HomeMy WebLinkAboutGeotechnical Report Utility Trench Curb Sidewalk
I
o PETRA
OFFICES THROUGHOUT SOUTHERN CALIFORNIA
'1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
March 5, 2002
J.N. 107-01
RILINGTON COMMUNITIES
277 Rancheros Drive, Suite 303
San Marcos, California 92690
Attention: Mr. Bob Reynolds
Subject: Geotechnical Report of Observation and Testing for Utility-Trench
Backfill, Curb and Gutter, Sidewalk and Aggregate Base for Tract
25892, Pauba Road, City of Temecula, Riverside County, California
Reference: Petra Geotechnical, Inc., 200 I, Geotechnical Report of Rough Grading,
Lots I through 8, II through 22 and 25 through 32, Tract 25892, City of
Temecula, Riverside County, California, IN. 107-0 I, dated November 3,
2001.
Submitted herewith is a summary of the observation and testing services provided by
Petra Geotechnical, Inc. (Petra) pertaining to the placement and compaction of backfill
within utility trenches and preparation of curb and gutter, sidewalk and aggregate base
within Tract 25892 located in the City of Temecula, California. Conclusions relative
to the suitability of the trench backfill and street improvements for the proposed
residential development are included herein.
All utility-trench backfill, curb and gutter, sidewalk and aggregate base under the
purview of this report have been completed under the observation and with selective
testing by Petra. Based on the results of our full-time observation and with selective
testing for trench backfill, Petra hereby verifies that the backfill has been placed in
accordance with the recommendations of the geotechnical consultant and the
geotechnical requirements of the City of Temecula and Eastern Municipal Water
District. The curb and gutter, sidewalk and aggregate base were tested on a part-time
basis as requested by the site superintendent. The earthwork was found to be in
PETRA GEOTECHNICAL, INC.
41640 Corning Place . Suite 107 . Murrieta . CA 92562 . Tel: (909) 600-9271 . Fax: (909) 600-9215
\
.
I
I
.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
RILINGTON COMMUNITIES
TR 25892ffemecula
March 5, 2002
IN. 107-01
Page 2
general compliance with the City of Temecula guidelines. The completed work has
been reviewed and is considered adequate for the construction now planned.
Utility-trench backfill an~ aggregate base testing commenced in September 2001, and
was completed in February 2002.
SUMMARY OF OBSERVATIONS AND TESTING
Utility Trench Backfill/Curt and Gutter/Sidcwalk/Aggregate Base Preparation
Trenches were backfilled with onsite soils. Backfill materials were watered or air-dried
as necessary to achieve optimum or near-optimum moisture conditions prior to and/or
during fill placement. These soils were then compacted in 121o-inch thick lifts with
either a pneumatic tamper or a compacting wheel connected to a backhoe to a
minimum relative compaction of 90 percent. The depth of shading materials (sand)
placed above pipes in the trenches varied from approximately 8 to 12 inches.
Trenches backfilled consisted of sewer, water and storm drain. The approximate
depths of the trenches varied from 3 to 10 feet.
Sidewalk areas were prepared by wheel-rolling.
Curb and gutter and aggregate base areas were prepared using a vibratory steel-drum
roller.
Field Testing
Field density tests were performed using nuclear gauge test methods (ASTM Test
Methods D2922 and D30 17). Test results are shown on the attached Table 1.
z,
~
~
I
I
I
I
I
I
.
I
I
I
I
o
o
II
I
I
I
I
I
RILINGTON COMMUNITIES
TR 25892ffemecula
March 5, 2002
J.N. 107-01
Page 3
The compacted-trench backfills, curb and gutter and aggregate-base materials were
tested at the time of placement to ascertain that the specified moisture content and
relative compaction were achieved. Field density tests were taken at vertical intervals
of approximately 1 to 2 feet in the trench backfilL
When field density tests indicated a relative compaction of less than 90 percent (95
percent for portions of the aggregate base), the approximate limits of the substandard
backfill and base were established, the substandard area was reworked, moisture-
conditioned and recompacted as necessary under the observations of our engineering
technician or the substandard materials were removed, moisture-conditioned and
replaced as properly compacted filL
Visual classification of earth materials in the field was the basis for determining which
maximum density value summarized in the following Laboratory Testing Section was
applicable for a given density test. One-point checks were performed to supplement
visual classifieation.
