HomeMy WebLinkAboutTract Map 21674-3 Lot 1-43 Geotechnical Report•
PACIFIC SOILS ENGINEERING, INC. L.A. COUNTY OFFICE
1402 W:240tb Street
7370 OPPORTUNITY ROAD, SUITE "N", SAN DIEGO- CALIFORNIA 92111 Harbor City, CA 90710-1307
TELEPHONE: (619) 560.1713 (213) 325-7272 or 775-6771
ORANGE COUNTY OFFICE
17909 Fitch
Irvine, CA 92714-6097
(714)863-9118
Gentlemen:
This report presents geotechnical data and testing results per-
taining to the completion of earthwork for tract 21674-1, lots 1
0 through 43, inclusive, Kaiser Parkway (station 192+53 to
207+65), Rancho Vista Road (station 148+15 to 150+68) and a
portion of tract 21675, located in the Rancho California
community, County of Riverside, California. This grading was
conducted from September, 1988 through January, 1989.
Data developed during this phase of project grading is summa-
rized in the text of this report, on the enclosed 40 -scale grad-
ing plans (sheets 1, 5 and 13 of.15), prepared by Robert Bein,
Mesa Homes
28765 Single
Oak Drive - Suite 100
Temecula, CA.
92390-0295 May 4, 1989
Work Order 400095G
Log No. 470423
Attention:
Mr. Bill Richardson,
•
Vice President, Construction
Subject:
Project Grading Report for Tract
21674-3, Lots 1 thru 43, inclusive,
Kaiser Parkway (Sta.192+53 to 207+65),
Rancho Vista Road (Sta.148+15 to
•
150+68) and a Portion of Tract 21675,
Rancho California, in the County
of Riverside, California
Reference:
Geotechnical Grading Plan Review,
Tract 21674-1,2 and 3 (Margarita
•
Village), dated June 18, 1987 by
Pacific Soils Engineering,Inc.
(W. O. 400095)
Gentlemen:
This report presents geotechnical data and testing results per-
taining to the completion of earthwork for tract 21674-1, lots 1
0 through 43, inclusive, Kaiser Parkway (station 192+53 to
207+65), Rancho Vista Road (station 148+15 to 150+68) and a
portion of tract 21675, located in the Rancho California
community, County of Riverside, California. This grading was
conducted from September, 1988 through January, 1989.
Data developed during this phase of project grading is summa-
rized in the text of this report, on the enclosed 40 -scale grad-
ing plans (sheets 1, 5 and 13 of.15), prepared by Robert Bein,
•
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Work Order 400095G Page 2
May 4, 1989
William Frost and Associates, Table I and Table II. Also pre-
sented herein are the foundation and slab design recommendations
based upon field and laboratory testing of as -graded soil
conditions.
• All cuts, fills and processing of original ground covered by
this report have been completed under our observation and/or
accepted by this firm and are in compliance with the County of
Riverside grading code criteria.
•
Compacted fills were placed on tract 21675 for support of Kaiser
Parkway (station 192+53 to 207+65) and Rancho Vista Road
(station 148+75 to 150+68). Cleanouts of alluvial soils were
• conducted prior to the placement of compacted fill. At the time
grading is complete in tract 21675, a project grading report
will be submitted for this tract.
• Completed work has been reviewed and is considered suitable for.
the construction now planned. All slopes are considered sur-
ficially and grossly stable and should remain so under normal
conditions. owing to the granular nature of the on-site mater-
ials, graded slopes will be subject to ravelling and a fairly
high erosion potential. Landscaping of all graded slopes should
be accomplished as soon as possible as well as establishing and
maintaining drainage berms and swales for long term slope pro-
tection.
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PACIFIC SOILS ENGINEERING. INC. �/'
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Work Order 400095G Page 3
May 4, 1989
•
ENGINEERING GEOLOGY
•
Surficial Units
Surficial units encountered during grading include soil,
alluvium and minor colluvium. The soil consists of a dark to
medium brown sandy clay to clayey sand. This unit was stripped
from or benched into Pauba Formation prior to fill placement.
The alluvial/colluvial soils consist of light to medium brown
• silty to clayey sand. In shallow drainages, these materials
were removed to Pauba sandstone.
Bedrock Unit
• Bedrock underlying tract 21674-3 consist of a light brown to
red -brown clayey sandstone assigned to the Pauba Formation. The
Pauba Formation is generally massive and flat -lying. Infrequent
pale gray to brown sand lenses and brown micaceous silt beds
• occur within the bedrock sequence. The sands and micaceous silt
beds and lenses are not cohesive. As -built contacts of sand and
silty sand beds in large cut slopes are shown on the accompany-
ing grading plans.
•
Faulting
Faults and shears were not found during grading of Tract
21674-3.
•
Subdrains
Subdrains were not recommended in the referenced preliminary
report (Reference ), nor were deemed necessary during project
• grading. This is due to the granular nature of on-site geologic
units.
PACIFIC SOILS ENGINEERING. INC.
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Work Order 400095G
May 4, 1989
Page 4
Corrective Grading
Corrective grading such as buttress or stabilization fills were
not required.
