HomeMy WebLinkAboutCT 79-04-5; Rancho La Cuesta Unit 5; Rough Grading; 1985-01-07r-
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0 KG KENNETH G. OSBORNE & ASSOCIATES
GEOTECHNICAL REPORT OF ROUGH GRADING
Ranch0 La Cuesta - Unit 5 Tract No. 79-4 El Camino Real and Arena1 Road Carlsbad, California
Client: Frank H. Ayres & Son Construction Co. Drawer "A" Huntington Beach, CA 92646 Attention: Mr. Bob Jahn, Jr.
Job No. 3525-2 January 7, 1985
GEOTEWNCAL ENGINEERING l 17141 MURPHY AVENUE . RVM. OAWOF‘NIA 927t4 l 434) 540-200~ ~’
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TABLE OF CONTENTS
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INTRODUCTION---------------------------------------
FIELD TESTING AND OBSERVATIONS---------------------
GFJ,L,-JG~C CONDITIONS--------------------------------
LABORATORY TESTING---------------------------------
REMARKS AND RECOMMENDATIONS
Footings and Bearing--------------------------
Concrete Slab Construction--------------------
Expansion---------------------------------------
Soluble Sulfates------------------------------
Limits of Reporting---------------------------
General----------------------------------------
APPENDIX
Table of Test Results-------------------------
Test Locations--------------------------------
5
6
6
9
11
11
A
Map
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Job No. 3525-2 Page 1
INTRODUCTION
This report presents the results of testing and
observations made by this firm during the rough grading of
Unit 5 of Ranch0 La Cuesta, Tract No. 79-4 in the city of
Carlsbad, California. The tract is located along the northern
corner of El Camino Real and Arena1 Road.
Planned for construction is a tract of single-family
residential dwellings. The structures are to be supported on
conventional continuous and pad footings with slab-on-grade
concrete floors.
Reference should be made to the following reports:
1. Addendum Geotechnical Report; Carlsbad Tract No. 79-4
(Ranch0 La Cuesta Unit No. 5), City of Carlsbad, County of San
Diego, California by Pacific Soils Engineering, Inc. dated
September 26, 1980.
2. Preliminary Soil Engineering and Engineering Geologic
Report and Grading Plan Review, Carlsbad Tract 72-34, City of
Carlsbad, by Pacific Soils Engineering, Inc. dated 415174
(W.O. 100236).
3. Project Soil Engineering Grading Report, Tract 72034,
Lots 1, 44, 135, Offsite Fill Areas Southerly of Lots 267,
270, 310-312 and Retension Basin Area, City of Carlsbad, by
Pacific Soils Engineering, Inc. dated l/11/77 (W.O. 100236A).
4. Supplemental Geotechnical Investigation, Carlsbad
Tract No. 79-4, Carlsbad, California by Kenneth G. Osborne &
Associates dated May 11, 1982.
FIELD TESTING AND OBSERVATIONS
As part of the clearing operation, all vegetation and
debris were removed from the site.
As preparation for receiving fill, the following was
performed:
1. An existing desilting basin located in the northeast
portion of the site in Lots 41 and 42, was removed by
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Job No. 3525-2 Page 2
excavating to a depth of 4.5 feet vertically below the bottom
of the old basin to remove all soft unsuitable soil. The
("old" outlet) channel from the desilting basin to the offsite
discharge area was excavated to a depth of 7 feet below the
invert of the channel.
2. The deep, north-south trending erosional feature
located in the southwestern portion of the site was excavated
2 to 4 feet below the invert of the old feature to suitable
foundation soils after the vertical and near vertical side
walls were sloped back. This was done to assure the temporary
stability of the walls as loose fill was removed from the
bottom by the scrapers. Benches were constructed into the
temporary sloped walls as the fill was placed. This procedure
continued until the entire erosional feature was filled to the
desired finished elevations.
3. A water line located along Manzanita Street, Lots 34,
35, 36, and Arena1 Road, remains in place. A deep erosional
feature located in Arena1 Road, perpendicular to El Camino
Real and at the southern end of the water line was first
cleared of all vegetation and other deleterious material. The
existing unstable walls were sloped to competent material for
temporary slope stability. The invert of the erosional feature
was then undercut 1.5 feet below the previously existing
bottom to firm and stable material. Benches were constructed
into the sloped back xalls as the fill was placed. This
procedure continued until the desired finished grade was
achieved.
