HomeMy WebLinkAboutCT 00-20; FOX MILLER PROPERTY; PAVEMENT RECOMMENDATIONS LOT 1, EL CAMINO REAL, SALK AVE;c-roO-2b
GEOCON
INC 0RPO.'R ATE D
GEOTECHNICAL. CONSULTANTS
(410)
Project No 07238-42-08A RECEIVED January 22, 2008
H. G. Fenton Company f j JAN 2 2 2008 / 7577 Mission Valley Road, Suite 200 L..... I San Diego California 92108
Attention: Mr. Briah Gates
Subject: FENTON CARLSBAD MEDICAL CENTER
LOT 1, TRACT. 00-20j
CARLSBAD, CALIFORNIA
PAVEMENT RECOMMENDATIONS
Gentlemen: -
In accordance with your request, we have obtained a subgrade soil sample from the subject project
parking and drive area to provide pavement section recommendations. After collection, the sample
was returned to our laboratory and subjected to Resistance Value (R-Value) testing. A Traffic Index
(TI) for the parking/drive areas and heavy truck traffic was, provided on the plans, entitled Grading
Plans For: Lot 1 Fenton Carlsbad Research Center, prepared by Cherry Engineering, City of
Carlsbad approval dated July 20, 2007 (Drawing No. 448-4A).
Review of our report entitled Update Geotechnical Investigation, Fenton Carlsbad Research Center,
Lot 1, Tract C.T. 00-20, Carlsbad, California, dated September 28, 2006 (Project No. 07238-42-08)
indicates that the subgrade soils in the area are predominately clayey to silty sands. Based on field
observations at the project and previous laboratory testing, subgrade materials possess an expansion
potential of "low" to "medium" (Expansion Index of 90 or less) as defined by Uniform Building
Code (UBC) Table 18-I-B
A laboratory R-Value test was performed in accordance with ASTM D 2844-01 (California Test
Method 301) and is summarized on Table I. The laboratory test data sheet is attached.
Based on the above information and laboratory testing, we recommend the Portland Cement Concrete
(PCC) pavement sections indicated on Table II. Pavement sections are based on the recommended
PCC pavement sections contained -in the American Concrete Institute Guide for Design and
Construction of Concrete Parking. Lots (ACI 330R-92). The City of Carlsbad Minimum Structural
Standard GS-17 was reviewed. Final pavement section approval should be obtained from the City of
Carlsbad.
The following recommendations are being provided for Portland cement concrete pavement areas
Portland cement concrete pavement recommendations outlined on Table I are
based on a minimum concrete flexural strength (modulus of nipture, MR) of 500
pounds per square inch (psi) (compressive strength of 3,200 psi), a modulus of
subgrade reaction, k, of 100 pounds per cubic inch (pci), with an assumed design
period of 20 years. •
-
- 6960 Flanders°Drive 0 San Diego; California 92121-2974 0 Telephone (858) 558-6900 0 Fax (858) 5586159
Rodne9' Mikesell
GE 2533
To control the location and spread of concrete shrinkage cracks, it is recommended
that crack-control joints be included in the design of the concrete pavement slab.
Expansion joints should be provided at the interface between areas of concrete
placed at different times during construction. Doweling is recommended between
the joints in areas of heavy truck traffic. Dowels should be located at the midpoint
of the slab and be spaced at 12 inches on center. As an alternative to doweling, a
keyway may be used to transfer wheel loads. The keyway should have a width of
0.2 times the slab thickness and a depth equal to 0.1 times the slab thickness (e.g.,
for a 7-inch-thick slab the keyway would have a width of approximately 1.4 inches
and a depth of 0.7 inches).
Portland concrete cement should be placed directly on compacted subgrade material. The upper
12 inches of subgrade should be scarified, moisture conditioned as necessary, and compacted to a dry
density of at least 95 percent of the laboratory maximum dry density in accordance with ASTM
D 1557-02. The upper 12 inches of subgrade beneath areas to receive concrete sidewalks should be
compacted to a dry density of 90 percent of the laboratory maximum dry density near to slightly
above optimum moisture content.
A review of field density testing for parking and driveway areas indicates that utility trench baCkfill
has been compacted to a dry density of at least 90 percent of the laboratory maximum dry density at
near to slightly above optimum moisture content at the locations tested. In addition, parking and
driveway subgrade has been compacted to a dry density of at least 95 percent of the laboratory
maximum dry density at near to slightly above optimum moisture content at the locations tested. At
the completion of improvements, a report will be prepared and submitted summarizing density testing
for the project.
The performance of any pavement section is highly dependent on providing positive surface drainage
away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely
result in saturation of the subgráde materials and subsequent pavement distress. To reduce the
occurrence for such situations, we recommend that a minimum drainage gradient of 1 percent be
maintained for pavement surfaces. Drainage from landscaped areas should be directed to controlled
drainage structures. -
Should you have any questins regarding this letter, or if we may be of further service, please contact
the undersigned at your convenience.
Very truly yours,
GEOCON INCORPORATED
(2) Addressee
(1/del) City of Carlsbad
Attention: Mr. Joe McMahon
(pdf) Ledcor; Jobsite
Attention: Mr. Jerold Yoder
92n G—on'sman
CEG 2435
DG:RCM
o /DAMIENGONSMAN\ ,
1 No. 2435
- I CERTIFIED I * ENGINEERING J *
GEOLOGIST// -*1
Project No. 07238-42-08A . - 2 - January22, 2008
L TABLE I
SUMMARY OF R-VALUE TEST RESULTS
ASTM D 2844-01
(CALIFORNIA TEST METHOD NO. 301)
Sample Number Location - R-Value
R-1 Parking / Drive area 32
TABLE II
PAVEMENT SECTION RECOMMENDATIONS
Estimated PCC Section Location Traffic Index (inches) [TI]
Automobile Parking 5 5
Automobile Driveways 5 5
Truck Traffic (Fire Lane) 6 7
R doValue Data Sheet
Project No.:
Sample No.
Wet Wt: c.'o .5
Dry Wt: /7 3
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Set up By: p,utr- Date:
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Batch Weight jcv ic
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Mold
Soil
Foot PSI 21;0 icn o
Height of Sample Z,54 i , ( Z .5,2,
Exudation Pressure oO 5oo0 35 0
Exudation PSI P,O IQO tQ
Stability Ph
Turns Displacement 3.1 '-1 .I ( L(
R-Value
Corrected R-Value -77
Thick by Stab./Foot
Expansion Reading So 0
TNcklExp._Press/Foot 1 .? . ao
Moisture Content zo , 22 , Z .'
