1995-4216 G
Street Address
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Serial #
Category
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Name
Description
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Plan ck. #
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CONSTRUCTION OARV A TION REPORT
DATE~.Y 08/06/96 -Tuesdav
PROJECT NAME
Chana Residence
P AGE ---1...- 0 F ---1...-
PROJECT NO.
25C51
SGC FIELD REPRESENTATIVE
GC
WEATHER
sunnv /overcast
REFERENCES:
A listing of referenced project geotechnical reports and plans is
provided as Attachment 1.
NAME/COMPANY - ONSITE PERSONNEL CONTACTS Henrv Chana - Owner/IBuilder
SUMMARY OF OBSERVATIONS AND RECOMMENDATIONS
The undersigned SGC representative observed the on site soil conditions as exposed
in footing excavations for the proposed residence.
Footing excavations extend into suitable bearing strata to at least the minimum depths in
(initials) general accordance with the recommendations of the referenced geotechnical reports.
The soil conditions exposed in footing excavations are as anticipated and reported in the
(initials) referenced geotechnical report.
(initials)
Observed oortion of retainina wall footina excavation for retainina wall located near the too
of slooe in the southwest corner of the oroiect site. Soecificallv. a section of the footina
excavation overlvina "Pier 2" (as referenced on oroiect aradina alan) has been over-
excavated aooroximatelv 4 feet. It is our ooinion that the over-excavated zone mav be
backfilled usina a two-sack cement slurrv mix to the elevation of the oriainal "bottom-of-
footina elevation" as indicated on oroiect clans. After an aoorooriate curina oeriod the
slurrv backfill will be caoable of orovidina reliable suooort.
In the event of a significant change to the site conditions or foundation excavations subsequent to
our inspection and prior to placing concrete, we should be contacted to make additional
observations. Such changes could be due to natural causes (Le. heavy rain, etc;), ormanmade.
~~
Gene Custenborder, Principal Engineering Geologist
PHOTOS TAKEN N/A 3-PART MEMO GIVEN
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TRAVEL
Southland Geotechnical Consultants
.1238 GREENFIELD DRIVE, SUITE A EL CAJON, CALIFORNIA 92021.
(619)442-8022 . FAX (619)442-7859
..
8
8
Project No. 25C51
A IT ACHMENT 1 - REFERENCES
GEOTECHNICAL REPORTS
1.
Geotechnical Investigation, Proposed Single-Family Residence, 215 % Meadow
Vista Way, Encinitas, California, dated September 27, 1994, by Southland
Geotechnical Consultants.
2.
Geotechnical Recommendations for Design and Construction of Caisson
Foundations, Proposed Single-Family Residential Building Site, 215 % Meadow
Vista Way, Encinitas, California, dated March 21, 1995, by Southland
Geotechnical Consultants.
3.
Geotechnical Report of Site Earthwork, Proposed Single-Family Residential
Building Site, 215 % Meadow Vista Way, Encinitas, California, dated
February 7, 1996, by Southland Geotechnical Consultants.
4.
Compaction Test Results, Proposed Single-Family Residence, 215 % Meadow
Vista Way, Encinitas, California, dated March 4, 1996, by Southland
Geotechnical Consultants.
PROJECT PLANS
5.
Grading Plan For Chang Residence, APN: 265-331-71, PCl 1 of PM 13769,
Work Project No. 94-114.1, dated October 17,1995, prepared by Sowards and
Brown Engineering, Inc.
6.
Project plans for Chang Residence, 215 % Meadow Vista Way, Encinitas,
California 92024, dated March 27, 1995, prepared by Wayne Holden,
Designer/Builder. The following sheets of 18 total sheets, are referenced:
- Sheet A-1, entitled, "Property Data, Site Plan, & Crossection".
- Sheet A-2, entitled, "Floor Plans".
- Sheet A-3, entitled, "Elevations".
- Sheet A-4, entitled, "Sections".
- Sheet A-2, entitled, "Floor Plans".
- Sheet A-6, entitled, "Arch. Details".
- Sheet A- 7, entitled, "Title 24 Report & Const. Spec's".
- Sheet S-1, entitled, "Foundation Plan".
- Sheet S-2, entitled, "Structural Details".
- Sheet S-4, entitled, "Structural Details".
- Sheet S-8, entitled, "Structural Details".
- Sheet S-9, entitled, "Structural Details".
SßC
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8 8
S G C Southland Geotechnical Consultants
March 4, 1996
Project No. 25C51
To:
Mr. Henry Chang
11758 Thomas Hayes
San Diego, California 92126
Subject:
Compaction Test Results, Proposed Single-Family
215 % Meadow Vista Way, Encinitas, California
Residence,
References: (1) Geotechnical Investigation, Proposed Single-Family Residence,
215 Y2 Meadow Vista Way, Encinitas, California, by Southland
Geotechnical Consultants, dated September 27, 1994
(2) Geotechnical Recommendations for Design and Construction of
Caisson Foundations, Proposed Single-Family Residential Building
Site, 215 Y2 Meadow Vista Way, Encinitas, California, by Southland
Geotechnical Consultants, dated March 21, 1995
(3) Geotechnical Report of Site Earthwork, Proposed Single-Family
Residential Building Site, 215 Y2 Meadow Vista Way, Encinitas,
California, by Southland Geotechnical Consultants, dated
February 7, 1996
Introduction
As requested, Southland Geotechnical Consultants has performed field and laboratory
testing at the subject site located at 215 Y2 Meadow Vista Way in Encinitas. To assist
in preparing this report, we have performed the following:
Geotechnical review of our above-referenced geotechnical reports.
Site visit by an engineering geologist from our office to perform field density
testing of the near-surface pad grade soils and to obtain a representative sample
of the soils for laboratory testing.
As of this report date, site grading generally consisted of excavation of the onsite soils
to create a relatively flat building pad for construction of the proposed single-family
residence. Except for a relatively small stockpile near the northeast corner of the pad,
excavated soils were exported from the site. Note that site grading, to date, has not
included placement and compaction of fill soils. The as-graded geotechnical
conditions at the site were summarized our previous report entitled "Geotechnical
Report of Site Earthwork, Proposed Single-Family Residential Building Site,
215% Meadow Vista Way, Encinitas, California", dated February 7, 1996
. 1238 GREENFIELD DRIVE, SUITE A EL CAJON, CALIFORNIA 92021.
(619)442-8022 . FAX (619)442-7859
...
