2000-6574 CN/G ENGINEERING SERVICES DEPARTMENT
Capital Improvement Projects
District Support Services
Field Operations
Sand Replenishment /Stonnwater Compliance
Subdivision Engineering
Traffic Engineering
March 14, 2002
Attn: Washington Mutual Bank
105 N. El Camino Real
Encinitas, California 92024
RE: Grading Permit 6574 -G
A.P.N. 254- 171 -55
Hillan, Stephen and Kathy
1640 Gascony Road
Final release of security
Permit 6574 -G authorized earthwork, private drainage improvements, and erosion
control, all as necessary to build /prepare proposed improvements as shown on said plan.
The acceptance, and warranty inspections have all been completed to the satisfaction of
the Field Operations Division has approved rough grading. Therefore, a full release of
the remaining security deposit is merited.
Certificate of Deposit Account 0179 - 0001514343 -4, in the amount of $6,485.75, may
be released. The document original is enclosed.
Should you have any questions or concerns, please contact Debra Geishart at (760) 633-
2779 or in writing, attention this Department.
Sincerely,
Masih Maher Leslie Suelter
Senior Civil Engineer Financial Services Manager
Subdivisions Financial Services
cc- Leslie Suelter, Financial Services Manager
Stephen and Kathy Hillan
File
NoText
ENGINEERING
DESIGN GROUP 7!�/
GEOTECHNICAL, CIVIL, STRUCTURAL &ARCHITECTURAL CONSULTANTS i..i ��/ /'✓�
E0R RESIDENTIAL & COMMERCIAL CONSTRUCTION
2121 Montiel Road, San Marcos, California 92069 • (760) 839 -7302 • Fax: (760) 480 -7477 • E -mail: ENGDG @aol.com
' Date: September 21, 2001
To: Steve and Cathy Hillan
c/o Mike Lloyd
2138 Curtis Drive
Vista, CA 92084
Re: Proposed New Residence to be located on Gascony Road, A.P.N. 254 - 171 -55, City of Encinitas,
California
' Subject: Compaction Report
' INTRODUCTION
In accordance with your request and authorization, we have provided quality control and compaction testing services
' during the grading and re- compaction of fill soils at the above referenced site. The results of our quality control and
compaction testing operations are summarized below.
GRADING OPERATIONS
For the purposes of this report the subject site is assumed to face south. Grading was conducted approximately
between March 23 to March 30, 2001. Grading procedures consisted of the excavation of keyways at the base of
fill slopes, scarification of the keyway and subgrade bottoms, and recompaction of fill soils to form the building pads.
Onsite soil material was utilized as fill material, and consisted of grey slightly sandy silts to brown sandy clays, and
based on our experience, possess potentials in the medium range (design accounts for high). All vegetative and
other debris was removed from the site prior to the start of grading. To address the cut/fill transition across the pad,
the building pad to a distance of 5 feet beyond footprint, was undercut to a depth of approximately 3 feet below
adjacent grade and recompacted to create a uniform building pad. Grading operations were conducted by means
of a CAT D -6 dozer.
' Following the formation of the general building pad, the "common" asphaltic driveway was removed in connection
with the installation of a swale. The shared driveway extends from Burgundy Road to Lots 43 and 44. In the area
' of the driveway the old asphaltic driveway was removed, subgrade soils were ripped to a depth of 12 inches below
HILLAN RESIDENCE Page 1
254 - 171 -55, GASCONY ROAD, CITY OF ENCINITAS, CALIFORNIA Job No. 002344 -1,4
,\Main \file on mam\JOBS \4 JOBS\2000\002344 HILLAN RESIDENCE, GASCONY RD. ENCINITAS - COMP RPT wva
ENGINEERING DESIGN GROUP
GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS
grade, moisture conditioned, and soils recompacted. Four inches of Class II Base was placed and compacted and
' the new driveway constructed.
FIELD AND LABORATORY TESTING
Limited field density tests were performed in accordance with D1556 -90 (Sand Cone Method). Our test results
indicate that the locations tested have been compacted to at least 90 percent relative compaction, as determined
by ASTM D1557 -91, (Procedure A). The reported test results are representative of the soil conditions at the locations
tested. Our observation and field density testing methods are In accordance with normally accepted procedures.
The accuracy of the relative compaction values are subject to the precision limitations of the ASTM test methods.
The accuracy of the maximum dry density determination (ASTM D1557 -91) is discussed in the 1998 Annual Book
of ASTM Standards, Section 4, Volume 04.08, entitled, Soil and Rock: Building Stones Variations of relative
I compaction values should be expected, laterally and vertically, from the actual test locations.
' SUMMARY
In general, it is our opinion, based on the placement procedure and the test data collected, the fill soils tested, at
the locations tested, were compacted to a minimum of 90 percent relative compaction (based on ASTM D1557 -91,
' Procedure A).
EIING questions, please do no 't act our office.
( EN DESIGN GROUP LLI ,dL,_ 4, Fxp 12-43 `�%* C!v ���� —
Attachments:
1. Table 1 & 2: "Laboratory and Field Test Results"
2. Figures 1 -2: "Approximate Location of Compaction Tests"
HILLAN RESIDENCE Page 2
254 - 171 -55, GASCONY ROAD, CITY OF ENCINITAS, CALIFORNIA Job No. 002344 -1,4
\\Main\lile an mainQOBS\4 JOBS\2000\002344 HILLAN RESIDENCE, GASCONY RD. ENCINITAS - COMP RPT .00
' ENGINEERING DESIGN GROUP
GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS
LABORATORY AND FIELD TEST RESULTS
TABLE NO. 1
' Laboratory Test Results
SOIL SOIL TYPE MAXIMUM DENSITY OPTIMUM U.S.C.S.