Dry Density at • C 1 .t
100
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800 700 600 • 500 400 300 200 100 0 R-Value by Exudation
EXUDATION PRESSURE (PSI) R-Value by Equilibrium z /
GEOCON
I N C 0 R P 0 P A T E D
GEQTECHNICAL CONSULTANTS (44)
Project No. 07238-42-03
November 1, 2006
CITY OF CARLSBAD
H. G. Fenton Company
7577 Mission Valley Road, Suite 200
San Diego, California 92108
Attention: Mr. Allen M. Jones, AICP
I APPROVED.
0 WITH ADDITIONS
I 4~z Grz~(~-(, It f/104
/ BY DATE
Subject: FOX MILLER PROPERTY
EL CAMINO REAL 370-i-00 TO 385+50
CARLSBAD TRACT C.T. 00-20
CARLSBAD, CALIFORNIA
PAVEMENT RECOMMENDATIONS
Gentlemen:
In accordance with your request, we have performed supplemental geotechnical services for the
widening portion of El Camino Real at the subject project. The scope of our services included
obtaining representative subgrade samples within the street widening and performing Resistance
Value (R-Value) and Sand Equivalent tests. The purpose of our work was to provide pavement design
recommendations. To aid in preparing this letter, we have reviewed the improvement plans entitled
Improvement Plans for: Fox Miller Property, prepared by ODay Consultants, City of Carlsbad
approval date January 11, 2006, and our report entitled Update Geotechnical Investigation, Carlsbad Tract CT-00-20, Carlsbad, California, prepared by Geocon, Incorporated, dated April 22, 2004
(Project No. 07238-42-01).
Geocon Incorporated has performed R-Value and Sand Equivalent testing on samples of subgrade
materials obtained from the referenced street in order to provide recommended structural pavement
sections for El Camino Real between Stations 370+00 to 385+50. The surface' samples were collected at locations identified by the City of Carlsbad field inspector at approximately 300 foot spacing based
on observed soil conditions. Results of the R-Value and Sand Equivalent tests are summarized on
Table I below.
TABLE I
SUMMARY OF R-VALUE AND SAND EQUIVALENT TEST RESULTS
Sample Number Sample Location/Represents R-Value , Sand Equivalent
R-13 El Camino Real 370+00 to 373+00 6 19
R-14 El Camino Real 373+00 to 376+00 15 15
R-15 El Camino Real 376+00 to 379+00 13 , 12
R-16 El Camino Real 379+00 to 382+00 <5 13
R-17 , El Camino Real 382+00 to 385+50 11 13 ,
6960 Flanders Drive • San Diego, California 92121-2974 0 Telephone (858) 558-6900 U Fox (858) 558-6159
We understand that the minimum pavement section for the City of Carlsbad assumes an R-Value of 8
or greater, and that Note I on the City's Supplement Standard No. GS-17 indicates that soils with
R-Value less than 12 require lime treatment. Three of the -samples tested showed R-Values of less
than 12:'
Subgrade soils in the Fox Miller property are predominantly clayey silt with a trace of fine sand.
Expansion Index tests performed on samples R-13 and R-16 indicate a low to medium expansion
potential with an Expansion Index of 44 and 57, respectively (see attached sheets). Based on field
observations and laboratory tests performed to date on the project, subgrade materials possess an
expansion potential of "low" to "medium" (Expansion Index between 20 and 90) as defined by
Uniform Building Code (UBC) Table I8-I-B.IiTöiifopinion and experience,lime stabilization of the;
sils with low to moderate expansion potential usually does -not -significantly improve Rvalu&
,characteristics due to the predominant silty nature of the subgrade soils. Therefore, it is our opinion
that lime stabilization of the areas that show an RYalue less than 12 is not needed.' Alternatively, we
recommend the pavement section be designed for the low R-Values using Caltrans' design methods
applying a safety factor (0.2 additional Gravel Equivalent) to the asphalt concrete section in
accordance with Caltrans' recommended procedures.
Calculations to determine pavement section recommendations utilized the R-Values above and a
Designjraffic.Index.of9.0provided by the project civil engineer. Design procedures provided by the
California Department of Transportation Highway Design Manual, Section 608.4, and the City of
Carlsbad Minimum Structural Standard GS-17 were utilized to calculate the structural pavement
sections. Based upon these criteria, we have calculated the following pavement sections shown on
Table H.
TABLE II
RECOMMENDED STRUCTURAL PAVEMENT SECTION
Street Name and Station Design
R-Value
Asphalt Concrete
(inches)
Class 2 Base
(inches)
El Camino Real 370+00 to 373+00 6 6 19
El Camino Real 373+00 to 376+00 15 6 17
El Camino Real 376+00 to 379+00 13 6 18'
El Camino Real 379+00 to 382+00 5 6 19.5
El Camino Real 382+00 to 385+50 11 6 18
Prior to placing aggregate base materials, the subgrade should be scarified to a depth of at least 12
inches; moisture conditioned and compacted to at least 95 percent of relative compaction. Base
materials should also be compacted to at least 95 percent of relative compaction.
Class 2 aggregate base should conform to Section 26-1.02A of the Standard Specifications of the
State of California, Department of Transportation (Caltrans). Asphalt concrete should conform to
Section 203-6 of the Standard Specifications for Public Works Construction (Greenbook). Asphalt
concrete should be compacted to at least 95 percent of Hveem maximum density.
Approved structural pavement sections will be provided by the City of Carlsbad. Copies of this letter,
including pavement section calculations and the R-Value and Sand Equivalent data sheets are being
provided to the City of Carlsbad Public Works Department for their review and subsequent pavement
section determination.
Project No. 07238-42-03 -2 - November 1, 2006
/
/
Should you have questions regarding this letter, or if we may be of further service, please contact us
at your convenience.
