HomeMy WebLinkAbout2327 CARINGA WAY; 5; 1972; Permit5.14
UNITS PROVIDED
^^^^™^^w^w>
OF COVERAcw*»^w
FRONT SETBACK
.ALLOWED..PRKG. SPACES PROVIDED.
I^P Al I nWFH tgf) IP BLDG. HEIGHT_t)X=^— ALLOWED
^ SIDE YARD iOX- REAR YARD Ov—- INTRUSION!
ENVIRONMENTAL PROTECTION .REQTS.
ADDITIONAL COMMENTS.
LANDSCAPE PLAN
ISSUE PERMIT.
ENGINEERING DEPARTMENT
R.Q.W. fa. '1""» «." ^•f^fca .INDUSTRIAL WASTE.///
IMPROVEMENTS..SEWER CONNECTION.
DRIVEWAY LOCATIONS.<•* X '.-;'.GRADING
HRAINARF
LEGAL DESCRIPTION.
ADDITIONAL COMMENTS,
ISSUE PERMIT .DATE..OCCUPANCY DATE
FIRE DEPARTMENT
SPRINKLING SYSTEM.
FIRE PROTECTION EQUIPMENT.
EXITS
ALARMS
-rt-
FIRE HYDRANTS.
ADDITIONAL COMMENTS.
ISSUE PERMI
LOCATION.
nATF -"? 3
\JE PERMIT..DATE..OCCUPANCY.
.DATE.
v>J
c
vreR DEPARTMENT
M-W D CARLSRAD OLIVENHAIN
ADDITIONAL HOMMFNTS
SAN MARCOS
.DATE.
TO PLANNING SENT TO ENG. DEPT.
.rlNED TO BLDG.RETURNED TO BLDO. DFPT
1200 ELM AVENUE
CARLSBAD, CALIFORNIA 92008
Building Dept.
TELEPHONE:
(714) 729-1181
Citj> of Cartebab
April 14, 1975
URBANETICS FINANCIAL CORPORATION
The plan check for this set of plans is void and
revised plans with plan check fee will have to be sub-
mitted if project is to be developed.
If you have any further questions contact the
Building Dept. 729-1181 Ext. 47
Thank you
Jreen
Checker
BENTON ENGINEERING, INC.
APPLIED SOIL MECHANICS — FOUNDATIONS
6717 CONVOY COURT
SAN DIEGO, CALIFORNIA 02 Ml
PHILIP HENKINO BENTON .. «- , rt_«PK...O.NT . C.V.L .„<,,„.«, • May 30, 1973 =68.1SBB
Urbanetics Financial Corporation
8601 Wilshire Boulevard
Beverly Hills, California 90221
Subject: Project No. 73-3-28D, Supplement
Recommendations for Column Footings
Lots 229 and 230
La Costa Valley Unit No. 5
Carlsbad, California
Gentlemen:
We have been requested by Paul Koshi & Associates to forward our recommendations relative to
the feasibility of using isolated column footings at the above sites.
In our report of the testing and inspecting of additional compacted filled ground placed on these.
sites, we recommended that the use of isolated interior piers be avoided. However, this should
not be construed as applying to interior columns. Such interior columns may be used, provided
the column footings comply with our recommendations for continuous footings, and further
provided that:
a) Columns and/or column footings are structurally separated from concrete slabs,
and
b) Adequate steps are taken to prevent changes in the moisture content of the soils
supporting the column footings.
Respectfully submitted,
BENTON ENGINEERING, INC.
By
M, V. Pothier, Civil Engineer '
Distr: (1) Addressee
(2) Paul Koshi & Associates
Attention: Mr. James Lai
MVP/ew
BENTON ENGINEERING, INC.
TlPPLIED SOIL MECHANICS FOUNDATIONS
6717 CONVOY COURT
f ->N DIEGO, CALIFORNIA
PHILIP HENKINQ BENTON A . I r>A t n-TO
PRESIDENT . CIVIL ENGINEER April £<J, I T/J TELEPHONE I 71 4 ) 565-19S5
Urbonetics Financial Corporation
8601 Wilshtre Boulevard
Beverly Hills, Calffornfa 90221
Subject: Project No. 73-3-28D
Report on Compacted Filled Ground
Lots 229 and 230
La Costa Valley Unit No. 5
Carlsbad, California
Gentlemen:
This is to report the results of tests and observations made in order to inspect the compaction
of additional filled ground placed on portions of Lots 229 and 230 of La Costa Valley Unit
No. 5 in Carlsbad, California. The fill was placed on March 29, 1973 and varied in depth
to a maximum of approximately two feet. Compacted filled ground had previously been placed
on these lots during the major grading of this subdivision conducted between May 13 and October
7, 1970. The results of tests and observations made in order to inspect the compaction of this
previously placed filled ground are presented In our report dated November 4, 1970.
The approximate area and depths of filled ground placed under our inspection in accordance
with the approved specifications on March 29, 1973 are shown on the attached Drawing No.
1, entitled, "Location of Compacted Filled Ground. " The original grading plan used for the
placement of filled ground on these subject lots was prepared by Rick Engineering.
The approximate locations at which the tests were taken are shown on Drawing No. 1 and the
final test results are presented on page 3, under the "Table of Test Results. " The laboratory
determinations of the maximum dry densities and optimum moisture contents of the major fill
materials are presented on page 3, under "Laboratory Test Results."