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Project No. 25C51
Field Densitv Tests
Field density tests were performed on the near-surface pad soils at the approximate
locations indicated on Figure 1 (Field Density Test location Map). The tests were
performed in general accordance with ASTM D1556 (Sand-Cone Method). The results
of the tests are presented below:
Test Soil Field Dry Maximum Field Optimum Relative
Number Date ~ Densitv Drv Density Moisture Moisture Comoaction
1 3/1/96 1 106.2 pcf 11 3.5 pcf 7.6% 12.0% 94%
2 3/1/96 1 111 .3 pcf 11 3.5 pcf 8.8% 12.0% 98%
laboratory Test Results
The laboratory maximum dry density and optimum moisture content of a
representative sample of the near-surface soils were tested in general accordance with
ASTM D1557. The results of the laboratory tests are summarized below:
Sample Sample Maximum Optimum
Number Descriotion Drv Density Moisture
Sample 1 Red-brown, silty fine 11 3.5 pcf 12.0%
to medium sand (SM)
Conclusions and Recommendations
The results of our field and laboratory tests indicate that the natural near-surface pad
grade soils have a relative compaction of at least 90 percent relative compaction as
evaluated using test methods ASTM D1556 and ASTM D1557. Based on our test
results and observations of the site conditions, as indicated in Reference 3, it is our
opinion that construction of the proposed structure is feasible from a geotechnical
standpoint. It is our opinion that the geotechnical recommendations presented in our
referenced geotechnical reports remain applicable to design and construction at the
subject site.
2
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Project No. 25C51
Construction Observation and Testing
Construction inspection of foundations and observation and field density testing during
placement and compaction of fill should be performed by the geotechnical consultant
to check that construction is in accordance with the recommendations of the
referenced geotechnical reports.
If you have any questions regarding this report, please to contact our office.
Sincerely,
SOUTHLAND GEOTECHNICAL CONSULTANTS
~~
Gene Custenborder, CEG 1319
Principal Engineering Geologist
4~~f: RCE 36302
Project Engineer
Distribution: (3) Addressee
(1) Sowards and Brown Engineering
Attention: Mr. Robert Sowards
3
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FIELD DENSITY TEST LOCATION MAP
Project No. 25C51
215% Meadow Vista Way, Encinitas
Scale (approximate): 1 inch = 20 feet
LEGEND
2. Approximate location
. of field density test
Base Map:
Grading Plan for Chang Residence,
by Sowards and Brown Engineering, Inc.
dated 9-26-95
FIGURE 1
~
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8 8
S G C Southland Geotechnical Consultants
,
February 7, 1996
Project No. 25C51
To:
Mr. Henry Chang
11758 Thomas Hayes
San Diego, California 92126
Subject:
Geotechnical Report of Site Earthwork, Proposed Single-Family
Residential Building Site, 215 Y:z Meadow Vista Way, Encinitas, California
References: (1) Geotechnical Investigation, Proposed Single-Family Residence,
215 % Meadow Vista Way, Encinitas, California, by Southland
Geotechnical Consultants, dated September 27, 1994
(2) Geotechnical Recommendations for Design and Construction of
Caisson Foundations, Proposed Single-Family Residential Building
Site, 215 Y:z Meadow Vista Way, Encinitas, California, by Southland
Geotechnical Consultants, dated March 21,1995
Introduction
As requested, Southland Geotechnical Consultants has prepared this report to
document earthwork activities recently performed at the subject site located at
215 % Meadow Vista Way in Encinitas. To assist in preparing this report, we have
performed the following:
Geotechnical review of our above referenced geotechnical reports and the
approved project grading plan entitled, "Grading Plan For Chang Residence,
APN: 265-331-71, PCl 1 of PM 13769, Work Project No. 94-114. 1 ", dated
October 17, 1995, prepared by Sowards and Brown Engineering, Inc.
Site visit by an engineering geologist from our office to observe the
geotechnical conditions exposed by the recent grading.
As of this report date, site grading generally consisted of excavation of the onsite soils
to create a relatively flat building pad for construction of the proposed single-family
residence. Except for a relatively small stockpile near the northeast corner of the pad,
excavated soils were exported from the site. Note that site grading, to date, has not
included placement and compaction of fill soils. Additional site earthwork will be
necessary to attain the design finished grades indicated on the approved grading plan.
It is anticipated that additional earthwork will include placing and compacting fill for
embankments and for backfill of retaining walls and underground utilities.
. 1238 GREENFIELD DRIVE, SUITE A EL CAJON, CALIFORNIA 92021.
(619)442-8022 . FAX (619)442-7859
'to
4
8
8
Project No. 25C51
Summarv of Geotechnical Conditions
Site grading included excavation of back-cuts for construction of basement-type
retaining walls that will comprise the northern and western exterior building walls.
These temporary cut slopes vary in height from 0 to a maximum of approximately
12 feet near the northwest corner of the building. The lower approximately 4 to 5
feet of the cut slopes are excavated at a near-vertical gradient. The upper portions
of cuts exceeding approximately 5 feet are excavated at a gradient that varies from
roughly 1 to 1 (horizontal to vertical) to 3/4 to 1. Due to the existence of a
transformer for the underground electric service near the northwest corner of the
property, a small section of the temporary back-cut was constructed at a near-vertical
gradient. Shoring has been constructed at the face of the temporary slope in this
area.
The geologic conditions exposed in the temporary cut slopes are as anticipated and
reported in our referenced geotechnical investigation report (Reference 1). The
geologic unit exposed in the slopes and underlying the entire site appears to be the
Eocene-aged Torrey Sandstone. The Torrey Sandstone generally consists of red-
brown to light brown silty fine- to medium-grained sandstone. As exposed, the natural
materials are generally well consolidated and locally cemented. Bedding is generally
flat with local cross bedding. No major out-of-slope dip components were noted on
the site that would indicate adverse slope conditions. No indications of faults, adverse
joints, or deep-seated landslide features were observed. The soils encountered at the
site are similar to soils in the general site vicinity found to have a very low expansion
potential when tested in general accordance with UBC Standard No. 29-2.
Conclusions and Recommendations
Based on the our observations of the site conditions, it is our opinion that construction
of the proposed structure is feasible from a geotechnical standpoint. Our review
indicates that the geotechnical recommendations presented in our referenced
geotechnical reports remain applicable to design and construction at the subject site.
Construction Observation and Testing
Construction inspection of foundations and observation and field density testing during
placement and compaction of fill should be performed by the geotechnical consultant
to check that construction is in accordance with the recommendations of the
referenced geotechnical reports.
2
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.
8
8
Project No. 25C51
If you have any questions regarding this report, please to contact our office.