4. A high pressure gas line located at the top of the
aforementioned erosional feature, under the existing A.C. of
El Camino Real was exposed due to this erosion. The soil was
recompacted under this line under the supervision of the
San Diego Gas and Electric and was observed and tested by this
firm.
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Job No. 3525-l Page 3
5. A storm drain located in an east-west direction
through Manzanita Street and Lot 42 was removed except for a
small section which was located beneath the water line left in
place in this area.
6. A sewer line was left in place through Lot 8.
7. The natural ground beneath the fill lots was undercut
to depths ranging up to 7 feet, depending on the depth of
alluvium to be removed to obtain suitable foundation soils for
the placement of compacted fill. The exposed surface was
scarified and compacted to a depth varying from 6 to 12 inches.
8. The natural ground in cut lots 8, 23, 25, and 26 was
undercut to a depth of 3 feet to remove expansive soils, the
lots replaced with select fill and compacted.
9. The natural ground in transition lots 11, 19, 21, 38,
and 39 was undercut to a depth of 3 feet to remove expansive
material, then replaced with select fill and compacted. The
remaining transition lots were undercut to a depth of 2 feet
and then scarified an additional 12 inches, the subgrade
recompacted, then filled with select material and recompacted
to provide a minimum of a 36 inch blanket of compacted soil.
10. A keyway having a width varying from 15 to 20 feet
and a depth varying from 4 to 5 feet was excavated at the toe
of the fill slope located to the southeast of the site as
shown on the attached plan.
11. A water line located along the south side of Arena1
Road, west of El Camino Real was broken during construction
necessitating the repair of a portion of the fill slope
located along the south side of Arena1 Road. The area repaired
was approximately 50 feet in width and 12 feet in depth.
Unsuitable saturated soils were removed in this area. A key
was excavated to 4 feet outside of the toe of the slope to be
repaired. The finished keyway had a width of 13 feet, a
vertical depth of 6 feet at the deepest point, and was 110
feet long. The material excavated from this keyway was
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All fill was placed in 4 to 8 inch lifts and compacted by
means of a 5'x5' sheepsfoot roller and by means of wheel-
rolling with loaded scrapers and bulldozers. Fill slopes were
overbuilt one to 2 feet, backrolled with a 5'x5' sheepsfoot
and trackwalked with site bulldozers. The slopes were then
trimmed back to planed finished grade. The required moisture
was supplied by one to two 4000 gallon water trucks.
The fill material consisted of both on-site and imported
soils. The on-site material consisted of silty sand, sandy
clay, and clayey sand, while the import consisted of silty
sand.
The density of the soil was determined in accordance with
A.S.T.M. Test Methods D-1556 and D-2937. The test results were
compared to the maximum density as determined in the
laboratory in accordance with A.S.T.M. Test Method D-1557 (5
- layer). The results of the tests are presented on the attached
Job NO. 3525-2 Page 4
stockpiled for drying and latter use as backfill and slope
construction to be blended along with imported soil.
Horizontal benches were constructed up the temporary back
slope as the fill was placed. The slope was overfilled,
trackr lled,
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and then trimmed back to final grade.
12 The subgrade for Lotus Court, near Manzanita was
floe ed from the water line breaks, and as a result, further
inspection will be necessary at a later date to determine the
suitab'lity of soils in this area.
0 13 Sprinkler lines located at the top of the slopes were
jetted and probed. Density tests will be conducted at a later
date to insure adequate compaction.
"Table of Test Results" with their approximate locations shown
on the attached plot plan. -
-GEOLOGIC CONDITIONS
- The site bedrock consists of a sequence of sedimentary
interbedded siltstones and sandstones assigned to the tertiary
- De1 Mar formation of the La Jolla Group. Occasional well
cemented beds with fossilized mollusks were encountered in a
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Job No. 3525-2 Page 5
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Some localized lenses of loose cohesionless sands were
observed in the cut slope above Lots 38 and 39 adjacent to
El Camino Real. This slope should be landscaped with deep
rooting, drought resistant and fire retardent plant cover as
soon as possible to mitigate surficial weathering of the slope
face.