The existing clay fill soils, described at the bottom of page 2 of our report dated November
4, 1970, were removed and the filled ground was placed on existing compacted fill soils
Inspected and tested by Benton Engineering, Inc. or on suitable firm natural soils.
Expansive sllty clay and clay soils were placed in the filled ground areas and It is recommended
that the following special design and precautions be taken to reduce the adverse effects these soils
may have on buildings constructed on these lots:
1. Avoid the use of isolated interior piers. Use continuous interconnected
reinforced footings throughout, and place these at a minimum depthj?f 24^
inches below the lowest adjacent exterior final ground surface.
Project No. 73-3-28D -2- Apr.119, 1973
La Costa Valley Unit No. 5
2. Reinforce and Interconnect continuously with: steel bars all Interior and
exterior Footings with one *5 bar at 3 Inches above the bottom of the
footings and one ^5 bar placed 1 1/2 Inches below the top of the stems
of the footings.
3. Raised wooden floors that span between continuous footings are best/ or
use concrete slabs reinforced with at least 6x6 10/10 welded wire fabric.
AlSThTmum 6F"4 Tnches of criisnea^ be
placed beneath all concrete slabs and be covered with a moisture barrier.
This should then be covered with 2 inches of sand below concrete slabs.
4. Separate garage slabs from perimeter footings by a 1/2 inch thickness of
construction felt or equivalent, to allow independent movement of garage
4^ slabs relative to perimeter footings. Assure complete separation by extend-
ing the felt over the full depth of the front thickened edge of the garage
slab. Also/ cut off the garage door stops at least 1/2 inch above the slab.
5. Provide positive drainage away from all perimeter footings with a vertical
fall of at least 5 inches in a horizontal distance of 5 feet outside the house
walls.
Respectfully submitted/
BENTON ENGINEERING/ INC.
By
R. C. Remer
Reviewed by „
/ " \
Philip H. Benton/ Civil Engineer
D istr: (2) Addressee
(2) Maltz Altrnan Associates/ Architects
(2) City of Carlsbad
Department of Building Inspection
Attention: Mr. Ray Green
BENTON ENGINEERING. INC.
Project No. 73-3-28D
La Costa Valley Unit No. 5
Test
No.
1
2
3
4
5
6
Approx-
imate
Location
Lot No.
229
230
230
230
229
229
-3-
TABLE OF TEST RESULTS
April 19, 1973
Depth
of Fill
at Test
in Feet
40
41
40
40
39
40
LABORATORY
Field
Moisture
% dry wt
19.1
20.2
15.8
13.3
11.3
14.9
TEST RESULTS
Soil Type
Light olive, silty clay with siltstone
Light olive-gray silty fine to medium sand
Light gray clay
Gray-brown slightly clayey fine to medium sand
Dry
Density
Ib/cu ft
105.3
101.1
116.6
121.2
113.8
100.5
Maximum
Dry
Density
Ib/cu ft
117.0
110.7
127.2
127.2
121.8
110.7
Percent
Compaction
90.0
91.3
91.0
95,
93,
90.7
Dry Density
Ib/cu ft
117.0
121.8
110.7
127.2
Optimum Mois-
ture Content
% dry wt
13.7
11.6
14.1
8.8
BENTON ENGINEERING. INC.
- Indicates Approximate Location Of Compacted Filled Ground Placed On 3-29-73.
- Indicates Approximate Location Of Field Density Test
Date: 4-77-73 Drawing: RW Scale:!" = 80
LOCATION OF COMPACTED FILLED GROUND
LOTS 229 AND 230
LA COSTA VALLEY UNIT NO. 5
CARLSBAD CALIFORNIA
PROJECT NO.
73-3-28D BENTON ENGINEERING, INC.
DRAWING NO.
1
BENTON ENGINEERING. INC.
APPLIED SOIL MECHANICS FOUNDATIONS
6741 EL CAJON BOULEVARD
SAN DIEGO. CALIFORNIA 921 IS
PHILIP HENKING BENTON . i/ 10*70 SAN DlECO: 583-5S54
PRESIDENT . CIVIL ENGINES'- JdnUClry IO, \T/\J LA MESA: A69-56S4
La Costa Land Company
Route 1, Box 2550
Encinitas, California
Subject: Project No. 69-11-14BC
Preliminary Soils Investigation
La Costa Valley Unit No. 5
Northeast of Alicante Road
South of Alga Road
San Diego County, California
Gentlemen:
CONCLUSIONS
It 's concluded from the field investigation and laboratory test results that:
1 . The firm to very firm natural soils are suitable for support of the proposed fills and
residential structures. However, expansive clay soils may occur near fhe proposed finished
grade In some of the areas and specially designed footings and slabs are recommended where these
expansive soils are allowed to remain in place at depths of less than 3 feet below me final grade.
2 . It is recommended that the deposits of soft clay soils near the surface be removed
by excavating horizontal benches in on the firm underlying natural ground and placed in layers
arid compacted during grading . It is concluded from the resulfs of the laboratory tests that the
nutura! soils suaS as those found below 2 .0 feet in Boring 2 have a safe bearing capacity of 2300
pounds per square foot for one foot wide continuous footings placed at a depth of 10 inches below
the adjacent natural grade on firm undisturbed natural soil . The settlement of a one foot wide
continuous footing loaded fo 2300 pounds per lineal foot and founded on suitable undisturbed
natural soils as described above is estimated to be on the order of 1/8 inch .