Sincerely,
SOUTHLAND GEOTECHNICAL CONSULTANTS
~~
Gene Custenborder, CEG 1319
Principal Engineering Geologist
~ ~!Íf1c-; 36302
- ~~~r; ~ngineer
Distribution: (3) Addressee
3
SGC
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...,
8 8
S G C Southland Geotechnical Consult!mD
?'.2. . (0 c::t~-
February 7, 1996
To:
illŒ @ Œ û ~J ŒŒ]
Mr. Henry Chang FEB 2 1 1996
11 758 Thomas Hayes ENGINEERING SERVICES
San Diego, California 9~111 OF ENCINIT^S
Project No. 25C51
Subject:
Geotechnical Report of Site Earthwork, Proposed Single-Family
Residential Building Site, 215 Y2 Meadow Vista Way, Encinitas, California
References: (1) Geotechnical Investigation, Proposed Single-Family Residence,
215 % Meadow Vista Way, Encinitas, California, by Southland
Geotechnical Consultants, dated September 27, 1994
(2) Geotechnical Recommendations for Design and Construction of
Caisson Foundations, Proposed Single-Family Residential Building
Site, 215 % Meadow Vista Way, Encinitas, California, by Southland
Geotechnical Consultants, dated March 21,1995
Introduction
As requested, Southland Geotechnical Consultants has prepared this report to
document earthwork activities recently performed at the subject site located at
215 Y2 Meadow Vista Way in Encinitas. To assist in preparing this report, we have
performed the following:
Geotechnical review of our above referenced geotechnical reports and the
approved project grading plan entitled, "Grading Plan For Chang Residence,
APN: 265-331-71, PCl 1 of PM 13769, Work Project No. 94-114.1", dated
October 17, 1995, prepared by Sowards and Brown Engineering, Inc.
Site visit by an engineering geologist from our office to observe the
geotechnical conditions exposed by the recent grading.
As of this report date, site grading generally consisted of excavation of the onsite soils
to create a relatively flat building pad for construction of the proposed single-family
residence. Except for a relatively small stockpile near the northeast corner of the pad,
excavated soils were exported from the site. Note that site grading, to date, has not
included placement and compaction of fill soils. Additional site earthwork will be
necessary to attain the design finished grades indicated on the approved grading plan.
It is anticipated that additional earthwork will include placing and compacting fill for
embankments and for backfill of retaining walls and underground utilities.
. 1238 GREENFIELD DRIVE, SUITE A EL CAJON, CALIFORNIA 92021.
(619J442-8022 . FAX (619)442-7859
--?
8
8
~
Project No. 25C51
Summarv of Geotechnical Conditions
Site grading included excavation of back-cuts for construction of basement-type
retaining walls that will comprise the northern and western exterior building walls.
These temporary cut slopes vary in height from 0 to a maximum of approximately
12 feet near the northwest corner of the building. The lower approximately 4 to 5
feet of the cut slopes are excavated at a near-vertical gradient. The upper portions
of cuts exceeding approximately 5 feet are excavated at a gradient that varies from
roughly 1 to 1 (horizontal to vertical) to 3/4 to 1. Due to the existence of a
transformer for the underground electric service near the northwest corner of the
property, a small section of the temporary back-cut was constructed at a near-vertical
gradient. Shoring has been constructed at the face of the temporary slope in this
area.
The geologic conditions exposed in the temporary cut slopes are as anticipated and
reported in our referenced geotechnical investigation report (Reference 1). The
geologic unit exposed in the slopes and underlying the entire site appears to be the
Eocene-aged Torrey Sandstone. The Torrey Sandstone generally consists of red-
brown to light brown silty fine- to medium-grained sandstone. As exposed, the natural
materials are generally well consolidated and locally cemented. Bedding is generally
flat with local cross bedding. No major out-of-slope dip components were noted on
the site that would indicate adverse slope conditions. No indications of faults, adverse
joints, or deep-seated landslide features were observed. The soils encountered at the
site are similar to soils in the general site vicinity found to have a very low expansion
potential when tested in general accordance with UBC Standard No. 29-2.
Conclusions and Recommendations
Based on the our observations of the site conditions, it is our opinion that construction
of the proposed structure is feasible from a geotechnical standpoint. Our review
indicates that the geotechnical recommendations presented in our referenced
geotechnical reports remain applicable to design and construction at the subject site.
Construction Observation and Testing
Construction inspection of foundations and observation and field density testing during
placement and compaction of fill should be performed by the geotechnical consultant
to check that construction is in accordance with the recommendations of the
referenced geotechnical reports.
,.-
2
SGC
,~
8
..
8
Project No. 25C51
If you have any questions regarding this report, please to contact our office.
Sincerely,
SOUTHLAND GEOTECHNICAL CONSULTANTS
~~Æ~
Gene Custenborder, CEG 1319
Principal Engineering Geologist
Distribution: (3) Addressee
(2) Sowards and Brown Engineering
Attention: Mr. Robert Sowards
3
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, OCT 1 1 1996
ENGINEERING SERVICES
CITY OF ENCINITAS
, " ,
" ÇHANG ,RES~EN~E'
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,
March 21, 1995
Project No. 25C51
To:
Mr. Henry Chang
8827 Gold Coast Drive
San Diego, California 92126
Subject:
Geotechnical Recommendations for Design and Construction of Caisson
Foundations, Proposed Single-Family Residential Building' Site,
215 % Meadow Vista Way, Encinitas, California
,I'
.
Reference: Gèotechnical Investigation, Proposed Single-Family Residence,
215 % Meadow Vista Way, Encinitas, California, by Southland
Geotechnical. Consultants, . Project 'No.' 25C51," dated
September 27, 1994
Introduction
As req~ested, Southland Geotechnical Consultants has prepared this report presenting
geotechnical recommendations pertaining to design and construction of concrete
caisson foundations for the subject project. We understand that steel-reinforced east-
in-place concrete caissons are being considered as a foundation alternative for
retaining walls at the site. This report presents our recommendations from a
, geotechnical standpoint regarding the design and construction of caissons. To assist
in preparing our recommendations, we have referred to our referenced geotechnical
report for the project and reviewed preliminary retaining wall sketches provided by
Sowards and Brown Engineering. We have also discussed the project with Mr. Robert
Sowards.
Caisson Design Criteria
Caissons should be designed by the structural engineer based on the criteria presented
in the following sections. Caissons should have a minimum diameter of 24 inches and
be embedded at least 3 feet into competent formational materials at a distance of not
less than 10 feet measured horizontally from the closest point of the caisson to the
face of any slope or retaining wall (minimum horizontal distance to daylite of 10 feet).
Caissons so founded may be designed for an allowable end bearing capacity of
4,000 psf. A design passive lateral bearing pressure of 350 pounds per square foot
. 1238 GREENFIELD DRIVE, SUffE A EL CAJON, CALIFORNIA 92021 .
