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May 23, 1968
File No. 68 - 2133
SOILS ENG14EERING
FOUNDATION INVESTIGATIONS
GEOLOGICAL INVESTIGATIONS
ASPHALT£NGINELRING
P.O. Box tab
7940 MAIN STREET
H. V. LAWASTER & Co., INC. TESTING &
INSPECTION ENGINEERS 0
STANTON, CALIFORNIA 0 August
6, 1968 H
V. LAWMASTLR. PRE510ENY GEOLOGIST
WILLIAM
T_ CORUM. v PRES R.
0 E. No. G207 AREA
CODE 714 TEL.
828-8040 9
6
Clyde
Ca.rpent: r & Assoc. 292
North Wilshire Avenue Anaheim,
California Lila
No. 68 _ 2133 - 5up. Project:
Atlantic Qichfit:ld Service Station Sunset
Crossing Nd. .Brea Canyon Rd. Diamond.
Bar., L.os.;tsr geles County, California Tract
No. 29853) 6r
Subject
Lateral Bearing Values At
your request, .the. following information is given for the lateral bearing values for
the soils .on the subnect site. A
lateral bearing value of 250 Pnunds, per square foot, per foot of depth, may br= used for
th.e soils. underlying .the subject site. It
is noted that all other recommendati.an: partaining to foundation design, with particular .
consideratic)n f:.)r she expansive soil conditions on the site, are presented in
the final Compaction Report for Lots 1 thru 9 of Tract No. 28053, issued by this office
on May 23, 1963 under file No. 63 2133. Respectfully
Submitted, H.
V. _aoem r & Co., Inc. Gb-
Z-41 ZFF IH.
V. L.awmaster Wil T. Co VAIzi.
ti R.
0 E. o. i-
Placement of Fill
The material utilized as fill is classified as material cut from the northwest corner
of the C-M site, just south of Highland Valley Road, and excess material from
Tracts No. 27535; 27536; and 2753B. The fill material certified by this report was
placed in 3to 6 inch lifts, watered to the moisture content shown in the test results
and compacted .to the relative compaction shown by means of a sheapsfoot raller; a
vibrating.she.apefoot rollers and by wheel rolling.
Areas falling.below the specified relative compaction of 90% were called to the can-
tractos attention. -These.areas were reworked and recompacted until the proper coin®
paction.was, obtained.
Tests were taken at a frequency sufficient to insure control of the compaction opera-
tions and provide a-representative.cross section of the compaction obtained.
Inspection has been.con.tinuous during the grading operations.
Progress of Job
Fill was placed and compacted in the following areas.during the period of this report:
Lots.1 thru .8, inclusive..
The following areas were -brought to.finished grade during the period of this report and
are certified. as complete: Lots I thru 9, inclusive.
E -erkrlq_ Recoamendations
Engineering.evaluation of the material utilized as fill is predicated on the results of
the field densi ty tests; on.the results of laboratory tests pa foamed on materials
during grading; a . nd on the recommendations contained in the Preliminary Foundation Soils
Investigation Report issued by this office on November 2, 1967 Linder File No. 67 - MO.
When considered inconjunction with one another, the site materials are subject to the
following recomm.andations:
A safe bearing value of 1800 pounds per square foot may be used for the compacted
fill or for the natural soil below continucius footings embedded a minimum of
twenty fout (24) inches below lowest adjacent finished grade...
Refer to the above referenced Preliminary Foundation Soils Report for the recommended
bearing values for spread foatings.
Page 2 H . V. LA \VIN] I L X, ( '()., I N ( '
cN[';!ON Ji4VEST1 GYaT VNS .
V L_,i'1 V t fS i_ i7,H i '.A,
i u i kC AC INV'E5T€GAiIC1NS - ..,
PHALT F_NGINEERING TESTING & INSPFCI!UPi I.,',', -
R 0. BOX 246
7940 MAIN STREET i STANTON, CALIFOP"NIiN,
May 23, 1968
Transamerica Development Co.