Laboratorv Testing
The laboratory maximum dry density and optimum moisture content for each major
soil type encountered during backfilling and aggregate base preparation were
determined in accordance with ASTM Test Method D1557. The attached Table II
presents the pertinent test values.
REPORT LIMITATIONS
This report has been prepared consistent with the level of care being provided by other
professionals providing similar services at the same locale and in the same time period.
The contents of this report are professional opinions and as such are not to be
considered a guaranty or warranty.
j>
~
~
I
I
I
I
I
I
I
I B
I
I B
I
I
I
I
I
I
I
I
I
RILINGTON COMMUNITIES
TR 25892ffemecula
March 5, 2002
J.N. 107-01
Page 4
This report has not been prepared for use by parties or projects other than those named
or described herein. This report may not contain sufficient information for other parties
or other purposes.
This report is subject to review by the controlling authorities for this project.
We appreciate this opportunity to be of service. If you have any questions, please
contact this office.
Respectfully submitted,
PETRA GEOTECHNICAL, INC.
~ftiL
Gregory E. Uecker
Field Operations manager
GEU/SMP/keb
Attachments: Table I - Field Density Test Results
Table II - Laboratory Maximum Dry Density
Distribution: (6) Addressee
~
tIz
~
- '-=~~ --::-=..----==-' --- ---=-=~:=::::- -- --
---- - - --- - ----
.il..
;--~~ :
IIrl_~~' .
." ~--u-'
_.. .n,.
----...-- ...- ,
-..--..-.._-" ..
~l
RI~
~u -_
~~
ill
:.
I~.~
~~~.
ElI----
,511 ~--
!~?---"-
ji~
iil
IfE~~ .
II
~'-"'---,
.~c
'I~~-I'~'.
i- ~t
- -,-;"
!~:::-
~-;;,
'ial~'
I:
p
Iftl-~
L.~I~;'
:::::J;;;: ,"
E?Y:
L
It: ~.
"""I'
fF4~ :i
iI
TABLE I
FIELD DENSITY TEST RESULTS
':'_ .:...... ....~~....,'----~.---'._c:c:-=--=-._:...,'~-'=c:-__--,-;..-_._ _ _ __...___ _
o PETRA
.s
-...--- ..
- - .. ~."... . -.- . . ..-
__.-'------c-___u_, "',u_' ._-..," _
_.._--~~._...._.. --'-.-
-,......--. .~.,.._--- ~ - ---'-:'~
~ -:1:
~ C"':Cu--"-..
-.
_ _..~.___ '<~H
, .' .--'".---..
'-----c._, ,'~
I
1
I'.'.'.'"
;:.,
TABLE I
Field Density Test Results
mES:riTESTt ??m!tEST. . .DEPTH*MOISTURE 'DENSITY€OMP
".,.."",.,,'....'.i'.i'.'. '.??.....'.ii",.i....'........,.....'?",,'........'" ;;:"@",,.iiiii;.i.;i.i'iiiiiiiiii;iii;,..,......i,.....;;...."i;......;.'...',...,....,.....i,;i....,.,.....,....,;.,.";...',..,..,i.,..,,,..'..i.,....i,.,...,.,;;,'.'.,'?.."'...".'..~....'...}...i..,...,..,,;i...,... .'mmm?m(.ii.......~?r;;? ,..,'.:.;;'.;'
;n~;i:;ijl";NQi ;,':i;;;;'~QGA:HON .'"m,.'t;;;'i(.t},. ... .............~~~..?????;...pc.,', """"""".,fn!l,
..--.--.-.".".......-.----..