(619)442-8022 . FAX (619)442-7859
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Project No. 25C51
per foot of depth may used for the portion of the caisson founded below the level of
the zone defined by the 10-foot minimum horizontal distance to daylite. Passive.
, lateral resistance should not be applied to any portion of a caisson or other foundation
member where the horizontal distance to daylite is less than 10 feet.
The allowable bearing capacities may be increased by one-third when considering
loads of sbort duration such as those due to wind and seismic forces. A design uplift
capacity of 500 psf may be taken due to skin friction in competent formational
materials. We recommend that the center-to-center spacing of the caissons be a
minimum of three caisson diameters. Differential settlement of caissons desiøned in
accordance with the recommendations of this report should be less than 1/2 inch.
,I'
Construction of Caissons
. .
It is anticipated that production drilling of caisson borings in the onsitem~terials can
be accomplished using heavy-duty drilling equipment in good working condition.
Significant loose and/or caving soil conditions are not expected to be encountered
during caisson drilling. However, if loose soils or s011s ~ith low cohesive strength are
encountered, the use of casing may be necessary to prevent borehole collapse during
caisson production. The use of casing or other special methods during caisson
produc~ion could increase construction costs substantially.
Careful construction of caissons is of great importance. Care in drilling, placement of
reinforcing steel and concrete is essential to avoid excessive erosion of the caisson
boring walls. Concrete placement by pumping or use of a tremie tube to the bottom
of the caisson boring is recommended. Both caisson boring cleanout and concrete
placement should be addressed in the project specifications. The specifications should
require that sufficient space be provided in the completed caisson reinforcing cages
to allow insertion of a tremie tube for concrete placement. Caisson borings shòuld be
inspected by the geotechnical consultant prior to installation of the reinforcement.
The bottom of all caisson borings should be "broom-clean" prior to concrete
placement. The reinforcing cage should be installed and the concrete placed
immediately after drilling is completed. Caisson borings should not .be left open
overnight. Caisson borings should not be drilled immediately adjacent to a completed
caisson until the concrete of the completed caisson has attained its initial set.
Other Design/Construction Considerations
, Recommendations regarding retaining wall design pressures, backfill, surcharge
loading, drainage and waterproofing were presented in our referenced geotechnical
2
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Project No. 25C51
investigation report. Our review indicates that those recommendations and other
geotechnical recommendations presented in the referenced report remain applicable
to design and construction at the subject site.
If you have any questions regarding this report, please to cöntact our office.
Sincerely,
SOUTHLAND GEOTECHNICAL CONSULTANTS
,I-
æ~-
Gene Custenborder, CEG -1319
Principal Engineering Geologist
-
harl . Corbin, RC~ 36302
Project Engineer
Distribution: (1) Addressee
(2) Sowards and Brown Engineering
Attention: Mr. Robert Sowards
3
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GEOTECHNICAL INVESTIGATION
PROPOSED SINGLE-FAMILY RESIDENCE
215% MEADOW VISTA WAY
ENCINITAS, CALIFORNIA
Project No. 25C51
September 27, 1994
w ~ æJ ~ uW lli lID
FEB 2 2 1995
ENGINEERING SERVICES
CITY OF ENCINITAS
Prepared for:
MR. HENRY CHANG
8817 Gold Coast Drive
San Diego, California 92126
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. 1238 GREENFIELD DRIVE, SUITE A EL CAJON, CALIFORNIA 92021.
f619J442-8022 . FAX (619J442-7859
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September 27, 1994
Project No. 25C51
To:
Mr. Henry Chang
8827 Gold Coast Drive
San Diego, California 92126
Subject:
Geotechnical Investigation, Proposed Single-Family
215 % Meadow Vista Way, Encinitas, California
Residence,
Introduction
In accordance with your request, Southland Geotechnical Consultants has performed
a geotechnical investigation for the proposed single-family residence at the subject
property. This report presents a summary of our studies and provides our conclusions
and recommendations, from a geotechnical standpoint, relative to the proposed
development.
PurDose and Scooe
The purpose of our geotechnical investigation was to evaluate the onsite geotechnical
conditions at the site and provide recommendations, from a geotechnical standpoint,
relative to the proposed construction. The scope of our investigation included the
following:
Review of project plans, geotechnical literature and aerial photographs for the
site and vicinity. A list of the items reviewed is provided in Appendix A.
Field reconnaissance to observe the existing onsite geotechnical conditions.
Geotechnical analysis of the data obtained.
Preparation of this report summarizing the results of our investigation, and
presenting conclusions and recommendations, from a geotechnical standpoint,
regarding the proposed development.
. 1238 GREENFIELD DRIVE, SUITE A EL CAJON, CALIFORNIA 92021 .
(619)442-8022 . FAX (619)442-7859
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Project No. 25C51
Site Descriotion
The subject property consists of a generally undeveloped lot located easterly of a
private road off of the eastern side of Meadow Vista Way in Encinitas, California (see
Figure 1). Developed residential properties exist to the east and north of the site. The
proposed building pad area is located adjacent to the private road off of Meadow Vista
Way in the northwesterly corner of the subject property. It appears that this building
pad was constructed by cutting during previous onsite grading operations. An
approximately 2 to 1 (horizontal to vertical) cut slope with a maximum height of
approximately 4 feet descends from the private road off of Meadow Vista Way to the
building pad. A steep, natural slope with erosional gullies or "bluff" with a maximum
height of approximately 30 feet descends from the building pad area easterly. The
edge of this bluff. is delineated on the Site Plan for the project (Appendix A,
Reference 5, sheet 1). This bluff descends to a flatter, previously graded area in the
eastern portion of the lot. Site vegetation consists of grasses and shrubs.
Prooosed Development
Site grading (cutting) is currently being considered to increase the size of the building
pad area at the site. Based on our review of project plans (Appendix A, Reference 8),
we understand that proposed development at the subject property will consist of the
construction of a two-story, wood-frame single-family residential structure. The
structure will utilize conventional isolated and/or continuous footings with slab-on-
grade floors. Retaining walls (basement walls) are also being considered for the
project. Building loads are assumed to be typical for this type of relatively light
construction. We understand that this residence will be set back a minimum of 25
feet from the bluff edge.
Geologic Conditions
Based on our review of a geologic map and our onsite observations, the subject
property appears to be underlain by the Eocene-aged Torrey Sandstone which
generally consists of silty fine- to medium-grained sandstone. Minor amounts of fill
soils and topsoil veneer limited portions of the site. The soils encountered at the site
are similar to soils in the general site vicinity found to have a very low expansion
potential when tested in general accordance with UBC Standard No. 29-2.
