HomeMy WebLinkAboutCE 83-21; CALAVERA HILLS SUBDIVISION; UPDATED PAVEMENT SECTION RECOMMENDATIONS; 1986-05-13<iI·
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SOUTHERN CALIFORNIA SOl L A N 0 TESTING, INC.
6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CAL.IF. 92120
~6 7 BEN T E R P R I 5 EST. ESC C N 0 I 0 C, CAL I F. 9 2 0 2 S • TEL E 7 4 6 -4 5 4 4
May 13, 1986
Pacific Scene, Inc.
3900 Harney Street
San Diego, California 92110
RECEIVED
MAY 141986
CITY OF CARLSBAD
Building Department SCS&T 8621035
Report No. 3
SUBJECT: Updated Pavement Section Recommendations, Elm Avenue, Tamarack
Avenue Improvements, Carlsbad, California.
Gentlemen:
In accordance with your request, this report has been prepared to present
the updated pavement section recommendations for Elm Avenue.
On March 28, 1986, a sample of the subgrade soils was obtained and an
Resi stance Val ue (R-Val ue) test was performed. The resul ts of this test
were presented ; n a 1 etter enti tl ed IIpavement Section RecolJl1lendations"
dated April 22, 1986.
During the period since the sample was obtained, the utilities haVe been
placed in the street and then regraded to subgrade elevations. Due to the
backfill and regrading operations, it was requested that the subgrade soils
be retested for updated pavement section recommendations.
Based on the traffic index assigned by the City of Carlsbad and the R-Value
results, the updated pavement recommendations for Elm Avenue are as
follows:
i
SOUTHERN
j
T E IS TIN G. INC. CALIFORNIA SOIL ANO
SCS&T 8621035 May 13, 1986
Elm Avenue
Tamarack Avenue to Station 70+50
Traffic Index = 8.0 ' .
R-Value Native Soil = 14
R-Value Class III Aggregate Base = 73
/ 4 Inches Asphaltic Concrete Pavement
»> on 18 1/2 Inches Cl ass III Agregate Base
i~ 6 Inches Compacted Sub grade ______ ..-:-
~ ;t:S(:;O." tl :::=:'$II ill "QLiJ$'4iiM"'!"",*
, ".
Elm Avenue
Station 70+50 to Glasgow Drive
Traffic Index = 8.0
R-Value Native Soil = 12
R-Value Class III Aggregate Base = 73
_~;'._>-<$!t.~'Ji'IIt't
4 Inches Asphaltic Concrete Pavement
on 19 Inches Class III Agregate Base
on 6 Inches Compacted Subgrade ,/'"
Page 2
The upper six inches of the subgrade should be scarified, moisture
conditioned to above optimum moisture requirements, and compacted to at
least 90% of the maximum dry density. All soft or spongy areas should be
removed and be replaced with compacted fill. The base and subbase material
should be compacted to at least 95% of their maximum dry density. All
materials and methods of construction should conform with good engineering
practices and the minimum standards set forth by the City of Carlsbad.
If you should have any questions after reviewing this report, please do not
hesitate to contact this office.
SCS&T 8621035 May 13, 1986 Page 3
This opportunity to be of professional service is sincerely appreciated.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
Ronald S. Halbert, Project Engineer
Reviewed by: ~ d£ti ~
Charles H. Christian, R.C.E. #22330
CHC:RSH:mw
cc: (4) Submitted
(1) City of Carlsbad
(1) SCS&T, Escondido
SAMPLE: 1 Elm Avenue from Tamarack-Avenue··to~Station 70+50
TEST SPECIMAN A B C D
DATE TESTED 5-10-86 5-Hl-AA fi-l0~R6
z Compactor Air Pressure psi 180 240 140 zo Initial Moisture % 4.7 4,7 4.7 w-:::!< Moisture at Compaction % 13.4 12.6 14 1 -0 0-2.479 2 441 '2 :40 wo: Briquette Height in. a.m C/)LE Density pet 119.1 119.5 117Q
EXUDATION PRESSURE psi 303 406 171
EXPANSION PRESSURE DIAL +.0004 + 0010 +.0003
,0: Ph at 1COO pounds psi 56 47 Fin
...JW Ph at 2COJ pounds psi 130 113 136 . -I-mw turns 3 48 3 '70 1 fiR ;:;::: Displacement C/)o "R"Value 14 22 11
CORRECTED "R" VALUE 14 21 1n
"R" VALUE AT 300 PSI EXUDATION PRESSURE = _1_4 ____ _
GRAIN SIZE DISTRIBUTION
SIEVE AS RECEIVED AS TESTED
3 ..