Faulting or fault traces were not observed during the
site grading.
LABORATORY TESTING
Tests for volume change with moisture were performed on
compacted soil in accordancw with the UBC Test Standard 29-2.
The maximum density of the soil was determined in ac-
cordance with A.S.T.M. Test Method D-1557 (5 layer). -
sandstone matrix. Tn general, the De1 Mar formation is
undeformed with localized beds indicating southwesterly dips
to 16 degrees.
Bedrock exposures were encountered along El Camino Real
and in the cut portions of the hills, while lower relatively
flat lying portions of the site were comprised of alluvium
colluvium and previously placed artificial fill.
Adverse geologic conditions such as continuous planes of
geologic weakness resulting from out-of-slope dips, fractures,
shears or faulting were not observed during the grading
operations.
REMARKS AND RECOMMENDATIONS
- Footings and Bearing
Footings may be designed for an allowable bearing value
of 1500 - pounds per square foot provided they are placed to a
minimum width of 12 inches and a minimum depth of 12 inches
below the lowest adjacent final grade. An increase of l/3 of - the above bearing value is permissible for short duration
loading. -
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Job No. 3525-l
Concrete Slab Construction
Page 6
Tt is recommended that concrete floor slabs in areas to
be covered with moisture sensitive coverings be constructed
over a 6 mil plastic membrane. The plastic membrane should be
properly lapped, sealed, and protected with sand.
It is cautioned that concrete slabs in areas to receive
ceramic tile or other crack sensitive floor coverings must be
designed and constructed to minimize hairline cracking.
Expansion
The results of tests indicate that the soils existing on
the site are nonexpansive to highly expansive. The results are
as follows:
Lot Number
1
2
3
4
5-7
8
9
10
11
12
13
14
15
16
17&18
19&20
21
22
23
Maximum Density
116.0
118.7
117.4
118.7
114.5
119.3
108.7
116.1
115.7
118.8
114.5
114.6
119.1
120.2
113.5
115.1
113.6
121.1
113.6
Optimum Expansion Moisture index
15.0 43
13.2 14
12.8 52
13.2 32
15.0 16
13.7 38
13.6 1
14.5 13
14.5 14
13.2 11
15.0 16
13.8 1
11.9 1
12.5 4
13.5 0
15.1 42
15.8 2
12.4 5
15.8 2
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Job No. 3525-l
Lot Number
24
25
26-27
28
29
30
31-33
34-38
39-42
43-45
Maximum Density
119.6
119.3
111.5
118.8
116.1
113.6
111.5
120.3
119.4
116.3
Optimum Expansion Moisture Index
12.9 12
13.7 38
17.2 5
13.2 11
14.5 13
15.8 2
17.2 5
12.2 30
13.4 75
14.8 85
Page 7
Recommendations for minimizing the effects of expansive
soils are as follows:
Lots 2, 5-7, 9-18, 21-24, and 26-33 contain soils
possessing low expansive potential. As a result, no special
construction for expansive soil is necessary on these lots.
Lots 1, 4, 8, 19, 20, 26, 27, and 34-38
Subgrade Treatment
1. Just prior to placing concrete floor slabs, the
moisture of the soil should be at least 3 percent above
optimum. This moisture content should extend to a depth of 12
inches. Subgrade not meeting this requirement should be
flooded. The flooding should be done after the footings are
placed.
2. The subgrade for garage floor slabs should conform to
the above requirement.
Footing Treatment
1. Exterior footings should be constructed to a minimum
depth of 12 inches. The exterior footings should be reinforced
with one No. 4 bar placed in the top of the footing and one
No. 4 bar placed in the bottom.
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Job NO. 3525-2 Page 8
2. Interior footings should be constructed to a minimum
depth of 12 inches. The interior footings should be reinforced
with the same reinforcing as exterior footings.
3. Footings should be carried across garage foor
openings as a grade beam. These should be reinforced as for
exterior footings.