The Torrey Sandstone in the vicinity of the subject property is generally well-
consolidated, flat-lying and locally cross-bedded. No major out-of-slope dip
components were noted on the site that would indicate adverse slope conditions. No
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Project No. 25C51
indications of faults, adverse joints, or deep-seated landslide features were observed
during our studies.
Faulting and Seismicity
Our review of geologic maps and literature (Appendix A) pertaining to the general site
area indicates that there are no known major or active faults on or in the immediate
vicinity of the property. Evidence for active faulting was not observed during our site
reconnaissance. The nearest known active faults are the Rose Canyon fault located
offshore approximately 5 miles westerly of the site, the Coronado Bank fault located
offshore approximately 17 miles westerly of the site, and the Elsinore fault located
approximately 25 r'!liles northeasterly of the site.
Ground Water
Indications of a near-surface ground water table were not observed or encountered
during our investigation. Ground water is not anticipated to a constraint to the
proposed development.
Bluff Retreat -
Factors' affecting the rate of retreat of a bluff face include degree of fracturing,
consolidation of sediments, steepness of slope, ground water and surface water
conditions and other factors. Bluffs are also exposed to precipitation, wind, pedestrian
and animal traffic, variations in landscape and landscape maintenance, and other
activities by man'.
The role seismic shaking plays in bluff retreat is dependent on bluff conditions at the
moment of shaking. Legg and others (Appendix A, Reference 6) concluded that
coastal San Diego County has been shaken by many earthquakes, including five
events with intensities of VII and VIII (on the Modified Mercalli Scale of Intensity) in
the latter half of the nineteenth century. They regarded the Elsinore fault zone
(approximately 25 miles northeast) as the most active fault zone of significance to
coastal San Diego County. Other known active fault zones capable of causing
significant ground shaking on the site are the Coronado Bank fault zone (approximately
17 miles west) and the Rose Canyon fault zone located approximately 5 miles to the
west of the site The most likely consequences of strong ground shaking at the site
would be surficial failures of over-steepened portions of the bluff face.
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Project No. 25C51
Bluff retreat is a naturally-occurring process that is affected by man's action. Severe
erosion is episodic in nature and is mostly dependent upon the intensity of storms and
it is probable that several feet of retreat could occur during severe weather conditions.
There may also be periods during the future when erosion will be insignificant.
Conclusions and Recommendations
Based on the results of our geotechnical investigation, it is our opinion that
construction of the proposed structure is feasible from a geotechnical standpoint. The
following sections provide recommendations, from a geotechnical standpoint, which
should be considered for design and construction of the proposed project.
Bluff Stability and Erosion
Our geotechnical evaluation of the present overall static stability of the bluff on the
subject property indicates that the bluff is grossly stable. It is our opinion that the
proposed construction will not adversely impact the existfng bluff. In its present state,
the slope has a low to moderate potential for erosional rilling and future surficial
instability. We provide the following recommendations to help reduce erosion of the
bluff and to reduce potential for future instability of the bluff face.
Irrigation of the landscape areas on the property should be limited to the
minimum amount required to establish vegetation and maintain plant vigor. The
surficial stability of those portions of the bluff that are not well vegetated may
be increased by planting in accordance with the recommendations of a
professional landscape company experienced with bluffs. Terracing or major
excavation of the bluff area should be avoided.
Drainage at the site should be established such that surface waters discharge
towards the street or collected and discharged to a suitable outlet. Runoff at
the site should not be directed over the bluff edge. Eave gutters should be
considered for the residence and, if installed, properly maintained.
Pedestrian traffic on the bluff face and bluff edge should not be allowed since
pedestrian traffic increases erosion.
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Project No. 25C51
Bluff-Too Setback
The proposed construction will be set back a minimum of 25 feet from the bluff edge.
It is our opinion that the proposed setback will safeguard the proposed construction
from expected bluff retreat during the economic lifetime of the structure (assumed to
be 75 years).
Site Preparation
Site grading (cutting) is currently being considered for the proposed development. If
site earthwork is performed, it should be in accordance with the following
recommendations and the Recommended Earthwork Specifications contained in
Appendix B.
Prior to construction activities at the site, the building area should be cleared of
vegetation, debris, loose fill and topsoil. Vegetation and loose debris should be
properly disposed of off site. Holes resulting from removal of buried obstructions
which extend below finished site grades should be filled with properly compacted fill
soils.
Structural Fill Placement
Areas to receive fill and/or other surface improvements should be scarified to a
minimum depth of 6 inches, brought to near-optimum moisture conditions, and
recompacted to at least 90 percent relative compaction, based on laboratory standard
ASTM D1557. F}II soils should be brought to near-optimum moisture conditions and
compacted in uniform lifts to at least 90 percent relative compaction (ASTM D1557).
The optimum lift thickness to produce a uniformly compacted fill will depend on the
size and type of construction equipment used. In general, fill should be placed in
loose lift thicknesses not exceeding 8 inches.
Foundation Recommendations
We understand that the proposed two-story residence will consist of a wood-frame
structure supported on conventional isolated and/or continuous footings with slab-on-
grade floors. Foundations and slabs should be designed in accordance with structural
considerations and the following recommendations. These recommendations assume
that the soils encountered during foundation excavation will have a very low to low
expansion potential.
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Project No. 25C51
The proposed structure may be supported on isolated or continuous footings bearing
in firm, natural soils at a minimum depth of 18 inches beneath the lowest adjacent
grade for a two-story structure. At these depths, footings may be designed for an
allowable soil-bearing value of 2,000 pounds per square foot. This value may be
increased by one-third for loads of short duration, such as wind or seismic forces.
Footings should have a minimum width of 12 inches, and reinforcement consisting of
two No.4 rebars (one near the top and bottom of each footing).
Slabs should have a minimum thickness of 4 inches and be reinforced at midheight in
the slab with No.3 rebars at 18 inches on center each way (or No.4 rebars at 24
inches on center each way). Slabs should be underlain by a 2-inch layer of sand
which is underlain by a 6-mil moisture barrier. The potential for slab cracking may be
lessened by careful control of water/cement ratios. The use of low slump concrete
is recommended. Appropriate curing precautions should be taken during placement
of concrete during hot weather. We recommend that a slipsheet or equivalent be used
if crack-sensitive flooring is planned directly on the concrete slab.