2V-. ~ 2
1~
1
~
~
3,
'8
:#:4
#8
#16
#30
#50
#100
#200
. 05mm
.005mm
.001mm
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
SAND EQUIVALENT
W :J
90 '
80
70
60 .'
...J , ~50
p:
40
30
20
10 f+t
0 800
... '
.-+.
r, -:-:: r--' :: 't" +-... '
... -:-
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700 6X) . 500 400 300
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. -1-;-7--~ .~ __ or
~ -:'"l'-
"'.'
. ',"'TT.
200 100 ' 0
EXUDATION PRESSURE psi
SOUTHERN CALIFORNIA
SOIL & TESTING I INC.
8R8e RIVEROALI!: STRI!:I!:T
BAN OIEDO, CALIFORNIA lla1aO
Ta
BY
JOB NO. 8 35
.
Iv
• • -. -
SAMPLE: 2 Elm Avenue from Station 70+50 to Glasgow Drive
TEST SPECIMAN A B C D ~-
DATE TESTED 5-10-86 5-10-86 5-10-86
z Compactor Air Pressure psi 300 180 120 zo Initial Moisture % 3.8 3.8 3.8 w-:E~ -0 Moisture at Compaction % 12.5 13.4 14.2 o-we:: Briquette Height in, 2.411 2.465 '2;331 a. co
"'Lf Density pef 119.5 117.4 115.4
EXUDATION PRESSURE psi 390 299 191
EXPANSION PRESSURE DIAL +.0012 +.0009 +.0007
,e:: Ph at 1000 pounds psi 52 58 61 .-Jw Ph at 2000 pounds psi 118 132 140 -I-COw 3.60 4.02 4.05 ~:E Displacement turns
"'0 "R"Value 20 12 8
CORRECTED "R" VALUE 19 -12 7-
<OR" VALUE AT 300 PSI EXUDATION PRESSURE = 12
GRAIN SIZE DISTRIBUTION
SIEVE AS RECEIVED AS TESTED
3
3,
'8
~8
#'16
.#:50
#100
#200
_05";m
,005mm
,001mm
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
SAND EQUIVALENT
90
80
,
70 ..
60
w ..
:3 ~50
p:
40
30
20
10
o
800
SOUTHERN CALIFORNIA
SOIL & TESTING J INC.
IIRIIO RIVEROALE STREET
IIAN OIEDO, CALIFORNIA IIR1RO
'..,.
, '.
J.
+l-
700 6(
'.~
-+t : -~
.. . ,
, ,.
--"7'"
_.f-:.
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ref 1+-t-
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500 400 300
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200
------
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100 0
EXUDATION PRESSURE psi
Tamarack Avenue Improvements
BY RSH DATE 5-12-86
JOB NO. 8621035 Plate .No. 2
,;-"
PtJllIl} ~ • a.,n; ~~ Ofi..l~AlItI.J
~/INe.tJ ~,{'e~
RECEIVED
,JUN 231986
CITY OF CARLSBAD
ENGINEERING DEPARTMENT
tv' t3 o:>t} 11
er i3-2:l--
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
G2S0 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 28D~4321 • P.O. BOX 20627 SAN DIEGO, CALIF'. 92120
6 7 BEN T E R P R I 5 EST. ESC 0 N 0 I 0 0, CAL. I F. 9 2 0 2 5 • TEL. E 7 4 6 - 4 5 4 4
June 19, 1986
Pacific Scenes, Inc. SCS&T' 8421000
3900 Harney Street Report No. 31
San Diego, California 92110
SUBJECT: Pavement Design Recommendations, Tamarack Avenue and
Hardwich Drive, Calavera Hills, Carlsbad, California.
