procedures, by backrolling of slopes with sheepsfoot rollers
at increments of 3 to 4 feet in fill elevation gain, or by other methods producing
satisfactory results. At the completion of grading, the relative compaction of
the fill out to the slope face would be at least 90 percent.
4-
I
I
I a
I ~
I
5.5 Comoactjon Testjng: Field tests of the moisture content and degree of
compaction of the till soils should be performed at the consultant's discretion
based on field conditions encountered. In general. the tests should be taken
at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of
compacted till soils. In addition, on slope faces, as a guideline approximately
one test should be taken for each 5,000 square feet of slope face and/or each
10 feet of vertical height of slope.
6.0 Subdrain Installation
7.0
Subdrain systems, if recommended, should be installed in areas previously evaluated
for suitability by the geotechnicai consultant, to conform to the approximate alignment
and details shown on the plans or herein. The subdrain location or materials should
not be changed or modified unless recommended by the geotechnical consultant.
The consultant, however, may recommend changes in subdrain line or grade
depending on conditions encountered. All subdrains should be surveyed by a
licensed land surveyor/civil engineer for line and grade after installation. Sufficient
time shall be allowed for the survey, prior to commencement of filling over the
subdrains.
Excavatjon
Excavations ·and cut slopes should be evaluated by a representative of the
geotechnical consultant (as necessary) during grading. If directed by the geotechnical
consultant, further excavation, overexcavation, and refilling of cut areas and/or
remedial grading of cut slopes (i.e., stability fills or slope buttresses) may be
recommended.
8.0 Quantity Determination
For purposes of determining quantities of materials excavated during grading and/or
determining the limits of overexcavation, a licensed land surveyor/civil engineer
should be utilized.
.5.
' ,.
. ~v1 l NIM UM RETAINING WALL 'vVA TERPROOFlNG
& DR.i\lNAGE-DET.~!L
1N '--0 PR ,...·OF1N,.., /-\1~1-. ,V i G SE ---V
/-YAS"'.":C TO :!E A?C>L:E:: TC -:;p ::;:= N,J..L_
/ .
----YAS-ic -:"':'PE NA ~c! "~CCF'.1-,G ;-.LM :CCC :.R ::::1...:<,
/ _,/ :NS7 AL..:::J ?ER YANUF" .,_,:-:,_;RES .
-:? .:F ~E,AINING 'HAL:.~
\
i l
/ SPEC:F'lCATICNS &: :,,:;,cr::c-:-tD 'M"'.1-1
/ 3.\C:-<ER 3OAR0 '-18C'lE ,w;,.i.CP.l.!N' >AAS~C -,,:---: ::E
E:::<PO:SC '."Q 5LNLl:;,.-I c ,
/
--SCIL ::AC:<F''L--::::'-'P J..C7E:--,-, 3C:":
-=O .., ..,
-~E:...J.. TTY( ,::::;1,1p .,._C71CN
:lER RE~.~ENCE: #t
' 0,: -c / ~ PROPOSE:) SLCPE :A.::-:::.. -
\_?ER OSHA SiANDARDS (top) ____....,
NAU. ------I AREA JRAIN ---
S'fSiEM
CR PER AL TERN A TlVE S~::: '
:=>LAN. JR PER ,.1,po1=1c·,:::
~ETAININC SHCRINC ?'..AN
1,llflAORAIN '-'EMSRANE
INS7 AL!..!0 PER I.IANUF' ACTuRES
S?EC,F1CA ilONS QV(F! MASTIC
WA 7tRPROOflNG -HLM !5000
OR ECUIYAl£NT
-•:
-ii-,, ...!
,--r---·1;-p -
-..__ _______ :-;L iE:R F ABRJC ENVE:..CFE
·•,IIRAF; 14CN CR
J..?PROVc'.Q EOUIVAL.ENi)
1 :r ),,,IIN. LAP
---,<'------J/4. -1 : /r C~AN
GRAVEL
,,.--------.--------1-•x4• (45d) ::JNCREi'E CANi
0 •OCiTNG/WAU. CONNEC710N
(UNDER WATER' PROOFlNG)
__ ,. L..::::i::a.11!!!!1.;:...!~~=---------4• (1,,ilN.) DIAMEiER'
• '--~:'.Rf CR A -:-E:D ?VC ?IP:'.