The cut slopes on the south side of Paseo de Las Olas (sheet 5
r of 15) exposed intervals of sand which may be subject to
ravelling and erosion unless properly landscaped to protect the
slopes. It is recommended that the landscaping procedures
described in the referenced grading plan review be implemented
• as soon as possible and maintained to prevent and minimize slope
maintenance.
Conclusions
• From an engineering geologic viewpoint, lots 1 through 43,
inclusive, of tract 21674-3, Kaiser Parkway (station 192+53 to
201+65) and Rancho Vista Road (station 148+75 to 150+68) are
suitable for the intended use.
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PACIFIC SOILS ENGINEERING, INC.
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Work Order 400095G
May 4, 1989
A. PROJECT GRADING
SOIL ENGINEERING
Page 5
• 1. Compaction test results are presented in Table I and approxi-
mate locations of tests are shown on the accompanying 40 -
scale plans by Robert Bein, William Frost and Associates
(sheets 5 and 13 of 15).
•
2. Cleanouts were accomplished to bedrock or native soils deem-
ed competent for support of fill.
• Prior to placement of compacted fill the exposed compacted
fill surface was scarified, watered as necessary and compact-
ed in-place, to project specifications.
• 3. Fill consisting of the soil types indicated in.Table I was
then placed in thin lifts, watered as necessary and compact-
ed in-place to a minimum of 90 percent of the laboratory
standard (ASTM:D 1557) utilizing self-propelled rubber -
tired compactors, sheepsfoot compactors and heavy earth
moving equipment. Each fill lift was treated in a like
•
manner.
4. Fill placed on slope gradients steeper than 5 -horizontal to
1 -vertical was keyed and benched into bedrock. The upper
soils were stripped off or benched out on the shallower
slopes in such a manner that all compacted fill is in con-
tact with intact bedrock an0or competent materials.
PACIFIC SOILS ENGINEERING. INC.
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Work Order 400095G
May 4, 1989
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Page 6
5. All removals, excavations, cleanouts and processing in pre-
paring fill areas were observed by this firm's representa-
tive prior to placement of any fill. Based on those observa-
tions, all fills are deemed to be supported by bedrock or
competent material.
•
6. Compaction tests were taken for each one (1) to two (2) feet
of placed fill. The maximum vertical depth of fill placed
at this time is on the order of twenty-eight (28) feet on
• lots 35, 36 and 37. The approximate depth of fill on
individual lots is summarized in Table II.
7. The cut portion of transitional lots within structural areas
• was overexcavated to a minimum depth of 36 -inches and replac-
ed as compacted fill. This occurred on lots 1 through 3,
10, 12 through 15 and 41 and 42.
• 8. The fill slopes were over -built approximately four.(4±) feet
during rough grading operations. Upon mass grading
completion, the slopes were trimmed back to the compacted
core to achieve design grade.
•
Finish slope surfaces have been probed and/or tested and the
slopes are considered to satisfy the project requirements
and grading codes of the County of Riverside. All slopes
• should be planted as soon as practical and maintained for
proper growth. Landscaping and irrigation management are
important elements in the long term performance of the
slopes.
•
PACIFIC SOILS ENGINEERING. INC.
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Work Order 400095G
May 4, 1989
Page 7
9. Cut slopes were examined by an engineering geologist and are
considered grossly and surficially stable.
B. PROPOSED DEVELOPMENT
• The subject tract is scheduled for construction of forty-
two (42) one and two-story single family dwelling units,
which will be constructed utilizing wood frame and
slab -on -grade construction techniques. Conventional spread
• and continuous footings are to be utilized. It is
anticipated that lot 43 will be used as a "tot lot".
0
•
•
•
•
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C. DESIGN RECOMMENDATIONS
Material encountered in cut and utilized for compacted fill
ranged from very low to medium in expansion potential. An
evaluation of the post -grading soil conditions was conducted
to classify materials per ASTM:D 442 and to determine the
expansive index per UBC Standard No. 29-2. That evaluation
revealed predominately very low to low expansive materials
exposed at the surface of each building lot. Laboratory
test data is presented in Table A.
TABLE A
Lot
Hydrometer Analysis
No.
(%Sand,%Silt,%Clay)
Very
Low
1-4
76
14
10
5-9
70
21
9
10
87
9
4
11-17
79
14
7
18-23
71
23
6
24
73
14
13
Expansion Expansion
Index Potential
(UBC Table 29-C)
5
Very
Low
21
Very
Low
2
Very
Low
14
Very
Low
29
Low
17
Very
Low
PACIFIC SOILS ENGINEERING, INC.
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Work Order 400095G
May 4, 1989
TABLE A cont.
Umm
25-31
76
18
6
9
Very Low
32-37
84
11
5
4
Very Low
38
62
22
16
39
Low
39-43
79
17
4
5
Very Low
Based on this data, the following design is presented:
1. Foundations may be designed based upon the following values:
•
Allowable Bearing: 2000 lbs./sq.ft.
Lateral Bearing: 250 lbs./sq.ft. at a depth of 12 -inches
plus 150 lbs./sq.ft. for each additional
• 12 -inches embedment to a maximum of
2000 lbs./sq.£t.