' TYPE (PCF) MOISTURE CLASSIFICATION
' 1 Brown Sandy 120.5 12.3 SM
Silts with small
amounts of
' Clays
2 Class II 145 6.3 SW
t TABLE NO.2
Field Test Results
' TEST DATE ELEVATION SOIL FIELD DRY RELATIVE
NO: TYPE MOISTURE DENSITY COMPACTION
( #) (PERCENT) (PCF) (PERCENT)
' CF -1 3 -26 -01 266 1 11 110.1 91
CF -2 3 -27 -01 268 1 16 110.3 91
CF -3 3 -27 -01 276 1 13 111 92
' CF -4 3 -29 -01 271 1 16 108 90
CF -5 3 -29 -01 278 1 10 114.5 95
CF -6 3 -30 -01 271 1 15 112.5 93
CF -7 3 -30 -01 271 1 14 118 98
' CF -8 4 -24 -01 DRIVEWAY 1 13.5 110 91
CF -9 4 -27 -01 DRIVEWAY 1 13.2 115.2 96
CF -10 4 -30 -01 DRIVEWAY 1 11.5 114.7 95
' CF -11 5 -1 -01 DRIVEWAY 1 2 8.8 137.8 95
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#1 Location of Compaction Tests
PROJECT NAME HILLAN RESIDENCE
PROJECT ADDRESS GASCONY ROAD, CITY OF ENCINITAS, CALIFORNIA
JOB NUMBER ENGINEERING DESIGN GROUP FIGURE
GEOTECHNICAL, CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS
810 W Los Vallecitos Blvd., Suite A, San Marcos, CA 92069
002344-1 Phone: (7601839-7302 Fax (760)480-7477 1
\\Main\file\JOBS\4 JOBSQ000 \002344 HILLAN, GASCONY RD., ENCINITAS. - COMP RPT.wpd
' _ 108-SA
Nil 1111 1111
C4
PROJECT
:
12" X 12" GRATED CATCH BASIN
265.5 RIM EL
Nil
261h;- FIL EIL
' 2K0 ...... ........ ... . i .......... NEIJ PRIVATE I&' EASEMENT
+ LOT 55 SEWER AND
RUN-OFF DRAINAGE
3' EACH PROPERTY 6'
TOTAL
' I "N Doc. 2000-0�31
2- ...... NOV. 3,2000
(43)
i i *c
ro" AM DRAIN PIPE 2' DEEP
W/ 2% MIN. SLOPE
FOR DRAINAGE
4" ASS SEWER PIPE BELOW
P q 3' DEEP MN. W1 CLEAN CUTS ICC
245 . ......
EXISTING 24' DRIVEWAY
...........
E XISTING 30' PRIVATE EASEME
PIER 00r— 19-065614
L�L Lj — REG. FEH. 111978
(41)
X
ACO ............
2?3 or-
FREE FLOW TO EXISTING STORM DI
- — ----------
'GUNDY --- ----- -
' � ti
#1 Location of Compaction Tests
PROJECT NAME HILLAN RESIDENCE
PROJECT ADDRESS GASCONY ROAD, CITY OF ENCINITAS, CALIFORNIA
JOB NUMBER ENGINEERING DESIGN GROUP FIGURE
GEOTECHNICAL, CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS
810 W Los Vallecilos Blvd, Suite A. San Marcos, CA 92069
002344-1 Phone f760)839-7302 Fax (76OA80-7477 2
'\Main\file on main\JOBS\4 JOBS\2000\002344 HILLAN. GASCONY RD.. ENCINITAS, - COMP RPT wpd
L1V "N- - EW__ G
, N
''A R,SIOFNigL 8 COM6QN fpp CONSTPUC' ONJRAt CONSq;
2121 Montiel Road, San Marcos,
California 9 2069 • (760 ) 839 -7302 •
Fax: (760) 480 - 7477 .
E-mail: ENGDGC)aol.con -i
GEOTECLINICAI 1NV
FO R ROP ATION A" ' (, FO
T OSED NEW NDATION REC
BE LOCATED ON RESIDENC
C1TY OF A.P.N. 254-171.55 NY ROAD,
ENCINITAS, CALIFORNI
A
Project No. 002344 -1
June 7, 2000
i
PREPARED FOR:
Mr, and Mrs. Steve Hillan
MI
LLOY AND
Attn: Mike Ll Driv o SSOCIATES
Curtis Yd
e
Vista, CA
Umm —
TABLE OF CONTENTS
Page
SCOPE............................ ............................... 1
SITE AND PROJECT DESCRIPTION ..... ............................... 1
FIELD INVESTIGATION ................. ............................... 1
SUBSOIL CONDITIONS ................ ............................... 2
GROUNDWATER ..................... ............................... 2
LIQUEFACTION....................... ............................... 3
CONCLUSIONS AND RECOMMENDATIONS ............................... 4
GENERAL ...................... ............................... 4
EARTHWORK................... ............................... 4
FOUNDATIONS .................. ............................... 6
CONCRETE SLABS ON GRADE .... ............................... 7
RETAINING WALLS .............. ............................... 9
SURFACE DRAINAGE ........... ............................... 10
CONSTRUCTION OBSERVATION AND TESTING .......................... 11
MISCELLANEOUS.................... ............................... 12
ATTACHMENTS
Site Vicinity Map .............. ............................... Figure No. 1
Site Location Map ............. ............................... Figure No. 2
Site Plan /Location of Exploratory Test Pits ......................... Figure No. 3
Logs of Exploratory Test Pits .. ............................... Figures No. 4 -5
References ................... ............................... Appendix A
General Earthwork and Grading Specifications ...................... Appendix B
Testing Procedures ............ ............................... Appendix C
SCOPE
This report gives the results of our geotechnical investigation for the property located on
Gascony Road, A.P.N. 254 - 171 -55 in the City of Encinitas, California. (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 properties, a limited subsurface investigation of the property, field analysis and
preparation of this report presenting our findings, conclusions, and recommendations.