Very truly yours,
GEOCON INCORPORATED
0HAL
Casey Lee Jensen ir
CEG 2320 CERTIFIED
CLJRCM:dmc
S
GE IST
GE 2533
OPCA
Enclosures: R-Value Data Sheets
Sand Equivalent Sheet
Expansion Index Sheets
(2) Addressee
(1/del) City of Carlsbad, Public Works-Engineering
Attention: Mr. Joe McMahon
(2/del) J. T. Kruer & Company
Attention: Mr. Chuck Knight
(1/del) J. T. Kruer & Company, Jobsite Trailer
Attention: Mr. Chuck San Filippo
Project No. 07238-42-03 5
- 3 - November 1, 2006
FIGURE 1
PAVEMENT SECTION CALCULATIONS
FOX MILLER PROPERTY, CARLSBAD, CALIFORNIA
El Camino Real 370+00 to 373+00
Use subgrade R-Value = 6.0
Traffic Index (TI) = 9.0
Methodology = Caltrans Highway Design Manual Section 608.4
Safety Factor = 0.2 - Applied to Asphalt Concrete (AC)
GE for AC = (0.0032)(9.0)(100-78.0)+0.2 =.83 feet
from Table 608.4B Highway Design Manual
GE = .83 feet for AC yields actual thickness = 5.29 inches
Use AC thickness = 6.0 inches
GE for AC thickness used = .94 feet
GE for base = (0.0032)(9.0)(100-6.0) -.94 = 1.76 feet
from Table 608.4B Highway Design Manual with GF for Class 2 base = 1.1
Base thickness ='19.22 inches
Use base thickness = 19.0 inches
*** Design Street Structural Section
Asphalt Concrete Thickness = 6.0 inches.
Class 2 Aggregate Base Thickness = 19 inches.
El Camino Real 373+00 to 376+00
Use subgrade R-Value = 15.0
Traffic Index (TI) = 9.0
Methodology = Caltrans Highway Design Manual Section 608.4
Safety Factor = 0.2 - Applied to Asphalt Concrete (AC)
GE for AC = (0.0032)(9.0)(100-78.0)+0.2 =.83 feet
from Table 608.4B Highway Design Manual
GE = .83 feet for AC yields actual thickness = 5.29 inches
Use AC thickness = 6.0 inches
GE for AC thickness used = .94 feet
GE for base = (0.0032)(9.0)(100-15.0) -.94 = 1.50 feet
from Table 608.4B Highway Design Manual with GF for Class 2 base = 1.1
Base thickness = 16.40 inches "
Use base thickness = 17 inches based on GS-17 '
Design Street Structural Section
Asphalt Concrete Thickness = 6.0 inches.
Class 2 Aggregate Base Thickness = 17.0 inches. -
Project No. 07238-42-03 November I, 2006
FIGURE 1 (Continued)
PAVEMENT SECTION CALCULATIONS
FOX MILLER PROPERTY, CARLSBAD, 'CALIFORNIA
El Camino Real 376+00 to 379+00
Use subgrade R-Value = 13.0
Traffic Index (TI) = 9.0
Methodology = Caltrans Highway Design Manual Section 608.4
Safety Factor = 0.2 - Applied to Asphalt Concrete (AC)
GE for AC = (0.0032)(9.0)(100-78.0)+0.2 =.83 feet
from Table 608.4B Highway Design Manual
GE = .83 feet for AC yields actual thickness = 5.29 inches
Use AC thickness = 6.0 inches
GE for AC thickness used = .94 feet
GE for base = (0.0032)(9.0)(100-13.0) -.94 = 1.56 feet
from Table 608.4B Highway Design Manual with GF for Class 2 base = 1.1
Base thickness = 17.02 inches/
Use base thickness = 18.0 inches based on GS-17
*** Design Street Structural Section ***
Asphalt Concrete Thickness = 6.0 inches.
Class 2 Aggregate Base Thickness = 18.0 inches..'
El Camino Real 379+00 to 382+00
Use subgrade R-Value = 5 '
Traffic Index (TI) = 9.0
Methodology = Caltrans Highway Design Manual Section 608.4
Safety Factor = 0.2 - Applied to Asphalt Concrete (AC)
GE for AC = (0.0032)(9.0)(100-78.0)+0.2 =.83 feet
from Table 608.4B Highway Design Manual
GE = .83 feet for AC yields actual thickness = 5.29 inches
Use AC thickness = 6.0 inches
GE for AC thickness used = .94 feet
GE for base = (0.0032)(9.0)(100-5.0) -.94 = 1.79 feet
from Table 608.4B Highway Design Manual with GF for Class 2 base = 1.1
Base thickness = 19.54 inches
Use base thickness = 19.5 inches
Design Street Structural Section
Asphalt Concrete Thickness = 6.0 inches.
Class 2 Aggregate Base Thickness = 19.5 inches.
Project No. 07238-42-03 November 1, 2006
FIGURE 1 (Continued)
PAVEMENT SECTION CALCULATIONS
FOX MILLER PROPERTY, CARLSBAD, CALIFORNIA
El Camino Real 382+00 to 385+50
Use subgrade R-Value = 11.0
Traffic Index (TI) = 9.0 (
Methodology = Caltrans Highway Design Manual Section 608.4
Safety Factor = 0.2 - Applied to Asphalt Concrete (AC)
GE for AC = (0.0032)(9.0)(100-7'8.0)+0.2 = .83 feet
from Table 608.4B Highway Design Manual
GE = .83 feet for AC yields actual thickness = 5.29 inches
Use AC thickness = 6.0 inches
GE for AC thickness used = .94 feet
GE for base = (0.0032)(9.0)(100-11.0) -.94 = 1.62 feet
from Table 608.4B Highway Design Manual with GF for Class 2 base = 1.1
Base thickness = 17.65 inches /
Use base thickness = 180 inches based on GS-17
Design Street Structural Section
Asphalt Concrete Thickness = 6.0 inches. "
Class 2 Aggregate Base Thickness = 18.0 inches. /
Project No. 07238-42-03 November 1, 2006
--
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GEOCON INCORPORATED]
JOB HAtAE jyi1i/'e' iI
FILE No
DATE_1DI71t?kDy
. ______
SAND EQUIVALENT TEST.
SAMPLE NUMBER
POINT NUMBER
. 1 2. 1 . 2 1 2 1 2 1 2 1 2 —
srAn 0 2 4 6 8 10
ShAKE
10 12 14 16 18 20
SE! DOWII 12 14 16 18 20 22
nEAD 32 34 36 38 40 42
A. CLAY hEIGhT 1 3, ( -- 9
8. SAND HEIGHT I • \ i . I ' 1co Gi 3
C. SAND EQUIVALENT (BOA)
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_____
SAND EQUIVALENT (AVG C) IC5 1
SAMPLE DESCflIPT$ON
.
PROJECT NAME:
01 EXPANSIONH:
PROJECT NO :
--L? -7
3, i-/2 I
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GEOCON INDEX SAMPLE NO. I DATE
6960 FLANDERS DR. • SAN DIEGO, CAliFORNIA 92121.2974 • PHONE 858.558.6900 . FAX 858558.6159
o3
BY:
GROSS NET H20 % H20
AS RECEIVED 5j. 1G. 3 ' 16,%I
AIR DRY (3. G. G. %I siuo 595cc. fo.
