HomeMy WebLinkAboutSDP 2022-0003; FPC RESIDENTIAL; GEOTECHNICAL - PAVEMENT RECOMMENDATIONS; 2024-10-24 ADVANCED GEOTECHNICAL SOLUTIONS, INC.
485 Corporate Drive, Suite B
Escondido, California 92029
Telephone: (619) 867-0487 Fax: (714) 409-3287
ADVANCED GEOTECHNICAL SOLUTIONS, INC.
H.G. Fenton Company October 24, 2024
7577 Mission Valley Road P/W 2107-12
San Diego, California 92108 Report No. 2107-12-B-14R
Attention: Ryley Webb
Subject: Asphalt Concrete Pavement Recommendations, Ponto Road (Public), Ponto Drive
(Public), Beach Way (Private), Interior Driveways A through E (Private), FPC
Residential Multi-Family Residential Development, 7200-7294 Ponto Drive, Carlsbad,
California
References: See Appendix
Gentlepersons,
As requested, Advanced Geotechnical Solutions, Inc. (AGS) herein provides recommendations for the
design of pavement sections for private drives within the FPC Residential Development and adjoining
public streets Ponto Drive and Ponto Road in Carlsbad, California. The pavement sections are subject to
the review and approval of the City of Carlsbad.
Typically, fire apparatus access roads shall be designed and maintained to support the imposed loads of fire
apparatus (not less than 75,000 lbs) and shall be provided with an approved surface so as to provide all‐
weather driving capabilities. It is AGS’s opinion that the proposed road sections provided in Table 2 will
meet the above criteria and be able to support a 75,000 pound fire truck.
1.0 R-VALUE TEST RESULTS
A representative of AGS recently collected samples of the subgrade soils of the streets areas and transported
the samples to our approved laboratory for R-value testing. R-Value samples were initially sampled on June
19, 2024, prior to utility construction, and were not used for the design of the pavement section. The R-
value test results are summarized in Table I below and laboratory test results have been appended.
TABLE 1
R-VALUE TEST RESULTS
Sample
Number
Sample
Location
Represents
Stations
R-
Value
RV-1* Driveway C Sta. 15+60 (Private) 67*
RV-2* Driveway C Sta. 11+00 (Private) 67*
RV-1 Driveway C Sta. 11+00 (Private)
Beach Way Sta. 12+15 to 13+78 (Private);
Driveway C Sta. 10+00 to 11+37 (Private);
Driveway B Sta. 10+00 to 13+50 (Private)
68
RV-2 Driveway C Sta. 14+00 (Private) Driveway C Sta. 11+37 to 15+25 (Private) 56
RV-3 Driveway B Sta. 15+60 (Private)
Driveway A (Private);
Driveway B Sta. 14+50 to 17+17 (Private);
Driveway C Sta. 15+25 to 16+66 (Private);
Driveway D (Private);
25
~GS
October 30, 2024 Page 2
P/W 2107-12 Report No. 2107-12-B-14R
ADVANCED GEOTECHNICAL SOLUTIONS, INC.
Driveway E (Private)
RV-4 Ponto Drive Sta. 13+30 (Public) Ponto Drive Sta. 10+00 to 15+90 (Public);
Ponto Road Sta. 10+00 to 12+15 (Public) 71
* Sampled prior to utility construction and was not used for the final pavement design
2.0 FLEXIBLE PAVEMENT DESIGN RECOMMENDATIONS
Presented below are preliminary pavement sections based on the design R-value and a range of traffic
indices (TI) for public streets and private interior streets. The design traffic index and/or street classification
was provided by the design civil engineer. Supporting calculations are appended as Plates 1 through 4, and
in some cases, the City of Carlsbad minimum pavement sections as shown on Standard No. GS-17 are
greater than the minimum sections needed based on the R-Value test results.