Footings and slabs founded in firm, natural soils may be designed for a passive lateral
bearing pressure of 350 pounds per square foot per foot of depth. A coefficient of
friction against sliding between concrete and soil of 0.4 may be assumed. These
values may be increased by one-third when considering loads of short duration, such
as wind or seismic forces.
lateral Resistance and Retaining Wall Design Pressures
lateral loads can be resisted by assuming a passive pressure of 350 psf per foot of
depth and a coefficient of friction of 0.35 between concrete and soil. The lateral
resistance may be taken as the sum of the passive and frictional resistance, provided
the passive resistance does not exceed two-thirds of the total resistance.
Cantilever (yielding) retaining walls, with horizontal backfill, may be designed for an
"active" equivalent fluid pressure of 35 pounds per cubic foot. Cantilever walls with
sloping backfill may be designed for an "active" equivalent fluid pressure of 50 pounds
per square foot. Retained slopes should not be steeper than 2 to 1 (horizontal to
vertical). Retaining walls which are rigid or restrained at their upper ends (non-
yielding), may be designed for an "at-rest" equivalent fluid pressure of 60 pounds per
cubic foot. These values assume nonexpansive granular backfill and free-draining
conditions. Retaining wall footings should be designed in accordance with the
previous foundation recommendations.
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Project No. 25C51
We recommend that retaining walls be provided with appropriate drainage provisions.
Appendix B contains a typical detail for drainage of retaining walls. In addition,
appropriate waterproofing treatments and alternative wall drainage products are
available commercially. Walls subject to surcharge loading of vehicular traffic within
a distance behind the wall equal to the wall height should be designed for an
additional uniform pressure of 75 psf. If walls are surcharged by adjacent structures,
the 'Wãiíëfêšign shõuld tâkè--íñfõ.-ác.count the surcharge load.
Surface Drainage
Drainage at the site should be directed away from foundations and collected and
tightlined to an appropriate discharge point. Consideration may be given to collecting
roof drainage by eave gutters and directing it away from foundations via non-erosive
devices. Water, either natural or from irrigation, should not be permitted to pond,
saturate the surface soils, or flow over the tops of any slopes.
Seismic Considerations
The principal seismic considerations for most structures in southern California are
surface rupturing of fault traces and damage caused by ground shaking or seismically-
induced ground settlement or liquefaction. The possibility of damage due to ground
rupture is considered minimal since no active faults are known to cross the site.
The seismic hazard most likely to impact the site is ground shaking resulting from an
earthquake on one of the major active regional faults. It is estimated that a Richter
magnitude 6. 5 ~arthquake on the Rose Canyon fault, considered the design
earthquake for the site, could produce a peak horizontal bedrock acceleration of 0.46g
at the site. 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.
It is our opinion that the potential for liquefaction or seismically-induced ground
settlement at the site due to an earthquake is very low because of the very dense
nature of the underlying soils and absence of a near-surface ground water table,
Construction Observation and Testing
The recommendations provided in this report are based on preliminary project plans
and near-surface soil conditions observed during our site visit. The interpolated
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Project No. 25C51
subsurface conditions should be checked in the field during construction. Foundation
excavation observation and field density testing of compacted fill should also be
performed by the geotechnical consultant to check that construction is in accordance
with the recommendations of this report.
If you have any questions regarding our report, please do not hesitate to call.
Sincerely,
SOUTHLAND GEOTECHNICAL CONSULTANTS
~¡ ~~-;6302
Project Engineer
Distribution:
(2) Addressee
(1) Horowitz Taylor Engineering
Attention: Mr. Bruce Cossart
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SITE LOCATION MAP
I
Project No. 25C51
Scale (approximate):
1 inch = 2,200 feet
1
Base Map: Pleistocene Marine Terrace and
Eocene Geology, Encinitas and Rancho Santa Fe
Quadrangles, San Diego County, California,
by Leonard Eisenberg, 1983
FIGURE 1
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7.
8.
8
8
APPENDIX A
REFERENCES
1.
Bemis-Dilks Consultants, Inc., 1985, Foundation Recommendations, Parcel 1
of TPM 18061, dated September 19.
2.
Dilks and Associates, Consulting Engineers, 1989, Foundation Plan Review,
Proposed Lombardo Residence, Parcel 1 of Parcel Map 13769, Rancho Las
Encinitas, Map No. 848, Encinitas, California, dated August 1.
3.
Eisenberg, L., 1983, Pleistocene marine terrace and Eocene geology, Encinitas
and Rancho Santa Fe quadrangles, San Diego County, California, in Abbott,
P.L., ed., 1985, On the manner of deposition of the Eocene strata in northern
San Diego County: San Diego Association of Geologists fieldtrip guidebook.
4.
Greensfelder, R. W., 1974, Maximum credible rock acceleration from
earthquakes in California: California Division of Mines and Geology, Map
Sheet 23.
5.
Hart, E. W., .1992, Fault-rupture hazard zones in California: California Division
of Mines and Geology, Special Publication 42, revised.
6.
Legg, M.R., Agnew, D.C., and Simons, R.S., 1978, Earthquake history and
seismicity of coastal San Diego County, California, 1800-1976 (unpublished).
Owen Consultants, 1990, Bluff Evaluation, Proposed Lombardo Residence, 215-
1/2 Meadow Vista Way, Encinitas, California, dated June 29.
Wayne Holden, Designer/Builder, 1993, Project plans (3 sheets) for the Chang
residence: Sheet 1 - Property Data, Site Plan and Cross Sections dated
September 14; Sheet 2 - Floor Plans dated July 1; Sheet 3 - Elevations, dated
October 30.
AERIAL PHOTOGRAPHS
US Department of Agriculture, 1953, San Diego County, Series AXN, Flight Line 4M,
Photos 74 and 75, dated March 31.
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3.0
8
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RECOMMENDED EARTHWORK SPECIFICATIONS
1.0
General Intent
These specifications are presented as general procedures and recommendations
for grading and earthwork to be used in conjunction with the approved grading
plans. These general earthwork specifications are considered a part of the
recommendations contained in the geotechnical report and are superseded by
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 grading, a qualified geotechnical consultant should be employed for the
purpose of observing earthwork procedures and testing fill placement for
conformance with the recommendations of the geotechnical report and these
specifications. It shall be the responsibility of the contractor to keep the
geotechnical consultant apprised of work schedules and changes, at least 24
hours in advance, so that he may schedule his personnel accordingly. No
grading operations shall be performed without the knowledge of the
geotechnical consultant. The contractor shall not assume that the geotechnical
consultant is aware of all site 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 of the geotechnical
report, and the approved grading plans. If, in the opinion of the geotechnical
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.
Preoaration 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.
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3.4
3.5
3.6
3.7
8
8
The geotechnical consultant should evaluate the extent ofthese removals
depending on specific site conditions. In general, no more than one
percent (by volume) of the fill material should consist of these materials.