J RING WEIGHT / 1.1 G. .V
DENS, BEFORE (NET 0.0 x 0.862) pd
CONSOLIDOMETER NO.
REMARKS. CALCS. SAMPLE DE SC.
OVEN DRY >,c G.
LOADING
LOCAT1ON
DATE. TIME WTS LOAD DIAL AH DATE TIME, WTS LOAD DIAL OH
iof[ '•,o2 /L/L'
67-
?t-33
30
__ c/ 5521
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__________ __________
1% EXPANSION =-4 ,1.g UNCORRECTED El = I
ICORRECTED El ='f7 ; I
DEGREE OF SATURATION AT SET UP= 57 %
DEGREE OF SATURATION AT COMPLETION = O % 7
EXPANSION
.'PROJECT ME:FG/fr7,f(e
I PROJECT NO: 3 L/7. - 0
GEOCON INDEX %A, 1 DATE -7
-
/0 6960 FIANERS DR. I SAN DIEGO, CAUFORNIA 92121.2974 $ PHONE 858.558.6900 . FAX 858.558.6159
GROSS NET H20 % H20 AS RECEIVED (c7a. '//?G. M' L% AIR DRY G. G. G. %
SATURATED 05i(G. e/t() 13. G. S&VOI OVEN DRY 3/J) G.
J RING WEIGHT Mg
DENS, BEFORE (NET O.D x 0.862) 1 ?t 1 pd]
CONSOLIDOMETER NO.( C , 3 ) -
REMARK CALC SAMPLE DESC./1/ C Ce-
LOADING
LOCA71ON
DATE. TIME WTS LOAD DIAL AH DATE TIME WTS LOAD DIAL OH
____ ____ ____ ____ 305
___ •.. ___
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1% EXPANSION UNCORRECTED El I
ICORRECTED El = I
DEGREE OF SATURATION AT SET UP =5t5 % DEGREE OF SATURATION AT COMPLETION O.
GEOCON.
INCORPORATED CITY OF CARLSBAD
G
APPROVED
Project No. 07238-42-03 0 WITH ADDITIONS
September 26, 2006 c,JG i/c'/o
I BY DATE
HNICAL CONSULTANTS (Iv®r)
RECEIVED
H.G. Fenton Company
7577 Mission Valley Road, Suite 200
San Diego, California 92108
Attention: Mr. Allen M. Jones, AICP
Subject: FOX MILLER PROPERTY
DRAINAGE BASIN ACCESS
NORTH OF SALK AVENUE 11+50
CARLSBAD TRACT C.T. 00-20
CARLSBAD, CALIFORNIA
PAVEMENT RECOMMENDATIONS
Gentlemen:
SEP 29 2006
In accordance with your request, we are providing a pavement design section for the ibih
siCfórthè subject próject. The proposed access road is located immediately north of Salk
Avenue at roadway station 11+50. It is our understanding the access road will be used infrequently to
provide truck access for removal of silt within the drainage basin.
Geocon Incorporated has recently performed R-Value and Sand Equivalent testing on samples of
subgrade materials obtained on Salk Avenue to provide structural pavement sections. One sample
was performed in the immediate vicinity of the drainage basin access road. The R-Value from this
sample was used to provide a recommended pavement section. The sample was collected in the
presence and direction of the City of Carlsbad Engineering Department project inspector. Table I
provides a summary -of R-Value and Sand Equivalent test results for the sample.
TABLE I
SUMMARY OF R-VALUE AND SAND EQUIVALENT TEST RESULTS
Sample Number Sample Location/Represents R-Value Sand Equivalent
R-4A Salk Avenue lO+50to13+50 15 15
Calculations to determine pavement section recommendations utilized an R-Value of 15 and a Design
[TiafTic Index (TI) of .5.0. This TI corresponds to a "Local Street" classification per City of Carlsbad
Supplemental Standard No. GS-17. The TI also assumes the access roadway will be used very
infrequently by trucks to remove sediment from the basin. It is our understanding access to the
roadway will only occur during silt removal activities. Design procedures provided by the California
Department of Transportation Highway Design Manual, Section 608.4, and the City of Carlsbad
Minimum Structural Standard GS-1 7 were utilized to calculate the structural pavement section. Based
on these criteria, we have calculated the following pavement section shown on Table II.
6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558-6900 0 Fax (858) 558-6159
TABLE II
RECOMMENDED STRUCTURAL PAVEMENT SECTION
Street Name and Station Design Asphalt Concrete Class 2 Base
R-Value (inches) (inches)
Drainage Basin Access Area 15 4.0 6.0 (extrapolated from Salk Avenue 10+50 to 13+50
Should a concrete entrance driveway be provided for ingress and egress to the paved road, the
concrete should have a minimum thickness of 6 inches and should be underlain by at least 4 inches of
Class 2 base.
Prior to placing aggregate base materials, the subgrade shall be scarified to a depth of at least 12
inches; moisture conditioned and compacted to at least 95 percent of relative compaction. Base
materials shall also be compacted to at least 95 percent of relative compaction.
Class 2 aggregate base shall conform to Section 26-1.02A of the Standard Specifications of the State
of California, Department of Transportation (Caltrans). Asphalt concrete shall conform to Section
203-6 of the Standard Specifications for Public Works Construction (Greenbook). Asphalt concrete
shall be compacted to at least 95 percent of Hveem maximum density.
Approved structural pavement sections will be provided by the City of Carlsbad. Copies of this letter,
including pavement section calculations and R-Value and Sand Equivalent data sheets are being
provided to the City of Carlsbad Public Works Department for their review and subsequent pavement
section determination.
Should you have questions regarding this letter, or if we may be of further service, please contact us
at your convenience.
Very truly yours,
GEOCON INCORPORATED
40 o 0 No.2533
RodnVeM ikesell BUD. 06/30108
GE 2533
RCM:GFR:anh
Enclosures: R-Value Data Sheets
Sand Equivalent Sheets
I
re onca
CE 1191
(2) Addressee
(2) J.T. Kruer & Company
Attention: Mr. Chuck Knight
(2/del) J.T. Kruer & Company, Jobsite Trailer
Attention: Mr. Chuck Sanfihippo
(2/del) City of Carlsbad, Engineering Department
Attention: Mr. Joe McMahon
Project No. 07238-42-03 - 2 - . September 26, 2006
I
FIGURE 1
PAVEMENT SECTION CALCULATIONS
Basin Access
Use subgrade R-Value = 15.0
Traffic Index (TI) = 5.0
Methodology = CALTRANS Highway Design Manual Section 608.4
Safety Factor = 0.2 -- Applied to Asphalt Concrete (AC)
GE for AC = (0.0032)( 5.0)(100-78.0)+0.2 = .55 feet
from Table 608.4B Highway Design Manual
GE = .55 feet for AC yields actual thickness = 2.65 inches
Use 4.0 inches of AC - City Minimum
GE for 4.0 inches of AC = .83 feet
GE for base = (0.0032)( 5.0)(100-15.0) - .83 = .53 feet
from Table 608.4B Highway Design Manual with GF for Class 2 base = 1.1
Base thickness = 5.75 inches
Use base thickness = 6 inches
Design Street Structural Section ***
Asphalt Concrete Thickness = 4.0 inches.
