1991-2773 G
Street Address
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.3~3~'-(
Serial # .
Category
d-1~3
6?
I
Name
Description
Year
Plan ck. #
recdescv
SAN DIEGUITO ENGINEERING, INC.
John B. Fox. P.E.
Stephen D. Dillemuth - P.E.
Gordon L McElroy - P.LS.
4407 MANCHESTER, SUITE 105
ENCINIT AS, CA 92024
(619) 753-5525
FAX (619) 943-8236
CIVIL ENGINEERING
PLANNING
SURVEYING
SDE 3986
10-3-91
X1214
HYDROLOGY STUDY & HYDRAULIC CALC'S
FOR
MAYO RESIDENCE - LANDSCAPE GRADING
THIS PLAN PROPOSES TO REMOVE A PORTION OF A KNOLL AND CONTOUR
GRADE THAT AREA TO A SIMILAR SHAPE AT A LOWER ELEVATION. ALL THE
STORM RUN-OFF SHEET-FLOWS AWAY FROM THE GRADED AREA (SEE HYDOLOGY
MAP) SO NO DRAINAGE FACILITIES ARE NEEDED AND NONE ARE PROPOSED.
ŒjŒ @ Œ 0 \VI Œ[ijJ
OCT 2 4 1991
CITY OF ENCINITAS
DEPT. OF PUBLIC WORKS
ENGINEERING DEPT.
2
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SOILS REPORT AND
GRADING RECOMMENDATIONS
PROPOSED YARD ENLARGEMENT PROJECT
3183 LONE JACK ROAD
ENCINITAS, CALIFORNIA
PREPARED FOR:
Mr. AI F. Mayo
1682 Kettering Street
Irvine, California 92714
œ~ @ ~ 0 \VJŒ([)
OCT 2 4 1991 -
CITY OF ENCINITAS
DEPT. OF PUBLIC WORKS
ENGINEERING DEPT.
PREPARED BY:
Southern California Soil and Testing, Incorporated
6280 Riverdale Street
San Diego, California 92120
Post Office Box 600627, Zip Code 92160
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SOUTHERN
CALIFORNIA
SOIL
AND
TESTING,
INC.
October 16, 1991
Mr. Al F. Mayo
1682 Kettering Street
Irvine, California 92714
SCS&T 9121098
Report No.1
SUBJECT:
Soils Report and Grading Recommendations, Proposed Yard Enlargement Project,
3183 Lone Jack Road, Encinitas, California.
REFERENCE:
Report of Geotechnical Investigation, Rancho de Mayo Subdivision, Tract 88-351,
RPL, Encinitas, California, dated May 24, 1989, Southern California Soil &
Testing, Inc. Project No. 8921055, Report No.1.
Dear Mr. Mayo:
In accordance with the request of San Dieguito Engineering, Inc., this soils report has been prepared
to present grading recommendations for the subject project. The proposed project is to consist of
cutting down the top of an oval shaped knoll to enlarge the useable rear yard of the existing residence.
This grading will extend into the adjacent property, which is under the same ownership and is the
future site of the Rancho de Mayo Residential Subdivision. The purpose of the off-site grading is to
eliminate an existing cut slope and create a visually pleasing, natural form looking topography behind
the house.
When the existing house was constructed, a cut was made into the west side of the knoll. This cut is
entirely within the property boundary of the subject site and has a maximum height of about 18 feet.
The cut slope is rounded and has an inclination of about 1.6: 1, horizontal to vertical. The toe of the
6280 RIVERDALE STREET. SAN DIEGO, CA 92120 . 619-280-4321, FAX 619-280-4717. P.O, BOX 600627, SAN DIEGO, CA 92160
747 ENTERPRISE STREET. ESCONDIDO, CA 92029 . 619-746-4544. FAX 619-746-6579
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SCS&T 9121098
October 16, 1991
Page 3
slope is about eight feet from the existing residence. The face of the slope is relatively smooth,
indicating that the cut was made without blasting.
To assist in the preparation of this report, we were provided with a grading plan prepared by San
Dieguito Engineering, Inc. A copy of Sheet I of this plan is provided herewith as Plate Number 1.
As can be seen, the top of the knoll will be cut down by as much as 20 feet. For the most part, the
cut will daylight into the natural terrain. A small cut slope with a maximum height of about six feet
and a 2: 1 inclination will, however, be needed on the southwest side of the cut due to the location of
the property boundaries.