--~-,'/ , (SCHEDULE 40 CR EC.)
==::.--=--= ~-?:-.--.-.~ , • .·,•.1······.-.·.·.·.\._· · -.. -, · c ;R~N~rg~~C:i ----'~·.~.'<~>>. ··>·'<·. >~<-·-~ .. '.· .. <<<•>:<-: DE?!CTEJ MIN.:~
• • • • • • • • C • T • • • • • •~RAClEN i 7C sur7 )18L:: ·-M;:,AC".'1"J :'!L1 •••••• _._, ••••• • ••• ••• :L'TL::~.
:; ::EJR::CK -'HAL!. F'OCTING \ I '-----C:NC "4!RACR..,.IN <::>ac~,,,--
,
~O..:ECT NUMSE.~
~OJECT NAME
~CJECT ADDRESS
RAWN BY:
, .. =1'-0"
.:JMPE'iEN T 9EJROCK OR FIL'-l..(A TE.~IAL
AS EVA.LUA iED 3'1' iHE GEOTE,:J;NICAL
J:NSUL TAN7
ENGINEERING
DESIGN GROUP
810 WEST LOS VALLECITOS BLVD.
SUITE MA"
SAN MARCOS. CA 92069
(760) 752-7010 FAX (760) 752-7092
OETAIL/FrG:... =::
NUMBE~
DATE
-I
NOTES:
,'4o surcharge loads within ·.-his
1 area for level backfill design.
l
I
! -.. :,,
! 0 ...
=; .g
i ~-
i ' I --, I ' --,-
j
•l
' Lina of undisturbed natural soil---' __
TYPfCAL SECTION
Mortar or cast-in-plat! concnta
Finished ;round line
_ " Grout filled block cells
,,
Horizontal reint. thru
bond beam block
Filter Material, 1" max. crushed
aggregate, 4 cu. ft. :iar 4" dia •
drain or 1 cu. ft. )Jar ft. ot open
head ioints.
4" dia. drain with 1 i4" galv. wtre-mesh
sereen 8' · O" Jn csnters, or '.lne ~ow
honzomally of •Joan nead joinu.
9" 1 T 2" block wall
8" block wall
Top of footing
2" x 4" (nominal) key
CAP DETAIL KEY DETAIL
1. All masonry rataining wails shall be constructed with cap, key and
drainagt details as shown hereon.
2. 4" diameter drain may be formed by µlacing a block on it's side.
THIE ENGINEERING DESIGN GROUP
RETAINING WALL DETAIL
,o,,..o, I ITJSN I JICiUll[ NO,
OESIGN CONOITIONS.
Wails ar. :o ~• us■d for th• loading conditions shown /or
111ch typ1 Ntll. Oes,qn H shall not be excaeded.
Foo ting ~•Y is r1Quir1d txctpt as shown otharwis■ or when
found unnecmary by :ht Engineer.
Soecral faoung design ,s required where foundation matuial
,s uncJoaola ~I iupoomng toe ;ire~u re !isted :n taole.
QESiGN CJA-;°A:
:,einiarced GJncrete:
Fe 2 i200 ;:,si F'c " 3000 psi
:l = 20,000 .JSI n = 10
::;ain:or:aci \1a:scnr1:
F'm = 500 ;:,si Fm = 200 psi
:-: = :a.Joo psi n = 50
:lr:11 s '.20 ,ct md :::iuivalen[ Fluid Pres:sure = 36 ;at
Jer ioot .Ji ~ergnt. Nalls shown for 1 ½; l unlimited
:1001ng surc:iarge are de-signed in accordanca -Nith
~anKlina's larmuia far unlimiteo sloping rnrcharga with
a O = 33° 42'.
,EiNFiJACEME~T:
i ntermedlata grade, hard grade. or rail steel deformation shaU
:::nicrm :o ASiM ..l.615, ..l.616, ..l.617. San shall lap 40
aiameten, "Nnere spliced, unles.s otherwise shown on the plans.