Coefficient of Lateral Sliding: 0.40
• The above values may be increased as allowed by code to
resist transient loading conditions, such as wind or
seismic.
2. VERY LOW TO LOW EXPANSION POTENTIAL - LOTS 1-43,inclusive
a) Footing Depth (Minimum): Exterior
One -Story - 12 -inches below lowest adja-
cent finished grade.
Two -Story - 18 -inches below lowest adja-
cent finished grade.
Interior
One & Two -Story - 12 -inches below lowest adja-
cent finished grade.
b) Footing Reinforcement: All continuous; two No.4 re-
•bars,one on top, one on bottom.
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PACIFIC SOILS ENGINEERING. INC.
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Work Order 400095G
May 4, 1989
C) Slab Reinforcement:
Page 9
Living Areas
6"x 611,No.10 by No.10 welded wire
mesh OR No.3 rebars spaced at 21 -
inches on center. "Fibermesh" .
concrete additive may be used in
lieu of the wire mesh or rebars to
control thermal cracking and
shrinkage.
d) Subgrade Moisture: No special requirement except
moisture conditioning may be
necessary if pads are not built
upon within two (2) month of
grading.
•
•
PACIFIC SOILS ENGINEERING. INC.
Continuous footings shall have a minimum width of 12 -inches
for one-story and 15 -inches for two-story. All slabs shall
have a thickness of four (4) inches. If exterior footings
adjacent to drainage swales are to exist within three (3)
feet horizontally of the swale, the footing should be em-
bedded sufficiently to assure embedment below Swale bottom
is maintained. Footings adjacent to slopes should be embedd-
ed sufficiently that at least five (5) feet is provided hori-
zontally from the bottom edge of footing to face of slope.
•
3. Under -Slab Treatment
A 10 -mil polyvinyl membrane (minimum) should be placed below
all slabs -on -grade within living areas. This membrane
should be covered with a minimum of two (2) inches of sand
to protect it and to aid in curing of the concrete.
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PACIFIC SOILS ENGINEERING. INC.
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Work Order 400095G Page 10
May 4, 1989
4. Garages
a) All garage slabs shall have a minimum thickness of four
(4) inches and need not be underlain with any sand or
polyvinyl membrane. These slabs should contain control
joints at approximately ten (10) foot spacing.
b) Footing embedment, footing reinforcement and subgrade
moisture shall be as recommended in Section C-2.
5. Retaining Wall Design
Retaining walls or other structural walls shall be designed
with the following:
a) Cantilevered retaining walls with a level backfill
should be designed with an equivalent fluid pressure of
32 lbs./cu.ft. Retaining walls with 2 -horizontal to
1 -vertical slope superjacent to them should utilize an
equivalent fluid pressure of 53 lbs./cu.ft.
•
b) Foundations for retaining walls may be designed in
accordance with recommendations of Paragraph C-1.
n
C) Retaining walls should be backfilled with free draining
materials (SE > 30) to within 18 -inches of grade, and
compacted to project specifications. Native soils
should be utilized in the upper 18 -inches. Drainage
should be provided to all walls.
d) All footing excavations for retaining walls should be
observed by the project soil engineer or his repre-
sentative.
PACIFIC SOILS ENGINEERING, INC.
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Work Order 400095G
May 4, 1989
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Page 11
6. Exterior Slabs and Walkways
• a) It is suggested that the subgrade below sidewalks,
driveways, patios, etc. should be moisture conditioned
24 hours prior to concrete placement.
• b) Weakened plane joints should be considered for walkways
at approximately eight (8) to ten (10) foot intervals.
Other exterior slabs should be designed to withstand
shrinkage of concrete.
•
C) The "Fibermesh" concrete additive may be considered for
exterior concrete work.
0 D. OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS
1
1. Positive drainage away from structures shall be provided and
maintained.
2.' Utility trench backfill shall be accomplished in accordance
with the prevailing criteria of the County of Riverside.
3. Seismic design should be based upon current and applicable
building code requirements.
4. Chemical analysis testing has been conducted on selected
samples of on-site soils. Laboratory tests indicates the
on-site soils show no appreciable amounts of soluble
sulfates and the use of sulfate resistant concrete is not
required.
PACIFIC SOILS ENGINEERING, INC.
Work Order 400095G
May 4, 1989
•
Page 12
• This report presents information and data relative to the mass
grading and placement of compacted fill at the subject site. A
representative(s) of this firm conducted periodic tests and
observed during the progress of the construction in an effort to
determine whether compliance with the project drawings,
specifications and Building Code were being obtained. The
• presence of our personnel during the work progress did not
involve any direct and technical advice and suggestions were
provided to the owner and/or his designated representative based
upon the results of the tests -and observations. Completed work
under the purview of this report is considered suitable for the
intended use. Conditions of the reference reports remain
applicable unless specifically superceded herein.
•
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Respectfully submitted,
PACIFIC SOILS ENGINEERING, INC
M
ff Engineer
44�-
By 4)X('fi
•R BERT S. MCELWA N,
Staff Geologist
Executive Vice President
Reviewed by:
A. HANSON, C.E.G.990
,tration Exp: 6-30-90
Dist: (12) Addressee
(1) RBF, Rancho California, Attn: Mr. Mike Tyleman
JAC/RPK/RSM/JAH:kr/G011
PACIFIC SOILS ENGINEERINGINC.