Class 2 Aggregate Base Thickness = 6 inches.
Project No. 07238-42-03 September 26, 2006
GEOCON
INCORPORATED
Project Name:
Location: Q.f/( i1/ ,,7cf /, .:.i7
Mold
Batch Weight
Humidifying Moisture . ,, ,) .•;.:
Moisture Added / 2. W
Soil+ Mold 'V-iO
Mold
si 1/0e7 /76 1 /
Foot PSI i 770 / 22
Height of Sample 7 0 8 7& 1
Exudation Pressure ?/OO 3q0 S-q00
Exudation PSI 2 c) 3 1 0 1
Sta5iIity Ph ) 2 11 L?' a
Turns Displacement "-1' Oa 3,16 3,
R-Value
Corrected R-Value -
Thick by Stab/Foot
Expansion Reading t-
ThicklExp. Press/Foot
Moisture Content 1 / I
Dry Density
100
R - Valuc Data Sheet
Project No.: ?Z3 - i/L- .3
Sample No. ,L' ,L.-I M
F— C(-.),
Wet Wt:
Dry Wt:
%Moist:
Set up By: /,I' Date:
Comp By:. %/Date: a,
Stab. By: ..j Date: /
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SAMPLE DESCRIPTION:
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1 0.5 0
0
0.5
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30
2
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Ph= reading at 2000
10 R=100- 100
(2.5/d)[(160/Ph-1]+l
0 R-Value by E,cnnsinn
800 700 600 5001 400 1 3 200 100 0 R-Vaiueb;Exudation ) I
XUDATI0NPRESSURE(PSI) .
. R-Value by Equilibrium 1 / .
90
80
70
60
UJ
50
40
HEOCON INCORPORATED]
SAND EQUIVALENT JEST.
Jon IIAIAC fo1>c JiI/L L ç__
FILE NO
-7 '•- - - -
DATE 3-o •flY_-
SAMPLE NUMBER
1 2 1 2 POINT NUMBER 1 2 1 2 1
8
2 1 2
STAflI 0 2. 4 6 10
SHAKE 10 12 14 16 18 20_.
SET DOW14 12 14 16 18 20 22
32 34 36 38 40 42
A. CLAY hEIGhT /3 0 /7 / (7 )) 7 /20
n. SAND MIGHT .O /.1 j 3 / /I ( (8 //
___
)'7 /'
C. SAND EOUIVALENT (H i A)
SAND EQUIVALENT (AVG. C)
H
SAMPLE DE Sc fl I PT ION
/
GEOCON
I
iTYoFLSBAD
INC0RP0RAFED
-
Project No. 07238-42-03 I 4BYL
H AD9cTISNS
September 8, 2006
DATE
H. G. Fenton Company
7577 Mission Valley Road, Suite 200
San Diego, California 92108
Attention: Mr. Allen M. Jones, AICP
Subject: FOX MILLER PROPERTY
EL CAM INO REAL 360+60 TO 370+00
CARLSBAD TRACT C.T. 00-20
CARLSBAD, CALIFORNIA
PAVEMENT RECOMMENDATIONS
Gentlemen.:
GEOTECHNICAL CONSULTANTS 0
RECEIVED
SEP 1 2 2006
CITY OF CARI.SijA
ENGINEERING DEPARTMENT
r'141 DIVISION
SENT
SEP 1 9 2006
In accordance with your request we have performed supplemnt 1 i rv+€sIfor the I. I subject roadway within the Fox Miller property, Tract C.T. 00-2i an piirornia.je scope
of our services included obtaining representative subgrade samples within the street and performing
Resistance Value (R-Value) and Sand Equivalent tests. The purpose of our work was to provide
pavement design recommendations. To aid in preparing this letter, we have reviewed the
improvement plans entitled Improvement Plans for. Fox Miller Properly,, prepared by O'Day
Consultants, City of Carlsbad approval date January 11, 2006, and our report entitled Update
Geotechnical Investigation, Carlsbad Tract CT-00-20, Carlsbad, California, prepared by Geocon,
Incorporated, dated April 22, 2004 (Project No. 07238-42-01).
Subgrade soils in the Fox Miller property are predominantly clayey silt with a trace of fine sand, and
exhibit relatively low to moderate R-Value characteristics. Based on field observations and laboratory
tests in the project, subgrade materials possess an expansion potential of "medium" (Expansion Index
between 50 and 90) as defined by Uniform Building Code (UBC) Table 18-I-B. -
Geocon Incorporated has performed R-Value and Sand Equivalent testing on samples of subgrade
materials obtained from the referenced street in order to provide recommended stittiralpVenieñit
çsections for El Camino Real between Stations 360+60 to 370+00 bounding the east side of the Fo,
vJiller Property- (CT. 00-20) in- Carlbad, Californi. The surface samples were collected in the
presence and direction of the City of Carlsbad Engineering Department project inspector at
approximately 300-foot spacing. Results of the R-Value and Sand Equivalent tests are summarized on
Table I below.
TABLE I
SUMMARY OF R-VALUE AND SAND EQUIVALENT TEST RESULTS
Sample Number Sample Location/Represents R-Value Sand Equivalent
R-10 El Camino Real 362+50/360+60 to 364+00 18 14
R-11 El Camino Real 365+50/364+00 to 376+00 14 14
R-12 El Camino Real 368+50/367+00 to 370+00 ' 19 II
6960 Flanders Drive 0 San Diego, California 92121-2974 0 Telephone (858) 558-6900 I Fax (858) 558-6159
Calcu Iàçionsto....determi pavement section recommendations utilized the R-Values above and a
Design Traffic Index of 9.0 ?ovided by project civil engineer. Design procedures provided by the
California Department of Transportation Highivay Design Manual, Section 608.4, and the City of
Carlsbad Miniinitin Structural Standard GS-17 were utilized, to calculate the structural pavement
sections. Based upon these criteria, we have calculated the following pavement sections shown on
Table II, .