SITE AND PROJECT DESCRIPTION
The subject property consists of vacant irregularly shaped lot, located off a private
driveway, west of Gascony Road in the City of Encinitas, California. The site is bordered
to the west by developed residences, to the south by a private drive and a developed
residence, to the north by a vacant lot, and to the east by a developed residence and
Gascony Road. The overall topography of the site area consists of gently rolling hills. The
site appears to be located along a ridge line and is downwardly sloped in the southwesterly
direction.
Based on our conversations with the project architect and owner, it is anticipated that the
proposed new development will consist of the following;
Design and construction of a new split level two story residence founded on slab on
grade flooring system.
Retaining walls on the order of 8 -9 feet.
FIELD INVESTIGATION
Our field investigation of the property, conducted May 5, 2000, consisted of a site
reconnaissance, site field measurements, observation of existing conditions on -site and
on adjacent sites, and a limited subsurface investigation of soil conditions. Our subsurface
investigation consisted of visual observation of two exploratory test pits, logging of soil
types encountered, and sampling of soils for laboratory testing. The locations of the test
pits are given in Figure No. 3, "Site Plan /Location of Exploratory Test Pits ". Logs of the
exploratory Test Pit excavations are presented in Figures No. 4 -5, "Test Pit Excavations ".
HILLAN RESIDENCE Page No. 1
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS
SUBSOIL CONDITIONS
Materials consisting of weathered silty to clayey sand fill material underlain by sandstone,
were encountered during our subsurface investigation of the site. Soil types within our test
pit excavations are described as follows:
Fill:
Fill materials extended to depths ranging between 31 -36 inches below
adjacent grade. Fill materials consist of brown to tan, slightly moist to
moist, medium dense silty clayey sand to slightly silty sand. Fill
materials are not considered suitable for the support of structures,
but may be used as compacted fill during grading. Silty to clayey
sand materials classify as SW -SC according to the Unified Classification
System, and based on visual observation and our experience, possess
expansion potentials in the low to medium range.
Sandstone
Sandstone material was found to underlie the fill material within our the
test pit excavations. Sandstone materials consisted of rust brown to
yellow, moist, dense, sandstone. Sandstone materials are considered
suitable for the support of structures and structural improvements,
provided the recommendations of this report are followed.
Sandstone materials classify as SW according to the Unified
Classification System, and based on visual observation and our
experience, possess expansion potentials in the low range.
For detailed logs of soil types encountered in our test pit excavations, as well as a
depiction of our test pit locations, please see Figure No. 3, "Site Plan /Location of
Exploratory Test Pits ", and Figures No. 4 -5, "Test Pits Excavations ".
GROUND WATER
Groundwater was not encountered during our subsurface investigation of the site. Ground
water is not anticipated to be a significant concern to the project provided the
recommendations of this report are followed.
HILLAN RESIDENCE Page No. 2
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL, CIVIL, STRUCTURAL 6 ARCHITECTURAL CONSULTANTS
LIQUEFACTION
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 in the Southern California region.
However, the seismic risk at this site is not significantly greater than that of the surrounding
developed area.
Liquefaction of cohesionless 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
dense nature of the soil materials underlying the site and the lack of near surface
water, the potential for liquefaction or seismically- induced dynamic settlement at the
site 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.
HILLAN RESIDENCE Page No. 3
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL. CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
In general, it is our opinion that the proposed construction, as described herein, is feasible
from a geotechnical standpoint, provided that 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
Where slab on grade flooring systems are proposed for the new improvements, fill material
found to mantle the site will require removal and re- compaction during grading within the
areas of improvement. Based on our investigation, minimum required removals should
extend through fill profiles, anticipated to be approximately 3 feet deep, and to a minimum
distance of 5 feet outside the footprint of the proposed structure (where possible). Where
removals can not be made as described above, the non conforming condition should be
brought to the attention of the Engineering Design Group in writing so modified
recommendations may be provided.
1. Site Preparation
Prior to any grading, areas of proposed improvement should be cleared
of surface and subsurface organic debris (including topsoil). Removed
debris should be properly disposed of off -site priorto 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, should be filled and compacted using on -site material or a
non - expansive import material.
2. Removals
Fill soils found to mantle the site in our exploratory test pits (i.e., upper
HILLAN RESIDENCE Page No. 4
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL. CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS
approximately 3 feet), are not suitable for the structural support of
buildings or improvements in their present state, and will require removal
and re- compaction in areas of proposed slab on grade floors or other
settlement sensitive locations. In general, grading should consist of the
excavation of a keyway at the base of proposed fill slopes, scarification
of keyway bottom, benching, and re- compaction of fill materials to 90
percent relative compaction per ASTM 1557 -91 (See Appendix B for
grading detailing). Excavated fill materials are suitable for re -use as fill
material during grading, provided they are cleaned of debris and oversize
material in excess of 6 inches in diameter (oversized material is not
anticipated to be of significant concern) and are free of contamination.