.??jSOn;mi'
.,.,.....,.........,-...-.......-..,.,.......,.,..........','"
;!;ii~~
Sewer Line
10/24/01 S-1 20' W sewer easement 6.0 10.5 119.0 90 1
10/24/0 I S-2 20' W sewer easement 2.5 8.3 121.0 92 1
1 10/24/01 S-3 20' W sewer easement 5.0 10.1 118.0 92 2
10/24/01 S-4 20' W sewer easement 8.0 9.4 117.0 91 2
10/24/01 S-5 20' W sewer easement 2.5 9.0 122.5 90 3
I 10/24/0 I S-6 20' W sewer easement 9.0 7.8 119.0 90 I
10/25/01 S.7 Calle Camellia/Sta 6+00 nth 5.0 9.3 124.0 91 3
10/25/01 S-8 Calle Camellia/Sta 5 + 50 6.0 7.9 123.0 90 3
I 10/25/0] S-9 Calle Camellia/Sla 6+70 3.0 11.3 12.8 93 4
10/25/01 S-1O Calle Camellia/Sta 7+05 nth 4.0 11.8 110.0 91 4
I 10/25/0 ] S-11 Calle Camellia/Lot 6 lateral 3.0 10.4 117.3 91 2
10/25/0 ] S-12 Calle Camellia/Lot 7 lateral 5.0 12.3 116.0 90 2
10/25/0] 5-13 Calle Camellia/Sta 8 + 15 mh 5.0 ]1.8 ] 16.5 91 2
I 1O/25/OJ S-14 Calle Camellia/Sta 8+42 mh 4.0 12.1 109.8 90 4
10/25/0 I S-15 Calle Camellia/Lot 9 lateral 3.0 9.0 107.8 89 4
10/25/0 I S-]6 RT No. S-]5 12.6 111.5 92 4
I 10/26/0 I S-17 Calle Ventura/Sta 5 + 70 4.0 10.7 ] ]8.5 90 8
10/26/0 ] 5-]8 Calle Ventura/Sla 6 + 65 5.0 9.9 ] 13.] 88 2
I 10/26/0 ] S-19 Calle Ventura/Lot 20 laleral 3.0 ]1.4 ] ]7.3 91 2
10/26/0] S-20 RT No. S-18 12.3 ] ]6.7 9] 2
10/26/01 S-21 Calle Ventura/LOI 27 lateral 4.0 11.5 ]]7.0 91 2
I 10/26/01 S-22 Calle Ventura/Sta 7 + 85 3.0 10.6 ]19.8 93 2
10/26/0 I S-23 Calle Ventura/Sta 8+32 nth 6.0 9.0 117.0 91 2
10/26/0 I S-24 Calle Ventura/Lot 23 lateral 4.0 11.3 115.8 90 2
I 10/29/01 S-25 Calle Ventura/Sta 2+55 nth 4.0 9.7 117.2 9] 2
10/29/01 5-26 Calle Ventura/5ta 4+15 mh 4.0 9.3 1]5.9 90 2
I 10/29/01 S-27 Calle Ventura/Lot 3] lateral 3.0 8.5 1]6.3 91 2
10/29/01 S-28 Calle Ventura/Sta 2 + 50 nth 3.5 9.7 ]10.0 91 4
10/29/0] S-29 Calle Camellia/Lot 3 lateral 3.0 ]1.0 ]21.2 91 4
I 10/29/0 ] S-30 Calle Camellia/5ta 3+75 3.0 9.3 ] ]6.3 9] 2
10/29/0 I 5-31 Calle Camellia/Sta 4+45 5.0 10.0 t 15.7 90 2
I 10/29/01 5-32 Calle Camellia/Sta 4+00 6.5 ]1.0 ] ]2.7 93 4
11/07/01 5-33 Calle Ventura/Sta 6+00 1.0 12.5 115.5 90 5
11/07/01 5-34 Calle Ventura/Sta 5 + 60 8.0 11.3 ]]6.9 91 3
I ] 1/08/0] 5-35 Calle Ventura/Sta 2 + 90 2.0 8.6 116.5 91 5
] ]/08/01 S-36 Calle Ventura/Sla 3 + 95 2.5 8.0 1 ]5.7 90 5
11/08/01 5-37 Calle Ventura/Sta 4 + 95 2.5 9.1 1]5.5 90 5
I ] 1/08/0] S-38 Pauba Rd/Sta 39+95 3.0 8.9 115.2 90 5
(p
PETRA GEOTECHNICAL,INC. MARCH 2002
-. J.N. !107-01 * T op-of-pipe TABLE T-11
I
I
I'.?
..