TABLE II
RECOMMENDED STRUCTURAL PAVEMENT SECTION
Street Name and Station i5i-Vai? Asphalt. Concrete (inches) Class 2 Base (inches)
El Camino Real 360+60 to 364+00 6
El Camino Real 364+00 to 367+00 9.0 , 6
El Camino Real 367+00 to 370+00 : 9.0 6 .16 ti
Prior to placing aggregate base materials, the subgrade shall be scarified to a depth of at least 12
inches; moisture conditioned and compacted to at least 95 percent of relative compaction. Base
materials shall also be compacted to at least 95 percent of relative compaction.
Class 2 aggregate base shall conform to Section 26-1.02A of the Standard Specifications of the State
of California, Department of Transportation (Caltramis). Asphalt concrete shall conform to Section
36of the Standard Specifications for Public Works Construction (Greenbook). Asphalt concrete
shall be compacted to at least 95 percent of Hveem maximum density.
Approved structural pavement sections will be provided by the City of Carlsbad. Copies of this letter,
including pavement section calculations and the R-Value and Sand Equivalent data sheets are being
provided to the City of Carlsbad Public Works Department for their review and subsequent pavement
section determination.
Should you have questions regarding this letter, or if we may be of further service, please contact us
at your convenience.
Very truly yours,
GEOCON INCORPORATED
C.MikeselRodney
GE 2533
RCM : GFR: drnc
o onca
CEG 1191
Enclosures: ' . R-Value Data Sheets
Sand Equivalent Sheet
(2)' Addressee
(2/del) City of Carlsbad
Engineering--DepartrnenP-....
Attention.: Mr. Joe McMahon
(2) ' J. T. K.ruer & Company '
Attention: Mr. Chuck Knight
(2/del) J. T. Kruer & Company, Job Site Trailer
Attention: Mr. Chuck Sanfilippo
Project No. 07238-42-03 -2- September 8, 2006
FIGURE 1 S
PAVEMENT SECTION CALCULATIONS
FOX MILLER PROPERTY, CARLSBAD, CALIFORNIA
El Carnino Real 360+60 to 364+00
Use subgrade R-Value = 18.0
Traffic Index (TI) = 9.0
Methodology = Caltrans Highway Design Manual Section 608.4
Safety Factor = 0.2 - Applied to Asphalt Concrete (AC)
GE for AC- (0.0032)(9.0)(100-78.0)+0.2 = .83 feet
from Table 608.413 Highway Design Manual
GE = .83 feet for AC yields actual thickness = 5.29 inches
Use 6.O inches ofAC- City Minimum
GE for 6.0 inches of AC =.94 feet
GE for base = (0.0032)(9.0)(100-18.0) -.94 = 1.42 feet
from Table 608.413 Highway Design Manual with GF for Class2 base = 1.1
Base thickness = 15.45 inches
Use base thickness = 15.5 inches
0
Design Street Structural Section ***
Asphalt Concrete Thickness = 6.0 inches.
Class 2 Aggregate Base Thickness = 15.5 inches.
El Cainino Real 364+00 to 367+00 .
Use subgrade R-Value = 14.0
Traffic Index (TI) = 9.0
Methodology = Caltraiis HighwayDesign Manual Section 608.4
Safety Factor = 0.2 - Applied to Asphalt Concrete (AC) S
GE for AC = (0.0032)(9.0)(100-78.0)+0.2 = .83 feet •
from Table 608.413 Highway Design Manual
GE 1= .83 feet for AC. yields actual thickness 5.29 inches
Use 6.0 inches of AC - City Minimum 0 •
GE for 6.0 inches of AC = .94 feet S
GE for base = (0.0032)(9.0)(100-I4.0) - .94 = 1.53 feet
•
from Table 608.413 Highway Design Manual with GF for Class 2 base = 1.1 •
Base thickness = 16.71 inches 0
0
Use base thickness = 16.5 inches
Design Street Structural Section 0
Asphalt Concrete Thickness = 6.0 inches.
Class 2 Aggregate Base Thickness = 16.5 inches. S
Project No. 07238-42-03 • September 8, 2006
FIGURE 1 (Continued)
PAVEMENT SECTION CALCULATIONS
FOX MILLER PROPERTY, CARLSBAD, CALIFORNIA
El Cam mo Real 367+00 to 370+00
Use subgrade R-Value = 19.0
Traffic index (TI) = 9.0,
Methodology = Caltrans Highway Design Manual Section 608.4
Safeiy Factor = 0.2 -Applied to Asphalt Concrete (AC)
GE for AC = (0.0032)(9.0)(100-78.0)+0.2= .83 feet
from Table 608.4B Highway Design Manual
GE = .83 feet for AC yields actual thickness 5.29 inches
Use 6.0 inches of AC - City.Minimum •
GE for 6.0 inches of AC = .94 feet-
GE for base = (0.0032)(9.0)(100-19.0) - .94 = 1.39 feet
from Table 608.413 Highway Design Manual with GF for Class 2 base = 1)
Base thickness = 15.14 inches
Use base thickness = 15.0 inches •
Design Street Structural Section ***
Asphalt Concrete Thickness = 6.0 inches. / . •
Class 2 Aggregate Base Thickness = 15.0 inches.
)
•
0 R - Value Data Sheet
Project Name: /1')r Project No.: L/2°3
--________________
Da
Tv Date-
Trili
Humidifying Moisture
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EXUDATION PRESSURE (PSI)
u-c-value uy IxuuaLIon
R-Value by Equilibrium
GEOCON
. 0 L0P0 A T E
ProjectName:
R'--Value Data Sheet
Project No.: 2-4-3
1 .. -. ... . - -- - ..... I.. I I rtrn IL. (_'Lc vr..-. - I c J MC !IfO' iipi INU. Lfl
Mold.
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Wt. Ret. % Ret. Batch.Wt. %Usedf Batch
Batch Weight (?oo -oo oo
Moisture
Pet Wt: '5co
Humidifying LIç3 q -SI Wt:..
MotureAdded ' .ib.t ....•.
3oiii '1od 3/u1i/
He!ght o1 Sample. .- b ( ?6 .
Exudation PSI '.
Stability Ph
10,1 Turns Displacement 3Q 3 7) 92. 3/4" -s
R-Value .1 7: 1.1 3/8" s . -0, 0 .1 (..
Corrected R-Value 4. .. O:.
Thick by Stab/Foot . I I ( I 2.3 . Tot
Expansion Reading
Thick/Exp. Press/Foot . - (-(Ti . z..Z . . .