Floor Slabs
1. Concrete floor slabs should be at least 4 inches
thick nominal.
2. The floor slabs should be reinforced with 6x6-616
welded wire mesh or equivalent bar reinforcing.
3. Garage floor slabs should be free floating and cast
independent of footing stems. A positive separation should be
provided between footing stems and concrete floor slab. Garage
floor slabs should be reinforced with 6x6-10/10 welded wire
mesh.
Lots 3, and 39-45
Subprade Treatment
1. Just prior to placing concrete floor slabs, the
moisture of the soil should be at least 4 percent above
optimum. This moisture content should extend to a depth of 18
inches. Subgrade not meeting this requirement should be
flooded. This flooding should be done after the footings are
placed.
2. The subgrade for garage floor slabs should conform to
the above requirement.
Footing Treatment
1. Exterior footings should be constructed to a minimum
depth of 18 inches. The exterior footings should be reinforced
with one No. 4 bar placed in the top of the footing and one
No. 4 bar placed in the bottom.
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Job No. 3525-l Page 9
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2. Interior footings should be constructed to a minimum
depth of 12 inches. The following are recommended design
features of interior footings:
a. The major interior footings should be tied into
exterior footings for structural continuity. The interior
footings should be reinforced with one No. 4 bar placed
on top and one No. 4 bar placed on the bottom.
b. The reinforcing of individual isolated pad
footings may be omitted for expansive soil purposes.
3. Footings should be carried across garage door
openings as a grade beam. These should be reinforced as for
exterior footings.
Floor Slabs
1. Concrete floor slabs should be at least 4 inches
thick actual.
2. The floor slabs should be reinforced with No. 3 bars
at 24 inches on center or 6x6-616 welded wire mesh.
3.- Garage~'door slabs should be free floating and cast
independent of footing stems. A positive separation should be
provided between footing stems and concrete floor slab. Garage
floor slabs should be reinforced with 6x6-10/10 welded wire
mesh.
Soluble Sulfates
An investigation of the on-site soils was performed in
order to determine the concentration of soluble sulfates.
Representative samples were tested and the results are as
follows:
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Job No. 3525-l
Sample Location Lot No.
1
2
3
4
5-7
8
9
10
11
12
13
14
15
16
17-18
Lots 2, 4, 43-45:
% Soluble Sulfate
.2
.2
.2
.049
.2
0.20
.2
.065
.2
0.28
.2
.036
.025
.092
0.18
Sample Location Lot No.
19-20
21
22
23
24
25
26-27
28
29
30
31-33
34-38
39-42
43-45
% Soluble Sulfate
1.74
0.14
.031
0.14
.078
0.20
.065
0.28
.065
0.14
.065
0.32
0.22
.065
5-7, 9-11, 13-18, 21-24, 26-27, 29-33, and
Page 10
A soluble sulfate content less than 0.20 percent is not
considered detrimental to standard concrete mixes. As a
result, no special type concrete or construction is considered
necessary for soluble sulfates for this project.
Lots 1, 3, 8, 12, 19-20, 25, 28, and 34-42:
A soluble sulfate content in excess of 0.20 percent is
considered to be potentially detrimental to most standard
concrete mixes. As a result, the soluble sulfate content of
these soils should be a determining factor in the selection of
the type of concrete to be used on this site.
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andscaping
All cut and fill slopes should be planted with deep
rooting, fire and drought resistant plant material recommended
by your landscape architect, as soon as possible to minimize
surficial weathering of the slope faces.
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Job No. 3525-l Page 11
Limits of Reporting
This report covers the grading performed between the
dates of August 8, 1984 and October 8, 1984 and for the
portions of the project as described herein which includes
Lots l-43 of Tract 79-4 and a portion of Lots 44 and 45.
General
The grading performed on this site was done in an
acceptable manner and in conformance with the Geotechnical
Investigation. The results of testing indicate that the fill
has been compacted to at least 90 percent of maximum density.
Based on test results and observations made by this firm, it
is the opinion of this engineer that these lots are suitable
for the construction of the residential dwellings.