Gentlemen:
In accordance with your request we have prepared this report tb
present the pavement section recommendations for the sub ject
streets. These recommendations are based on the results of
Resistance Tests (R-Values) performed on representative samples
of the subgrade soils. The results of thes~ tests have been
presented in previous reports in addition to pavement
recommendations for Tamarack Avenue.
The pavement recommendations for Tamarack Avenue as presented
in our report entitled "Pavement Section Recommendations" dated
December 16, 1985, (SCS&T 8421000, Report No. 28), are as
follows:
SOUTHERN
Tamarack Avenue Station 105+50 to 112+50
Traffic Index = 8
R-Value of Native Soil = 32
R-Value of Class III Base = 73
CALIFORNIA SOIL AND TESTING, INC.
,/
. • SCS&T 8421000 June 19, 1986
Thickness of A.C. = 4 1/2 Inches
Thickness of Class III Base = 11 Inches
Tamarack Avenue Station 112+50 to 119+~O
Traffic Index = 8
R-Value of Native Soil = 12
R-Value of Class III Base = 73
Thickness of A.C. = 4 1/2 Inches
Thickness of Class III Base = 16 1/2 Inches
Page 2
Based on the traffic index assigned by the City of Carlsbad and
the R-Value result previously reported in our report entitled
"Laboratory Test Results" dated August 26, 1985, (SCS&T
8411142, Report No.4), the following pavement recommendations
for Hardwich Drive are as follows:
Hardwich Drive Station 20+60 to 25+40
Traffic Index = 5
R-Value of Native Soil = 57
R-Value of Class III Base = 73
Thickness of A.C. = 3 Inches
Thickness of Class III Base = 6 Inches
The pavement section shown for Hardwich Drive is based on the
minimum pavement section required by the City of Carlsbad.
The upper six inches of subgrade should be scarified, moisture
conditioned to above optimum moisture requirements, and
compacted to at least 95% of the maximum dry density. All soft
or spongy areas should be removed and replaced with compacted
fill. The base material should be compacted to at least 95% of
its maximum dry density. All materials and methods of
construction should conform with good engineering practices and
the minimum standards set forth by the City of Carlsbad.
"
• SCS&T 8421000 June 19, 1986' Page 3
If you should have any questions after reviewing this report,
please do not hesitate to contact our office.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
Ronald S. Halbert, Project Engineer
Reviewed by:
Charles H. Christian, R.C.E. #22330
CHC:RSH
cc: (3) Submitted
(1) City of Carlsbad Engineering Department'
(1) SCS&T, Escondido
--. •
SOU THE R N CAL -I FOR N I A SOl LAN D T EST I N 13, I -N C.
6'280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120
7 4 - 8 3 1 VEL lEW A Y PAL MOE 5 E R T, CAL I F. 9 2 2 G [J • 1,; E L E 3 4 G - 1 078 ,
G 7 8 E NT E R P R I 5 EST. ESC 0 N 0 I 0 0, CAL I F. 9 2 0 2 5 • TEL E 7 4 G - 4 5 4 4
April 22, 1986
Pacific Scene, Inc.
3900 Harney Street
San Diego, California 92110
RECEIVED
I~PH251986
CITY OF CARlSBAI1
ENGINEERING DEPAP.TME~Jf SCS&T 8621035
Report No. 2
SUBJECT: Pavement Section Recommendations, Tamarack Avenue Improvements,
Tamarack Avenue, Carlsbad, California.