Improvements should be constructed on uniform building pad. Where
a cut/fill transition occurs, the building pad should be undercut to a
minimum of 3 feet, to a distance of 5 feet outside building perimeter,
where possible.
Removals and undercuts should extend a minimum of 5 feet beyond
the footprint of the proposed structures and settlement sensitive
improvements. Where this condition cannot be met it should be
reviewed by the Engineering Design Group on a case by case basis.
Removal depths should be visually verified by a representative of
our firm prior to the placement of fill.
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 re- compacted to at least 90 percent relative compaction
(based on ASTM D1557 -91). Compacted fills should be cleaned of loose
debris, oversize material in excess of 6 inches in diameter, brought to
near optimum moisture content, and re- compacted to at least 90%
relative compaction (based on ASTM D1557 -91). Surficial, loose or soft
soils exposed orencountered during grading (such as any undocumented
or loose fill materials) should be removed to competent formational
material and properly compacted prior to additional fill placement.
Fills should generally be placed in lifts not exceeding 8 inches in
thickness. If the import of soil is planned, soils should be non - expansive
HILLAN RESIDENCE Page No. 5
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS
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.
FOUNDATIONS
In deriving foundation recommendations for this site the subsoil conditions, as well as
the proposed construction, were evaluated. We anticipate that the proposed foundation
system for the structures will slab on grade and perimeter footing foundation system.
1. Footings bearing in competent formational materials may be designed utilizing
maximum allowable soils pressure of 1,800 psf.
3. Seismic Design Parameters:
Seismic Zone Factor 4
Soil Profile Type S
(Table 16 -J)
Near Source 8 km
Distance Rose Canyon
(Distance to Closest
Active Fault)
Seismic Source Type B
(Table 16 -U)
Bearing values may be increased by 33% when considering wind, seismic, or
other short duration loadings.
4. The following parameters should be used as a minimum, for designing footing width
and depth below lowest adjacent grade:
No. of Floors Minimum Footing Width *Minimum Footing Depth
Supported Below Lowest Adjacent Grade
1 18 inches 24 inches
2 18 inches 24 inches
3 24 inches 24 inches
HILLAN RESIDENCE Page No. 6
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL. CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS
5. All footings should be reinforced with a minimum of two #4 bars at the top and two
#4 bars at the bottom (3 inches above the ground). For footings over 30 inches in
depth, additional reinforcement, and possibly a stemwall system will be necessary.
This detail should be reviewed on a case by case basis by our office prior to
construction.
6. All isolated spread footings should be designed utilizing the above given bearing
values and footing depths, and be reinforced with a minimum of #4 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.
7. For footings adjacent to slopes, a minimum 15 feet horizontal setback informational
material or properly compacted fill should be maintained. A setback measurement
should be taken at the horizontal distance from the bottom of the footing to slope
daylight. Where this condition can not be met it should be brought to the attention
of the Engineering Design Group for review.
8. All excavations should be performed in general accordance with the contents of this
report, applicable codes, OSHA requirements and applicable city and /or county
standards.
7. All foundation subgrade soils and footings shall be pre- moistened a minimum of 24
inches in depth prior to the pouring of concrete.
CONCRETE SLABS ON GRADE
Concrete slabs on grade should use the following as the minimum design parameters:
1. Concrete slabs on grade of the garage should have a minimum thickness of 4
inches (5 inches at garage and driveway locations) 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
HILLAN RESIDENCE Page No. 7
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL. CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS
• Air Content: 5 to 8 percent
• Moisture retarding additive in concrete at moisture
sensitive areas.
• 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 4 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.
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 forfoundation 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.
HILLAN RESIDENCE Page No. 8
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL. CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS
• Concrete subgrade should be pre- soaked prior to the pouring of concrete.
The level of pre- soaking 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 square feet. For 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
0.6 (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 are anticipated for construction of the residence. Retaining walls up to 9
feet may be designed and constructed in accordance with the following recommendations
and minimum design parameters:
1. Retaining wall footings should be designed in accordance with the allowable bearing
criteria given in the "Foundations" section of this report, and should maintain
minimum footing depths outlined in the "Foundation" 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, free draining
material will be used for backfill, and that the backfill surface will be level. For
sloping backfill, the following parameters may be utilized:
HILLAN RESIDENCE Page No. 9
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL, CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS
Condition 2:1 Slope 1.5:1 Slope
Active 50 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 7XH psf, where H is the height
of the wall in feet.
4. Passive soil resistance may be calculated using an equivalent fluid pressure of
250 pcf. This value assumes that the soil being utilized to resist passive pressures,
extends horizontally 2.5 times 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 0.35 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.
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.
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 foundation walls, or tops of slopes. The
HILLAN RESIDENCE Page No. 10
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL, CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS
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 2% 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 and existing structures 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. Attendance of a pre- construction meeting prior to the start of work
2. Review of final approved structural plans prior to the start of work, for compliance with
geotechnical recommendations.
3. Testing of any fill placed, including retaining wall backfill and utility trenches.
4. Observation of footing excavations prior to steel placement.
5. Field observation of any "field change" condition involving soils.
6. Walk through of final drainage detailing prior to final approval.
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, priorto the issuance of the certificate of occupancy, issue
HILLAN RESIDENCE Page No. 11
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL. CIVIL, STRUCTURAL 8 ARCHITECTURAL CONSULTANTS
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.