3. The results of the laboratory expansion tests indicate that the silty clay and sandy
clay soils encountered on this unit would be considered as "exports'.-e" type soils. VVriere these
"expansive" soils are allowed to remain within me upper 3 feet below finished grade, then it is
recommended that footings and slabs be specially designed. The required special design will be
dependent upon ?he degree of expansion potential of fhe soil, the thickness of rhe layer, and the
location of the expansive layer with respect to the footings or slabs. The lots requirtrtg specially
designed footings and slabs will be listed upon rhe completion of grading .
Project No. 69-11-
La Costa Valley Un^f No. 5
-2-January 16, 1970
4. All of the soils may be satisfactorily compacted in the fill areas and, when com-
pacted to at least 90 percent of maximum dry density, have a safe bearing capacity of 2500 pounds
per square foot for one foot wide footings placed at a depth of 10 inches below the compacted
ground surface. The settlement of a one foot wide continuous footing placed on fill soils uniformly
compacted to 90 percent of maximum dry density is estimated to be less than 1/8 inch .
Recommendations for the placement of filfed ground are presented in the attached
Appendix AA, entitled "Standard Specifications for Placement of Compacted Filled Ground."
5 . It is concluded from the test data that the proposed cuts may be safely excavated
on a slope ratio of 1 1/2 horizontal to 1 vertical to a maximum height of 55 feet with a 6 feet
wide bench at 27 feet vertically from the top of slope. The fill soils, when uniformly compacted
to at least 90 percent of maximum dry density in accordance with the approved specifications,
will be stable for heights up to 55 feet when constructed on a 1 1/2 horizontal to 1 vertical or
flatter slope with a 6 feet wide bench at 27 feet vertically from the top of slope. The slope
stability analysis for the cut and fill slopes is presented on Drawing No. 1 1 .
The above conclusions includ* a seismic factor of 0. 1 g and a factor of safety of
at least 1 .5 and assume that suitable erosionc! control and proper drainage will b« provided to
prevent surface water from running over the top of exposed slopes . These conclusions also apply
to the proposed cut bank along Alicante Road between La Costa Valley Unit No. 5 and its inter-
section with Alga Road.
6. It is recommended tf»ar the dd existing fills and soft alluvium forming the old
reservoir at the easterly end of the project be removed and recompacted in accordance with
Appendix AA attached hereto prior to placing additional filled ground over them.
If any soil types ore encountered during the grading operation that were not tested In this invest-
igation, additional laboratory tests will be conducted in order to determine their physical charact
eristics, and supplemental reports and recommendations will automatically become a part of the
specifications.
The data presented on the attached page* are a part of this report.
Respectfully submitted,
BENTON ENGINEERING, INC.
By'
William G . Catlin, Civil Engineer
--"7
Reviewed by
Philip H . Ben ton, Civil Engineer
Oisrr: (4) Addressee
ancho Lc
ick Engineering Company
(2) Rancho La Costa, Inc. Attention: Mr. Burton L. KramerIn Rick - - - -
Project No. 69-11- 14BQ' -3- f January 16, 1970
.la'Costa Valley Unit No. d '
DISCUSSION
A preliminary soils investigation has been completed on the proposed La Costa Valley Unit
No. 5 located northeast of Alicante Road and south of Alga Road in Section 25 and 36 TJ2S
R4W SBB & M in San Diego County, California. The objectives of the investigation were to
determine the existing soil conditions and to provide information for design of safe and econ-
omical slopes and foundations and to comply with the requirements of the loan guarantee
agencies and the governmental agencies having jurisdiction. In order to accomplish these
objectives, four borings were drilled, undisturbed and loose bag samples were obtained, and
laboratory tests were performed on these samples.
The general topography of the area may be described as moderately to steeply sloping. The
natural drainage is from the higher norlhcentral portion of the area to the southeast, south,
and southwest. Future drainage will be into streets and storm drains.
Accordirg to ihe "Soil Map" prepared by the U. S. Department of Agriculture, the upper soils
in the area are described as Las Posas loamy fine sand, and Diablo clay. Las Posas loamy fine
sand is indicated as 0.5 foot of friable stony fine sandy loam, 1.0 foot of slightly compact
cloddy stony fine sandy loam, 1.0 to 2 .0 feet.of moderately compact stony fine sandy loam with
bedrock below. Diablo day is indicated as 0.5 to 1.0 foot of cloddy clay, 1.5 to 3.0 feat of
cloddy moderately compact clay wirh bedrock below. The soils encountered in the exploration
borings were primarily silty clays, sandy clays, and some clayey sands. Certain layers of these
soils were found to be cemented.
Field Investigation
The four borings were drilled with buckets ranging in size from 24 inches to 36 inches in diameter
by a truck-mounted rotary bucket-type drill rig at the approximate locations shown on the attached
Drawing No. 1, entitled "Location of Test Borings." The borings were drilled to depths of 5.0
to 48.0 feet below the existing ground surface. A continuous log of the soils encountered in the
borings was recorded at the time of drilling and is shown in derail on Drawing Nos. 2 to 9,
inclusive, each entitled "Summary Sheet."
•
The soils were visually classified by field identification procedures in accordance with the
Unified Soil Classification Chart. A simplified description of this classification system is pre-
sented in the attached Appendix A at the end of this report.
Undisturbed samples were obtained at frequent intervals ahead of the drilling. The drop weight
used for driving the sampling tube into the soils was the "Kelly" bar of the drill rig \vliich weighs
1623 pounds, and the average drop was 12 inches. The general procedures used in field sampling
are described undsr "Sampling" in Appendix 8 . Loose bag samples were also obtained of the
representative soils which may be used in compacted filled ground areas.