TABLE 2.0
RECOMMENDED STRUCTURAL PAVEMENT SECTIONS
Section R-Value Design
Traffic
Index
Asphalt
Concrete
(inches)
Aggregate
Base
(inches)
Beach Way Sta. 12+15 to 13+78 (Private);
Driveway C Sta. 10+00 to 11+37 (Private);
Driveway B Sta. 10+00 to 13+50 (Private)
68 5.0 4** 4**
Driveway C Sta. 11+37 to 15+25 (Private) 56 5.0 4** 4**
Driveway A (Private);
Driveway B Sta. 14+50 to 17+17 (Private);
Driveway C Sta. 15+25 to 16+66 (Private);
Driveway D (Private);
Driveway E (Private)
25 5.0 4 4
Ponto Drive Sta. 10+00 to 15+90 (Public);
Ponto Road Sta. 10+00 to 12+15 (Public) 71 6.0* 4** 6**
Notes: *Classified as Neighborhood Collector
** City of Carlsbad minimum section
The subgrade soils should be at or near optimum moisture content and should be compacted to a minimum
of 95 percent of the maximum dry density as determined by ASTM D1557. After subgrade compaction
and prior to placement of aggregate base, the exposed finish subgrade should be “proof-rolled” with heavy
equipment to ensure the grade is not “pumping” and is verified as non-yielding.
Aggregate base should be compacted to a minimum of 95 percent of the maximum dry density as
determined by ASTM D1557 and should conform with the specifications listed in Section 200-2.4 of the
Standard Specifications for Public Works Construction (Green Book) or Section 26 of Caltrans Standard
Specifications. The asphalt concrete should conform to Section 26 of the Caltrans Standard Specifications
or Section 203-6 of the Green Book.
October 30, 2024 Page 3
P/W 2107-12 Report No. 2107-12-B-14R
ADVANCED GEOTECHNICAL SOLUTIONS, INC.
The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not
hesitate to contact the undersigned.
___________________________________
JOHN J. DONOVAN, Geotechnical Engineer
RCE 65051, RGE 2790, Reg. Exp. 6-30-25
2107-12-B-14R (Oct 30, 2024, Pavement Recs, Ponto Rd, Ponto Dr, FPC Residential, Carlsbad).docx
Distribution: (1) Addressee (pdf)
Appended –Cited References, Laboratory Test Results and Structural Pavement Design Calculations (Plates 1-4), City of Carlsbad GS-17
October 30, 2024 Page 4
P/W 2107-12 Report No. 2107-12-B-14R
ADVANCED GEOTECHNICAL SOLUTIONS, INC.
APPENDIX, CITED REFERENCES
Advanced Geotechnical Solutions, Inc. (2021). “Due Diligence Geotechnical Study, Proposed Multi-
Family Residential Development, 7200-7590 Ponto Drive, Carlsbad, County of Orange, California,”
dated December 3, 2021, Report No. 2107-12-B-2R.
---. (2022a). “Preliminary Geotechnical Investigation and Infiltration Study, Proposed Multi-Family
Residential Development, 7200-7294 Ponto Drive, Carlsbad, California,” dated March 16, 2022,
Report No. 2107-12-B-4.
---. (2022b). “Preliminary Infiltration Feasibility Study, Proposed Multi-Family Residential Development,
7200-7294 Ponto Drive, Carlsbad, California,” dated March 16, 2022, Report No. 2107-12-B-5.
---. (2022c). “Additional Comments, Feasibility of Onsite Infiltration, Proposed Multi-Family Residential
Development, 7200-7294 Ponto Drive, Carlsbad, California,” dated August 18, 2022, Report No.
2107-12-B-6.
---. (2022d). “Addendum Report and Response to City Geotechnical Comments, Proposed Multi-Family
Residential Development, 7200-7294 Ponto Drive, Carlsbad, California,” dated October 6, 2022,
Report No. 2107-12-B-7R.
---. (2023). “Addendum Report and Response to City Geotechnical Comments, Proposed Multi-Family
Residential Development, 7200-7294 Ponto Drive, Carlsbad, California,” dated December 1, 2023,
Report No. 2107-12-B-8.
---. (2024). “Advanced Geotechnical Solutions, Inc. (2024). “Project Grading Report, FPC Residential,
Buildings 1 Through 23, Proposed Multi-Family Residential Development, 7200-7294 Ponto Drive,
Carlsbad, California,” Report No. 2107-12-C-12, August 23, 2024.
City of Carlsbad. (2022). City of Carlsbad Engineering Standards, Volume 3, Standard Drawings and
Specifications 2022 Edition.
Group Delta. (2010a). “Response to Review Comments, Hilton Carlsbad Oceanfront Resort & Spa,
Carlsbad, California,” dated May 10, 2010 (Document No. 10-0288, Project No. 0703-002-01.
---. (2010b). “Response to Request for Information, Hilton Carlsbad Oceanfront Resort, Carlsbad,
California,” dated October 6, 2010 (Document No. 10-0526, Project No. SD-126.