SAMPLE DESClTION: . .
Mo;ture Content
Dry Density
TU '22.7
211 1
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80
70
60
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EXUDATION PRESSURE (PSI)
d= turn displacenent
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100
51dj(160/Ph1
—I R-Válue byExpansion
1 0, R-Value by Exudation lU
R-Value by Equilibrium
Stab/It
2 0.5
GEOCON
0 R - Value Data Sheet
Project Name: Project.No.:
Ong-
-
Wet Wt:
U-
—I1(-1
.- I1! IiII II
Batch Weight
~Humidifying Moisture,
Moisture Added _____
_____________
I
'11E~uaation Pressure
It1i1&c1
~Siability Ph
~Turns Displacement '. IIYL
U!I1Li[: IS1.il4.
iThick by Stab./Foot
______________ - _•
I;1ST:iI T;IiII._ -
UiJW!TA.__
Moisture Content
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800 700 Bob 500 40 300 200 100
EXUDATION PRESSURE (PSI)
0
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R-Valueby'Ekudation
R-Value by Eouilibrium
n.
EOCN.NCO.U.RATE'DJ: JOB NAME
FILE NO______
DATE__
SAND EQUIVALENT TEST
( £
SAMPLE NUMBER / i{ /L.
POINT NUMBER 1 2 1 2 1 2 1 2 1 2 1 2
START
SHAKE
SET DOWN
READ
A CLAY HEIGHT j ); Ii7
B. SAND HEIGHT S 17 Ijo 14 i t
C SAND EQUIVALENT (p A)
SAND EQUIVALENT AVG C)
S.
SAMPLE DESCIP1IOtt S S
S
- S
GEOCON
I N C 0 R P 0 R A T E D
GEOTECHNICAL CONSULTANTS 0
Project No. 07238-42-03
May 23, 2006
Revised August 15, 2006
RECEIVED
L
AUG 16 2006
1
CI TY OF CARLSBAD
ENGINIERING DEPARTMENT
CM&I DIVISION
H. G. Fenton Company
7577 Mission Valley Road, Suite 200
San Diego, California 92108
Attention: Mr. Allen M. Jones, AICP
Subject: FOX MILLER PROPERTY
SALK AVENUE 7+50 TO 27+50
CARLSBAD TRACT C.T. 00-20
CARLSBAD, CALIFORNIA
PAVEMENT RECOMMENDATIONS
Gentlemen:
CITY OF CARLSBAD
APPROVED
WITH ADDITIONS
/BY DATE
In accordance with your request, we have performed supplemental geotechriica] services for the
subject roadway within the Fox Miller property, Tract C.T. 00-20 in Carlsbad, California. The scope
of our services included obtaining representative subgrade samples within the stteet and performing
Resistance Value (1-Value) and Sand Equivalent tests. The purpose of our work was to provide
pavement design recommendations. To aid in preparing this letter, we have reviewed the
improvement plans entitled Improvement Plans for: Fox Miller Property, prepared by O'Day
Consultants, City of Carlsbad approval, date January 11, 2006, and our report entitled Update
Geotechnical Investigation, Carlsbad Tract CT-00-20, Carlsbad, California, prepared by Geocon,
Incorporated, dated April 22, 2004 (Project No. 07238-42-01). This letter is modified from the May
23"2006 document based upon comments by the City of Carlsbad engineering department project
inspector dated August 1, 2006.
Subgrade soils in the Fox Miller property are predominantly clayey silt with a trace of fine sand, and
exhibit relatively low to moderate R-Value characteristics. Based on field observations and laboratory
tests in the project, subgrade materials possess an expansion potential of
between 50 and 90) as defined by Uniform Building Code (UBC) Table
Geocon Incorporated has performed R-Value and Sand Equivalent testing on samples of subgrade
materials obtained from the referenced street in order to provide recommended structural pavement
sections for Salk Avenue between Stations 7+50 to 27+50 in the Fox Miller Property (C.T. 00-20) in
Carlsbad, California. The surface samples were collected in the presence and direction of the City of
6960 Flanders Drive 0 San Diego, California 92121-2974 0 Telephone (858) 558.6900 U Fax (858) 558.6159
Carlsbad Engineering Department project inspector at approximately 300-foot spacing. Results of the
R-Value and Sand Equivalent tests are summarized on Table I below.
TABLE I
SUMMARY OF R-VALUE AND SAND EQUIVALENT TEST RESULTS
Sample Number Sample Location/Represents R-Value Sand Equivalent
R-3A Salk Avenue 7+50 to 10+50 (TS - 16
R-4A Salk Avenue 10+50 to 13+50 15 15
R-5A Salk Avenue 13+50 to -50 1 30 17
R-6A Salk Avenue 16+50 tt 19+00 J 25 1 -
16
R-7A Salk Avenue9+00to)22+00 112 1 14
R-8A Salk Avenue 22+00 to 24+50 12 13
R-9A Salk Avenue 24+50 to 27+50 22) 18
Calculations to determine pavement section recommendations utilized the R-Values above and a
Design Traffic Index of 7.0 provided by project civil engineer. Design procedures provided by the
California Department of Transportation Highway Design Manual, Section 608.4, and the City of
Carlsbad Minimum Structural Standard GS-17 were utilized to calculate the structural pavement
sections. Based upon these criteria, we have calculated the following pavement sections shown on
Table II.
TABLE If
RECOMMENDED STRUCTURAL PAVEMENT SECTION
Street Name and Station Design R-Value Asphalt Concrete (inches) Class 2 Base (inches)
Salk Avenue 7+50 to 10+50 15 4.0 1t.0
Salk Avenue 10+50 to 13+50 15 4.0 114.0!
Salk Avenue 13+50 to 16-h50 30 4.0
Salk Avenue 16+50 tc(19+50 ) 25 , 4.0 ;41
Salk I.- Salk Avenue 19+50 to: 22+00 12 4.0 14.Q
Salk Avenue 22+00 to 24+50 12 4.0
Salk Avenue 24+50 to 27+50 22 4.0
Prior to placing aggregate base materials, the subgrade shall be scarified to a depth of at least 12
inches; moisture conditioned and compacted to at least 95 percent of relative compaction. Base
materials shall also be compacted to at least 95 percent of relative compaction.
Class 2 aggregate base shall conform to Section 26-1.02A of the Standard Specifications of the State
of California, Department of Transportation (Caltrans). Asphalt concrete shall conform to Section
203-6 of the Standard Specifications for Public Works Construction (Greenbook). Asphalt concrete
shall be compacted to at least 95 percent of Hveem maximum density.