�OED Gf
P- 144s 0
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4 N0. 9900 NI
CERTIFIED
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GEOLOGIST 'T
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Work Order 400095G
May 4, 1989
11
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TABLE I
TEST TYPE
All tests by Campbell Pacific Nuclear Test Gauge per ASTM:D
2922, unless otherwise noted by:
• SC - Indicates test by Sand Cone*Method per ASTM:D 1556.
•
PACIFIC SOILS ENGINEERING. INC.
\2✓
SOIL
TYPE
Laboratory Maximum Density per
ASTM:D 1557-70 (All
Soil Types).
•
Opt.
Maximum
Moist.
Dry Density
Soil
Type and Classification
(_
(lbs./cu.ft.)
AA -
Light Brown Silty Sand
8.0
121.6
•
BB -
Brown Clayey Sand
8.5
130.6
CC -
Medium Brown Clayey Sand
8.7
128.3
DD -
Tan -Brown Clayey Sand
14.8
109.7
EE -
Light Brown Silty Sand
8.4
127.3
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FF -
Brown Sand
9.5
116.3
GG -
Light Brown Silty Sand
10.8
119.5
HH -
Light Brown Sandy Silt
12.6
114.7
II -
Brown Silty Sand
9.2
125.5
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LEGEND
Non -Designated
Test - Test in
compacted fill.
Test
Location - See enclosed grading
plans (sheets
5 and 13 of
•
15)
Elevation - Actual field elevation
(F.G. - Finish
Grade).
R1,
R2, etc. - Indicates retest of previously failing
test.
S -
Indicates test in slope.
•
TEST TYPE
All tests by Campbell Pacific Nuclear Test Gauge per ASTM:D
2922, unless otherwise noted by:
• SC - Indicates test by Sand Cone*Method per ASTM:D 1556.
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PACIFIC SOILS ENGINEERING. INC.
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Work Order 400095G
May 4, 1989
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TABLE I
TRACT 21674-3
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PACIFIC SOILS ENGINEERING. INC.
Ox
Date of Test Test Elev. Moist.Cont.
Test No Location (ft.) %(field)
Dry Density
(lbs./cu.ft.)
Relative
% Comp.
Soil Test
Type Type
9-27-88
Kaiser Parkway
219
198+00 1224.0
12.9
116.6
91
CC
220
200+00 1224.0
13.6
118.3
92
CC
9-28-88
Kaiser Parkway
224
194+80 1234.0
8.9
117.1
90
BB Sc
225
199+00 1226.0
12.9
121.0
93
BB
226
201+00 1226.0
13.1
120.7
92
BB
227
194+60 1236.0
10.8
116.9
91
CC .
228
194+90 1238.0
10.5
119.3
91
BB
229
195+10 1240.0
10.6
110.7
91
AA
230
201+00 1226.0
11.1
124.0
95
BB
10-5-88
Kaiser Parkway
350
St.194+50 1236.0
8.8
118.1
90
BB
351
St.194+85 1238.0
9.6
119.6
92
BB
352
St.194+50 1240.0
9.1
117.1
90
BB
353
St.194+10 1242.0
11.8
120.3
92
CC
354
St.195+15 1244.0
10.0
118.0
90
CC
355
St.194+10 1246.0
9.8
120.7
94
CC
356
St.194+60 1248.0
7.8
117.2
91
CC
357
St.193+90 1250.0
8.8
119.1
93
CC
10-7-88
Kaiser Parkway
372
St.194+38 1252.0
7.1
120.9
93
BB
373
St.193+30 1254.0
10.7
118.0
90
BB
0
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PACIFIC SOILS ENGINEERING. INC.
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Work Order 400095G
May 4, 1989
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TABLE I cont.
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PACIFIC SOILS ENGINEERING. INC.
10-10-88
Kaiser Parkway
385
St.194+90 1242.0
11.1
118.8
95
II
386
St.196+90 1249.0
8.9
121.1
96
II
•
387
St.196+60 1251.0
10.1
119.7
92
BB
Rancho Vista Road
388
St.149+90 1252.0
7.5
118.9
91
BB
389
St.149+80 1254.0
11.3
120.0
92
BB
390
St.148+80 1252.0
12.8
119.7
92
BB
391
St.149+40 1254.0
11.9
119.3
91
BB
•
10-11-88
Rancho Vista Road
422
St.149+60 1254.0
9.5
120.6
92
BB
423
St.148+70 1246.0
10.7
121.9
93
BB
Kaiser Parkway
424
St.195+55 1246.0
12.0
116.3
91
cc
•
425
St.193+55 1254.0
11.3
119.6
92
BB
426
St.194+40 1256.0
9.5
113.3
90
II
427
St.196+85 1253.0
9.0
117.8
92
cc
428
St.196+65 1255.0
11.1
122.2
94
BB
10-12-88
Kaiser Parkway
441
St.197+70 1228.0
11.3
114.7
90
EE
442
St.199+00 1228.0
10.2
114.5
90
EE
443
St.200+50 1228.0
10.6
115.0
90
EE
444
Adj.KaiserPky 1228.0
12.0
115.9
91
EE
445
II 1228.0
8.0
115.5
91
EE
10-13-88
Kaiser Parkway
452
Sta.201+35 1230.0
11.4
111.5
92
AA
453
Sta.199+36 1232.0
15.8
114.0
91
II
454
Sta.197+30 1234.0
9.8
112.9
90
II
455
Adj.KaiserPky 1230.0
8.4
111.6
92
AA
456
11 1229.0
13.7
109.5
90
AA
•
457
Sta.199+60 1236.0
12.9
112.9
90
II
458
Sta.198+25 1238.0
9.9
113.3
90
II
459
Sta.195+15 1258.0
10.6
114.9
92
II
460
Sta.193+75 1260.0
9.7
112.9
90
II
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PACIFIC SOILS ENGINEERING. INC.