---. (2010c). “Grading Plan Review, Hilton Carlsbad Oceanfront Resort & Spa, Carlsbad, California,”
dated November 30, 2010 (Document No. 10-0601, Project No. SD-126.
---. (2020). “Geotechnical Update Letter, Planned Stormwater BMPs, Proposed Viking View Lane Private
Road Improvements, Valley Center, County of San Diego,” Project No. GI-17-09-146, April 23,
2020.
VINJE & MIDDLETON ENGINEERING, INC.
2450 AUTO PARK WAY
ESCONDIDO, CALIFORNIA 92029
vinje.middleton@sbcglobal.net
(760) 743-1214
JOB NUMBER
CLIENT NAME
24 -105-L DATE: 6-27-24
JOB NAME
JOB LOCATION
STREET NAME
STATIONING
ADVANCED GEOTECHNICAL SOLUTIONS
ADVANCED GEOTECHNICAL SOLUTIONS
FPC RESIDENTIAL 2107-1~
PRIVATE DR.-C
15+60 RV-1
SOIL SAMPLE PROVIDED BY: AGS
DATE SUBMITTED TO LABORATORY: 6-21-24
SOIL DESCRIPTION: BROWN FINE-MED SAND
R-VALUE REPORT NUMBER: RV-57-24
R VALUE DATA
A ___ B ___ C ___ D
COMPACTOR PRESSURE -P.S.I.
MOISTURE@ COMPACTION -PERCENT
DENSITY -POUNDS/CUBIC FOOT
R-VALUE -STABILOMETER
EXUDATION PRESSURE -P.S.I.
COVER THICKNESS BY STABILOMETER (FEET )
COVER THICKNESS BY EXPANSION (FEET)
T. I. {ASSUMED)
BY STABILOMETER@ 300 PSI, EXUD.
BY EXPANSION PRESSURE
AT EQUILIBRI UM
350
11.2
125.7
59
146
.39
0.0
4.5
67
N/A
67
350
10.8
125.3
64
232
.34
0.0
350
10.4
125.6
74
517
.25
0.0
CLIENT: Al)\IA )JC.~ G: Evi1:L}W1CAL jQJ.. \ITIBlJ:,
·PROJECT: E P '-~5( 0 E.AJ 116 4. J..! o] -\ )..
oescR1PT10N: J~>&o wJJ Fu,£ .. .Mt.I} 5AJJ8
LocArtoN: Pv,, On.l\J~-c.. STA~ 1546 BV-.1..
R.VALUENO.: R~ -57 -l.lh
JOB NO, :J._6' ~_5 • I.
DATE RECD.: _ -_ __j ~ ): 4
TESTED BY: R
CALCULATED BY· B F
Frame Number "1 \ 2.
Compactor Pressure • P.S.I.
Sieve Wl Rel As Red. As Used •1 112 13 %R 11---~-----l..._-4_ Size ~ Cum. %P %P J.-,;;;=.....,.=.+=,;=..11-....,._;,;;;._-4--.=....-.l1 Sand 4• Moisture Orig. Ory 3" Clay
Water Addld, ML (Totall 2" S.E.
Moist. @ • Compadlon • % l I. 1 10 .fJ ID .4 t• S.E. •
Batch Wis.· 1200 G v,•
GtOSS Wt (Sample 1-Mold}
Tare WI. (Mold} l1J,30. S lJlli,~ .1122;; 14
•a Wet Weight of Briqullle • GMS. •ts
Height of Briquele -Inches 130 Pass 114
1150 Total Density• Lb. Per Cu. Fl ll.5.7 Iii, J I ).5. b 1100
Slabilometar Ph At 2000 Lbs. 47 '+I 19 lt200 Cumulallvs Weight
Tums Oisplacelnint
R. 1/alue I Uncorr. / FcfrWt:
Exudation Pressure • Pounds
Pass-4
14 6 i:,2 c:; n :~s r.L(Assumed) 4. c; Slab. Thick-Feet 'l. I\ '1./1 1_ C::.. ' 7 --------ii-;..' .:::...:.l..!..1 ~• :.J"'-''~~• =-1.L+---l~-+--...;;.;130~-~-+---I----I----II I By Exud. • h
_Expansio __ • n_P_ress_ur_a --------1-~.:,,a.---4_'&~~&::,,:;:,..-J---1----t"__,,;,;.;;:~-
00-J--+----+--+---+---u a! By Expan. • N/ A Q.0 0 .Q lt200 AtEquU.• 6 7
Exudation Pressure. P.5.1.