1111 Grand Avenue
Diamond Bar, California
Attn:-Mr. Vince Mattingly File No 6„Q 21,33
Project: Tract No. 20B53 (Commercial Site)
Sunset Crossing Road & Brea Canyon Road
Diamond Ba.r,. Los Angeles .County, California
Subject: Soil Compaction, Tests Progress Report No, 1
Final.' Report an Lots 1 thru 9, inclusive
The following report contains the result: of density tests No. 1 thru 149 taken on the
subject project .during the period of.January 12 thru May 9, 1968d Refor to the
attached Grading Plan for` -location of the tests.
pr_er aratian flf Area`_ta_Rec€oiye Fall
Prier to dove lopment, the.: subject site was an undeveloped parcel of land which had been
partially filled, under. the supervision of this office, in conjunction with the grading
of Traci: 27530. Before placing any fill, the entire area was cleared of all organic
or deleterious iaterial.. All existing fill mateirial, and natural sail in areas to be
filled were .scarifie:d 6 to 10 inches, watered as necessary, and recompacted to provide
a bond between the existing material and the supe3rimPosed fills.
The natural ground is classified as a salty sand, a sandy clay, and a clayey sand and
is considered adequate; to support the imposed fills under normal conditions.
Expansion tests were performed on representative samples of the materials occurring
at footing and slab floor elevations, to determine the expansive soil conditions.
The tests were performed on samples remolded to 90% relative compaction at 2% below
optimum moisture, and the expansion was measured, from air - dry to saturation under
a stdtic load of 60 PSF. The results of the tests are attached herewith-.
The expansion teats show the materials to be moderately to highly expansive. It is
recommended that all footings be reinforced with a minimum of one (1) #6 steel bar
placed in tht top and one (1) #6 steel. bar placed inthe... bottom. of-th.e.. footing® All
interior.bearing.walls should be supported an cont.in.uous.footin..gs..similarly embedded
and reinfo rced....Slab floors shall be provided with a base of p®a gravel, crushnd rack,
or equivalantt at least six (6) inches thick; a -waterproof p9mbXane; and shall be
reinforced with a minimum ref .#3 steel reinforcing bars placed twelve (12) inches, on
center, in both directions. In addition to the above precautions, it is recommended
that paved areas he carried to the exterior foundations to protect the. hearing sails
from surface -Waters.
4'
Comijaction St--A--d
ASTM D1557 -64T modified to provide. 3 layers of soil in lieu of 5.
S it Classification Maximus AenSi.t PCF P2 t-i-m U-M AU-i -6t _ur_e_
1. Light gown .Mixture.:5ilty.Sand & Diatomaceous 117.5 14.5
2. Dark Brown Sand Clay Mixture 110.5 18.5
3. Light . Brown Silty Sand W/Diatomaceous Shale 106.8 20.5
4. Brown Silty :Very Fine. to Medium Sand .W/Trace of 125.2 11.0
Clay & Gravel
5. Yellow:Brown 5 jity Very Fine to Fine Send W/Trace 117.5 13.5
Gravel & Clay
6. Reddish.Brown silty Fine to Coarse Sand W/Trace of 122.0 13.5
Gravel & Clay
7. Light Brown Diatomaceous Shale-Siltstone Mixture 90.0 29.0
a. Brown Diatomaceous 5hale-5iltstone-Claystons 84.5 36.0
9. Light Brown Sandstone-Siltstone-Diatomaceous 'Shale 96.5 26.0
Mixture
10. Tan Diatomaceous Shale-Claystona Mixture 80.0 37.0
11. Brown Sandstone-Siltstone-Shale Mixture 103.0 21.0
FjelL_apQsjty Tests
Results of the fief density testa takes during this inspection are attached hereto.
Willi \ f otum
R.C.E .