The scope of our investigation consisted of: a visual field reconnaissance; observation of the existing
cut slope; performance of a seismic refraction survey; and review of the referenced report for the
adjacent subdivision. The location of our seismic traverse is shown on Plate Number L
The earth materials underlying the oval shaped knoll and exposed in the existing cut slope consist of
Jurassic-age Santiago Peak Volcanics which is a form of metavolcanic rock. This material weathers
into a fine, silty clayey soil with angular rock fragments. The material becomes less weathered and
less fractured with depth, and eventually becomes nonrippable, very dense hardrock.
The seismic traverse performed on the south side of the knoll indicated that the weathered materials
extended from about 18 to 28 feet below the surface (see Plate Number 2). Since this traverse was
performed along the 162 foot contour, this would mean that the rock should be rippable to the planned
elevation of 150 to 160 feet MSL. However, it should be noted that the traverse was performed on
the side of the knoll and that the nonrippable material may extend to higher elevations in the central
portion of the knoll. Based on the conditions exposed in the existing cut slope and our experience with
this rock materials, it appears that the cut should be able to be made without blasting. Difficult ripping
may, however, be encountered in the lower portions of the cut slope. Additionally, the need to blast
should not be totally discounted since the surface of the nonrippable rock can vary substantially in
short distances and the tightness of the fracturing could made the weathered rock less rippable than
indicated by the Standard Rippability Index which is a modification of charts prepared by the
Caterpillar Company and an article in "Road and Streets," September 1967. The index is presented
as Appendix A.
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SCS&T 9121098
October 16, 1991
Page 4
Since no fill is planned, no site preparation will be necessary other than brushing and clearing prior
to excavation. This is to prevent the excavated materials from becoming contaminated with organics
and allow it to be used as structural fill. The six-foot-high cut slope will have factors-of-safety well
in excess of the minimum required. According to the grading plan, site drainage will be established
such that no adverse erosion should occur.
In conclusion, it is our professional opinion that the site may be graded as proposed and that the
proposed grading will not create any adverse geotechnical conditions.
If you should have any questions regarding this letter, please do not hesitate to contact this office. This
opportunity to be of professional service is sincerely appreciated.
Respectfully Submitted,
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
~dZ
Charles H. Christian, RG.E. #00215
~/Ý) ~
Curtis R Burdett, C.E.G. #1090
CHC:CRB:mw
cc: (6) Submitted
(1) SCS&T, Escondido
-
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SO UTHERN CALIFORNIA
SOIL & TESTING, INC.
JOB NAME Tract 88-351
JOB NUMBER 9121098
TRAVERSE No. 5-1
1 RAVERSE TYPE
-
..,
-
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-
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Comments
;
Rippable Topsoils and Weathered Bedrock
Rippable Weathered Bedrock
Marginally Rippable to Nonrippable Bedrock
Rippable Topsoils and Weathered Bedrock
Rippable Weathered Bedrock
Nonrippable Bedrock
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GEOLOGIST JWR
ELEVATION 162'
~-,._-
SURFICIAL MATl _Topsoi 1-
ROO; TYPE r'~etavo1canic
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SCS&T 9121098
October 16, 1991
Appendix A, Page 1
SEISMIC SURVEY AND RIPPABILITY CHARACTERISTICS
The intent of the seismic refraction survey was specifically to aid in determining the variation in
seismic velocity of the underlying materials and to determine a reasonable approximation of the depth
from the surface to the boundaries between rippable, marginally rippable, and nonrippable rock.
The seismograph's depth of investigation is closely related to the length of the seismic traverse. For
a particular length of traverse, e.g., 100 feet, using a ratio of 3:1 between length and depth, we
conclude that this length of survey line will detect the boundaries between materials of varying density
and velocity to a depth of approximately 33 feet.
Rippability Charts
Due to the presence of metavolcanic rock, we are including three rippability charts which apply to the
site conditions. Two of the charts have been developed by the Caterpillar Tractor Company for use
with the D-9 and D-8 Caterpillar Tractor with No.9 Series D Ripper and No.8 Series DRipper"
respectively ("Handbook of Ripping", Caterpillar Tractor Company, Fourth Edition, April, 1972). The
third chart is a modification of charts by the Caterpillar Company and an article in "Roads and
Streets", September, 1967, which we feel approximately defines rippability with the D-9 using a
conventional #9 Single Shank Ripper.