Expan. Presa. Thlck-Faet a .CJ
EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
70
ti 3.0
60 w LL . a:
~ 50
::E g
iii 2.0
~
I ::l~::t:t:t:t:1~::tttt:1~:tttt:1~::ttt:t:ll:t::t:t:tt:ltt::t:t:tt:t:t~-1-40 • j ► al II) II) w 30
z :,:: u
~ 1.0
ffi > 0 u 10
0
0 0 1.0 2.0 3.0 4.0
COVER THCKNESS BY EXPANSION PRESSURE. FEET
VINJE & MIDDLETON ENGINEERING, INC.
2450 AUTO PARK WAY
ESCONDIDO, CALIFORNIA 92029
vinje.middleton@sbcglobal.net
(760) 743-1214
JOB NUMBER
CLIENT NAME
24-105-L DATE: 6-27-24
JOB NAME
JOB LOCATION
STREET NAME
STATIONING
ADVANCED GEOTECHNICAL SOLUTIONS
ADVANCED GEOTECHNICAL SOLUTIONS
FPC RESIDENTIAL 2107-12
PRIVATE DR.-B/C INTERSECTION
11+00 RV-2
SOIL SAMPLE PROVIDED BY: AGS
DATE SUBMITTED TO LABORATORY: 6-21-24
SOIL DESCRIPTION: BROWN FINE-MED SAND
R-VALUE REPORT NUMBER: RV-58-24
R VALUE DATA
A ___ B ___ C ___ D
COMPACTOR PRESSURE -P.S.I.
-MOISTURE@ COMPACTION -PERCENT
DENSITY -POUNDS/CUBIC FOOT
R-VALUE -STABILOMETER
EXUDATION PRESSURE -P.S.I.
COVER THICKNESS BY STABILOMETER {FEET )
COVER THICKNESS BY EXPANSION {FEET)
T . I . (ASSUMED)
BY STABILOMETER@ 300 PSI, EXUD.
BY EXPANSION PRESSURE
AT EQUILIBRIUM
SAND EQUIVALENT
350
11.0
125.9
54
177
.44
0.0
4.5
67
N/A
67
I
350
10 .6
126.0
66
269
.32
0.0
350
10.1
126.6
68
330
.31
0.0
cueNT: J\DVA)Jc.~ CTfv11:.L#Al1CAi. ,oL-\JTUHJS
·PROJECT: F pc:.. ~51 I) F-h ,., ,4 i, l. IO ] -l ,:
oescA1PT10N: s&~WAJ r 1.u:c.-f1t..o 5A.y~
LOCATION: PVT,I\JE.-8/c. t JJT.,A·, lltCO )~\}· 1--,
··-· ..
A.VALUENO.: R~-5 'o-1 ~
JOB NO.: J.-Y·~,5 -L..
DATE RECD.: b -_ ~ ~ :).. g
TESTED BY: __ ----;,(~.,...._ _____ _
CALCULATED BY· B F
Frame Number 4 ~ 6 Sieve WLRat AsRcd. As Used 111 112 113 -%R %P Compactor Pressure • P .S.I. "i.SO 35D 350 Size Cum. Cum. %? Sand 4•
Moisture Orig. Ory 3• Clay
Water Added, ML (Total) lt'1 ~ ,,_c; 2" S.E.
10 ,/,
n;• S.E.-Moist @ • Compaction • % I I. (1 In I t•
¾" Saleh Wis.• t200 G
Yi"
Gross Wl (Sample + Mold) 1,197,1 lJJ/j,C ':l,27~f '11,• 1"-¾"
Tare Wt (Moldl 111l.bH 111/,,1 .212 c;,o 114 1,4•~·
118 '111"414 Wet Weight of Briquette -GMS. 1171. '? ll!f'.I. ~ IL50.o 1116
·J.Si+ 11. c;o ?.SO 1130 Passlt4 Height of Briquette. Inches
111..1,
1150 Total
Densily • Lb. Per Cu. Fl IJ.5.q 126/J 11100
Stabilometer Ph At 2000 Lbs. sb 40 }6 11200 Cumulative Weight
Tums Displaceinent ~.01 D-e-0 3,07 1•-¾·
R. Value I Uncorr. / Corr. ~ ~ ~ :/ I/ 3"•.'11,•
For Ht
¾"--4
Exudation Pressure • Pounds 111t. .1i-,,v 1 4-145 114 Pass-4
Exudation Pressure -P.S.I. \7, ]..6, :i30 118
T.1. (Assumedl 4.S 1116
Stab. Thfcl<-Feet ,4-4 ~3A . 2, \ 1130 .. By Exud. • I-. 7 "'
Expansion Pressure ~ '&. ~ 1150 i By Expen. • NIA II: 11100
E$pan. Press. Thick-Feet Cl.Cl 0-0 o.o 11200 AtEqult-/.,, 7
EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
800 700 600 500 400 300 200 100 0
ti 3.0
w u..