3ends shall conform to tilt Manual of Standard Practice, A.C.J.
Backing for hooK.s is four diame12n. All bar eml:ledments are
::ear fatances '.O Juaide Jf bar. Spacing for parallel oars is
:an1er to canrer ~t !Jan.
MASONRY:
All rtintorced masonry retaining walls shall b■ constructed of
regular or light w11gnt standard units conforming to the
"Standard Sllecdications lor Public Work.s Construction."
JOINTS:
V,rtial cantrol joina uiall be piaad at 32 foot inteMls
muimum. ~oinc :il11l ~e oes1gnea ro rain :t11ar and
Other lttri:ar f'Orcl!:S wnile ~emm:ing iangituda movement.
V1rtica uoan:ian i oina :.iall :ie pi aced at 96 toot inter-
vals maximul'l"'~
CONCRETE:
!=::atrnq :anc~e te snaU oe :60-C-3250, using 8 aggregate
when ~lacing ::rnc11rans ~er:nrt.
3ACX:F!L'...:
~a :iacx fill materiai ,hall tie ~laced against masonry retaining
walls ~nu: grauc has reacnea design strength or unlll grout has
cured ior a m,n1mum ot 28 days. Comoacuon al bacldill
::;ia1enaJ by jetting or ponding w11n water will :iot be permitted.
:act, layer of bacxtill shall be moistened as directed by the
Engineer and thoroughly tamped, rolled or otherwise compacted
un111 the relauve compaction is not !e~ rhan 90%.
FSNCING.
Safety fencing shall bt initaUed at che rap of the wall ai
required by 1t1e agency.
101 HO,
INSPECilONS:
C.ill for 1rupections lS f.olloWf:
. .
A. When the tooting has oaen formed. with th■ steel ried
taeuraly in final ;,osm on, and is ready for the concrete
to be ;,laced.
3. Where cleanout hole-s are ~01 Jrovided:
( l) After :ha blocks ~ave been !aid up to a height of
4', or full height for walls uo to s·. with steel in
:Jiaca but aeiore the grout is poured, and .....
(2l ..l.fter !he first lift :s properly grouted, the blocics
:iave been !aid :.ip :a :he :op of me wail with the
steai tied :.ecurely in place JUI before the upper
lift is grouted.
'Nhere cleanout :ioles are Jrov1dec:
After ,he blocks have been :aid ~P :a the !OO of
:he wail. with the steel :ieo :.acureiy in ;ilaca, but
btfora grau ting.
C. After grouting is complete 3nd after rock or rubble wall
drains ara in place but beiora earth backtill is placed.
0. Final inscection when all work ,as been completed.
CONCRETE GROUT ANO MORTAR MIXES:
Concrete grout shall attain a minimum compressive str11ngth of
2.000 psi in 28 days and mortar shall attain 1,800 psi in 28 days.
All calls shall be filled with grout Rad or vibrate grout
within 10 minutes of pouring to insura consolidation. Bring
grout to a point 2" from the top of masonry units when
grouting of second lift is to be continued at anothtr rime.
MORTAR KEY:
To insure proper bonding between the footing and the !im
course of block, a mortar key shall tie formtd by embedding
a flat 2 X 4 flush with and at the top of the freshly poureo
footing. Tha 2 X 4 should l:le removed aiter the concrete has
started to harden iaporoximately 1 hourf.
A mortar key may Ile omitted if :he first course of block is
set into the fresh concrete when the footing is ;ioured, and a
good bond is 001ained.
WALL DRAINS:
Wall drains 1na1: :ie ;irovroeo in ac:orc'ance with Stancaro
Drawing C,8.
SOIL:
All footings shall extend at !east 12 inch~ into undisturbed
natural soil or approved campac:ed fill. Soil thould be damp1ned
prior to placing concrete ,n tootings.
THE ENGINEERING DnlGN GROUP
RETAINING WALL DETAIL
I ,1GUU HO:
I
NOTES
1. Sae Stanoara D . _ rawmg:s C ~ addJ11onal note ., and C-8 tor
2. Fill all blo . ~ s_ and details. c~ ~eils with nr ~ out.
IOBMO,
/ Edge of Footing ,...