Before commencement of grading the Engineering Design Group will require a separate
contract for quality control observation and testing. Engineering Design Group requires
a minimum of 48 hours notice to mobilize onsite for field observation and testing.
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 ourexperience 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. Asa 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.
HILLAN RESIDENCE Page No. 12
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL, CIVIL, STRUCTURAL & ARCMTECTURAL CONSULTANTS
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.
If 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.
Sincerely,
ENGINEERING DESIGN GROUP
I Q 4,
Steven Norris
California RCE #47672
HILLAN RESIDENCE Page No. 13
GASCONY ROAD, CITY OF Encinitas, CA Job No. 002344 -1
ENGINEERING DESIGN GROUP
GEOTECHNICAL, CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS
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PROJECT NAME HILLAN RESIDENCE
PROJECT ADDRESS GASCONY ROAD, CITY OF CARLSBAD, CA
PROJECT NUMBER ENGINEERING DESIGN GROUP FIGURE
GEOTECHNICAL. CIVIL, STRUCTURAL S ARCHITECTURAL CONSULTANTS
002344 -1 810 W Los Vallecltos Btvd., Suite A. San Marcos, CA 92069 3
Phone: (760)752-7010 Fax: 1760)752 -7092
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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. Kennedy, Michael P., 1975, Geology of the San Diego Metropolitan Area,
California: CDMG Bulletin 200, 56 p.
APPENDIX -13-
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
1.0 Generallntent
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 geotechnical 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
contractor to read and understand these specifications, as well as the geotechnical
report and approved grading plans.
2.0 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 resulting 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 D1557.
c
-1-
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, no 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 satisfactory 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, dry, 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 Benching 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 evaluated 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 imps: 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.
5.0 Fill Placement and Compaction
ction
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 Compaction 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 Slooes 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-
5.5 Compaction Testing Field tests of the moisture content and degree of
compaction of the fill 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 fill 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
Subdrain systems, if recommended, should be installed in areas previously evaluated
for suitability by the geotechnical 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.
7.0 Excavation
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-
MINIMUM RETAINING WALL WATERPROOFING
Bc
DRAINAGE DETAIL
r INAL WATERPROOFING SPECIFICATIONS & DETAILS BE PROVIDED
BY PROJECT ARCHITECT
MASTIC TO BE APPLIED TO TOP CF `MALL
MASTIC TYPE WATER PROOFING (HLM 5000 OR EQUIV)
INSTALLED PER MANUFACTURES
SPECIFICATIONS & PROTECTED WITH
TCP OF RE'AINING WALL BACKER BOARD (ABOVE MIRACPAIN) MASTC NOT TO 3E
\ EXPOSED TO SUNUGHT
SOIL BACKFILL COMPACTED TO 90%
r RELATIVE COMPACTION
2% PER REFERENCE /t
z
= o —
n pn —
\ PROPOSED SLOPE 9ACKCL'T
END MIRADRAIN (top) 6" LAP I- PER OSHA STANDARDS
OR PER ALTERNATIVE SLCP'N(:
AREA
IN PLAN, OR PER APPROVED
RETAINING WALL 1 ' SYSTEM SHORING PLAN
a _
I--
MIRAORAIN MEMBRANE — FILTER FABRIC ENVELOPE
INSTALLED PER MANUFACTURES (MIRAFI taON OR
SPECIFICATIONS OVER MASTIC JNIR. ; APPROVED EQUIVALENT)
WATERPROOFING - HLM 5000 12" MIN. LAP
OR EQUIVALENT
—. 3/4" - 1 1/2 CLEAN
GRAVEL
_ —_— -- — 4 (45a) CONCRETE CANT
O FOOTING/WALL CONNECTION
(UNDER WATER PROOFING)
-
-� —� a' (MIN.) DIAMETER
PERFORATED PVC PIPE
- -- < (SCHEDULE 40 OR EQ.)
1,
PERFORATIONS
WITH ERFO ONS
ORIENTED DOWN AS
<< DEPICTED MIN. 27
GRADIENT TO SUITABLE
COMPACTED FILL WALL FOOTING OUTLET.
OR BEDROCK
END NIRADRAIN 'bottom;
COMPETENT BEDROCK GP FILL MATERIAL
AS EVALUATED BY THE GEOTECHNICAL
CONSULTANT
PROJECT NUMBER ENGINEERING ° N� NU MBER
PROJECT NAME DESIGN GROUP
PROJECT ADDRESS 810 WEST LOS VALLECITOS BLVD.
SUITE "A"
DRAWN BY: SAN MARCOS. CA 92069
SCALE: 1 1' –0"
(760) 752 -7010 FAX (760) 752 -7092 D
DESIGN CONDITIONS: INSPECTIONS:
i Walls are to be used for the loading conditions shown for Call for inspections as follows:
each type wall. Design H shall not be exceeded.
Footing key is required except as shown otherwise or when A. When the footing has been formed, with the steel tied
found unnecessary by the Engineer. securely in final position, and is ready for the concrete
Special footing design is required where foundation material to be placed.
is uncapable of supporting toe pressure listed in table.
B. Where cleanout holes are not provided:
DESIGN DATA:
(1) After the blocks have been laid up to a height of
Reinforced Concrete: 4', or full height for walls up to 5', with steel in
place but before the grout is poured, and .... .
Fc = 1200 psi F'c - 3000 psi
Fs - 20,000 psi n = 10 (2) After the first lift is properly grouted, the blocks
have been laid up to the top of the wall with the
Reinforced Masonry: steel tied securely in place but before the upper
lift is grouted.