Laboratory Teste
Laboratory tests v*?re performed on all undishjrbed samples of rhe soils in order to determine fhe
-:ry density Jnd rnohrure confent. The resuifs of these ?ssrs are presented on Drawing Nos. 2 to
?, incksi-e. ConsolidaHon tests -Aere performed or reoresen^ti /e samples In order to determine
the load-settlement characteristics of ?he soils and ffie rssulh of these tests are presented graph-
ically on Drawing No. 10, entiHed "Consolidation Curves."
EJENTON ENGINEERING. INC.
Project No. 69-1'1-UBC
La Costa Valley Unit No.<
-4-January 16, 1970
In addition to the above laboratory tests, expansion tests were performed on some of the clayey
soils encountered to determine their volumetric change characteristics with change in moisture
content. The recorded expansions of the samples are presented as follows:
Boring
No.
1
1
1
2
4
4
Sample
No.
4
5
B-3*
B-l*
2
B-l*
Depth of
Sample,
in Feet
20.0
25.0
7.0-8.0
6.0-7.0
8.0
6.0-7.0
Soil
Description
Light olive
silty clay
Light olive
silty clay
Light dive
silty clay
Light olive
silry clay
Light olive-
gray very fine
candy ctay
Light olfve-
gray very fine
sandy clay
Percent Expansion
Under Unit Load of
150 Pounds per Square
Foot from Field
Moisture to Saturation
3.94
Percent Expansion
Under Unit Load of
500 Pounds per Square
Foot from Air Dry
to Saturation
5.63
7.80
10.87
3.57
6.02
* Indicates sample was remolded to 90 percent of maximum dry density.
The general procedures used for the laboratory tests are described briefly in Appendix B.
Compaction tests were performed on representative samples of the soils to be excavated to establish
compaction criteria. The soils were tested according to the A.S.T.M. D 1557-66T method of
compaction which uses 25 blows of a 10 pound hammer dropping 18 inches on each of 5 layers in a
4 inch diameter 1/30 cubic foot mold. The results of the tests are presented as follows:
Boring
No.
1
1
1
2
2
4
Bog
Sample
1
2
3
I
2
1
Depth
in Feet
.0- 1.0
2.0- 3.0
7.0- 8.0
6.0- 7.0
18.0-19.0
6.0-7.0
Soil
Description
. Dark gray clay (topsoi!)
Light olive, silty very
fine sand
Light olive, sifty clay
Light olive, silty clay
with siltstone
Light olive-gray stlty
fine to medium sand
Light olive -gray, vary
fine sandy clay
Maximum
Dry Density
Ib/cu ft
114.0 "
118.3
122 . 1
117.0
121.8
122.3
Optii
hire '
% dr
16.1
12.2
11.2
13.7
11.6
10.2
BENTON ENGINEERING. INC.
Project No. 69-11-14BC -5- _ January 16, 1970
La Costa Valley Unit No.f (
Attsrberg limit tests were performed on selected samples of the soil and the results are presented
below:
Liquid Plastic Plasticity Group
Limit Limit Index Symbol
Boring 1, Sample 1 47.6 14.6 33.0 CL
Depth 5.0 feet
Borirg 1,Sample 4 37.5 15.8 21.7 CL
Depth 20.0 feet
Borina 1,Sample 5 40.0 14.9 25.5 CL
Depth 25.0 feet
Borirg 2,Sample 1 54.8 14.5 40.3 CH
Depth 5.0 feet
Direct shear tests were performed on saturated and drained samples in order to determine the
minimum angle of internal friction and apparent cohesion of the various soils. The results of
the tests were as follows:
Normal
Load tn
kips/sq ft
0.5
1.0
2.0
0.5
1.0
2.0
0.5
1.0
2.0
0.5
1.0
2.0
0.5
1.0
2.0
Shearing
Resistance
kips/sq ft
1.66
5.13
4.23
2.35
5.74
6.74
1.10
1.49
1.72
1.73
1.95
2.25
0.76
1.15
1.95
Angle of
Internal
Friction
Degrees
45**
i
45**
14
17
38.5
Apparent
Cohesiovi
Ib/sq ft
800
800
975
1550
375
Boring 1, Sample 3
Depth: 15.0 feet
Boring 1, Sample 5
Depth: 25.0 feet
Boring 2, Sample 1
Depth: 5.0 feet
Borirg 2, Bag 1*
Depth: 6.0-7.0 feet
Boring 2, Bog 2*
Depth: 11 .0 feet
* Indicates tests v/ere performed on samples molded to 90 percent of maximum dry density.
** Arbitrarily reduced toaliow for local cementation.
BENTON ENGINEERING. INC.