E
y x 6207
H.V.I,A %ASTER\('t),\i \
Lot
No.
try
3
4
5
6
7
8
9
EXPANSION TESTS
Tvact No. 28853
Dry Density Maximum % MOiBtUrO
gtafti Ly= R_g& c t iq n
81.0 90.0 @ 29.0 27.0
It 11Pt
76.0 84.5 0 36.0
76.0 84.5 0 36.0
92.7 103.0 D 2.1.0
Criteria for Evaluation -
0 3.0 %
3. 0 % 6.0 %
6.0 9-.0 %
Over 9.04
34.0
34.0
11
It
tv
If
1
Saturated
E-0 i -8t u r 2-1
47.1
45.4
46.7
42.8
42.1
43.9
43.3
50.3
30.7
EXPANSION
Under 60 PSF
9.7 %
6.8 %
10.8 %
11.1 %
7.3 %
8.5 % 1
9.8 %
8.B %
6.5 %
Non - Expansive
Slightly Expansive
Moderat'Bly Expansive
Highly Expansive
11. \
r
L I., A W M A S'1'1,: R' & CO., I N (''
jEJd_ Tlensity tests
Date
1/12/
68
1 /15
1 /16
Test Wet Density Field
Now Lo ation PCF ture
1 Commercial Area 119.6 28.2
2 It 116.0 35.2
3 120.8 30.0
4 f 122.6 23.4
5 1 126.2 22.7
6 n 123.4 22.0
7 126.8 20.5
8 1, 126.6 22.0
tt 120.4 25.O
10 11 127.6 23.4
11 F' 117.6 37.0
12 . t2R.3 13.6
13 At 139.1 14.3
14 1.17.8 19.1
15 n 133,0 14.9
16 t 126.4 25.0
17 Y1 28.4 11.1
18'` 126.0 14.3
19 ; a 128.0. 21 .2
20 1F 124.0 14.3
21 120.11 20.5
22 fF 123.4 22.7
23 12B.D 15.6
24 : 126.8 16.3
25 127.8 16.3
26 it 126.0 13.6
27 11 124.0 12.4
28 124.0 15.6
29 130.8 13.6
30 t 131.2 14.9
31 132.0 13.6
32 it 120.1 12.4
33 to 122.3 13.0
Dry Density Depth Depth
PCF LL Test of F'
93.2 31t Nat.
05.7 it 11
92 e 9 it 11
99.2 1t It
rt/.5M4.5 11 It
101.0 Retest 3
105.3 Ret€ nt 4
103.8 3" Nat.
96.3 to ft
1103.3 Retest 1
85.8 Retest 2
113.1 12" 1.51
121.7 e1 ft
105.9 P°
115.6
101.2 6" Nat.
115.5 1 .U1
110.2 12" 2.01
105.5 it Nat.
108.3 It 2m0'
99.6 Retest 11
100.6 Ste Nat.
110.8 811 2.0'
103.8 q1 1.51
109.7 611 1.01
111.0 1214 2.0'
110.2 w 2.51
107.2 8't
115.2 6q1 2.0'
114.2 0 It
116.2 12" 3.0'
106.6 11 2.01
100.2 I, 11
RELATIVEMAX
COMPACT I ON DE N
84.4* 2
77.6* 2
34.0* 2
84.4* 1
94.6 2
91.4 2
95.1 2
93.9 2
90.2 3
93.5 2
77.6* 2
90.3 4
9T.0 4
90.1 5
98.4 5
91.5 2
92m2 4
93.7 5
95.5 2
92.2 5
90.1 2
91.1 2
94.3 5
92.6 5
93.4 5
91.0 6
93.9 5
91.4 5
94.5 6
93.6 6
95.2 6
90.9 5
92.1 5
H. V. L.AWMASTER & CO., INC:
Date
1/16
4124
4126
4/26
Pest v4et w FieldfDensat:y
34 Commercial 130.0 13.6
35
Area 1, 122.4 12.4
36 it 124.0 14.9
37 it 122.0 19.1
30 1 111.2 33.0
39 2. 107.0 31.0
40 4 107.2 25.0
41 5 1 0,0.0 30.0
42 2 : 99..0 22.7
43 3 08.5 20.5
4.. 3 100.6 31.0
45 4 106.0 20.0
46 5 197.O 32.0
47 S 1O7.O 20.0
48 4 108.0 28.0
49 3 109..2 29.0
50 _ 2 105.4: 26.0
51 :. 3 96.0 32.0
52 5 1On. O 41.0 53
4... 92 34.3 54 96.
0 31.0 55 3
90.:0 ` . 25.0 56 2
101.4 33.0 57 2
1060 34.0 58 3
106.4 35.0 59 4
99.0 30.0 60 5
104.0 36.0 61 2.