-2- May 23, 2006 Project No. 07238-42-03
Revised August 15, 2006
Approved structural pavement sections will be provided by the City of Carlsbad. Copies of this letter,
including pavement section calculations and the R-Value and Sand Equivalent data sheets are being
provided to the City of Carlsbad Public Works Department for their review and subsequent pavement
section determination. .
Should you have questions regarding this letter, or if we may be of further service, please contact us
at your convenience.
Very truly yours,
GEOCON INCORPORATE . . .
James L. Brown EXR 06/30/07 Gr or R. onca cc
GE 2176, CEG 1191
JLB:GFR:anh
-
Enclosures: R-Value Data Sheets -
Sand Equivalent Sheets
(2) Addressee
(2) J.T. Kruer & Company. . .
Attention: Mr. Chuck Knight
- (2/del) J.T. Kruer & Company, Jobsite Trailer .
Attention: Mr. Chuck Sanfilippo • •
(2/del) City of Carlsbad, Engineering Department
Attention: Mr. Joe McMahon
Project No. 0723842-03 - 3 - . - May 23, 2006
- Revised August 15, 2006
FIGURE 1
PAVEMENT SECTION CALCULATIONS
FOX MILLER PROPERTY, CARLSBAD, CALIFORNIA
Salk 7+50 to 13+50
Use subgtade R-Value = 14.0
Traffic Index (TI) = 7.0
Methodology = CALTRANS Highway Design Manual Section 608.4
Safety Factor = 0.2 Applied to Asphalt Concrete (AC)
GE for AC = (0.0032)( 7.0)(100-78.0)+0.2 = .69 feet
from Table 608.4B Highway Design Manual
GE = .69 feet for AC yields actual thickness = 3.88 inches
Use 4.0 inches of AC - City Minimum
GE for 4.0 inches of AC = .71 feet
GE for base = (0.0032)( 7.0)(100-14.0) - .71 = 1.21 feet
from Table 608.4B Highway Design Manual with GF for Class 2 base = 1.1
Base thickness = 13.23 inches
Use base thickness = 13.0 inches
*** Design Street Structural Section
Asphalt Concrete Thickness = 4.0 inches.,
Class 2 Aggregate Base Thickness = 13.0 inches.
Salk 13+50 to 16+50
Use subgrade R-Value = 30.0
Traffic Index (TI) = 7.0
Methodology = CALTRANS Highway Design Manual Section 608.4
Safety Factor = 0.2 -- Applied to Asphalt Concrete (AC)
GE for AC = (0.0032)( 7.0)(100-78.0)+0.2 = .69 feet
from Table 608.4B Highway Design Manual
GE = .69 feet for AC yields actual thickness = 3.88 inches
Use 4.0 inches of AC - City Minimum
GE for 4.0 inches of AC = .71 feet
GE for base = (0.0032)(7.0)(100-30.0) - .71 = .85 feet
from Table 608.4B Highway Design Manual with GF for Class 2 base = 1.1
Base thickness = 9.32 inches
Use base thickness 4Qirtches
Design Street Structural Section
Asphalt Concrete Thickness = 4.0 inches.
Class 2 Aggregate Base Thickness = 9.5 inches.
- May 23, 2006 Project No. 07238-42-03
Revised August 15, 2006
FIGURE 1 (Continued)
PAVEMENT SECTION CALCULATIONS
FOX MILLER PROPERTY, CARLSBAD, CALIFORNIA
Salk 16+50 19+050
Use subgrade R-Value = 25.0
Traffic Index (TI) = 7.0
Methodology = CALTRANS Highway Design Manual Section 608.4
Safety Factor = 0.2 -- Applied to Asphalt Concrete (AC)
GE for AC = (0.0032)(7.0)(100-78.0)+02= .69 feet
from Table 608.4B Highway Design Manual
GE = .69 feet for AC yields actual thickness = 3.88 inches
Use 4.0 inches of AC - City Minimum
GE for 4.0 inches of AC = .71 feet
GE for base = (0.0032)( 7.0)(100-25.0) - .71 = .97 feet
from Table 608.4B Highway Design Manual with GF for Class 2 base = 1.1
Base thickness = 10.55 inches
Use base thickness = 10.5 inches
*** Design Street Structural Section
Asphalt Concrete Thickness'= 4.0 ins.
Class 2 Aggregate Base Thickness =,'10.5 inches.
24+50
Use subgrade R-Value 12.0
Traffic Index (TI) = 7.0
Methodology = CALTRANS Highway Design Manual Section 608.4
Safety Factor = 0.2 -- Applied to Asphalt Concrete (AC)
GE for AC= (0.0032)( 7.0)(100-78.0)+0.2 = .69 feet
from Table 608.4B Highway Design Manual
GE = .69 feet for AC yields actual thickness = 3.88 inches
Use 4.0 inches of AC - City Minimum
GE for 4.0 inches of AC = .71 feet
GE for base = (0.0032)( 7.0)(100-12.0) - .71 = 1.26 feet
from Table 608.4B Highway Design Manual with GF for Class 2 base = 1.1
Base thickness = 13.72 inches
Use base thickness = 13.5 inches
*** Design Street Structural Section
Asphalt Concrete Thickness = 4.0 inches.
Class 2 Aggregate Base Thickness = 13.5 inches.
May 23, 2006 Project No. 07238-42-03
Revised August 15, 2006
FIGURE 1 (Continued)
PAVEMENT SECTION CALCULATIONS
FOX MILLER PROPERTY, CARLSBAD, CALIFORNIA
Salk 24+50 to 27+50
/
Use subgrade R-Value = 22.0
Traffic Index (TI) = 7.0
Methodology = CALTRANS Highway Design Manual Section 608.4
Safety Factor = 0.2 -- Applied to Asphalt Concrete (AC)
GE for AC = (0.0032)( 7.0)(100-78.0)+0.2 = .69 feet
from Table 608.4B Highway Design Manual
GE = .69 feet for AC yields actual thickness = 3.88 inches
- Use 4.0 inches of AC - City Minimum
GE-for 4.0 inches of AC = .71 feet
GE for base = (0.0032)( 7.0)(100-22.0) - .71 = 1.03 feet
from Table 608.4B Highway Design Manual with GF for Class 2 base = 1.1
Base thickness =11.28 inches
Use base thickness .= 11.5 inches
** Design Street Structural Section
Asphalt Concrete Thickness = 4.0 inches.
Class 2 Aggregate Base Thickness 11.5 inches.
May23,2006 Project No. 07238-42-03
. Revised August 15,2006