In addition, 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 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 pay quantities of
materials overexcavated, the services of a licensed land surveyor or civil
engineer should be used.
Moisture Conditioning: Overexcavated and processed soils should be
watered, dried, or blended as necessary to attain a uniform near-
optimum moisture content as determined by test method ASTM 01557.
Recomoaction: Overexcavated and processed soils which have been
properly mixed, screened of deleterious material, and moisture-
con,ditioned should be recompacted to a minimum relative compaction of
90 percent as determined by test method ASTM 01557.
Benching: Where fills are placed on ground sloping 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, excavated at least
2 feet 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.
Evaluation of Fill Areas: All areas to receive fill, including processed
areas, areas of removal, and fill benches should be evaluated by the
geotechnical consultant prior to fill placement.
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5.0
4.0
5.2
5.3
5.4
8
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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 to' placement. Soils of poor
gradation, expansion, or strength characteristics should be placed as
recommended by the geotechnical consultant.
4.2
Oversize Material: Oversize fill material, defined as material with a
maximum dimension greater than 6 inches should not be buried or placed
in fills unless the location, materials, and methods are specifically
recommended by the geotechnical consultant.
4.3
Imoort: If grading operations include importing of fill material, the import
material should meet the requirements of Section 4.1. Sufficient time
should be given to allow the geotechnical consultant to test and evaluate
proposed import as necessary, prior to importing to the site.
Fill Placement and Comoaction
5.1
Fill Lifts: Fill material should be placed in areas properly prepared and
evaluated as acceptable to receive fill. Fill should be placed 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 content throughout.
Moisture Conditioning: Fill soils should be watered, dried or blended as
necessary to attain a uniform near-optimum moisture content as
determined by test method ASTM 01557.
Comoaction 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 as determined by test method
ASTM D1557. 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.
Fill Siooes: Compaction of slopes should be accomplished, in addition to
normal compaction procedures, by backrolling 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, including the embankment face should
be at least 90 percent as determined by test method ASTM 01557.
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6.0
7.0
8.0
8
8
5.5
Comoaction Testing: Field tests of the moisture content and degree of
compaction of the fill soils should be performed by the geotechnical
consultant. The location and frequency of tests should be at the
consultant's discretion based on observations of the field conditions. In
general, the tests should be taken at approximate intervals of 2 feet in
elevation gain and/or each 1,000 cubic yards of fill placed. In addition,
on slope faces, as a guideline, one test should be taken for each 5,000
square feet of slope face and/or each 10-foot interval of vertical slope
. height.
Subdrain Construction
'Subdrain systems, if recommended, should be constructed in areas evaluated
for suitability by the geotechnical consultant. The subdrain system should be
constructed to the approximate alignment in accordance with the details shown
on the approved plans or provided herein. The subdrain location or materials
should not be modified unless recommended by the geotechnical consultant.
The consultant may recommend modifications to the subdrain system
depending on conditions encountered. Completed subdrains should be surveyed
for line and grade by a licensed land surveyor or civil engineer.
Excavations
Excavations and cut slopes should be evaluated by the geotechnical consultant
during grading. If directed by the geotechnical consultant, further excavation,
overexcavation, and/or remedial grading of cut slopes (Le., stability fills or slope
buttresses) may be recommended.
Quantitv Determination
The services of a licensed land surveyor or civil engineer should be retained to
determine quantities of materials excavated during grading and/or the limits of
overexcavation.
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~y AND' BENCHING DET.S
FILL SLOPE
EXISTING
GROUND SURFACE
PROJECT 1 TO 1
UNE FROM Toe
OF SLOPE TO
COMPETENT
MA TER/AL
//"
EXISTING / /',
GROUND / /
SURFACE~/ / J(
/ / :;;::\~7
/ ¿, \\"",
/
CUT SLOPE
(TO BE EXCAVATED,
PRIOR TO FILL
PLACEMENT)
CUT-OVER-FILL SLOPE
REMOVE
UNSUITABLE
'MA TEA/AL
NOTE: Sack 'drain may be recommended by the geotechnical consultant based on
actual fIeld conditions encountered. Bench dimension recommendations may
also be altered based on field conditions encountered.
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-rtANSITION LOT DETAIL.
CUT-FILL LOT
EXISTING
GROUND SURFACE
1-
--- -
----
---
5'
----
--- MIN.
'0_--__--_----::::------------------------:.::"---:"-:.::-:::-:::-,:- ::-~- ----- -:~ -- -- -- -- - - -- -- --":. -- -- -- ---- -- ---=--- -- - - - -,
=:c 0 M P A èTËë;--=------:"-----:"-:"-:"--~-::-~~ -\fi' \.::-:-!;~ ----:-3-,-----------------------------:"-- 36" M IN *-
;.-- --=-:::-~~:~:..:-_-:::---:f~? ----- :_---:-:-:::-:-..-:::-:::-:::-:::-:::::-:-:-::-:-::-:-:- .
"'---::~FI'..I.:~-::-:'::~~~~-----::~€.-""'fi'_':,,-:::-- Illl-111 " III-¡II--r
',§:~--::----:t=t~_-:..-:::-::;-:::;:-~ß\._~-::-:~-::=t=t - - - T
~-::~~~---:::-:-:--_. U\ \'" _-:..--~------::-----=---
~~--~-::---:¿:-~_. U~S__-:..~--- ::_-----::::::::":.:=- 0 VEREX C AVATE
,~------:.. ..J~ .....~------ ¡¡(~ ( -
~-:+=----::--.--=-:'O't._--~--""..2'::-:-:: ~ 1= AND RECOiJPACT
--~_.~€.t"'. ._----~----- rn
~~:§:-:~~~:f~
COMPETENT BEDROCK. ¡
....-- OR MATERIAL EVALUATED ~
I" BY THE GEOTECHNICAL
CONSUL TANT
--
--
--
---
--
CUT LOT
EXISTING
GROUND SURFACE
J--
------
--
----
-- . ---
--~--REMOVE ~
--- """""'UNSUITABLE~ ~ --- 5"
- ---- MATERIAL --- MIN.
'------..:.-------------:..-:..~:::-:-------------:.._---:.. -----_-.:.. --::: --- - -- ---------- -------------------- -----------------------~ . * .: ~'I;;:"
::~-:::R:- ÒMPÃC TED=--------------:::-~~::-::-:::~::- - -=--=- --~-::~: -:: -:: -::-::-::-::-::-::-: -:;-:-::-::-::-:: -:: -::-::-:: -::-::: -::-: 36M IN.