This report is issued with the understanding that it is
the responsibility of the owner or his representative to
insure that the information and recommendations contained
herein are called to the attention of the Project Architect
and Engineer and are incorporated into the plans and speci-
fications and that necessary steps are taken to see that the
Contractors and Subcontractors carry out such recommendations.
KGO:dhd
CEH:dhd
Respectfully submitted,
KENNETH G. OSBORNE & ASSOCIATES .~-~~-- -TYQ- &L--- -.....,
Kenneth G. Osborne R.C.E. 14340
lli12+Eow C.E.G. 397
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APPENDIX
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KENNETH G OSBORNE t ASSOCIATES
TABLE OF TEST RESULTS
Job No. -Client 3525-Z AYres Location Carlsbad
Test Type Code: S = Sand Cone, T = Drive Tube
Technician - Steve Cooney
117.4 83 1
RMKS.
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FIELD
DENS.
OPT. MAX. %
MOIST. DENS. MAX. RMKS. TEST 0” TEST Loca- E
NO. : DATE tion TEST
34 s E s/7 29.0 108.6
35 s ii.113 31.0 105.6
36 S 37 32.0 111.0
37 s LLd 329. 110.5
38 T 8/21 41 22.0 108.1
39 T 8/21 41 22.0 102.7
40 s 8/22 irenal 34.0 109.7
41 s 8/22 42 '22.0 106.6
42 S 8/22 41 24.0 109.6
43 s 8/22 34 35.0 107.6
44 s 8/22 42 25.0 103.1
45 s 8/22 36 35.0 104.7
46 S 8/22 41 27.0 107.2
47 S 8/23 41 28.0 107.7
48 S 8/23 42 25.0 105.6
49 s 8/23 Lotus 34.0 107.6
50 s 8/23 42 29.0 108.7
51 s 8/23 35 33.0 105.4
52 S 8/23 41 32.0 109.3
53 s 8/24 Ju-- 32.0 110.0
54 s 8/24 s/13 33.0 107.5
55 s 8/24 7 35.0 104.6
56 S 8/24 13 35.0 107.9
57 s && $/7 36.0 108.1
58 S 8/25 s/13 37.0 104.9
59 s 8/25 7 38.0 104.7
60 S 8/25 13 38.0 106.4
61 S 8/25 s/7 39.0 110.7
62 S 8/25 $/7 40.0 106.5
63 S 8/27 $/7 42.0 106.9
64 S 8/27 43.0 109.7
65 S 8/27’ 71.0 105.4
66 s 8/27 58.0 108.5
Job No. - Client 357 5 Ayres Location - Carlsbad
Test Type Code: S = Sand Cone, T = Drive Tube
Technician - Steve Cooney
KENNETH G OSBORNE t ASSOCIATES
TABLE OF TEST RESULTS
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TEST
NO.
67
68
69
70
71
72
73
74
75
76
77
78
79
so
81
82
83
84
85
86
87
88
89
90
2.L
92
93
94
95
96
97
98
99
KENNETH G OSBORNE & ASSOCIA
TABLE OF TEST MSUL
Job No. - Client 3525 Ayres Location - Carlsbad
Test Type Code: S = Sand Cone, T = Drive Tube
Technician - Steve Cooney
RMKS.
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Lot No.
21
12
2
4
6
20
19
7
.EVATlONS FIELD FIELD
NAT. 1 F.G. MOIST. DENS.
TEST OPT.
NO. TEST MOIST.
100 73.0 15.2
101 48.0 15.2
102 79.0 15.2
103 67.0 16.0
gl& 56.0 15.2
105 61.0 15.2
p-x5- 69.0 15.2
107 55.0 15.2
108 7 55.0 16.0
109 3 72.0 16.5
110 iimosa 47.0 15.2
111 42 44.0 15.2
112 40 47.0 15.2
113 41 49.0 16.0
114 3 72.0 16.5
115 39 50.0 15.2
116 ~renal 37.0 16.5
117 2 79.0 15.2
118 4 67.0 16.0
119 rrenal 44.0 16.0
120 12 51.0 16.5
121 5 60.0 16.5
122 12 53.0 16.5
123 11 58.0 16.0
124 33 39.0 16.0
125 35 43.0 12.8
J.&j 38 44.0 16.0
127 40 51.0 16.0
128 35 43.0 12.8
129 38 44.0 16.0
130 34 42.0 16.0
131 37 40.0 16.0
2l.32 20 64.0 i 16.5
Job No. - Client 3525 Ayres Location - Carlsbad
Test Type Code: S = Sand Cone, T = Drive Tube
Technician - Steve Cooney
MAX.