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PACIFIC SOILS ENGINEERING, INC.
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Work Order 400095G
May 4, 1989
TABLE I
cont.
•
10-14-88
482
Adj.KaiserPky
1242.0
12.1
114.3
91
II
483
II
1244.0
10.0
116.1
93
II
484
It
1246.0
11.9
117.8
94
II
487
II
1248.0
13.0
114.2
91
II
10-17-88
506
Adj.KaiserPky
1250.0
12.3
112.6
92
AA
507
II
1245.0
13.6
109.2
90
AA
•
10-18-88
520
Adj.KaiserPky
1256.0
11.7
112.3
92
AA
526
Lot 26
1189.0
11.0
115.1
92
II
527
Lot 28
1190.0
8.9
111.1
91
AA
528
Lot 30
1194.0
9.4
108.2
90
FF
529
Lot 32
1194.0
10.7
114.7
91
II
530
Lot 34
1194.0
9.4
117.3
93
II
531
Lot 36
1194.0
8.1
118.4
94
II
10-20-88
566
Lot 25
1196.0
13.3
111.1
91
AA
567
Lot 27
1198.0
12.8
109.7
90
AA
568
Lot 29
1196.0
11.0
108.5
89
AA
569
Lot 31
1198.0
11.8
103.9
86
AA
570
Lot 33
1192.0
9.3
109.9
90
AA
571
Lot 35
1194.0
10.0
112.6
93
AA
572
Lot 37
1191.0
10.5
112.2
92
AA
Corte Encinas
575
Sta.15+70
1203.0
9.6
110.1
91
AA
576
Sta.14+30
1201.0
12.0
111.1
91
AA
577
Sta.13+12
1201.0
15.4
109.6
90
AA
578
Sta.12+09
1197.0
14.1
110.7
91
AA
579
Sta.10+75
1198.0
13.7
110.1
91
AA
•
596
Adj.KaiserPky
1258.0
14.7
111.9
94
FF
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PACIFIC SOILS ENGINEERING, INC.
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Work Order 400095G
May 4, 1989
•
TABLE I cont.
•
10-21-88
568R1 Lot 29
1196.0
12.2
112.6
93
AA
569R1 Lot 31
1198.0
13.5
110.4
91
AA
609
Adj.KaiserPky
1234.0
10.1
113.8
94
FF
610
to
1236.0
10.5
109.0
91
FF
611
"
1234.0
14.9
107.1
90
FF
•_
612
"
1236.0
9.4
110.0
92
FF
613
If
1238.0
8.9
109.4
92
FF
614
of
1238.0
15.3
111.5
93
FF
615
of
1240.0
15.5
109.7
91
FF
616
It
1242.0
14.5
112.0
94
FF
617
to
1235.0
11.0
113.0
95
FF
10-26-88
650
Adj.KaiserPky
1270.0
7.6
113.2
90
II
651
to
1272.0
8.5
114.0
91
II
652
"
1275.0
9.1
113.7
91
II
653
of
1254.0
11.7
114.6
91
II
•
654
It
1256.0
10.9
113.9
91
II
655
to
1258.0
12.2
116.6
93
II
Kaiser Parkway
666
Sta.193+50
1262.0
12.3
103.7
90
HH
667
Sta.194+00
1264.0
12.6
104.9
91
HH
668
Sta.194+50
1266.0
11.7
103.9
91
HH
•
669
Sta-.195+00
1268.0
12.9
104.1
91
HH
10-27-88-
674
Adj.KaiserPky
1258.0
11.5
116.1
92
II
675
of
1260.0
12.2
117.1
93
II
•
10-28-88
718
Adj.KaiserPky
1254.0
11.0
120.8
94
cc
719
of
1256.0
9.7
120.0
94
cc
720
If
1254.0
12.2
117.0
91
cc
721
"
1256.0
11.6
120.7
94
cc
722
"
1254.0
12.6
111.3
92
AA
•
723
"
1256.0
12.1
115.6
92
II
724
"
1256.0
10.2
113.9
91
II
Sc
• \1
PACIFIC SOILS ENGINEERING. INC.
11
Work Order 400095G
May 4, 1989
TABLE I cont.
• PACIFIC SOILS ENGINEERING. INC. `b
10-28-88
cont.