Gentlemen:
In accordance with your request, this report has been prepared to present
the pavement section recommendations for Glasgow Drive, Harwich Drive, Elm
Avenue, and the east 1 ane of Tamarack Avenue. These recommendations are
based on the results of Resistance Value (R-Va1ue) Tests performed on four
representative sampl es of the subgrade soil s and the Traffic Index eTl IS)
assigned by the City of Carlsbad.
Based on the traffic indexes and the R-Va1ue results, thepavemerrt
recommendations for the subject development are as follows:
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
%2 -j 1 " ;
t
SCS&T 8621035 • • April 22, 1986
GLASGOW DRIVE
Station 40+25 to 43+25
Traffic Index = 6
R-Value Native Soil = 24
R-Value Class III Aggregate Base = 73
3 Inches Asphaltic Concrete Pavement
on 10 1/2 Inches Class III Aggregate Base
on . 6 Inches Compacted Subgrade
GLASGOW DRIVE
Station 43+25 to Harwich Drive
Traffic Index = 6
R-Value Native Soil = 21
R-Value Class III Aggregate Base = 73
3 Inches Asphaltic Concrete Pavement
on 11 1/2 Inches Class III Aggregate Base
on 6 Inches Compacted Subgrade
HARWICH DRIVE
Station 25+40 to Glasgow Drive
Traffic Index = 6
R-Value Native Soil = 21
R-Value Class III Aggregate Base = 73
3 Inches Asphaltic Concrete Pavement
on 11 1/2 Inches Class III Aggregate Base
6 Inches Compacted Subgrade
ELM AVENUE
Between Tamarack Avenue and Glasgow Drive
Traffic Index = 8.0
R-Value Native Soil = 5
R-Value Class III Aggregate Base = 73
Page 2
SCS&T 8621035
Al ternative 1
Al ternative II
Al ternative I
Al ternative II
• • April 22, 1986
4 Inches Asphaltic Concrete Pavement
on 21 1/2 Inches Class III Aggregate Base
on 6 Inches Compacted Subgrade
or
4 Inches Asphaltic Concrete Pavement
on 8 Inches Class III Aggregate Base
on 13 Inches Subbase
on 6 Inches Compacted Sub grade
TAMARACK AVENUE
Station 56+00 to 68+00
Traffic Index = 8.0
R-Value Native Soil = 32
R-Va1ue Class III Aggregate Base = 73
4 Inches Asphaltic Concrete Pavement
on 13 Inches Class III Aggregate Base
on 6 Inches Compacted Subgrade
or
4 Inches Asphaltic Concrete Pavement
on 8 Inches Class III Aggregate Base
on 5 1/2 Inches Subbase
on 6 Inches Compacted Subgrade
Page 3
• • SCS&T 8621035 April 22, 1986 Page 4
The subbase materi al shoul d consi st of a nondetrimentally expansive sand
with a minimum R-Value of 50. The upper six inches of the subgrade should
be scarified, moisture conditioned to above optimum moisture requirements,
and compacted to at l.east 90% of the maximum dry density. All soft or
spongy areas shoul d be removed and be replaced with compacted fill •. The
base and subbase material should be compacted to at least 95% of their
maximum dry density. All materials and methods of construction should
conform with good engineering practices and the minimum standards set forth
by the City of Carlsbad.
It is our understanding that the City of Carlsbad has requested the use of
base material beneath all sidewalks, 'curbs, and gutters. Based on field
observations and the results of tests performed on representative samples
of the soils encountered in the areas during grading,' it is our opinion
that the soils beneath the proposed sidewalks, curbs and gutters located in
V·ill age 0, P-1,-L-1 and along Tamarack Avenue from station 56+00 to stati-on
68+00; Glasgow Drive from Station 40+25 to Harwich from Village L-1 to
Glasgow Drive are non-expansive. However, the exposed soil s along ,Elm
Drive from Tamarack Avenue to Glasgow Drive are classified as expansive.
Based on these findings it is the opinion of Southern California Soil &
Testing, Inc. that base material beneath the proposed sidewalks, curbs and
gutters should only be required along the Elm Avenue improvements addressed
above.