I
a:
~ " 50
2 9 iii 2.0 < I;;
> Ill
I 40 ·I
I : II)
f3 30
z la:: u 1.0 :c I-20
ffi
Ei u 10
0 0
0 1.0 2.0 3.0 4.0
COVER THICKNESS BY EXPANSION PRESSURE • FEET EXUDATION PRESSURE (PSI)
VINJE & MIDDLETON ENGINEERING, INC.
2450 AUTO PARK WAY
ESCONDIDO, CALIFORNIA 92029
vinje.middleton@sbcglobai.net
(760) 743-1214
JOB NUMBER
CLIENT NAME
24-105 -L DATE: 10-10-24
JOB NAME
JOB LOCATION
STREET NAME
STATIONING
ADVANCED GEOTECHNICAL SOLUTIONS
ADVANCED GEOTECHNICAL SOLUTIONS
PONTO DRIVE 2107-12
DWY-B
11+00
SOIL SAMPLE PROVIDED BY: AGS
DATE SUBMITTED TO LABORATORY: 10-8-24
SOIL DESCRIPTION: DARK BROWN FINE-MED SAND
R-VALUE REPORT NUMBER: RV-77-24
R VALUE DATA
A B C D
COMPACTOR PRESSURE -P.S.I.
MOISTURE@ COMPACTION -PERCENT
DENSITY -POUNDS/CUBIC FOOT
R-VALUE-STABILOMETER
EXUDATION PRESSURE -P.S.I.
COVER THICKNESS BY STABILOMETER {FEET)
COVER THICKNESS BY EXPANSION (F~ET)
T. I . {ASSUMED)
BY STABILOMETER@ 300 PSI, EXUD.
BY EXPANSION PRESSURE
AT EQUILIBRIUM
---~-------
350
10.4
127.6
53
155
.45
0.0
4.5
68
NNN/A
68
350
9 .·9
126 .8
65
255
.34
0.0
350
9 •. 5
126.6
74
407
.25
0.0
CUENT:--1-........,,..z..cLC:..:1:::...=:~~=..:...;::=.i.=.r=:..i.c::-=..::;....;:;;.:....;.~;.,c,__;::5;._ _____ _
PROJECT: -~.w.:1~;-,-¥.L.1..1..-......c:;.:..:~-.r,.::=---r-----,.....---------
DESCRIPTION.~~u.:..~~,!.;..=.::.Y.-..!....!.,t::..:.=-,,,.~=~~..:..c.L.:.L--------
LOCATION: W -SiA: + 0
. -----
A.VALUE NO.: --=-R~V!"-----=-7...1.1_-.c:l--14 __ _
JOB NO.: _ ___,1=-..4:1--_Jl~Q~S~-~L,__ __
DATE RECD.: _ _J]Wl,O~-.... • ~B :_-.J:.6:::.:~;J-----
TESTED BY:--~B~f,..,_ ____ _ f\f CALCULATED BY·
As Red. As Used Frame Number . .Ii I / Sieve Wt.Rel 111 112 13
35() Non %R %P %P :ompaclor Pressure • P.S.I. :,50 350
.IOisture . Orig. Ory
Neter Added, ML (Tolal) 4.5 4-0 3 c:,
.loisL @ • Compaction • % JO.ll lq_q 1q.c,
3ross Wt. (Sample+ Mold) i'Ji.ZO.,l, 1 3JPPJ l.3~.,
rere Wl (Mold) l.130,5 1111'1.q ')./77 ,j
Nel Weight of Briquette • GMS. 1rn7 llb:i.1 1161, q
-!eight of Briquette • Inches :z..s:z.. 12 S'l 2.5'1
Jensity • lb. Per Cu. FL 111.6 Jfb.R 11l.h
~tabilometer Ph At 2000 Lbs. .~4 40 ,?,(j
rums Displacement 4,3q 4,15 .3.qo
it Velue I UncOIT. / c°i!k. For ~ ~ :?X I/
Exudation Pressure • Pounds 1q5q l3J05 5ll0
Exudation Pressure • P.S.I. 15S l25~ 407
Slab. Thick-Feet • 4-5 -~ /J t;
Expansion Pressure 0 \ \
Expan. Pn!SS. Thick-Feet o.o o.o o.o
EXPANSION PRESSURE CHART
4.0
loo
Iii 3.0
w -
14, . a: w
Iii
9 in
~ 1/)
2.0
> ID
1/) 1/) w z :,: (J 1.0 x ... a: w > 0 ()
0
0 1.0 2.0 3.0
COVER THICKNESS BY EXPANSION PRESSURE • FEET
i/
4.0
Size Cum. Cum.