' Project No. 69-11-14BC
La Costa Valley Unit Noi
-6-January 16 f 1970
Normal
Load In
kips/sq ft
0.5
1.0
2.0
1.0
2.0
0.5
2.0
Shearing
Resistance
kips/sq ft
1.05
1.22
1.84
3.34
5.51
1.10
3.64
Angle of
Internal
Friction
Degrees
28
45**
45**
Apparent
Cohesion
Ib/sq ft
725
1000
275
Boring 4, Bag 1*
Depth: 6.0-7.0 feet
Borirg 4, Sample 3
Depth: 13.0 feet
Boring 4, Sample 5
Depth: 23.0 feet
* Indicates tests were performed on samples molded to 90 percent of maximum dry density
** Arbitrarily reduced to allow for local cementation
Using the lower values of fhe angle of internal friction and apparent cohesion, and the Terzaghi
Formula for local shear failure, fhe safe allowable bearing pressures for the soils are determined
as follows: , •
Local Shear Formula: Q'd = 2B (2/3 c N'c + X Df N' + y BN'y)
Assumptions:
Undisturbed natural soils
(1) Continuous footing 1 foot wide = 2B
G2) Depth of footirg = 0.83 = Df
Firm soils as Boring 2, Sample 1
<J> = 14° c = 975 Ib/sq ft y = 120 Ib/cu ft
N'c = 10.0 N' =4.0 NV = 2.0w ^I I
• Q'd = (2/3x975x 10+ 120x .83x4.0+ 120 x 0.5 x 2.0) = 7020 Ib/sq ft
Q'd -r- Factor of Safety^ 3 Use maximum of 2300 Ib/sq ft
Fill soils compacted to 90 percent of maximum dry density
O = 28° c = 725 Ib/sq ft y = 120 Ib/cu ft
N'c=17.0 N' =8.0 NV=4.8
Q'd = (2/3x725 x 17.0+ 120 x .83 x 8'.0+120 x 0.5 x 4.$= 9310 Ib/sq ft
Q 'd - Factor of Safety r» 3 .0 Use maximum of 2500 Ib/sq ft
BENTON ENGINEERING, INC.
, 2 "
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f JUMMARY SHEET (
SOWING NO. 1
1 Off A 1 *P(,?VAriON lOO.U *
Dark Gray, Slightly Moist, Soft,
Highly Cracked, Topsoil
Light Olive, Slightly Moist,
Very Firm
Light Olive, Slightly Moist,
Very Firm, Cracked,
Occasionally Merging With
Lenses of Clay
Continued on Dra<
CLAY
StLTYVERY
FINE SAND
SILTYCLAY
*ing No. 3 DUlVfc ErtEaGVFT. KIPS/FT.14.6
40.6
31.2
V 5a ti_i — >.
**• o ^
5-
18.2
12.8
15.5
>-V- )—
d( 33a -1
106.6
122.9
118.7 iH£A8RESISTANCEKIPS/SQ. FT.GROUPSYMBOLCL
j - Indicates Undisturbed Drive Sample
Q - Indicates Loose Bag Sample
The elevations shown on these Summary Sheets were obtained by
interpolation of the contours on a Tentative Map of La Costa Valley
Unit No. 5 prepared by Rick Engineering Company
69-1I-I48C flENTON £/-iGJNt???iNG,
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SUMMARY SHEET (
BORING NO. 1 (Cpnt.)
Light Olive, Slightly Moist,
Very Rrm, Cracked,
Occasionally Mergirg With
L«rses of Clay
Light Olive, Slightly Moist,
Very Firm
.
'
SILTY
CLAY
•
VERYRNE
SANDY
SJLTSTONE
1 DRIVE ENERGYFT. KIPS/FT.19.5
13.3
60.0
Q 3-1 S- >.
£ 2 *£ o a
11.2
13.7
13.2
>- »-^ij% It
i 2
128.7
122.2
117.3 SHEAR 1RESISTANCEKIPS/SO. FT. |GROUPSYMBOLCL
—1
69-1I-14BC 8ENTOM ENGiN€ES!NG, INC.
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SUMMARY SHEET
fVQSJNG NO 2
ELEVATION 132. Q'u
Dark Gray, Slightly Moist,
Soft, 30 Percent Gravel to llnch
Dark Gray, Slightly Moist, Soft
Light Olive, Moist, Firm
Very Rrm
;
Continued on Dr<
GRAVELLY CLAY
CLAY
SILTYCLAY
awing No. 5 DkMVE ENE8GYFT. KIPS/FT.8.1
21.1
50.3 FIELD jMOUTUKE*/» DRY WT. |21.4
18.3
12. 4
>-. i-i
5 "•
s4>- v»
* 3Q -1
100.7
111.4
125.8 SHEARRESISTANCEKIPS/SQ. FT.GROUPSYMBOLCH
z
o
1 M/~
DSAWiNO N
Y SHEET
__l.{C<?nt.)
Light Olive, Moist, Very
4 Firm
SILTYCLAY
Light Olive-gray, Moist, Very
Firm, Lightly Cemented
Fine Cemented Sandstone
i ^ ~ ir! £» - * i~ r,
Cs, ui. I
39.0
SILTYFINE
TO
MEDIUM SAND
50.8
< o
10.2 J117.1
10.3 109.1
fi
PROJECT NO.
69-U-14BC BENTON ENGfNEERfNG, INC.
DRAWING NO
5
SUMMARY SHEET
SORING NO. 3
ELEVATION 45. Q'DRIVE ENEMGYFT. KIPS/FT.at
03
i
SHEARRESISTANCEKIPS/SQ. FT.Medium Brown, SHghriy Moist,
4 Medium Firm, Scattered Gravel
to 2 ! riches
> Brown, Moht, Firm
Gray, Moist, Very Firm,
20 Percent Gravel to 2 Inches
Brown, MoJst, Very Firm
Brown, Moist, Very Firm,
50 to 60 Percent Gravel to
3 Inches, Cobbles to 8 Inches
CLAYEY FINE
TO
MEDIUM SAND -I6.2rl3.5+l
CLAYEY FINE
SAND
GRAVELLY FINE
TO MEDIUM
SANDY CLAY -16.2-15.5-114
CLAYEY FINE TO
MEDIUM SAND
CLAYEY FINE TO
MEDIUM SANDY
GRAVEL
69-11-14BC 8ENTON cNGiNc£-i!f-iG, INC.