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE I
Field Density Test Resnlts
~~~'<T~~i
'-,"",'''''-''''''''-'-','
., ""'fIES1V""
....IIil~I~!~i
IIIII.~.....*...',...."......'....'..'.....".""."..................,'......M,..........,..........,...............0...,.........,................,1..".......rr......,..........................)...p. ?.........RE.......,.,.,..............,.....'.........,....,..............'.,'......,..'.......................'..,.p...................'.....,E........,............(..N....p..........c~.............f)....'.......;rv.....,........,.'.,......,.........'........",~~!~itI.IrE........................
tiX!!) v~ . .,. . ......fZqt??t.tf..i
11/08/01
Pauba Rd/Sta 39+55
S-39
4.0
8.3
117.3
92
5
11109101
11109/01
11/09/01
11/09101
11109/01
11/09101
11109/01
11121101
11121101
11121101
11121101
11121/01
11121101
11121/01
11/21/01
11121101
11121101
09121101
09/21/01
09/21101
09/21101
09/21101
09/21/01
09121101
09/21/01
09/2110]
09/21101
12117/01
12117/01
12/17/01
12!l7/01
12/17/01
Water
W-l Calle Ventura/Sta 2+00 2.0 9.5 116.3 90 2
W-2 Calle Ventura/Sta 4 + 10 2.0 10.2 116.0 90 2
W-3 Calle Ventura/Sta 6 + 50 2.0 11.0 119.5 93 2
W-4 Calle Ventura/Sta 3 +00 3.0 9.0 120.7 94 2
W-5 Calle Ventura/Sla 5+00 3.0 8.7 118.7 92 2
W-6 Calle Ventura/Lot 15 laleral 2.0 9.2 122.1 95 2
W-7 Calle Ventura/Lot 27 lateral 2.0 9.5 120.0 93 2
W-8 Calle Camellia/Lot 8 lateral 2.0 10.4 123.6 92 6
W-9 Calle Camellia/Sta 8+64.5 FH 2.0 11.4 113.3 93 4
W-lO Calle Camellia/Lot 11 lateral 3.0 11.1 118.8 88 6
W-Il RT No. W-lO 9.8 ]22.9 91 6
W-12 Calle Camellia/Sta 8+00 2.0 10.3 121.9 91 6
W-13 Calle Camellia/Sla 7 + 20 2.0 10.2 112.8 93 4
W-14 Calle Camellia ISla 6+34 2.0 ]2.7 118.0 92 5
W-15 Calle Camellia/Sta 5+00 3.0 9.8 112.3 92 4
W-16 Calle Camellia/Sta 3 + 50 2.0 11.3 115.5 90 5
W-17 Calle Camellia/Sta 2 + 25 3.0 10.3 118.8 93 5
Storm Drain
SD-I LineB/Sta 10+00 3.0 9.3 118.9 90 8
SD-2 Line. B/Sta 10 + 70 2.0 8.4 121.4 92 8
SD-3 LineB/Sla 9+50 4.0 9.5 125.0 93 6
SD-4 LineB/Sla 9+55 6.0 8.6 125.0 93 6
SD-5 LineB/Sla 9+60 8.0 8.8 ]23.9 92 6
SD-6 LineB/Sta 9+00 3.0 8.2 124.0 92 6
SD-7 Line A/Sta 9+60 2.0 9.0 120.4 91 8
SD-8 Line A/Sta 8 + 20 3.0 9.8 121.1 92 8
SD-9 LineA/Sta 8+50 5.0 8.0 122.4 91 6
SD-lO Line A/Sta 9+00 7.0 8.8 124.6 93 6
Curb and Gutter
CG-I Calle Camellia/Sta 2+30 e/s FSG 8.2 117.8 92 2
CG-2 Calle Camellia/Sla 3 +00 e/s FSG 7.6 118.0 92 2
CG-3 Calle Camellia/Sla 3+90 e/s FSG 7.7 117.0 91 2
CG-4 Calle Camellia/Sla 4+95 e/s FSG 7.1 123.3 94 I
eG-5 Calle Camellia/Sta 6+ 75 e/s FSG 10.3 119.3 91 1
PETRA GEOTECHNICAL"INC.
J.N.107-01
* Top-of-pipe
MARCH 2002 1
TABLE T-/2
.
I.......~~~~.
I'PAft'&
I
I
I
I
I
I
I
I
I
I
I
01/@4/02
I 01/@4/02
o 1/@4/02
'1 01/04/02
01/~)4/O2
01/04/02
I 01/04/02
01/04/02
01/04/02
'. 01/04/02
.1
TABLE I
Field Density Test Results
.;.:.:.:.:.;.;.;.,-,-.',-,-,----'--,--'------,-;;;;.:;;
''''E'''''
:~:~:':~:;:;:~:~:!:::.:. "d:J.'::::::~::::'::;
..-----..-,-.".,.".",........