4•
3"
2"
1Yi"
1•
¾"
Yi·
~-
114
18
1116
1130
1150
11100
11200
114
118
1116
130
1150
11100
11200
Sand
Clay
S.E.
S.E. •
Balch Wis. • 1200 G
IOO'J 1"-¾"
1.4•.~·
*"•114
Pass 114
Total
Cumulative Weight
1•.3,4•
•.4•.~·
~---4
Pass--4
T.I. (Assumed) 4-, l=j
! ByExud.-cbR ~
By Expan. -N / A a!
At EquU .• f,f1
EXUDATION PRESSURE CHART
70
60
I 40 ·j .
l:l:1::l~:t::t:::::::::::t:t:t:t:!::l:1t:l:t:t::t:::::::t:t:tt:!::!::1~t:l:t::t::t:t:t:t:t:~~ 30
20
10
0
EXUDATION PRESSURE (PSI)
JOB NUMBER
CLIENT NAME
JOB NAME
JOB LOCATION
STREET NAME
STATIONING
VINJE & MIDDLETON ENGINEERING, INC.
2450 AUTO PARK WAY
ESCONDIDO, CALIFORNIA 92029
vinje.middleton@sbcalobal.net
(760) 743-1214
24 -105-L
ADVANCED GEOTECHNICAL SOLUTIONS
ADVANCED GEOTECHNICAL SOLUTIONS
PONTO DRIVE 2107-12
DWY-C
14+00
SOIL SAMPLE PROVIDED BY: AGS
DATE SUBMITTED TO LABORATORY: 10-8-24
SOIL DESCRIPTION: BROWN SILTY FINE-MED SAND
R-VALUE REPORT NUMBER: RV-78-24
DATE: 10-10-24
R VALUE DATA
COMPACTOR PRESSURE -P .S .I .
MOISTURE @ COMPACTION -PERCENT
DENSITY -POUNDS/CUBIC FOOT
R-VALUE-STABILOMETER
EXUDATION PRESSURE • P.S.I.
COVER THICKNESS BY STABILOMETER (FEET)
COVER THICKNESS BY EXPANSION (FEET)
T. I. (ASSUMED)
BY STABILOMETER @ 300 PSI, EXUD.
BY EXPANSION PRESSURE
AT EQUILIBRIUM
SAND EQUIVALENT
A ___ B ___ C ___ D
275 325
11.0 10.5
126.0 126.0
36 48
168 241
. 62 . 52
0.0 0.0
4.5
56
N/A
56
I
350
10.1
127.4
60
337
.39
0 .1
cuENT: A OVAJJ c~n G-~onc.." "1 lcAL soiJ.1,10>.1 5
PROJECT: PolliC1 ll P,, 1 10 7 ~ ) 1.
R.VALUENO.: Jl V-'Jf,-)..4-
JOB NO.: 1 4 -10 5 -L • DESCRIPTION: sgow)J SIL1'f r-1.AJE, /rl?.D 5 .A)J /)
LOCATION: 0 WY -c.. s't~: 14:t O Q
OATEAECD.: 10 -B-:t4-
TESTED BY: Q ):..
CALCULATED BY· ~ f-·--..