F'm = 600 psi Fm = 200 psi
Fs = 20,000 psi n - 50 Where cleanout holes are provided:
Earth - 120 pcf and Equivalent Fluid Pressure 36 psf
per foot of height. Walls shown for 1%:1 unlimited After the blocks have been laid up to the top of
sloping surcharge are designed in accordance with the wall, with the steel tied securely in place, but
Rankline's formula for unlimited sloping surcharge with before grouting.
a 6 - 33 42'
C. After grouting is complete and after rack or rubble wall
REINFORCEMENT: drains are in place but before earth backfill is placed.
Intermediate grade, hard grade, or rail steel deformation shall D. Final inspection when all work has been completed.
conform to ASTM A615, A616, A617. Bars shall lap 40
diameters, where spliced, unless otherwise shown on the plans. CONCRETE GROUT AND MORTAR MIXES:
Sends shall conform to the Manual of Standard Practice, A.C.I.
Backing for hooks is four diameters. All bar embedments are Concrete grout shall attain a minimum compressive strength of
clear distances to outside of bar. Spacing for parallel ban is 2,000 psi in 28 days and mortar shall attain 1,800 psi in 28 days.
center to center of bars. All cells shall be filled with grout Rod or vibrate grout
within 10 minutes of pouring to insure consolidation. Bring
MASONRY: grout to a point Y' from the top of masonry units when
grouting of second lift is to be continued at another time.
All reinforced masonry retaining walls shall be constructed of
regular or light weight standard units conforming to the
"Standard Specifications for Public Works Construction." MORTAR KEY:
JOINTS: To insure proper bonding between the footing and the first
course of block, a mortar key shall be formed by embedding
Vertical control joints shall be placed at 32 foot intervals a flat 2 X 4 flush with and at the top of the freshly poured
maximum. Joints shall be designed to resist shear and footing. The 2 X 4 should be removed after the concrete has
other lateral forces while permitting longitudal movement. started to harden (approximately 1 hour).
Vertical expansion joints shall be placed at 96 foot inter- A mortar key may be omitted if the first course of block is
vals maximum. set into the fresh concrete when the footing is poured, and a
CONCRETE: good bond is obtained.
WALL DRAINS:
Footing concrete shall be 560 -C -3250, using B aggregate
when placing conditions permit. Wall drains shall oe provided in accordance with Standard
BACKFILL: Drawing C -8.
No backfill material shall be placed against masonry retaining
walls until grout has reached design strength or until grout has
cured for a minimum of 28 days. Compaction of backfill
material by jetting or ponding with water will not be permitted. SOIL:
Each layer of backfill shall be moistened as directed by the
Engineer and thoroughly tamped, rolled or otherwise compacted All footings shall extend at least 12 inches into undisturbed
until the relative compaction is not less than 90%. natural soil or approved compacted fill. Soil should be dampened
1 FENCING prior to placing concrete in footings.
Safety fencing shall be installed at the top of the wall as
required by the agency.
1 THE MINEERM WMN WtMV
' RETAINING WALL DETAIL
os Not ST: w acue[ wo:
Edge of Footing
N fV
lay line
� I
I
I
i
I
PLAN
1 1/2 : 1 sloping backfill or 1 1/2 : 1 sloping backfill or
250 psf. live load surcharge 250 psf. live load surcharge
mortar cap H= 5' . 4" H= 3' . 8" mortar cap
�
K 4 total 2 4 total 2
x x
� a J , I �
bars
2
� a, ° r
c bars
6, I I �OB
C-4 � � I I � m
2" 4 4 total 2 I 2" M 4 total 3
= E ` 8 bars I I • Key _
- TTF II
N 4 total 5 I I 1' • 6 "• 12 "x 12" key I W/2 f
J 4L @ 12" W
7 1 1 14 @1T"
Key °D I W12 `
Horizontal reinf. not shown TYPICAL SECTION
W 3' - 8" max.
TYPICAL SECTION ELEVATION
over 3' - 8"
DIMENSIONS AND REINFORCING STEEL
H (max) 5' • 4" 3' • 8"
T (min) I a,. 10" + 01. 10"
W (min) 5' - 0 " 3'' 9
NOTES '"
1. See Standard Drawings C•1 and C•8 for A ; bars / 4 @ 16" '
additional notes and details. B bars / 6 @ 16" j j 4 @ 16"
2. Fill all block cells with grout. max. toe
press. (psf) 100 550
THE ENGINEERING DESON GROUP
RETAINING WALL DETAIL oa wa F ell s" ricuR[ wo,
H
No surcharge loads within :his
area for level backfill design.
o Filter Material, 1" max. crushed
aggregate, 4 cu. ft. per 4" dia.
_ +i drain or 1 cu. ft. per ft. of open
E head joints.
io 1 _- -
4" dia. drain with 1/4" gals. wira mesh
screen 8' • 0" on centers, or one row
horizontally of open head joints.
Line of undisturbed natural soil - L
TYPICAL SECTION
Mortar or cast•in•placs concrete 9" 1 block w all
Finished ground line 5 1/4" 8" block wall
Vertical reinf. 4k
Vertical reinf.
Grout filled block cells
Top of footing
Horizontal reinf. thru bond beam block 2" x 4" (nom
CAP DETAIL KEY DETAIL
' NOTES:
1. All masonry retaining walls shall be constructed with cap, key and
drainage details as shown hereon.
' 2. 4" diameter drain may be formed by placing a block on it's side.