726
Adj.KaiserPky
1258.0
12.9
116.6
93
II
727
of
1256.0
13.1
119.2
95
II
728
If
1264.0
17.0
104.8
91
HH
729
of
1266.0
13.0
105.7
92
HH
730
if
1262.0
14.2
105.0
92
HH
731
11
1264.0
13.2
104.0
91
HH SC
10-31-88
Rancho Vista
Road
732
Sta.149+50
1271.0
9.1
108.1
90
FF
733
Sta.149+50
1273.0
8.9
109.7
92
FF
743
Adj.KaiserPky
1258.0
9.5
113.0
95
GG
744
"
1258.0
10.7
110.8
93
GG
745
to
1260.0
10.5
110.9
93
GG
746
if
1262.0
10.0
113.0
94
GG
747
It
1255.0
10.7
110.4
93
GG
748
to
1262.0
11.2
110.3
93
GG
11-1-88
770
Adj.KaiserPky
1262.0
11.1
114.7
94
AA
771
"
1263.0
12.0
113.5
95
AA
772
"
1263.0
8.1
115.3
95
AA SC
773
"
1264.0
8.5
114.9
95
AA
774
"
1262.0
7.2
111.8
92
AA
775
"
1264.0
8.2
114.3
94
AA
776
"
1259.0
10.2
116.5
96
AA
777
"
1263.0
9.5
111.1
92.
AA
11-8-88
857
Lot 43
1210.0
10.2
108.2
91
FF
858
Lot 42
1224.0
8.3
107.8
90
FF
859
Lot 11
1195.0
9.2
111.1
93
FF
Paseo de Las Olas
860
Sta.20+60
1202.0
10.6
110.0
92
FF
11-9-88
876
Lot 43
1214.0
8.9
106.4
91
GG
877
Lot 43
1218.0
7.6
112.6
93
AA
878
Lot 43
1222.0
16.3
108.5
93
GG
879
Lot 43
1224.0
14.0
105.1
90
GG
880
Lot 42
1226.0
11.0
104.8
90
GG
881
Lot 42
1228.0
13.9
105.9
91
GG
882
Lot 42
1208.0
.7.1
113.7
93
II
• PACIFIC SOILS ENGINEERING. INC. `b
•
Work Order 400095G
May 4, 1989
0
TABLE I cont.
•
11-9-88 cont.
883
Lot
43
1213.0
9.2
112.9
93
II
891
Lot
39
1202.0
9.2
112.9
97
GG
892
Lot
40
1206.0
9.8
108.8
94
GG
893
Lot
41
1210.0
11.6
107.2
92
GG
894
Lot
40
1209.0
11.3
110.2
95
GG
•
896
Lot
42
1232.0
11.5
109.0
94
HH
897
Lot
43
1222.0
6.7
107.5
92
HH
898
Lot
43
1226.0
7.4
108.7
93
HH
899
Lot
40
1212.0
11.7
107.1
92
HH
900
Lot
41
1213.5
10.4
113.5
93
AA
901
Lot
39
1209.0
9.1
112.5
97
HH
•
11-10-88
902
Lot
42
1234.0
12.2
107.6
90
FF
903
Lot
43
1230.0
13.3
112.2
94
FF
904
Lot
32
1203.0
13.2
112.2
94
FF
905
Lot
32
1194.0
12.8
110.2
92
FF
•
906
Lot
30
1200.0
13.8
111.7
93
FF
907
Lot
42
1236.0
10.2
112.6
94
FF
908
Lot
43
1234.0
12.8
111.9
94
FF
909
Lot
38
1204.0
16.0
110.1
92
FF
910
Lot
11
1206.0
14.8
112.0
94
FF
911
Lot
42
1217.0
17.3
109.9
92
FF
•
912
Lot
42
1238.0
12.3
111.1
93
FF
913
Lot
43
1236.0
12.6
113.6
95
FF
914
Lot
43
1240.0
13.0
111.7
93
FF.
915
Lot
42
1242.0
916
Lot
42
1244.0
12.6
115.5
92
II
917
Lot
43
1246.0
13.0
117.3
93
II
•
918
Lot
43
1248.0
11.9
116.0
92
II
11-16-88
951
Lot
24
1203.0
6.3
110.7
93
FF
952
Lot
24
1203.0
7.7
113.2
95
FF
953
Lot
25
1203.0
7.5
116.0
97
FF
•
954
Lot
26
1205.0
12.3
109.3
92
FF
955
Lot
29
1204.0
10.8
105.9
87
FF
956
Lot
29
1206.0
10.9
111.8
93
FF
957
Lot
32
1205.0
10.7
111.4
93
FF
958.
Lot
36
1205.0
14.9
104.8
88
FF
959
Lot
36
1206.0
20.5
102.9
86
FF
•_
960
Lot
11
1208.0
f9.7
101.4
85
FF
961
Lot
13
1199.0
8.7
107.5
90
FF
962
Lot
17
1203.0
8.1
109.6
92
FF
963
Lot
20
1205.0
10.4
107.9
90
FF
960R1
Lot
11
1208.0
9.3
110.7
91
FF
Sc
Sc
• PACIFIC SOILS ENGINEERING, INC. \�
•
Work Order 400095G
May 4, 1989
•
TABLE I cont.