DSAWING NO.
6
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J
2-1
3-j
4-
—
-
6-
*•
7-
-
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9-
10-
13-
' 14-
15-
17-
18-
19-SAMPLENUMfcEft.-/'. V'-"
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SUMMARY SH€ET
SORING NO,-_jl__
fLEViTIQN 91.Q1
Brown, Slightly Moist, Soft
Cracked
Firm
Light Gray-browh, Moist,
Very Firm
.
Light Olive-gray, Moist,
Very Firm, With Some
Alternating Layers of Silty
Clay to 10 Feet
rV>ntinn*»el nn Dr
' FINE SANDY
CtAY
CLAYEY FINE TO
MEDIUM
;.'-• SAND
VERY FINE
SANDY CLAY
(Merges)
VERY FINE
SANDY SILT
nw!w Klo . S DKIVE ENERGTFT. KIPS/FT.•14.6-
35.7
39.0
29.2
ujt-;°* 503*—">->-
UJ V> ^
iZ o Q
**
8.8
12.1
12.1
11.6
il
§3
-J08 3
120.4
119.8
119.3 SHEARESISTANCEPS/SO. FT.** X.
•
-$.
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PRO.jFCf .MO.
69-U-J4BC 1ENTON INC.
DRAWING NO.
• 7
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0
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21-
22-
23-
94^*»
25-
26-
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27-
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29-
30—
31-
32-
33~
qA_
35-
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37-
38-
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(".UMMARY SKi
BORING NO. ^
r* <* •.* f*. i
..(Cent.)
Light Olive-gray, Moist, j VERY FINE
Very Firm, Lens of Clay SANDY SILT
Light Olive -gray, Moist,
Very Firm
Red -brown, Brown and Gray,
Moist, Very Firm
Thin Soft Plastic Clay Seam,
Dips Down 28° at Bearing
N 15° E
Red-brown, Brown and Gray
Moist, Very Firm
Continued on Drc
(Merges)
SLIGHTLY
CLAYEY FINE TO
MEDIUM SAND
SILTY
CLAYSTONE
CLAYEY FINE
SAND
iwing No. 9
> !
% £ '' -Jtil s, cr:
2 v* |C !3^' ^ i[r! 7
t-j ^
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c
19 5T 7 . J ^
45.0
50.0
55.0
U, Q
-10.
19.
18.
17.
PROJECT NO.
69-11-14BC BENTON ENGINEERING, !NC.
i
t
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4
5
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110.6
117.8
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SUMMARY SHEET
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2 tuj -^I £
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39-
40-
41--
42-
43-
Red-brown, Brown and Gray,
Moist, Very Firm
Dark Gray
44-E
45
Lime-cemented Sandstone
Lenses to 48 Feet
46
47-t
43 Aioa
CLAYEY
FINE SAND
50.0 16.0 117.7
66.6 16.2 117.7
jaoj;cr NO
69-11-14BC BEN7ON ENGINEERING, INC.
DSAWtNG NO
«CONSOLIDATION - PERCENT OF SAMPLE THICKNESS~j O — • N3 -" *•?>3 0
)>- .
4
~
CONSOLIDATION CURVES
LOAD IN X!PS PER SQUARE FOOT
06 0.8 1.0 2 4
—
—— L.C^""4' ^^^-^
6 8 10 16
Boring 3
Sample ]
Depth 1.5'
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CUT AKD FILL StOfi StABlUTY ANiAlYSlS
LA CC5TA VALLEY UNIT NO, 5
NORTHEAST OF ALICANTE ROAD
SOUTH OF ALGA ROAD
SAN DIEGO COUNTY, CALIFORNIA
rtOJECT NO.
69-11-I4BC BENTON ENGINEERING, INC.
DRAWING NO.
II
BENTON ENGINEERING, ING.
APPLIED SOIL MECHANICS FOUNDATIONS
6741 EL CAJON BOULEVARO
SAN DIEGO. CALIFORNIA 92115
PHILIP HENKINS BENTON . S»N DIEGO-. 583-S634
PRESIDENT . CIVIL ENGINEER U* MCSAt 469-8654
APPENDIX AA
STANDARD SPECIFICATIONS FOR PLACEMENT
Of COMPACTED FILLED GROUND
1. General Description. The objective is to obtain uniformity and adequate internal strength
in filled ground by proven engineering procedures and tests so that the proposed structures
may be safely supported. The procedures include the clearing and grubbing, removal of
existing structures, preparation of land to be filled, filling of the land, the spreading,
and compaction of the filled areas to conform with the lines, grades and slopes as shown
on the accepted plans. '
The owner shall employ a qualified soils engineer to inspect and test the filled ground as
placed to verify the uniformity of compaction of filled ground to the specified 90 percent
of maximum dry density. The soils engineer shall advise the owner and grading contractor
immediately if any unsatisfactory conditions are observed to exist and shall have the
authority to reject the compacted filled ground until such time that corrective measures
are taken necessary to comply with the specifications. It shall be the sole responsibility
of the grading contractor to achieve the specified degree of compaction.