If you should have any questions after reviewing this report, please do not
hesitate to contact this office. This oppor.tunity to be of professional
service is sincerely appreCiated.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
Ronald S. Halbert, Project Engineer
CHC:RSH:nr
cc: (4) Submitted
(1) City of Carlsbad
(1) SCS&T, Escondido
Revi ewed by:
Charles H. Christian, RCE 22330
I.-
. • SAMPLE: 1 Elm Avenue Between Tamarack Avenue and Glasgow Drive
TEST SPECIMAN A B C 0 E
DATE TESTED 4-2-86 4-2-86 4-2-.. a6
z Compactor Air Pressure psi 120 130 100 zo Initial Moisture % 7.2 7.2 7 2 w-::d;: Moisture at Compaction % 16 1 14 8 17 .... 5 -() ()-~a: Briquette Height in. 2.482 2.522 2.389 C/')ID Lt: Density pet 111.8 113.9 109.0
EXUDATION PRESSURE psi 302 520 20~
EXPANSION PRESSURE DIAL +.0004 +.0009 +.0001
.a: f1, at 1CXXl pounds psi 64 60 10 ...JW Ph at 2000 pounds psi 154 150 158 -t-IDW turns 4.07 3.70 4 26 ~:.:E Displacement C/')O "R"Value 2 4 1
CORRECTED "R" VALUE
.
uR" VALUE AT 300 PSI EXUDATION PRESSURE = 1 ess tban 5
GRAIN SIZE DISTRIBUTION
StEVE AS RECEIVED AS TESTED
3
2~ ~~--------~---------4 2
1~
#4
#8
#16
#30
#50
#100
#200
.05mm
.005mm
.001mm
100
90
80
-
70 "
60
W :3 ..
~50
jx:
40
30
..
LIQUID LIMIT
PLASTIC LIMIT
20 .
PLASTICITY INDEX
SAND EQUIVALENT 10
SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
812110 RIVERDALE IITREET
BAN C/IEDD, CAL/FDRN/A 11121120
..
700
.. ..
. .+.-.• rrr
. • -'-4
61U 500 400 300
Itt
_ ft· .,..
.-.. ,
• -f---'-o-r~-h-:~t++ -. .
'++; t
200
.-;
. r
., l.·' . .
100 o
EXUDATION PRESSURE psi
Tamarack Avenue Imp~ments
BY RSf-I DATE 4-18-86
JOB NO. 8621035 Plate No.1
'"
,. • SAMPLE: 2 Glasgow Drive Station 40+50 to 43+25
TEST SPECIMAN A B C D E
DATE TESTED ' 4-4-86 4-4-86 4-4-86
z Compactor Air Pressure psi 250 110 120 zo Initial Moisture % 6 2 6 2 6 2 w-::d( -0 Moisture at Compaction % 11 5 13 2 123 0-~f5 Briquette Height in. 2.481 2 58 '2 50 en it Density pet 122.8 117.9 121.1
EXUDATION PRESSURE psi 378 227 283
EXPANSION PRESSURE DIAL +.0012 +.0006 +.0008
,a: Ph at 1000 pounds psi 33 56 44 -'W Ph at 2000 pounds psi 77 128 ·106 -.... IDw ~::E Displacement turns 3.48 ,417 3 55 eno "R"Value 43 13_ 26
CORRECTED "R" VALUE 43 ~3_ ?fi
"R" VALUE AT 300 PSI EXUDATION PRESSURE = 2~
GRAIN SIZE DISTRIBUTION
SIEVE AS RECENED AS TESTED
3
21f-. ~'~--------r-------~ 2
#4
#8
#16
#30
#50
#100
#200
.05mm
.005mm
. 001mm
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
SAND EQUIVALENT
100 "
90
80
70
60
w :I ~50
fc
30
20
10
o 800
SOUTHERN CALIFORNIA
SOIL & TESTING. INC. .a.o RIVERDALE STREET
BAN DIEDO, CALIFORNIA lIa1RO
.-.' .". ,. ,
. ~ .. " ;:
-'; :riTi1-" :---'-=
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' . .. -" " . ' ..