1)
D-9G Cat - No.9 Series DRipper
Rippable
Marginally Rippable
Nonrippable
7,000
8,100
0
- 7,000 ips
- 8,000 ips
+ ips
2)
D-8H Cat - No.8 Series DRipper
Rippable
Marginally Rippable
Nonrippable
- 5,800 ips
- 6,800 ips
+ ips
0
5,800
6,800
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SCS&T 9121098
October 16, 1991
Appendix A, Page 2
3)
D-9 Cat - No.9 Single Shank Ripper (Conventional).
Rippable
Marginally Rippable
Nonrippable
- 4,500 ips
- 5,500 ips
+ ips
0
4,500
5,500
*This chart has been utilized for defining rippability characteristics of the subject site for this
report.
Seismic Traverse Limitations
The results of the seismic survey for this investigation reflect rippability conditions only for the areas
of the traverses. However, the conditions of the various soil-rock units appear to be similar for the
remainder of the site and may be assumed to possess similar characteristics. For traverses located near
rock outcroppings, the probability of shallow nonrippable rock being present is increased. Further,
where topsoils are thin, or nonexistent, and fractured material is visible at the surface, difficult
rippability can be expected at shallow depths.
Our reporting is presently limited in that refraction seismic surveys do not allow for predicting a
percentage of expectable oversize or hardrock floaters. Subsurface variations in the degree of
weathered rock to fractured rock are not accurately predictable, but have been indicated where our
interpretation suggests such a condition exists.
The seismic refraction method requires that materials become increasingly dense with depth. In areas
where denser, higher velocity materials are underlain by lower velocity materials, the low velocity
materials would not be indicated by our survey.
All of the velocities used as upper limits from Rippability Chart No.3 are subject to fluctuation
depending upon such local variations in rock conditions as:
a)
b)
c)
d)
Fractures, faults and planes of weakness of any kind.
Weathering, and degree of decomposition.
Brittleness and crystalline nature.
Grain Size.
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SCS&T 9121098
October 16, 1991
Appendix A, Page 3
Further, the range of rippability using Caterpillar equipment may be increased using the equipment
listed in Charts 1 and 2. However, it should be noted that ripping of higher velocity materials may
become totally dependent on the time available and the economics of the project. Ripping of higher
velocity materials can be achieved but it may become economically infeasible.
Rippability Characteristics of Metavolcanics
Rippable Condition (0 - 4,500 fUsee.): This velocity range indicates rippable materials which may
vary from decomposed metavolcanics at lower velocities to only slightly decomposed, fractured rock
at the higher velocities. Although rippable, materials may be produced by excavation that will not be
useable in structural fills due to a lack of fines. Experience has shown that material within the range
of 3,500 to 4,500 ips may often consist of severely to moderately fractured rock with little or no fines
and sizeable quantities of plus 1/4" material.
For velocities between 3,500 to 4,500 ips, rippability will be difficult and time consuming for
backhoes and light trenching equipment.
Marginally Rippable Condition (4,500 - 5,500 fUsee.): Excavations in this velocity range would
be extremely time consuming and would produce fractured rock with little or no fines. The higher
velocities could require blasting. Trenching equipment would not function.
Nonrippable Condition (5,500 fUsee. and Greater): This velocity range may include moderately
to slightly fractured rock which would require blasting for removal. Material produced would consist
of a high percentage of oversize and angular rock.
Rippability of Metavolcanics could be accomplished for higher velocities using the caterpillar D-9 with
the #9 D Series Ripper. Due to the fractured nature of the metavolcanics, ripping might be
accomplished in as high as 8,100 ips material.
r
}� WORK TO BE DONE
IMPROVEMENTS CONSIST OF THE FOLLOWING WORK TO BE DONE ACCORDING TO THESE ,
PLANS- THE CURRENT SAN DIEGO COUNTY REGIONAL STANDARD DRAWINGS; THE
CURRENT EDITION OF STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION;
AND SPECIAL PROVISIONS FOR IMPROVEMENT OF SUBDIVISION STREETS AND
STANDARD REFERENCE DRAWINGS.
IMPROVEMENTS STD DWG NO. SYMBOL
'
CUT SLOPE (2 : 1 MAX.
s�
r
WL 110 .
' .. %MIN .