2. Clearing, Grubbing, and Preparing Areas to be Filled.
(a) AH brush, vegetation and any rubbish shall be removed, piled and burned or otherwise
disposed of so as to leave the areas to be filled free of vegetation and debris. Any
soft, swampy or otherwise unsuitable areas shall be corrected by draining or removal,
or both.
(b) The natural ground which is determined to be satisfactory for the support of the filled
ground shall then be plowed or scarified to a depth of at least six inches (6"), and
until the surface is free from ruts, hummocks, or other uneven features which would
tend to prevent uniform compaction by the equipment to be used.
(c) Where fills are made on hilfsides or exposed slope areas, greater than 10 percent,
horizontal benches shall be cut into firm undisturbed natural ground in order to pro-
vide both lateral and vertical stability. This is to provide a horizontal base so that
each layer is placed and compacted on a horizontal plane. The initial bench at the
toe of the fill shall be at least 10 feet in width on firm undisturbed nature! ground
at the elevation of the toe stake placed at the natural angle of repose or design
slope. The soils engineer shall determine the width and frequency of all succeeding
benches which will vary with fhe soil conditions and the steepness of slope.
APPENDIX AA
-2 -
(d) After the natural ground has been prepared, it shall then be brought to the proper mois-
ture content and compacted to not less than ninety percent of maximum density in
accordance with A.S.T.M. D-1557-66T method that uses 25 blows of a 10 pound hammer
falling from 18 inches on each of 5 layers in a 4" diameter cylindrical mold of a l/30th
cubic foot volume.
3. Materials and Special Requirements. The fill soils shall consist of select materials so graded
that at lease 40 percent of the material passes a No. 4 sieve . This may be obtained from
the excavation of banks, borrow pits of any other approved sources and by mixing soils from
one or more sources. The material uses shall be free from vegetable matter, and other de-
leterious substances, and shall not contain rocks or lumps of greater than 6 inches in diameter.
If excessive vegetation, rocks, or soils with inadequate strength or other unacceptable physical
characteristics are encountered, these shall be disposed of in waste areas as shown on the
plans or as directed by the soils engineer. If during grading operations, soils not encountered
and tested in the preliminary investigation are found, tests on these soils shall be performed to
determine their physical characteristics. Any special treatment recommended in the preliminary
or subsequent soil reports not covered herein shall become an addendum to these specifications.
The testing and specifications for the compaction of subgrade,subbase, and base materials for
roads, streets, highways, or other public property or righfs-of-way shall be in accordance
with those of the governmental agency having jurisdiction.
4. Placing, Spreading, and Compacting Fill Materials.
(a) The suitable fill material shall be placed in layers which, when compacted shall not
exceed six inches (6"). Each layer shall be spread evenly and shall be throughly
mixed during the spreading to insure uniformity of material and moisture in each layer.
(b) When the moisture content of the fill material is below that specified by the soils ergineer,
water shall be added until the moisture content is near optimum as specified by the
soils engineer to assure thorough bonding during the compacting process.
(c) When the moisture content of the fill material is above that specified by the soils
engineer, the fill material shall be aerated by bladlng and scarifying or other satis~
factory methods until the moisture content Is near optimum as specified by the soils
engineer.
(d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly
compacted to not less than ninety percent of maximum density in accordance with
A.S.T.M. D-1557-66T modified as described in 2 (d) above. Compaction shall be
accomplished with sheepsfooi- rollers, multiple-wheel pneumatic-tired rollers, or other
approved types of compaction equipment, such as vibratory equipment that is specially
designed for certain soil types. Rollers shall be of such design {hat they will be able
r . r
APPENDIX AA
- 3 -
to compact the fill material to the specified density. Rolling shall be accomplished
while the fill material is at the specified moisture content. Rolling of each fayer shall
be continuous over Its entire area and the roller shgll make sufficient trips to insure
that the desired density has been obtained. The entire areas to be filled shall be
compacted.
(e) Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment.
Compacting operations shall be continued until the slopes are stable but not too dense
for planting and until there is no appreciable amount of loose soil on the slopes.
Compacting of me slopes shall'be accomplished by backroiling the slopes in increments
of 3 to 5 feet in elevation gain or by other methods producing satisfactory results.
(f) Field density tests shall betaken by the soils engineer for approximately each foot in
elevation gain after compaction, but not to exceed two feet in vertical height between
tests. Field density tests may be taken at intervals of 6 inches in elevation gain if
required by the soils engineer. The location of the tests in plan shall be so spaced to
give me best possible coverage and shall be taken no farther apart than 100 feet. Tests
shall be taken on corner and terrace lots for each two feet in elevation gain. The soils
engineer may take additional tests as considered necessary to check on the uniformity
of compaction. Where sheepsfoot rollers are used, the tests shall be taken in the com-
pacted material below the disturbed surface. No additional layers of fill shall be spread
until the field density tests indicate mat the specified density has been obtained.
(g) The fill operation shall be continued in six inch (6") compacted layers, as specified
above, until the fill has been brought to the finished slopes and grades as shown on
the accepted plans.
5. Inspection. Sufficient inspection by the soils engineer shall be maintained during the
filling and compacting operations so that he can certify that the fill was constructed in
accordance with the accepted specifications.
\6. Seasonal Limits. No fill material shall be placed, spread, or rolled if weather conditions
increase the moisture content above permissible limits. When the work is interrupted by
rain, fill operations shall not be resumed until field tests by the soils engineer indicate that
the moisture content and density of the fill are as previously specified.