,J
PLAN
ELEVATION
1//, 7 -?I~"~
)
I
1 4 @ 12"
/ l 1/2. l ._ / zi::o ·_ . SIOOtng baclcfill . • iJn. :1ve :aad " or
~--, '"""""
~Lmona,c,o
: .J-'2~; 4 total 2
: I~
: -~ _i-t::::... =:: 'I~ 2'~ 7, ~ Sr,_· ra'i bars = : I -.._,, --1 r.---;-2" ~ 'L1---! ~/; 4 total ~
1 Kev~ I •
12"x J~h i _._ ...1 1.ev i W/2 17"
I ~ : ___ w!!, ___ !! -a ..,
TYPl~AL SECTJO
3 · 8" N max.
700 i I 550
I
THE ENGINEERING DES IGNGROU
RETAINING WALL DE p
BY:SH TAIL
JIGUlf MO:
SIOE HILL STABILITY FILL DETAIL
FINISH ec SI..O PE FA Cs: ~
PRO JECi 1 TO 1 l.JNE \
F~OM TOP OF SLOPE iO 1
OUi310E eoa.E OF )( EY
OVERSURCEN OR
UNSUl'T AILE
i,.AT'ERIAL
ex1SilNQ GROUNO --
SURFACE\ __. ---------__.. ..-.,,,.,,... _,.. _,,... _,..
/ ,,.,.,.. ,,,,,.... .,/
/ ,,,,,....__,.,,..-
// / --FINISHED CUT PA.J
/ / / ,
(
COMPETENT BEDROCK OR
MATERIAL.AS EVAI.U~TEO
SY THE QEOTECHHICAL
CONSUL TANT
NOTE: Subdrain details and key width recommendations to be provided based
on exposed subsurface conditions
CANYON SUSOAAIN DETAILS
'------1x1aT1Ne
QAOUNO SUA, ACI
R.EMOVE
UNSUITABLE
'-'ATErllAL
1"AE.looiCH
3EE BELOW
SUSDRAIN TRENCH DETAiLS
OVERLAP'\
' , I ·~ \ I
I
3/4"-1·112• CLEAN/
GFIAVE!. (ift.3/tt. MIN.)
FIL TEA FABRIC ENVELOPE
(MIRAFl 1.40H OR A?PFIOVEO
EQUIVALENT)~
DETAIL OF CANYON SUBDRAIN TERMINAL
'I
~-----:,~----_;I I 1S' MIN. 15'MIN.------?ERFOl=iATED ! a• ,0 MIN. PIPE
r"'-'----------~
NONPERFORATEC e" 0 MIN.
,/e,. MlN. OVERLA?
t -
S?S~::=-:CAHONS FOR CALT~NS
C:.). S S 2 ? S :':tM€A8 L :'. ,"<A :~:HAL
l.'.S. S:a::ca~::::
Si e·,e Si: e
; ..:: ii
'L:.
.'le.
lOO
a:c-:co
"" .. '"' ~=--1...,-. -... ---.. ..... ---. -:-;.. :
Subdrain should be conatruc~ed only on competent material as ev3ltJated by the geotechnical
consultant.
SUB0FIAIN INSTALLATION Subdrain pipe ,1iould be ln,talled with perforation, down as depicted.
At locations recommended by tne ~eotechnical consultant, nonpertorated pipe should b• lnata!lsd.
SUBORAIH TYPE-Subdrain ty1:1e should be Acrylonltrll• Butadiene Styrene (A.8.S.), Polyvinyl
Cnlorld• (PVC) or approved e,:iuivalent. Cla~, 12!S, SOR 32.5 should be uaed for maximum
flll d•ptna of ~1' f••t. Cl&u 200, SOR 2 t .snould be u••d lor maximum flll deotl'I& of 100 le•t •
I
STAStLITY FILL / BUTTRESS DETAlL
KEY WIDTH 1
AS ~0-:"EO OM GRAOIHG Pi.ANSI
i!'MIN.
3141 -H 12•
CLEAN GRAVEL
(3tt:3/ft. MIN.)