THE ENGINEERING DESIGN GROUP
RETAINING WALL DETAIL
EMMONS e Na 1 en w 1 Munt Not
SIDE HILL STABILITY FILL DETAIL
EXISTING GROUND
SURFACE
i
FINISHED SLOPE FACE
PROJECT 1 TO 1 LINE // / FINISHED CUT PAC)
FROM TOP OF SLOPE TO
OUT310E EDGE OF KEY _
v �Y� + - + 77
bI � +
� COPACT_Eo-_f_r' ++
Fit.
OVERBURDEN OR =_ _ - - -__ + r�►:
UNSUITABLE ____ = �J = =?f = == PAD OVEREXCAVATION DEPTH
1- —r iltr,ll
MATERIAL �_ _____ AND RECOMPACTION MAY BE
= == �- RECOMMENDED BY THE
GEOTECHNICAL CONSULTANT
BENCH BASED ON ACTUAL FIELD
�_- --- -- _ =� = CONDITIONS ENCOUNTERED.
_2% MIN. --
ra+_
2' 13' MIN. I COMPETENT BEDROCK OR
MIN. LOWEST MATERIAL AS EVALUATED
DEPTH BENCH BY THE GEOTECHNICAL
(KEY) CONSULTANT
NOTE: Subdrain details and key width recommendations to be provided based
on exposed subsurface conditions
I
I
CANYON SUBDRAIN DETAILS
IKXI4TINO
aROUNO SURFACa
CTEO FILL --
- - - - -- - -- rr
BENCHING = = == - = _? = = == - -- ---- ---- -- --
--- - ----------- REMOVE
----- = - -- UNSUITABLE
" MATERIAL
SUBORAIN
TRENCH
SEE BELOW
SUBDRAIN TRENCH DETAILS
FILTER FABRIC ENVELOPE 8' MIN. OVERLAP
a' MIN. OVERLAP\ (MIRAFI 140N OR APPROVED
1 � EQUIVALENT)*
8'
• COM MIN.'1 "
ER COVER /�
t ; i _ 3/4'- 1 - 1/2' CLEAN
GRAVEL
4 MIN. REDOING (9ft3 /ft. MIN.)
314 1 -1/2' CLEAN f
GRAVEL (11 MIN.)
8' MIN.
*IF CALTRANS CLASS 2 PERMEABLc
PERFORATED MATERIAL IS USED IN PLACE OF
PIPE :314= 1-1/2' GRAVEL. FILTER FABRI
MAY BE OELETEO
DETAIL OF CANYON SUBDRAIN TERMINAL
SPECiFICATI0N5 FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
DESIGN FINISH __= U.S. Standard
GRADE _ ___= SUBDRAIN Sieve Size : ?ass i na
--- TRENCH
SEE ABOVE 1„ 100
90 -100
J�a, �G -i00
2a -40
vc. S0 0 -7
15' MIN. 5'M1N� PERFORATED `IC . 2 C G 0 -3
MIN. PIPE
Sand Equiva;en:>iE
NONPERFORATED e' 0 MIN.
Subdrain should be constructed only on competent material a3 evaluated by the geotechnical
consultant.
SUBDRAIN INSTALLATION Subdrain pipe should be installed with perforations down as depicted.
At locations recommended by the geotechnical consultant, nonperforated pipe should be Installed.
SUSORAIN TYPE- Subdraln type should be Acrylonitrlle Butadiene Styrene (A.B.S.), Polyvinyl
Chloride (PVC) or approved equivalent. Class 125, SOR 32.5 should be used for maximum
fill depths of 33 feet. Class 200,308 21 should 00 used for maximum till depths Of 100 feet-
STABILITY FILL / BUTTRESS DETAIL
OUTLET PIPE,
4' fE NONPERFORATEO PIPE.
100' MAX. O.C. HORIZONTALLY,
30' MAX. O.C. VERTICALLY = = - -_ = =__- BACK CUT
_ =_=_- = = =___- 1:1 OR FLATTE=
BENCH
_ SEE SUBORAIN TREti
_
DETAIL
LOWEST SUSORA1N SHOO
' -- BE SITUATED AS LOW A:
- = = �__ CoM pACIBD = = ==
-- -= FILL:_ __ _- __ - POSSIBLE TO ALLOW
--- -_ _ - SUITABLE OUTLET
j ___------------- - ------ - -
_ - ----- - - 10' MIN.
KEY -____ PERFORATED I EACH SIOE
DEPTH i t ____ _ __ _. w„�- -- PIPE
2&" ----------- �- ______- _ ____- CAP
mi. 11 2� MI_N _ NON- PERFORATED
OUTLET PIPE II
KEY WIOTH
1 AS NOTED ON GRADING PLA14SI T— CONNECTION DETAIL
13' MIN.
*IF CALTRANS CLASS 2 PERMEABLE
MATERIAL IS USED IN PLACE OF
3/4'- 1-1/2' GRAVEL, FILTER FABRI
MAY BE DELETED
SEE T- CONNECTION
a MIN DETAIL
OVERLAP ,-- SPECIFICATIONS FOR CALTRANS
3/4 1 -1/2' _ CLASS Z PERMEABLE MATERIAL
CLEAN GRAVEL g' MIN.
(aft ; /ft. MIN.) /� I COVER U.S. S:andard p
�.I A* � S'eve Size ass?nc
4 -
NON — PERFORATED ! PERFORATED t" 100
PIP .' PIPE j /3' cc
Z
1 3i?' yV_cC
FILTER FABRIC S� M7N. lic .