7. Limiting Values of Nonexpansive Soils. Those soils mat expand 2.5 percent or less from
air dry to saturation under a unit load of 500 pounds per square foot are considered to be
nonexpansive.
8. All recommendations presented In the "Conclusions" section of the attached report are a
part of these specifications.
r
BENTON ENGINEERING, INC.
APPLIED SOIL MECHANICS FOUNDATIONS
6741 EL CAJON BOULEVARD
SAN DIEGO. CALIFORNIA 92115
PHILIP HENKING BENTON
PRESIDENT - CIVIL ENGINEER
SOIL DESCRIPTION
APPENDIX A
Unified Soil Classification Chart*
SAN DlEGO: 583-5634
LA MESA: 469-SSS4
GROUP TYPICAL
SYMBOL NAMES
COARSE GRAINED, More than half of
material is larger than No. 200 sieve
**size.
GRAVELS CLEAN GRAVELS
More than half of
coarse fraction is
larger than No. 4
sieve size but smaller GRAVELS WITH FINES
than 3 inches
SANDS
M re than half of
coarse fraction is
smaller than No.
4 sieve size
(Appreciable amount
of fines)
CLEAN SANDS
SANDS WITH FINES
(Appreciable amount
of fines)
FINE GRAINED, More than half of
material is smaller than No. 200
sieve size.SILTS AND CLAYS
Liquid Limit
Less than 50
SILTS AND CLAYS
Liquid Limit
Greater than 50
III. HIGHLY ORGANIC SOILS
GW Well graded gravels, gravel-sand mixtures,
little or no fines.
GP Poorly graded gravels, gravel-sand
mixtures, little or no fines.
GM Silty gravels, poorly graded gravel -
sand-si It mixtures.
GC Clayey gravels, poorly graded gravel-
sand-clay mixtures.
SW Well graded sand, gravelly sands, little
or no fines.
SP Poorly graded sands, gravelly sands,
little or no fines.
SM Silty sands, poorly graded sand-silt
mixtures.
SC Clayey sands, poorly graded sand-clay
mixtures.
ML Inorganic silts and very fine sands, rock
flour, sandy silt or clayey-silt-sand
mixtures with slight plasticity.
CL .Inorganic clays of low to medium plas-
ticity, gravelly clays, sandy clays,
silty clays, lean clays.
OL Organic silts and organic silty-clays of
low plasticity.
MH Inorganic silts, micaceous or diatoma-
ceous fine sandy or silty soils, elastic
silts.
CH Inorganic clays of high plasticity, fat
clays.
OH Organic ciays of medium to high
plasticity.
PT Peat and other highly organic soils.
Adopted by the Corps of Engineers and Bureau of Reclamation in January, 1952.
All ,:„,.., ,:-.„_ — O.L:- _i—•. —.11 rn.ii
r C
BENTON ENGINEERING. INC.
APPLIED SOIL MECHANICS FOUNDATIONS
674t EL CAJON BOULEVARD
SAN DIEGO. CALIFORNIA 921 IS
PHILIP HENKING BENTON AODCMPllV D SAN DlECO: SS3-5SS4
PRESIDENT . CIVIL ENGINEER ArrtlNUIA IS LA MESA: 469-5634
Sampling
The undisturbed soil samples are obtained by forcing a special sampling tube into the
undisturbed soils at the bottom of the boring, at frequent intervals below the ground surface.
The sampling tube consists of a steel barrel 3.0 inches outside diameter, with a special cut-
ting tip on one end and a double ball valve on the other, and with a lining of twelve thin
brass rings, each one inch long by 2.42 inches inside diameter. The sampler, connected to a
twelve inch long waste barrel, is either pushed or driven approximately 18 inches into the soil
and a six inch section of the center portion of the sample is taken for laboratory tests, the soil
being still confined in the brass rings, after extraction from the sampler tube. The samples are
taken to the laboratory in close fitting waterproof containers in order to retain the field mois-
ture until completion of the tests. The driving energy is calculated as the average energy in
foot-kips required to force the sampling tube through one foot of soil at the depth at which the
sample is obtained .
Shear Tests
The shear tests are run using a direct shear machine of the strain control type in which
the rate of deformation is approximately 0.05 inch per minute. The machine is so designed that
the tests are made without removing the samples from the brass liner rings in which they are se-
cured. Each sample is sheared under a normal load equivalent to the weight of the soil above the
point of sampling . In some instances, samples are sheared under various normal loads in order to
obtain the internal angle of friction and cohesion . Where considered necessary, samples are
saturated and drained before shearing in order to simulate extreme field moisture conditions.
Consolidation Tests
The apparatus used for the consolidation tests is designed to receive one of the one inch
high rings of soil as it comes from the field. Loads are applied in several increments to the upper
surface of the test specimen and the resulting deformations are recorded at selected time intervals
for each increment. Generally, each increment of load is maintained on the sample until the
rate of deformation is equal to or less than 1/10000 inch per hour. Porous stones are placed in
contact with the top and bottom of each specimen to permit the ready addition or release of water.
Expansion Tests
One inch high samples confined in rhe brass rings are permitted to air dry at 105°F for
at least 48 hours prior to placing into the expansion apparatus. A unit load of 500 pounds per
square foot is then applied to the upper porous stone in contact with the top of each sample.
Water is permitted to contact both the rop and bottom of each sample through porous stones.
Continuous observations are made until downward movement stops, The dial reading is recorded
and expansion is recorded until the rate of upward movement is fess than 1/10000 inch per hour.
I
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