FILTER FABRIC
ENVELOP!: (l,,IIAAFl
1.40N OR APPf!OVEO
EQUIV Al.ENT)*
SUSDRAIN TRENCH DETAIL
T-CONNECTION DETAlL
... !F CAL TRANS CLASS 2 P:~MEAS!..E
MATER I A I. IS US E O IN P LAC e O F
3/4•-1-112• GRAVE!., FlL.iER F;.SR1:
MAY BE OELETEO
S?~·.:: F: CA 7: ONS FOR CAL i?..ANS
C;.A SS 2 ?~RME.ABL~ ,'1A i~~ :AL
'J. S. S :..:..'lC.: ~~
S; ~;/Q 5 ·: e:
:tc . ~
,·tc. :1:
~ .°'aSs'nc
l·JO
;c -: jO
..::-:·JC
2:-.!C
NOTES: For buttresa dimensions. ,ee geotechnical r11port/plans. Actual dimension, of 'out~r&s, and suc<!ra
may be cnanged by the geotect1nic:a.l consultant based on lield conditions.
SU80RAIH lNSTALI.ATION-3ubdr2in pipe should be Installed witn perforations down as depicted.
At location• recommended by u,e geotecnnical consultarit, nonperfor2ted pip• ~r,ould be Installed
SUBCRAIN TYPE-Subdraln type should be Acrylon trll• Sutadlene Styrene (A.B.S.). Polyvinyl Cnlorld "
(PVC) or aoorov•d equivalent. Ct••• 125.SOR 32.5 should be used tor maximum till deptns of :35 !e·
Cl••• 20~ SCA 21 •hould b• u••d tor maximum tlll d•Ptl,. of 100 feet.
FlLL SLOPE
KEY AND BENCHING DETAILS
Fl'AOJICT 1 TO 1 I.IHI! ,1=1ow TOi 0111' .SI..OPI
TO COWPt!TIH'T WA il!Rl
EXJ,3TING
GROUNO SUAFAC~
-------------------21i MIN.===---:' , ---------... :::,," .. ' ... ;•
' I ' 2' ~,UN.1-t5' MIN.__;
t<EY I LOWEST i
OEPTH BENCH
O<EY)
-OMPACTEO.=---:.-: --------~ FILL-OVER-CUT SLOPE _-J-J-.:::-:-:: FILL.~~-~ --:..-:..---:..-:..--:.-....::,.,""::=::;:;.~_ ----:..-:..~---~-----· --==~~~-:.:::;< -77.,,.•·
EXISTlNG~
GAOUNO SURFACE \
--~--:.-r--,.;,oi::-:-J ,.,,_
-~~.: ---:e~~ -- ---~--f ·••::,:1,.., '--, -_-:-~.-_,-:::::-, -3ENCH --------~ -~-:-:-:-i:.;:.E --~------------- ----_-2 -MTR.-:_-:_-:=.,;_~ --------_.. l L--1,• MIN--i FIEM.;>VE
__. -2' I LOWEST I UNSUI, ABLE
_., -MIN. BENCH MATERIAL
KEY (J< EY) DEPTH
CUT SLOPE
(TO BE EXCAVATED
PRIOR TO FILL
PLACEMENT) /,,,,,---
EXJS':"ING / /
GROUNO //
SURFACE---...._ / Jr
CUT SLOPE / I ,..,,~,,,. / /,, .,.,::.-
/ _-:, CUT-OVER-FILL SLOPE
_...:::-::
(TO BE EXCAVATEO
PRIOR TO FILL
PLACEMENT)
?ROJECT 1 TO 1
I.JNE FROM TOE
OF SLOPE TO
COMPETENT
MATERIAL
--~~ _-_-:-:-_ • FIEMCVE __ ::~3,:::=;~:~-f UNS UIT ASLE --~ --.::· •••--""IA __ -:-3':::---:-----b '"'""' ':,-, L
. c:~iic~i-P .E-~--·FT~--..:--~
--~:;:~ 9 EN CH ---==-=-=-=-=~:r ---(, ------~----------7.: -~--------------~~ --=-=~' MIN.k=:ff..1 --·~·---T ~ 5' MIN.----!