;.
700 6( tjOO 400 300 200 100 o
EXUDATION PRESSURE psi
Tamarack Avenue Improvements
BY RSH DATE 4-18-86
JOB NO. 8621035 Plate No. 2
r ..
..
~ s~on 43+25 to Harwich Drive Glasgow Drive
SAMPLE: 3 Harwich Drive Station 25+40 to Glasgow Drive
TESTSPEGIMAN A B C D E
DATE TESTED 4-10-86 4-10-86 4-10-86
z Compactor Air Pressure psi 220 140 40 zo Initial r-Aoisture % 9.1 9.1 9.1 w-::d, -u Moisture at Compaction % 12.7 13.7 14.6 u_ wo:: Briquette Height in. ·2.478 2.47 2.45 0..[0 (/)Lf Density pet 117.6 114.5 113.0
EXUDATION PRESSURE psi 498 311 211
EXPANSION PRESSURE DIAL +.0015 +.0009 +.0009
,0:: Ph at 1000 pounds psi 30 47 62 ...Jw Ph at 2000 pounds psi 69 107 -138 -I-Illw turns 3.97 4.03 4.69 ~::E Displacement (/)0 ·"R" Value 45 23 8
CORRECTED "R" VALUE
.
"R" VALUE AT 300 PSI EXUDATION PRESSURE = 21
100
GRAIN SIZE DISTRIBUTION
90 ..
SIEVE AS RECEIVED AS TESTED
3
. 2V-----!:.-.
80 .
" 2
1~
1 70 .
3~
1/2
3;8 60
#4 w ::J ...J #8
#16 ; ~50 .
#30
#50
#100
#200
.05mm
.005mm
.001mm
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
SAND EQUIVALENT
fc
40
30
20
10f-!--4 ......,.
0'
800
SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
1151110 RIVERDALE I!ITREET
BAN Oll!aO, CALIFORNIA 11511510
T.
+
700
T-
. -<-;:;:t: f!:::1:f _ .. ' . .... ~ ... .;..p~ .. '
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'-' --'-'t-' -•••• :=::t=:-i ----=F: r=
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H· , " ........ 1--' +---'-i---'-
6( 400 300 200 100 0
EXUDATION PRESSURE psi
Tamarack Avenue Improvements
, BY RSH !DATE 4 ... 1R-86
JOB NO. 8621035 Plate No. 3
, ....
.. • East Lane
SAMPLE: 4 'Tamarack Avenue Station 56+00 to 68+00
TEST SPECIMAN A 8 C D
DATE TESTED 4-10-86 4-10-86 _4-1H-136
z Compactor Air Pressure psi 60 140 ' 200 zo Initial Moisture % 3.1 3 1 3,1 w-::E~ Moisture at Compaction % 12 6 11 7 10 ,9 -0 0-~8i 8riquette Height in. 2.648 2_.583 2M (/)if Density pet 121.4 123 9 126,1
EXUDATION PRESSURE psi 239 330 721
EXPANSION PRESSURE DIAL +.0005 +.0008 + 0009
.0:: Ph at 1000 pounds psi 46 36 21 ..Jw Ph at 2000 pounds psi ,112 93 50 -I-COw '3.74 3.50 . 3.22 ~::E Displacement turns (/)0 "R"Value 22 34 63 -
CORRECTED "R" VALUE .24 35 61
, .