..........-.............---.-.----.-.
... ...... ... ....
-----............-.......
......... ..
II.NQ.i;.;
i'."I Il.I.Iir. E.... S. T............IiI.....I
.............'...'...-'....-..-...-..-..... ',",'
._.,-.-,-.-,..-...-.....-,-.-,-.-............,..._._...........-..,......,....,.,-..,.......,...,.,..,..:..
._._._._...,.............,...,.......,..._w,....._._._._._..__._._._.__._.__..__..._.__...,_.._..........
....................iV'>.......................... .....
I,LvltATIQNi
IlIIIItil111tllill1flf
~~I~j
il~~""..,.
...............".
.......~gII;.
(.}...}~E..................(
;:::::;::::::{::::::~::::~::.of::,_.:.:.::;:;:;:::\::
12/17/01 CG-6 Calle Camellia/Sta 7 + 15 els FSG 10.6 115.5 90 2
12/17/01 CG-7 Calle Camellia/Sla 2+ 75 e/s FSG 8.5 118.0 92 2
12/17/01 CG-8 Calle Camellia/Sta 3 + 15 w/s FSG 8.8 108.5 91 7
12/17/01 CG-9 Calle Camellia/Sta 4+50 w/s FSG 9.7 110.0 92 7
12/17/01 CG-IO Calle Camellia/Sta 5+50 w/s FSG 9.7 120.0 93 2
12/17/01 CG-ll Calle Camellia/Sta 7 +00 w/s FSG 11.8 116.8 91 2
12/17/01 CG-12 Calle Camellia/Sta 7 + 25 w/s FSG 10.3 116.0 90 2
12/17/01 CG-13 Calle Camellia/Sta 2+00 els FSG 8.2 125.3 93 6
12/17/01 CG-14 Calle Ventura/Sta 3 + 10 els FSG 10.3 121.8 91 6
12/17101 CG-15 Calle Ventura/Sla 4+75 e/s FSG 10.6 122.5 91 6
12/17/01 CG-16 Calle Ventura/Sta 5+85 e/s FSG 9.1 123.2 92 6
12/17/01 CG-17 Calle Ventura/Sta 7 + 35 e/s FSG 8.7 117.2 91 2
12117/01 CG-18 Calle Camellia/cul-de-sac e/s FSG 11.4 120.7 92 I
12/ 1710 I CG-19 Calle Camellia/cul-de-sac w/s FSG 10.5 119.0 90 I
12/17/01 CG-20 Calle Ventura/Lot 27 FSG 8.1 115.2 90 5
12/17/01 CG-21 Calle Ventura/Lot 29 FSG 7.5 115.3 90 5
12117/01 CG-22 Calle Ventura/Lot 31 FSG 7.6 117.0 91 5
12/17/01 CG-23 Pauba Rd/Lot 32 FSG 9.3 123.5 91 3
12/17101 CG-24 Pauba Rd/Lot 32 FSG 8.0 115.5 90 5
12/17/01 CG-25 Pauba Rd/Lot 17 FSG 8.1 115.8 91 5
12/17101 CG-26 Pauba Rd/Lot I FSG 7.7 1]5.7 90 5
Sidewalk
02/11/02 SW-I Pauba Rd/Lot 17 handi ramp FSG 7.5 118.1 92 2
02/1 1/02 SW-2 Pauba Rd/Lot 32 FSG 8.9 110.7 91 4
02/11/02 SW-3 Pauba Rd/Lot 16 handi ramp FSG 9.1 111.5 92 4
02/11/02 SW-4 Pauba Rd/Lot I FSG 7.8 117.3 91 2
Al(l(rel(te Base
AB-I Calle Ventura/Sta 2+00 FSG 11.0 124.8 97 9
AB-2 Calle Ventura/Sta 2 + 90 FSG 11.2 125.4 97 9
AB-3 Calle Ventura/Sta 4+00 FSG 11.8 122.5 95 9
ABA Calle Venrnra/Sta 5+00 FSG 10.8 122.3 95 9
AB-5 Calle Ventura/Sta 6+05 FSG 10.1 122.6 95 9
AB-6 Calle Ventura/Sta 6+90 FSG 10.9 ]22.6 95 9
AB-7 Calle Camellia/Sta 1+50 FSG 9.3 124.9 97 9
AB-8 Calle Camellia/Sta 2 + 35 FSG 11.7 124.4 96 9
AB-9 Calle Camellia/Sta 4+ 10 FSG 10.2 122.5 95 9
AB-IO Calle Camellia/Sta 5+00 FSG 11.6 ]24.6 97 9
PETRA GEOTECHNICAL, INC.