11=17-88
972
Lot 25
1205.0
15.7
106.9
93
HH
973
Lot 25
1207.0
14.5
106.0
92
HH
974
Lot 25
1209.0
17.1
103.9
91
HH
975
Lot 25
1211.0
14.2
105.0
92
HH
976
Lot 24
1205.0
17.0
100.4
92
DD
977
Lot 24
1207.0
16.6
104.1
91
HH
983
Lot 3
1219.0
21.5
103.3
90
HH
984
Lot 3
1221.0
20.1
104.8
91
HH
Corte Encinas
985 Sta.16+00
1205.0
20.0
104.0
91
HH
986 Sta.16+00
1207.0
16.9
107.2
93
HH
987
Lot 26
1208.0
17.7
105.0
92
HH
988
Lot 26
1210.0
16.8
104.1
91
HH
11-18-88
998
Lot 24
1207.0
13.0
111.1
91
AA
SC
999
Lot 25
1211.0
14.3
110.1
91
AA
1000
Lot 23
1209.0
12.7
109.6
90
AA
Corte Encinas
1001
Sta.16+50
1209.0
15.0
110.9
91
AA
1002
Lot 26
1212.0
14.1
112.7
93
AA
1012
Lot 25
1213.0
19.2
101.1
92
DD
1013
Lot 25
1215.0
13.0
106.6
93
DD
1014
Lot 24
1209.0
12.5
104.6
91
HH
1015
Lot 24
1211.0
9.7
108.0
94
HH
1016
Lot 24
1214.0
12.6
105.1
92
HH
11-21-88
955R1
Lot 29
1204.0
7.4
107.0
90
FF
958R1
Lot 36
1205.0
16.5
108.8
91
FF
959R1
Lot 36
1206.0
14.2
109.9
92
FF
1029
Lot 23
1211.0
7.7
105.7
92
HH
1030
Lot 22
1213.0
9.2
105.8
92
HH
Corte Encinas
1031
Sta.16+30
1209.0
21.5
104.1
91
HH
SC
1032
Sta.15+35
1211.0
13.4
110.0
96
HH
1033
Lot 26
1212.0
18.7
105.9
92
HH
1034
Lot 27
1212.0
17.1
106.1
93
HH
1038
Lot 4
1212.0
24.1
103.1
90
HH
1039
Lot 5
1214.0
23.6
104.2
91
HH
1040
Lot 21
1208.0
24.5
104.9
91
HH
1041
Lot 20
1209.0
21.9
105.0
92
HH
1042
Lot 27
1213.0
15.3
105.5
92
HH
1043
Lot 28
1213.0
22.3
104.4
91
HH
•
PACIFIC SOILS
ENGINEERING. INC.
(/'
C
Work Order 400095G
May 4, 1989
TABLE I cont.
•_
11-23-88
1066
Lot
28
1214.0
17.5
106.9
92
GG
1067
Lot
30
1212.0
16.3
107.9
93
GG
1068
Lot
32
1210.0
18.1
109.3
_. 94
GG
1069
Lot
34
1208.0
18.7
106.6
92
GG
1070
Lot
36
1206.0
15.3
112.8
90
II
•
1071
Lot
38
1206.0
13.0
115.9
92
II
1072
Lot
22
1215.0
9.1
116.5
93
II
1073
Lot
20
1210.0
12.9
114.1
91
II
1074
Lot
18
1208.0
14.1
112.0
92
AA
1075
Lot
16
1206.0
9.7
115.1
92
II
1076
Lot
14
1206.0
9.1
119.5
95
II
•
1077
Lot
12
1206.0
9.7
118.9
95
II
11-28-88
1078
Lot
38
1208.0
10.3
116.3
93
II SC
1079
Lot
36
1212.0
6.9
114.7
91
II
1080
Lot
34
1212.0
11.2
116.6
- 93
II
•
1081
Lot
32
1212.0
13.0
115.9_
92
II
1082
Lot
30
1212.0
9.1
117.1
93
II
1083
Lot
28
1216.0
7.2
119.0 1:
95
II
1084
Lot
26
1214.0
8.8
118.9
= 95
II
11-29-88
•
1097
Lot
21
1211.0
9.2
109.6
9.2
FF
1098
Lot
19
1211.0
9.0
110.3
92
FF
1099
Lot
17
1209.0
9.1
116.0
92
II
1100
Lot
15
1207.0
11.0
119.8
95
II
1101
Lot
13
1205.0
9.9
116.8
93
II
1102
Lot
20
1213.0
13.0
117.9
94
II
•_
1103
Lot
18
1213.0
11.9
118.7
95
II
1104
Lot
16
1211.0
10.1
116.9
93
II
1105
Lot
6
1214.0
9.0
116.5
93
II
1106
Lot
7
1214.0
10.6
117.8
94
II
1107
Lot
8
1215.0
11.8
107.9
90
FF
1108
Lot
9
1215.0
12.9
111.0
93
FF
•
1111
Lot
3
1222.0
8.7
116.3
93
II
1112
Lot
5
1216.0
7.0
114.9
92
II
1113
Lot
7
1218.0
16.1
117.8
94
II
1114
Lot
9
1217.0
15.2
118.1
94
II
1115
Lot
19
1215.0
10.2
110.6
91
AA SC
1116
Lot
17
1215.0
11.3
109.1
90
AA SC
•_
1117
Lot
15
1213.0
10.9
111.5
92
AA
1118
Lot
13
1211.0
9.9
112.1
92
AA
• PACIFIC SOILS ENGINEERING, INC. SIN
•
Work Order 400095G
May 4, 1989
TABLE I cont.