2' MIN. I LOWEST I
KEY CEPT'H BENCH · (KEY)
NOTE: Sack drain may be recommended by the Qeotechnical consultant based on
actual fleld conditions encountered. Sench dimension recommendations may
also be altered baaed on field conditions encountered.
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• ROCK DISPOSAL DETAlL
aAAHULM~ SOIL (S.S..?; lO) 1'0 ae OENSIFlEO IN Pt..ACi= SY Ft.OOOIHG ---==::._ ____ _
DETAIL
-----------------------__ ._.....----------------- - - -- -----__. ---
----------------------------------__...---.-..-------------
TYPICAL PROFILE ALONG WINDROW
1) Rock with maximum dimensions greater than 8 inches should not be used within 10 faet
vertically of finish grade (or 2 feet below depth of lowest utility whichever is greater),
and 15 feet horizontally of slope faces.
2) Rocks with maximum dimensions greater than 4 feet should not be •.;tilized in fills.
3) Rock placement, flooding of granular sail, and nil ;::lacemer.t shcu!c ::e observed by
geot echnical consultant.
4) Maximum size and spacing of windrows should be in accordance with the above detaiis
Width of windrow should not exceed 4 teat. Windrows snould be staggered
vertically (as depicted).
5) Rock should be placed in excavated trenches. Granular soil (S.E. greater than or eoua:
to 30) $hOuld be flooded in the windrow ta completely fill 'IOids around and beneath
rocks.
APPENDIX -C-
HOMEOWNERS MAINTENANCE GUIDELINES
Residential home sites require periodic maintenance of irrigation and drainage systems to
insure proper performance and overall retention of property value. Often, homeowners are
not aware of the importance of these systems and allow them to deteriorate.
During the construction phase cf de'ielopment. governing ager:c:es require property
developers to utilize specific methods of engineering and construction to protect the public
interest. For instance, the developer may be required to grade the property in such a
manner that rainwater will be drained away from the building cad. install brow ditches and
-:er,ace drains. ar:a ro plant sic_ces to minimize erosion. f-icwever, once the .oc is
purchased, it becomes the ouyer's responsibility to maintain these safety features by
observing a prudent program of lot care and maintenance. Failure to make regular
inspections and perform necessar; maintenance of drainage devices and sloping areas
may cause severe financial loss. in addition to his/her own proper.1 damage, the property
owner may be subject to civil !iability for damage occurring to neighboring properties as a
result of negligence.
The following rr:aintenar:ce guideiir:es are provided for the protec::on cf the hornecwr:er's
investment:
A All roof gutter and downspout systems, installed on the residence, should be
tightlined to a suitable outlet away from the structure. Under no
circumstances should water be allowed to pond onsite, particularly against
the perimeter foundation system.
B. Soils grades adjacent to the foundation of the structure should be sloped to
direct water away from the foundation and into a collective drainage system.
Soil grades should slope a minimum of 2% for a horizontal distance of 5 feet
away from the structure.
C. The irrigation of planter systems located immediately adjacent to the
foundation should be strictly controlled to avoid over watering. Saturation of
soils in these planters may result in soil settlement/expansion and associated
distress.
0. Care should be taken to ensure that slopes, terraces, berm, and proper lot
drainage are not disturbed.
E. In general, roof and yard runoff should be directed to either the street or
storm drain by non-erosive devices such a sidewalks. drainage pipes, ground
gutters, and driveways. Drainage systems should not be altered without
expert consultation.
Page No.1
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HOMEOWNERS MAINTENANCE GUIDELINES
il.11 drains should be kept clean and unclogged, including gutters and
downspouts. Terrace drains or gunite ditches should be kept free of debris
to allow proper drainage. During periods of heavy rain, the performance of
the drainage systems shculd :ie inscected. Problems. such as gullying and
ponding. if observed. should :Je corrected as seen as possible.
Any leakage from pools. waterlines, etc. or surface runoff bypassing drains
should be repaired as soon as possible
Animal burrows 'should be eliminated since they may cause aiversion of
surface runoff, promote acce!erated erosion, and even trigger shallow slope
failures.