102.6 33.0 62 2
107.0 33.0 63 4
105.8 35.0 64 4
108.0 34.0 65 5
113.0 36.0 66 C
Street 110.4 35.0 114.5
121, 1.51 108.9
1a11 to 107.9
12" 2.51 102.3
If 3.01 83.6
87} 2. 5' 81.8
11 3.0' 65.7
It it 11 P
81 .1
it 3.5' 73.4
11 ti 82.8
Retest 43 02.9
3if 3.5' 31.0
b3] P' 93e6
t)
P 11 94.4
It w 84.6
t tP 83.9
Si li 72 . 7
71 .0
74.5
11 13.2
IT PI 71 .9
PP I4 76.5
F f 79.1
P! 94 79.6
Retest 51 76.1
e" 5' 76.5
it 77.2
et t 80.5
Retest 54 78.3
Retest 53 80.6
Bil 3.81 83.0
Retest 52 91 .9
61' 3.81 I ON
DEN 93,9
6 92.6
5 91.9
5 95.7
5 93.0
7 91 .0
7 95.2
7 92.4 !
90.1
7 81.6*
7 92.0
7 92.1
7 90.0
7 93.0
7 94.0
7 94.1
7 93.4
7 66.011
7 64.O*
8 88.2-"'
8 86.6*
a 85.10
9 90.5
8 93.6
8 93.2
90.0
90.5
8 91 .5
8 95.9
B 92.9
8 95.6
9 99.0
6 97.0
6
i Its Ur=r5itv F;jts
j C] l C"'
4/26
4/29
4/30
5/1
5/2
TesP. wet ro Fieldbe"nsity
67 3 107.2 36.0
6,9 2 109.4 30.0
69 1 104.0 36.0
70 3 107.0 46.0
71 1 115.6 41.0
72 3 106.4 40.0
73 1 104.4 36.0
74 5 108.0 35.0
75 5 127.2 .' 18.3
76' 8 128.0 19.1
77 8 123.0 16.3
78 4 109.6 33.0
79 5 102.2 33.0
80 5 103.8 41.0
81 7 1Q5.0 41,O
5 1d7.5 37.0
83 4 112.0- 39.0
84 ,: B 107.4 41.0
85 7 :: 105.0 37.0
86 7 107.0. 40.0
87 5 108.4 37:.O
88 5 103...0 41 .0
89 7 107e9 41.0
90 8. 111 .`8 41.0
91... 7 100.0 36»0
92 7 110e0 42.0
93 5 100.0 32.0
94 5 109.4 40.0
95 0 Street 103.0 40.0
96 5 110.6 41.0
97 5 109.0 40.0
98 5 108.2 38.0
99 0 107.0 39.0
r
79.0.
79.4
76,5
73.4
62.0
76.2
76.7
79.9
107,5
107.4
105.6
82.4
77.0
73.6
78.5
60.6
76.3
76.5
76.5
79.2
73.2
76.5
79.3
73.5
77,5
75,9
76.2
73,6
78.4
77.8
rB.5
77.0
Retest{ 55
6" 3.51
t1 3. 8'
0 4.3'
1f 1°
Retest /V 70
Retest # 71
Nat.
11 ,
11 1t
6°' 6.5'
1 0'f F . G .
B" 1.5'
r1 i1
11 1,
S" 7,51
11 2.0'
It 3.0'
1f 11
11
11 It
11 B.51
1° 1,
to 3.51
10'° F.G.