J.N. 107-01
* T op-of-pipe
MARCH 2002 'b
TABLE T-13
I
It I
I'........
..
I
I
I
I
I
I
I
I
I
I
I
!I
I
I
I
I
TABLE I
Field Density Test Results
mE$j) IWESWi
...._,;:;;~:::;:':.;;:;::;::-:-;.;;;':.;': ....x,:"",:,:",,;:,:,':',:,:::;:,:,:,:..,
u\\ilmt i%NOIT
.........,i;I......m,E$j)iI ...........i....;i~.ft~.I~~~I~~~~!;~;~ CQM1I!Lsomi
. ...;;;;i~Qg!\octo'Nt......tliiI(f*). II...i(tf4)It(p~QiM(1!!i)..!~~i!i
01104/02
01104/02
0]104/02
01104/02
01104/02
01/07/02
01/07/02
01107/02
01/07/02
01107/02
01/07/02
AB-ll Calle Camellia/Sta 6+ 75
AB-12 Calle Camellia/Sta 8+30
AB-13 Pauba Rd/Sta 47+00
AB-14 Pauba Rd/Sta 46+45
AB-15 Pauba Rd/Sta 43+50
AB-16 RT No. AB-13
AB-17 RT No. AB-14
AB-18 RT No. AB-15
AB-19 Pauba Rd/Sta 41 +40
AB-20 Pauba Rd/Sta 39+95
AB-21 Pauba Rd/Sta 39+05
FSG
FSG
FSG
FSG
FSG
FSG
FSG
FSG
PETRA GEOTECHNICAL; INC.
'J.N. 107-01
* T op-of-pipe
11.0 124.8 97 9
12.2 125.2 97 9
9.6 120.0 93 9
9.4 120.2 93 9
]1.7 1]9.5 93 9
8.3 ]22.8 95 9
8.9 123.5 96 9
10.1 123.5 96 9
9.2 123.6 96 9
8.6 123.8 96 9
9.3 122.6 95 9
MARCH 2002 '\
TABLE T-14
~I'
Illf
I~~,-
--
~.~.:_-
II"
rl~'"~-':~"
11.,'-:';-
I~-I-^"--" ~
;
~. ,
ilE
~I;---I-:;::
~_. :.:,
;~___ .f
lit
II
~,,~
~.~C:-
rl"- ~ ~
~_-c-__.
li~,
~I'-
~ ::
~'~ ,-
~I-"
~,cc"
ai'
~- ~-"-
ijl..
~,-J
lil
r.":
il ~.
TABLE II
lABClRFATORY MAXIMUM DRY DENSITY
_ _':'-=':;;'_'<'i-_:~".'-=-_..:.'.'.-_-
o PETRA
\0
:;:::,0--.,:0
-~~ --~--
~ -~-~~~- - ~~-- -
- =-:::,--~:::----::-- - ---- - ---=' -~ ~
--_..............:~
-..-- .....-
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
-I
T ABLE II
Laboratorv Maximum Drv Densityl
Il,11111111,IJI.1
1
2
3
4
5
6
7
8
9
Dark brown Silty fine SAND 8.0 131.5
Light brown.orange Silty fine to coarse SAND 9.0 t28.5
Brown to dark brown Silty fine to medium SAND 7.0 t36.0
Light brown Silty very fine SAND/Sandy SILT to.O 121.5
Dark brown Silty tine SAND 8,5 128.0
Brown Silty SAND 7.5 134.5
Light brown Clayey SILT 10.0 t19.0
Reddish-brown Sitty SAND 8.5 132.0
A re ate base 9.0 t29.0
(I) PER ASTM TEST METHOD DI557
PETRA GEOTECHNICAL, INC.
J.N. 107-01
MARCH 2002
\\