Slopes should not be altered without expert consultation. \Nhenever a
homeowner plans a topographic modification of a lot or slope, a qualified
geotechnical consultant should be contacted.
If.unusual cracking, settling, or earth slippage occurs on the property, the
owner should consult a qualified geotechnical consultant immediately.
The most common causes of slope erosion and shallow slope failures are as
follows:
•
•
Gross neglect of the care and maintenance of onsite slopes and
drainage devices.
Inadequate and/or improper planting. Barren areas should be
replanted as soon as possible.
• Excessive or insufficient irrigation or diversion of runoff over the slope.
Property owners should not let conditions on their property adversely impact
their neighbors. Cooperation with neighbors could prevent problems and
increase the aesthetic attractiveness of the community.
Page No. 2
I ,.
HQMEQWNERS MAINTENANCE GUIDELINES
Residential home sites require periodic maintenance of irrigation and drainage systems to
insure proper performance and overall retention of property value. Often, homeowners are
not aware of the importance of these systems and allow them to deteriorate.
During the constructicn phase of development, governing agencies require property
developers to utilize specific methods of engineering and construction to protect the public
interest. For instance, the developer may be required to grade the property in such a
manner that rainwater will be drained away from the building pad. install brow ditches and
terrace drains, and to plant sicpes to minimize erosion. However, once the :m is
purchased, it becomes the buyer's responsibility to maintain these safety features by
observing a prudent program of lot care and maintenance. Failure to make regular
inspections and perform necessary maintenance of drainage devices and sloping areas
may cause severe financial loss. In addition to his/her own property damage, the property
owner may be subject to civil liability for damage occurring to neighboring properties as a
result of negligence.
The following maintenance guidelir.es are provided for the protecticn cf the homecwner's
investment:
A All roof gutter and downspout systems, installed on the residence, should be
tightlined to a suitable outlet away from the structure. Under no
circumstances should water be allowed to pond onsite, particularly against
the perimeter foundation system.
B. Soils grades adjacent to the foundation of the structure should be sloped to
direct water away from the foundation and into a collective drainage system.
Soil grades should slope a minimum of 2% for a horizontal distance of 5 feet
away from the structure.
C. The irrigation of planter systems located immediately adjacent to the
foundation should be strictly controlled to avoid over watering. Saturation of
soils in these planters may result in soil settlement'expansion and associated
distress.
0. Care should be taken to ensure that slopes, terraces, berm, and proper lot
drainage are not disturbed.
E. In general, roof and yard runoff should be directed to either the street or
storm drain by non-erosive devices such a sidewalks, drainage pipes, ground
gutters, and driveways. Drainage systems should not be altered without
expert consultation.
Page No. 1
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F.
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K.
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HOMEOWNERS MAINTENANCE GUIDELINES
All drains should be kept clean and unclogged, including gutters and
downspouts. Terrace drains or gunite ditches should be kept free of debris
to allow proper drainage. During periods of heavy rain, the performance of
the drainage systems should be inspected. Problems, such as gullying and
ponding. if observed. should be corrected as soon as possible.
Any leakage from pools, waterlines. etc. or surface runoff bypassing drains
should be repaired as soon as possible
Animal burrows 'should be eliminated since they may cause diversion of
surface runoff, promote accelerated erosion, and even trigger shallow slope
failures.
Slopes should not be altered without expert consultation. VVhenever a
homeowner plans a topographic modification of a lot or slope, a qualified
geotechnical consultant should be contacted.
If unusual cracking, settling, or earth slippage occurs on the property, the
owner should consult a qualified geotechnical consultant immediately.
The most common causes of slope erosion and shallow slope failures are as
follows:
• Gross neglect of the care and maintenance of onsite slopes and
drainage devices.
• Inadequate and/or improper planting. Barren areas should be
replanted as soon as possible.
• Excessive or insufficient irrigation or diversion of runoff over the slope.
Properfy owners should not let conditions on their property adversely impact
their neighbors. Cooperation with neighbors could prevent problems and
increase the aesthetic attractiveness of the community.
-Page No. 2