11 11
Bit 4 0 °
12" 3.0'
MAX
93,5 8
94.0 8
90.6 8
86.7-1 e
85.9* 9
90.3 8
90,9 0
94.6 8
97.3 2
97.2 2
95.5 2
91.6 8
91.0 8
92.1 10
93.6 10
93.0 8
94.2 6
90.4 0
90.6 8
90.6 8
93.9 8
91.5 10
95.6 10
93.9 8
92.0 10
91 .6 a
90.0 8
92.6 8
92.0 10
92_.9 8
92.1 8
93.0 6
91.1 6
ield Den,i%v Tet:t,_
Test Aet Density m F iI- d Ue:j;p, iJ.r ;,: t.l '7cMAX
Date No., ataon FLF wx i'C 0 IN
5/2 100 7 105.8 39.0 16.2 12" 1.0' 90.3 B
1i.1 9 109.0 41'0 7Fa3 8" 91.6 B
102 7 103.0 38.0 74.6 93.2 10
103 1 108.0 31.0 78.7 Wit 1.01 93.4
104 1 111.6 38.0 110.7 turf. F.(. 95,5 8
105. 2. 111.9 38.0 81.n 95.9 0
106. 3 1.12.2 39.0 90.7 it 95.5 8
1107.. 4 113.0.. 30.0 N1.8 44 96.9 B
5/3 108 5 1 Jt3 , 1 .. 4:1, 0 75 > 33!e 1 .6 , 90. Ei 0
109 0 street 110.6 39.0 79.5 94.1 B
110 8 1.11a2 39.0 80.3 3.0° 94.6 B
111 7 .. 10S q. 38.0 764 4,E,° 90.5 8 112.
6 105-0 37,0 76,6 90.7 a 113
t 909..`fa 39<0 78,n., 92.9 6 5/
6 1 14 8 109.. 42.0 76.7 1 0°' F . G . 90.9 8 115
5. 104.0 35.0 77.i 8" 5,3' 91.2 B 116'
7 112.0 40.0 BO.0 it94.6 0 117.
Q 107.0 41.0 76.0 14 90.0 B 118
7 113<4 41:=fl 80,5 95 6 119.
7 108.2 39,0 77,8 92.4 a 120
8 103.6. 35.0 76.7 90.9 8 5/
7 121 5 1 1 t7.:ta 4.3.0 76.9 Surf. F . G , 91 . 0 a 122
9 110.0 39.0 79.2 6" 1.5' 93.9 B 123
9 109.4 40.0 78.2 2.5° 92,6 6 124
7 904..0 34.0 77,6 1,3' 91.9 B 125
8 109..6 42.0 77.2 1211 F.G. 91,5 B 126
7 103.8 42>0 73.1 10" 91.4 10 127.
5 105,6 35,0 73,3 12" ni1° 92,7 8 128
B 3tree.t 104.2 35.0 77.2 F . t7. 91 . 5 8 129
7 102,0 33,0 76.6 3=0' 90.6 8 130
7 104 A 35.0 77 A 611 4 .6' 91.6 3 131
8 108.4 39 .0 7 , is 8" l . 0 ° 92 A 8 132
5 108,2 42A 76,2 12" F.G. W..).5 6 i1_ ..
i A%A',.I'°,`,-11-1" i ?., I;',:t
F'e d Dens't Tests
Test Wet Density Field Dry Density Depth Depth RELATIVEMAX
Date No,_ Lncetion PCF ture PC_F f Test COMPACT ION DEN
5/8 133 7 103.2 34.0 77.1 12" F.G. 91.1 6
134 7 107..2. 40.0 76.6 90.6 8
135 8 107.13 34.0 79.7 94.4 6
136 B Street 106.0 41.0 75.2 8" 4 94.0 10
137 109..0 40.0 78.0 T 92.4 8
138 5 433.0 73.6 14 92 O 10
139 6 q1 P05.2
107.6 32.0 81.5 12" y2.01 95.2 8
140 Parking 105.0 43.0.. 73.4 B" F.G. 91.7 10
141 103.6 42.0 72.9 611 6'" 91.2 10
142 5 97.2 :, 3.4.0 72.6 12" F.G. 90.6 10
5/9 143 6 102.2 37.0 74.6 6" 3.01 93.1 IG
144 8 103.4. 33.0 77.0 Surf. F.G. 92.1 8
145 7 108.0: 41.0 76.6 90.6 6
146 6 101.0 32.0. 76.5 12" 4.0° 90.6 8
147 6 106.0'. 34.0 79.1 F.G. 93.6 8
148 6 114 : U .. 39.0 82.0 a r 97. C] 8
149 6 116.2 22.0 95.4 Surf. 92.5 11
Denotes a.re..as of ].ow compaction that were reworked and arecompaotod.
H. V. LAWMASTFIZ & CO., INC.
11, V. I 'A W, I AST 1, I " , (, (). f ""', C -