Fram■ Number I, ~ 4-Sieve Wt.Rel As Red. As Used •1 •2 a3 Nan %R :ompactor Pressure -P .S.I. 275 1,,1_, l1.SC'J Size Cum. Cum. •A,p %P Sand 4•
~olsture Orig, Oiy 3• Clay
l\'aler Addtd, ML {Totaij 5,c; 50 4c, 2" S.E.
1v.• S.E.-Aoisl @ -Compacllon • % 11.0 10. 'i >O. I 1•
¾· Batc:h Wis. -1200 G v.· 3ross WL (Sample + Mold) 3;01,l 3?/)l , y;;: ¾" lOO/, 1"-¾"
rare Wt. (Mold) :21,c; .0 7116-~ 2}lb,~ ... 2,4•4\•
11a,;,q •e ¾"414 Nel Weight of Briquette • GMS. 1177,1 1175,9 •16
1.e:;_i; 7.So 1.SLl .30 Passll-4 ➔eight ol Briquette -Inches
IJ~.c 117.~
1150 Total )ensity • Lb. Per Cu. Fl 116.0 •100
Stabllometer Ph Al 2000 Lbs. 80 66 41 •200 Cumulative Welghl
rums Displacement 4.56 4,3/ ~-11 1"•¾·
rl. Value I Uoc:orr. / Corr. ~ ¾ lsB< 7 / '¾"•"'-" ForHL
:iii"• -4
ElludaUon Pressure• Pounds 111) ~J I ~1:,~ 114 Pass -4
lh 5 J.4 l 3)7 •a Elludalion Pressure • P.S.1.
T.I. (Assumed) LJ.~ 1116 Slab. Thick-Feet . 6" .SJ. ,3q 1130 i By Exud. -5b Expansion Pressure 0 l _?, 1150
By Expan. • N/ A rt.
D-1
11100
5 I, Expan. Press. Thick-Feet 00 D.0 11200 Al Equil. •
EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
800 700 600 500 400 300 200 100 0
li:i . 3.0 60 w u. . a:
lli
:::E
50
0 d
CD
~
2.0
► CD II) II) w 30
z :.:
~ 1.0
a: w > 0 u
tt:lt:l:t:t:t:tttt:lr::l:::t:t:t:t:t:tl:1t:l:t::t:tt:t:tt:lr:1t:l:::t::t:t:tttt:~ 20
10
0 0 0 1.0 2.0 3.0 4.0
COVER THICKNESS BY EXPANSION PRESSURE· FEET EXUDATION PRESSURE (PSI)
JOB NUMBER
CLIENT NAME
JOB NAME
JOB LOCATION
STREET NAME
STATIONING
VINJE & MIDDLETON ENGINEERING, INC.
2450 AUTO PARK WAY
ESCONDIDO, CALIFORNIA 92029
vin;e.middleton@sbcqlobal.net
(760) 743-1214
24-105 -L
ADVANCED GEOTECHNICAL SOLUTIONS
ADVANCED GEOTECHNICAL SOLUTIONS
2107-12
PONTO DRIVE
DWY A-E@ DWY-A 15+00 RV-3
SOIL SAMPLE PROVIDED BY: AGS
DATE SUBMITTED TO LABORATORY: 10 -14-24
SOIL DESCRIPTION: BROWN SILTY to CLAYEY SAND
R-VALUE REPORT NUMBER: RV-80-24
DATE:·10-18-24
R VALUE DATA
COMPACTOR PRESSURE -P.S.I.
MOISTURE @ COMPACTION -PERCENT
DENSITY -POUNDS/CUBIC FOOT
R-VALUE-STABILOMETER
EXUDATION PRESSURE -P.S.I.
COVER THICKNESS BY STABILOMETER (FEET )
COVER THICKNESS BY EXPANSION (FEET)
T. I. (ASSUMED)
BY STABILOMETER@ 300 PSI, EXUD.
BY EXPANSION PRESSURE
AT EQUILIBRIUM
SAND EQUIVALENT
A B C D ---------
so
12 .8
121.6
16
176
.82
0.0
4.5
25
N/A
25
I
125
11.9
200
11.0
124.5 • 126.9
22
258
.75
0.0
31
375
.67
0.1
CLIENT: AD \/AJJCE.0 GW 1Ec.}t .Alt CAL 5C-L l(TI OJI 5
PROJECT: Po.t1 ro olt 11 07: J l:
0EscR1PTioN: B~ovJNi ,n q to <-£'41}1 S1t uD
LOCATION: n w -A~ @.. D v.Jy -s 1 A ~ 15 :t 00
. --
Frame Number
~ompac:104' Pressure • P .S.I.