0 11-30-88
0
PACIFIC SOILS ENGINEERING. INC.
by
1119
Lot
2
1226.0
16.0
102.3
93
DD
1120
Lot
4
1228.0
17.3
102.2
93
DD
1121
Lot
6
1230.0
16.9
103.1
94
DD
1122
Lot
7
1230.0
17.8
102.7
94
DD
1123
Lot
9
1230.0
16.3
103.3
94
DD
1124
Lot
10
1224.0
14.9
104.0
91
HH
1125
Lot
3
1227.0
17.7
105.1
92
HH
1126
Lot
5
1232.0
19.4
102.6
94
DD
1131
Lot
8
1230.0
17.0
101.7
93
DD
1132
Lot
9
1230.0
17.0
102.0
93
DD
1133
Lot
10
1226.0
16.7
102.1
93
DD
12-1-88
1148
Lot
9
1132.0
11.2
112.3
92
AA
1149
Lot
5
1134.0
9.0
111.5
92
AA
1150
Lot
3
1133.0
12.0
114.6
91
II
1151
Lot
7
1136.0
7.1
114.3
94
AA
1157
Lot
2
1227.0
9.1
106.2
91
GG
1-28-89
1367
Lot
37
F.G.
10.5
119.9
96
II
1368
Lot
34
F.G.
8.6
116.0
92
II
1369
Lot
31
F.G.
10.5
109.8
90
AA
1370
Lot
28
F.G.
10.6
109.6
90
AA
1371
Lot
25
F.G.
8.3
117.0
93
II
1372
Lot
23
F.G.
10.2
110.8
91
AA
1373
Lot
21
F.G.
11.9
116.4
93
II
1374
Lot
19
F.G.
13.9
110.7
91
AA
1-31-89
1375
Lot
1
F.G.
9.3
115.4
92
II
1376
Lot
2
F.G.
9.2
113.4
90
II
1377
Lot
3
F.G.
7.3
117.3
93
II
1378
Lot
4
F.G.
6.9
113.2
90
II
1379
Lot
5
F.G.
8.5
112.8
90
II
1380
Lot
6
F.G.
9.7
116.0
92
II
1381
Lot
7
F.G.
7.3
109.1
90
AA
1382
Lot
8
F.G.
7.5
113.5
90
II
1383
Lot
9
F.G.
10.0
114.4
91
II
1384
Lot
10
F.G.
7.0
120.5
96
II
1385
Lot
11
F.G.
13.0
105.1
90
GG
1386
Lot
13
F.G.
15.1
112.9
90
II
1387
Lot
15
F.G.
12.1
110.5
91
AA
1388
Lot
17
F.G.
11.5
119.9
92
BB
0
PACIFIC SOILS ENGINEERING. INC.
by
•
Work Order 400095G
May 4, 1989
• 2-31-89 cont.
17.9
14005
Lot
25
14015
Lot
24
14075
Lot
42
14085
Lot
43
1409S
Lot
9
• 1410S
Lot
20
1411S
Lot
22
s
L�
TABLE I cont.
1202.0
17.9
1215.0
18.4
1240.0
8.9
1235.0
8.1
1220.0
7.8
1232.0
10.0
1230.0
8.4
105.9
91
GG
105.7
91
GG
111.3
92
AA
118.6
91
BB
110.4
91
AA
109.9
90
AA
117.9
92
cc
PACIFIC SOILS ENGINEERING. INC.
•
Work Order 400095G
May 4, 1989
0
40
TABLE II
DEPTH OF FILL
0
•
0
*Cut/Fill Transition Lots, overexcavated a minimum of 3.0 ft.
and brought to final grade with compacted fill.
PACIFIC SOILS ENGINEERING, INC.
Za
Lot
Approx.
Lot
Approx.
No:
Depth of Fill (ft.)
No.
Depth of Fill (ft.)
1*
5.0
23
16.5
2*
17.0
24
19.0
3*
17.0
25
25.0
4
20.0
26
25.0
5
25.5
27
24.5
6
22.5
28
26.0
7
21.0
29
25.5
8
21.5
30
25.5
9
21.0
31
25.0
10*
17.0
32
25.0
11
18.5
33
25.,0,
12*
19.0
34
26.5
13*
17.0
35
28.0
14*
14.5
36
28.0
15*
12.5
37
28.0
16
13.0
38
17
12.0
39
16.0
S
18
17.0
40
17.5
19
17.5
41*
12.5
20
14.0
42*
10.0
21
13.0
43
13.0
22.
13.0
0
•
0
*Cut/Fill Transition Lots, overexcavated a minimum of 3.0 ft.
and brought to final grade with compacted fill.
PACIFIC SOILS ENGINEERING, INC.
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