'g:3:~-:::::FI L L :-----:..~~=--- ï~;-;~~~~:--=------- ----=-----":.----~":.~~~-~~~ï;-:-- - - - - - - - T
::£~ti1~~"7: ~~ ~~7=3:= .. AON ~ E ~ ~~ g~~'ÁTlT
- I VII I'; I
---
---
COMPETENT BEDROCK. /'
~R MATERIAL EVALUATED~
BY THE GEOTECHNICAL
CONSULTANT'
*NOTE:
Deeper or laterally more extensive overexcåvation and
recompaction may be recommended by the geotechnical
consultant based on actual field conditions encountered
and locations of proposed improvements
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80CK DISPOSAL DETAI8
SLOPE FACE -~-::-::-::~-::~-:: :----..:-..-----::-.:-:-::-::-~-:..-:..~ -~~~-:..-------.
. _~~~~i\'llf!!lìlllllt~'~
_-:..~-:..-:..-:..~----~ ------------- -- -- -- - - =~~-"'="'="--=:-'
- ~-:..::~~:~~~~~_:~~~~il~~~~~~~ _R.~
. -~~=t=t=t~::-:§.~g~~~~-COM-PAëfËë-FïC~:rj:i .
-- ~ ~ ~ ll~ ~¡ IrJfff~ 1~~ ~!~ D ~ij i
~ff~~~I!!fll1fQlllllllð~JJ!ijiif~f~iiUîlli~:f: - - -
,,-:,,-:,,-:,,-:,,~-:,,~~~-::- --::-::-==---=-::-::-::-::-::-~-_-:..~--~-r:-::-:~-::-::-:------::-::-::-::-:-::-::-::-:~- e. MAX - - -
~~~~~~i=ill..~~~~fff~~~~~~~~~~~~~:-:-- ~ ..:..- ~ ----::-
----~~~~~~/~-:":~::;::~--- --- -_:.':".... - -
GRANULAR SOIL (S.E.~ 30) TO BE
DENSIFIED IN PLACE BY FLOODING
PINISH GRADE
DETAIL
---------------
--------------
---------------
rJr J[J:oL)[ I
---------------
--------------
---------------
TYPICAL PROFILE ALONG WINDROW
1) Rock with maximum dimensions greater than 6 inches should not be used within 10 feet
verticaJfy 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 utilized in fills.
3) Rock placement, flooding of granular soil, and fj J 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 teet. 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 w ¡ndrow to completely fill voids around and beneath
rocks.
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RETA8'NG WALL DRAINAGE _TAIL
SOIL BACKFILL. COMPACTED TO
90 PERCENT RELATIVE COMPACTION.
FINISH GRADE
RETAINING WALL
WALL WATERPROOFING
PER ARCHITECT'S
SPECIFICA TIONS
ø
0
0
l' MIN.
3/4--1-1/2- CLEAN GRAVEL**
4 - (MIN.) DIAMETER PERFORATED
PVC PIPE (SCHEDULE 40 OR
EQUIV ALENT) WITH PERFORATIONS
ORIENTED DOWN AS DEPICTED
MINIMUM 1 PERCENT GRADIENT
TO SUITABLE OUTLET
t ~ ~~i! î~~ ÊJ!~ j~! lIlt t
WALL FOOTINØ
m
NOT TO SCALE
COMPETENT BEDROCK OR MATERIAL
AS EVALUATED BY THE GEOTECHNICAL
CONSULTANT
SPECIFICATIONS FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
U. S. Standard
Sieve Size
% Passinq .
* BASED ON ASTM D 1557
I" 100
3/4" 90-100
3/8" 40-100
No.4 25-40
No.8 18-33
No. 30 5-15
No. 50 0-7
No. ZOO 0-3
Sand Equ;va1ent>75
* * IF CAL TRANS CLASS 2 PERMEABLE MATERIAL
(SEE GRADATION TO LEFT) IS USED IN PLACE OF
3/4--1-1/2- GRAVEL. FILTER FABRIC MAY BE
DELETED. CAL TRANS CLASS 2 PERMEABLE
MATERIAL SHOULD BE COMPACTED TO 90
PERCENT RELATIVE COMPACTION.
NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS ~RADRAIN
lOR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR
CLASS 2.INSTALLAT1ON SHOULD BE PERFORtvED IN ACCORDANCE
WITH MANUFACTURER'S SPECIACA TIONs.
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,...
HYDROLOGY AND HYDRAULICS STUDY
FOR
CHANG RESIDENCE
GRADING PLAN
215 1/2 MEADOW VISTA WAY
ENCINIT AS, CALIFORNIA
APN: 265-331-71
PREPARED BY:
SOWARDS AND BROWN ENGINEERING, INC
CONSULTING ENGINEERS
2187 NEWCASTLE AVE., SUITE 103, CARDIFF, CA 92007
(619) 436-8500
.
94-114.1
January 31, 1995
VS
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SOWARDS AND BROWN ENGINEERING
2187 Newcastle Ave., Suite 103
CARDIFF BY THE SEA, CALIFORNIA 92007
0108
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2187 Newcastle Ave., Suite 103
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2187 Newcastle Ave., Suite 103
CARDIFF BY THE SEA, CALIFORNIA 92007
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DEPARTMENT 'OF SANITATION &.
FLOOD CorlTROL .
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NATIONAL OCEANIC AND AT, OSPIIERIC ADMINISTRATION
SPECIAL STUDIES BRANCII. OFFICE OF II I)ROLOay. NATIONAL WEATIIER SERVICE
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APPENTHX XI-E
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COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION &
FLOOD CONTROL
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APPENOIX XI-II
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URBAN8AREAS
TIME .OF FLOW
o\ t'RLAND'
CURVES
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-- RUNOFF COEFFICIENTS (RATIONAL METHOD) ,
DEVELOPED AREAS (URBAN)
Land Use
Residential:
-' Single Family
Multi-Units
Mobile Homes
~ Rural (Jots greater than 1/2 acre)
Com mercial (2)
8096 Impervious
Industrial (2)
- , 9096 Impervious
NOTES:
(1)
(2)
Type D soH to be used for all areas.
~
" Soil Type \1J
Q
.55
.70
.65
.45
.85
.95
Where actual conditions deviate significantly from the tabulated
. imperviousness values of 8096 or 9096, the values given for coefficient C,
may be revised by multiplying 8096 or 9096 by the ratio of actual
imperviousness to the tabulated imperviousness. However, in no case shall
the final coefficient be less than 0.50. For example: Consider commercial
property on D soil.
Actual imperviousness
Tabulated imperviousness =
50
Revised C = 8õ x 0.85 =
=
5096
8096
0.53
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