ENVELOPE (MIRAFI REDOING
140N OR APPROVED Ic. �C
EQUIVALENT)' Vc . ZGC
SUBDRAIN TRENCH DETAIL c _z u ,a',en_>%:
NOTES:
For buttress dimensions, see geotechnical report /plans. Actual dimensions of buttress and subdra
may be changed by the geotechnical consultant based on field conditions.
SUBORAIN INSTALLATION - Subdraln pipe should be Installed with perforations down as depicted.
At locations recommended by the geotechnical consultant, nonperforated pipe should be Installed
SUBORAIN TYPE - Subdraln type should be Acrylon trile Butadlene Styrene (A.B.S.), Polyvinyl Chloride
(PVC) or approved equivalent. Class 125.SOR 32.3 should be used for maximum fill depths of 35 } ee
Class 200,30R 21 should be used for maximum fill depths of 100 feet.
KEY ANO BENCHING DETAILS
FILL SLOPE - szszi.$sss _ {
PAOJtCT / TO 1 LINE �i���*�� ?��:� 3
FROM TOR OF 3LOP6
TO COMPETENT MATERIAL
gX13T1NG
GROUND 3URFAC>:
REMOVE
UNSUITABLE
- - mi n MATERIAL
- BENCH
- - =2 MI N. --
2' MIN 15' MIN —
KEY LOWEST
DEPTH BENCH
(KEY)
OMPACTED -'_
_ - =FILE --
FILL- OVER - CUT SLOPE ____- �__ _
EX ISTING
GROUND SURFACE
BENCH
-- - ___�
REMOVE
-+-1s' MIN - -� UNSUITABLE
2' LOWEST I MATERIAL
MIN. BENCH
KEY (KEY)
DEPTH
CUT SLOPE
(TO BE EXCAVATED
PRIOR TO FILL
PLACEMENT)
EXISTING
GROUND "_�� ; I'
SURFACE �� f
CUT SLOPE
// (TO BE EXCAVATED
CUT — OVER — FILL SLOPE / PRIOR TO FILL
PLACEMENT)
f �-
-- REMOVE
-__ UNSUITABLE
PROJECT 1 TO 1 _ MATERIAL
LINE FROM TOE
OF SLOPE TO - A - 4
QJdP A C T�Di�
COMPETENT Fil
MATERIAL
BENCH
MIN . -
,,
�
'"��S' MIN
2' MIN.' LOwE9T
KEY, DEPTH BENCH
(KEY)
NOTE: Back drain may be reco mme n de d ncounteed. Benchedimension Irecommsndation , base on
actual field conditions may
also be altered based on field conditions encountered.
ROCK DISPOSAL DETAIL
PIMLSH GiAADE
SLOPE FACE
MIN
--- = - - - - - -- - -- - ----- --- - - - --- - - - ---
_? == —_ __ OAIPACTED_F_CQ _� =?-
_ _ = __= = =_ = == =s_ _____ =___
r _ :: E ��7 - - -- - - - -- ---------- - - - - -- - - - - - -- -- - -- a MAX.
__== f_ = =_=__ __= ------ = = ==
OVERSIZE WINDROW
GRANULAR SOIL (S.E.' SO) TO BE
OENSIFIEO IN PLACE BY FLOODING
DETAIL
TYPICAL PROFILE ALONG WINDROW
1) Rock with maximum dimensions greater than 6 inches should not be used within 10 feet
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 shculd not be utilized in tills.
3) Rock placement, flooding of granular soil, and fill placement should be observed by the
geotechnical consultant.
4) Maximum size and spacing of windrows should be in accordance with the above details
Width of windrow should not exceed 4 feet. Windrows should be staggered
vertically (as depicted).
5) Rock should be placed in excavated trenches. Granular soil (S.E. greater than or equal
to 30) should be flooded in the windrow to completely fill voids around and beneath
rocks.
APPENDIX -C-
LABORATORY TESTING PROCEDURES
Direct Shear Test Direct shear tests are performed on remolded and /or relatively undisturbed
samples which are soaked for a minimum of 24 hours prior to testing. After transferring the
sample to the shearbox, and reloading, pore pressures are allowed to dissipated for a period of
approximately 1 hour prior to application of shearing force. The samples are sheared in a motor -
driven, strain controlled, direct -shear testing apparatus. After a travel of approximately 1/4 inch,
the motor is stopped and the sample is allowed to "relax" for approximately 15 minutes. Where
applicable, the "relaxed" and "peak" shear values are recorded. It is anticipated that, in a majority
of samples tested, the 15 minutes relaxing of the sample is sufficient to allow dissipation of pore
pressures set up due to application of the shearing force. The relaxed values are therefore
judged to be good estimations of effective strength parameters.
Expansion Index Tests: The expansion potential of representative samples is evaluated by the
Expansion Index Test, U.B.C. Standard No. 29 -2. Specimens are molded under a given
compactive energy to approximately the optimum moisture content and approximately 50 percent
saturation. The prepared 1 -inch thick by 4 -inch diameter specimens are loaded to an equivalent
144 psf surcharge and are inundated with tap water for 24 hours or until volumetric equilibrium
is reached.
Classification Tests: Typical materials were subjected to mechanical grain -size analysis by
wet sieving from U.S. Standard brass screens (ASTM D422 -65). Hydrometer analyses were
performed where appreciable quantities of fines were encountered. The data was evaluated in
determining the classification of the materials. The grain -size distribution curves are presented
in the test data and the Unified Soil Classification is presented in both the test data and the boring
logs.
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