DENS.
110.2
110.2
110.2
106.7
110.2
110.2
110.2
110.2
106.7
112.7
110.2
110.2
110.2
106.7
112.7
110.2
112.7
110.2
106.i
106.7
112.7
112.7
112.;
106.;
106.7
11J.L
106.7
106.;
117.1
106.;
106.;
106.;
112.;
KENNETH G OSBORNE 6 ASSOCIATES
TABLE OF TEST RESULTS
%
MAX. RMKS.
93
93
88
87
91
92
94
91
93
89
92
93
93
92
93
96
95
92
90
91
92
91
94
82
89
90
90
94
93
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KENNETH G OSBORNE & ASSOCIATES
TABLE OF TEST RESULTS
Job No. - Client 3525 AYres Location - Carlsbad
Test Type Code: S = Sand Cone, T = Drive Tube
Technician - Steve Cooney
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KENNETH G OSBORNE 6 ASSOCIATES
TABLE OF TEST RESULTS
Lot E .EVATIONS MAX. % No. TEST NAT. 1 F.G. DENS. MAX.
39 57.0 54.0 59.5 117.4 94
5 62.7 62.7 106.7 90
6 58.7 58.7 106.7 91
38 55.0 50.0 59.5 106.7 91
33 49.0 44.0 54.9 106.7 91
7 57.9 57.9 106.7 87
13 58.0 58.0 106.7 91
11 60.5 60.5 106.7 91
9 71.9 71.9 117.2 90
8 89.0 89.0 112.7 91
36 50.0 26.0 57.4 110.2 90
irenal 56.0 27.0 72.5 110.2 92
34 48.0 34.0 54.8 106.7 93
38 57.0 50.0 59.5 116.7 91
23 74.8 90.0 74.8 120.4 90
25 71.0 89.0 71.0 119.2 91
26 70.3 95.0 JO.3 114.8 90
33 51.0 41.0 54.9 116.7 90
35 51.0 28.0 56.2 116.7 91
Lotus 54.0 30.0 58.0 119.2 92
21 74.8 80.0 74.8 117.4 90 --
19 71.0 72.0 71.0 112.7 90
17 69.7 95.0 69.7 106.7 86
34 53.0 30.0 54.8 116.7 92
36 54.0 30.0 57.4 116.7 93
35 54.0 26.0 56.2 116.7 93
37 56.0 30.0 58.7 119.2 93
12 58.4 41.0 58.4 119.2 93
10 65.5 79.0 65.5 119.2 89
16 52.8 76.0 52.8 120.L 89
15 47.8 74.0 47.8 114.8 89
14 44.4 63.0 44.4 114.8 86
,renal 50.0 23.0 53.0 112.7 92
Job No.. Client 3525 Ayres Location - Carlsbad
Test Type Code: S = Sand Cone. T = Drive Tube
Technician - Steve Cooney
RMKS.
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KENNETH G OSBORNE t ASSOCIATES
TABLE OF TEST RESULTS
Job NO, -client 3525 Awes Location - Carlsbad
Test Type Code: S = Sand Cone, T = Drive Tube
Technician _ Steve Cooney, Karl Zimmerman
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TEST
NO. Lot MAX. %
DENS. MAX. RMKS. JO.