"R" VALUE AT 300 PSI EXUDATION PRESSURE = ~3",,2 _____ _
GRAIN SIZE DISTRIBUTION 90
SIEVE AS RECEIVED AS TESTED
3 80
2
70
60
#4
#8
#16
w
:::l ..J ~50
#30 p:
#50
#100 40
#200
.05mm
.005mm 30
.001mm
LIQUID LIMIT
PLASTIC LIMIT 20
PLASTICITY INDEX
SAND EQUIVALENT
SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
BRBC RIVERCALE BTREET
BAN OIEDO, CALIFORNIA IIR1RC
. ~i-113-H-t-r.T't
!+t :
.' r~ , " . .t-H-
. ' ',+i
l' -
.! rflE
+ f} L .. .' , . "
. ~ .' .. . .
Tamarack Avenue. Improvements
BY RSH DATE 4-18-86
JOB NO. 8621035 Plate No. 4
E
-,-/----.
.,
"
, ..,.,
"
';"
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
6280 RIVERDALE ST .. SAN DIEGO, CALIF'. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN OIEGO, CALIF. 92120
7 4 - B :3 1 VEL. lEW A Y PAL. M DES E R T, CAL. I F. 9 2 2 6 0 • TEL. E :3 4 6 - 1 0 7 B
678 ENTERPRISE ST. ESCONDIDO, CAL.IF. 92025'. TEL.E 746-4544
December 16, 1985
Pacific Scenes, Inc. SCS&T 8421000
3900 Harney Street Report No. 28
San Diego, California 92110
SUBJECT: Pavement Section Recommendations, Calavera Hills,
Unit 1 of Villages "0" & "P-1", Carlsbad, California.
Gentlemen:
In accordance with your request, this report has been prepared
to present the pavement section recommendations for Tamarack
Avenue, Newshire Street, Glenbrook Street and Wilshire Avenue.
These recommendations are based on the results of the R-Value
samples previously tested and the Traffic Indexes assigned by
the City of Carlsbad and estimated by our firm.
Based on the traffic indexes and the R-Value results, the pave-
ment recommendations for the subject development are as fol--
lows:
Tama-rack Avenue Station 105+50 to 112+50
Traffic Index = 8
R-Value of Native = 32
R-Value of Class III Base = 73
Thickness of A.C. = 4 1/2 Inches ~
Thickness of Class III Base = 11 Inches
SOUTHERN CALIFORNIA SOIL AND TESTING,
"
INC.
SCS&T 8421000 • December 16, 1985 • Page 2
Tamarack Avenue Station 112+50 to 119+00
Traffic Index = 8
R-Value of Native 12 1\ I.tl\~) R-Value of Class III Base = -73 ~ 0
Thickness of A.C. =~nches rnl~
Thickness of Class III Base = ~ Inches
Glenbrook Street Station 8+10 to 13+75
Traffic Index = 5
R-Value of Native = 68
R-Value of Class III Base = 73
Thickness of A.C. = 3 Inches
Thickness of Class III Base = 6 Inches
Newshire Street Station 17+00 to 21+50
Traffic Index = 5
R-Value of Native = 39
R-Value of Class III Base = 73
Thickness of A.C. = 3 Inches
Thickness of Class III Base = 6 Inches
Wilshire Street Station 13+50 to 17+00
Traffic Index = 6
R-Value of Native = 68
R-Value of Class III Base = 73
Thickness of A.C. = 3 Inches
Thickness of Class III Base = 6 Inches
RECE,VEO
DJ..C1719~5
.elT\' OF CARLSBAD
DfiVEL.OP .... PROC~_ S}:,RV.o. 0\'1 •.
• SCS&T 8421000 December 16, 1985 • Page .3
We recommend that all base and the upper 6 inches of subgrade
be compacted to at least 95% of the maximum dry density. All
soft or spongy areas should be removed and be replaced with
compacted soil or compacted base material. All materials and
methods of construction should also conform with good engi-
neering practices and the minimum standards established by the
City of Carlsbad.
If you should have any questions after reviewing this report,
please do not hesitate to contact this office.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
Ronald S. Halbert, Project Engineer
Reviewed by:
Charles H. Christian, R.C.E. #22330
CHC:RSH:pp
cc: (4) Submitted
(i) City of Carlsbad