DRAINAGE SWALE I -- }
..—,.. _.._... J Z0
r ; mow - .� 121.9
i sp, ,r
n
... x. ..,,. �'1. ems. t4`a... .. _ ._ .♦_ .... ___ _ -�_ -__ .- _ _
,.a .,.... - .fin... .... .. KS HO C FUTURE-RAANCF[O - DE `
SAME OWNERSHIP'
I PROPERLY LINE _ - --�
_.. MIA YO-
SUI3 DT'�/IS
4 ,
.� 7 3 t
,
DAYLITE
140 x
s h
862
-------- UR A Ho
/5
- AY S IV ION
r. OF
�
PROPOSED �• � -
EXIST CONTOUR j — x-90 --
GPADIN
` . 5 Y r
N324800 -- /5
650
FINISH CONTOUR 190 X r i 1 50
15
SCALE,: 1 40
`-/70
C U r: Itivo 1. ,
OWNER'S CERTIFICATE
Inman
IN,
IT IS AGREED THAT FIELD CONDITIONS MAY REQUIRE CHANGES TO THESE PLANS.
F IT IS FURTHER AGREED THAT THE OWNER (DEVELOPER) SHALL HAVE A REGISTERED ��___ _-
CML ENGINEER MAKE SUCH CHANGES ALTERATIONS OR ADDITIONS TO THESE
PLANS WHICH THE DIRECTOR OF PUBLIC WORKS DETERMINES ARE NECESSARY AND �`� 160 /59.7 7 I,
DESIRABLE FOR THE PROPER COMPLETION OF THE IMPROVCMENTS. `� _
•'�6
BOUNDA DETAIL
I FURTHER AGREE TO COMMENCE WORK ON ANY IMPROVEMENTS SHOWN ON THESE Rocks
PLANS WITHIN EXISTING COUNTY RIGHT --OF - WAY WITHIN 60 DAYS AFTER ISSUANCE F NO SCALE �'�
G'
OF THE CONSTRUCTION PERMIT AND TO PURSUE SUCH WORK ACTIVELY ON EVERY W
NORMAL WORKING DAY UNTIL COMPLETED IRRESPECTIVE AND INDEPENDENT OF ANY DIN
• � �I,MI �QI= RAG l • 1 / W W
OTHER WORK ASSOCIATED WITH THIS PROJECT OR UNDER MY CONTROL. 1 "�_ -__ Qc
ON
OWNER. "0 0 D
_ T`
-` 1 -
IRVINE CA. 92714
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PH (714) 724- 338 I � 0 ---- %,
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L EGEND I
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NN , SEISMIC TRAVERSE
_.
l 4 K LUSARDI FORMATION - ,.
m ,, , - RANC 140 DE '-
c�, MAYO ROAD► SOUTHERN CALIFORNIA
SI TE W O Jsp SANTIAGO PEAK VOLCANICS S OIL & TESTING,, INC. W
GEOLOGIC CONTACT BY CHC/WDW DATE 10 -15 -91 ' L
J OB MA. .9121098 PLATE *1
S AN DI EGUITO ENGINEERING, INC. • _
4407 MANCHESTER, SUITE 105
a ENCINITAS, CA. 92024. W
PHONE: 753 -5525 LiJ W
VICINITY MAP CiviL ENGINEERI 40 PLANNING Cc
IQ
!LAND SURVEYORS
REVISIONS APPROVED DATE REFERENCES DATE BENCH MARK SCALE SPECIAL DISTRICT S WTI By l iE� Y APPROVALS (%ITY
C>F ENCIINITAS PUBLIC WOR DEPARTMENT DRAWING NO. LLJ < C.
PLANS PREPARED UNDER SUPERVISION OF RECOMMENDED APPROVED I
COUNTY OF SAN DIEGO BENCH MARK NO. MAY s i _:j N .11
OC 0073 -CHIS. SQ. IN TOP OF HEADWALL
LOCATION: S .W. CORNER EL CAM I NO DEL HORIZONTAL 1 �� =40 DATE : 9 -26-91 BY: BY:
NORTE & RANCHO SANTA FE ROAD : 284 ?9 T
D ,, STEP EN D. DILLEMU'I RECORD FROM : C . S . D . VERT I CAL CONTROL R.C.E. NO.
ELEV.. 1 19 , 476 DATUM U. S . C. & G. S. VERTICAL N/A DATE. 1. DA E: LA GRA ,
�H
Ll A
EXP. 3-31-94 R.C.E. R.C.E. WORK PROJECT N0. SHEET1 OF
SDE X986
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