42 116.C 91
T 9127 .renal 117.2 93
S 9127 35 116.C 93
S 9127 38 116.C 91
T 9127 ,renal 118.7 92
T 9127 ,renal 118.7 92
T 9128 !renal 117.2 92
T 9128 ,renal 119.2 91
T 9128' .evlou fill 119.2 93
T 9128' VlOU z. 111 119.2 93
T 9/28F VlOU z. 111 117.2 91
T 9128 ,renal 117.2 93
T 9128 hrenal 117.2 93
T 9127 7 106.i 90
T 9127 7 106.7 90
T 9127 13 112.7 91
T 9127 7 110.2 94
T 9127 13 112.7 90
T 9127 13 106.7 94
T 9128 2 112.7 91
T 9128 3 106.; 90
T 9128 4 106.;
T 9128 5 110.:
T 9128 6 112.;
T 9128 11 106.;
T 9128 16 106.1
T 9128 irenal 119.;
T 9128 rrenal 119.;
T 9129 Lrenal 119.;
T 9129 Lrenal 119.;
T 9179 senal 117.;
7-m irenal 117.;
IT IO/L 14 118.f
Job No.. Client 3525 Ayres Location - Carlsbad
Test Type Code: S = Sand Cone, T = Drive Tube
Technician - Steve CooneY. Karl Zimmerman
I
TEST
55.5
31.0
56.2
59.5
36.0
38.0
46.0
48.0
63.0
68.0
66.0
52.0
56.0
54.0
45.0
50.0
32.0
37.0
29.0
85.0
78.5
72.5
66.5
60.2
63.5
68.0
58.5
60.5
68.0
lT!L..Q
70.0
72.0
50.0
EVATIONS
NAT. F.G.
55.5
35.0
56.2
59.5
40.0
41.0
48.0
50.0
73.0
77.5
72.5
55.0
58.0
44.0 54.0
21.0 45.0
28.0 50.0
28.0 32.0
20.0 37.0
24.0 29.0
77.0 85.0
73.0 78.5
61.0 72.5
55.0 66.5
51.0 60.2
54.0 63.5
62.0 68.0
60.0
62.0
70.0
73.0
72.0
74.0
43.0 50.3
KENNl3H G OSBORNE & ASSOCIATES
TABLE OF TEST RESULTS
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KENNETH G OSBORNE C ASSOCIATES
TABLE OF TEST RESULTS
ELEVATIONS FIELD FIELD OPT.
TEST 1 NAT. 1 F.G. MOIST. DENS. MOIST.
MAX. %
DENS. MAX.
i-t 114.8 90
RMKS.
265 T
266 T 116.7 87
267 T 106.7 89
268 T 117.2 91
269 T 119.2 92
270 T 119.2 91
271 T 117.2 92
272 T 117.2 93
273 T 112.7 91
274 T 110.2 90
275 T 117.2 91
276 T 117.2 88
277 T 117.2 91
278 T 114.8 91
279 T 112.7 91
280 T 117.2 90
281 T 117.2 92
282 T 119.2 93
283 T 116.7 90
284 T 106.7 92
285 T 117.2 91
286 T
287 T
288 T
289 T
290 T
291 T
792 T
293 T 33.0 52.0 35.0 12.2 109.8 13.0
294 T 28.0 24.0 28.0 11.4 105.4 13.7
295 T 30.0 25.0 30.0 11.7 106.0 13.7
296 T 34.0 30.0 34.0 9.7 101.2 13.7
797 T 31.0 27.0 31.0 13.0 104.4 15.0
Job No. - Client 3525 Ayres Location - Carlsbad
Test Type Code: S = Sand Cone, T = Drive Tube
Technician - Steve Cooney, Karl Zimm,$rman
Bf5f”’
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KENNETH G OSBORNE 6 ASSOCIATES
TABLE OF TEST RESULTS
TEST : TEST Lot ELEVATIONS FIELD F
NO. : DATE ~~ TEST 1 NAT. 1 F.G. MOIST. c-~- , ;:I% 1 g;T. D?% M?X. RMKS.
170-t 298 T 1015 43 55.0 52.0 55.0 13.4 105.1 15.0 116.0 91
299 T 10/5 31 53.5 52.0 53.5 13.0 106.9 13.7 116.7 92
300 T 10/5+&'32. 51.5 48.0 51.5 13.6 106.2 13.7 117.4 90
19.0! 24.0! 15.11105.1 116.5 1112.71 93
31.2 1118.71 X7
I I I I I I I I
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Job No. . Client 3525 Ayres Location - Carlsbad
Test Type Code: S = Sand Cone, T = Drive Tube
Technician - Steve Cooney