.1oisture ,
Nater Added, ML (Total)
.toist. @ • Compactlon • %
3ross Wl (Sample + Mold)
rare Wt (Mold)
Nel Welghl ol Briquette • GMS.
-telght ol Briquette• Inches
:>enSity • Lb. Par Cu. Fl
5tabilometer Ph Al 2000 Lbs.
Tums Displacement
i=I. value I Uncorr. /
ElcudaUon Pressu111 • Pounds
Exudation Pressure• P.S.I.
Slab. Thick-Feet
Eicpansion Pressure
Expan. Press. Thick-Feet
4.0
ti 3.0
w u.
I
m g
m 2.0
~
1a II) Ill
~ G
~ 1.0
a: §
o
0
.. f, _c:; 4-
.50 125 200
Orig. Dry
1-,5 55 1t-5
I 1.0 f) 'q II, 0
3.2~3.l 3119.= 32~l
1217'1, 0 ll/6.1 I111M
llb6.I 1lb~~ 1166,l
12_~0 2.c;.3 11.51
\ 11./, ll'f.~ 11l,.q
)lO 104 9:l
5,05 lf .ti1 4,l)
Coo. For Ht. % ~ ~ /
J...'J.07 ~J,4q 14-111
11 /, :}..50 17S
.t1-,75 ,6 7
0 l 't
C>.0 o.o 0' \
EXPANSION PRESSURE CHART
~ .
1.0 2.0 3.0
COVER THICKNESS BV EXPANSION PRESSURE· FEET
1/
..
4.0
RVALUENO.: RV-80-24
J..4-10~-L JOB NO.:-~-"'?-~~-::..:_~..,.;::.-.-----
DATE RECD.: I O -
\
-
1-4:
TESTED BY: &;
CALCULATED BY·
Sleva Wt.Rel As Red. As Used 111 112 a3 -%fl Size c-. Cum %? %P Sand 4•
3• Clay
2" S.E.
1¥.t" S.E. • 1•
•.4• Batch Wis.· 1200 G
v..·
""' Teo·/. 1"·'14"
114 '.4'-""'
118 ""'-ll4 1116
1130 Pass 114
•so Total
11100
11200 Cumulative Weight
1•-•.4•
'-''-"""
'Ii"· -4
114 Pass-4
118
4-7 1116 T.I. (Assumed)
1130 .. By Exud.-25 3
~ 1150
By Expan. -N / A a: 11100
11200 Al Equll. • 1'5
EXUDATION PRESSURE CHART
800 700 600 500 400 300 200 100 0
70
50
• l::l::1t:l:t:t:t:±±ttt:lt:t::t:t±±ttt:lt:t:t::ttttt:lt:Jtjjj:±±±tt:Jt:t 40 • j
30
20
t::~i:l:::t::t::t:l::tt:~i:l:::t::t:t:l::t:t:t:i:l:::t::t:tttt:l:i~i:l:::t::l::t:t::t::t:t:~ 10
0
EXUDATION PRESSURE (PSI)
VINJE & MIDDLETON ENGINEERING, INC.
2450 AUTO PARK WAY
ESCONDIDO, CALIFORNIA 92029
vinje.middleton@sbcqlobal.net
(760) 743-1214
JOB NUMBER
CLIENT NAME
24-105-L DATE: 10-18-24
JOB NAME
JOB LOCATION
STREET NAME
STATIONING
ADVANCED GEOTECHNICAL SOLUTIONS
ADVANCED GEOTECHNICAL SOLUTIONS 2107 -12
PONTO DRIVE
PONTO DRIVE 13+30 RV-4
SOIL SAMPLE PROVIDED BY: AGS
DATE SUBMITTED TO LABORATORY: 10-14-24
SOIL DESCRIPTION: DARK BROWN FINE-MED SAND
R-VALUE REPORT NUMBER: RV-81-24
R VALUE DATA
A ___ B ___ C ___ D
COMPACTOR PRESSURE -P.S .I .
MOISTURE@ COMPACTION -PERCENT
DENSITY -POUNDS/CUBIC FOOT
R-VALUE-STABILOMETER
EXUDATION PRESSURE -P.S.I.
COVER THICKNESS BY STABILOMETER (FEET)
COVER THICKNESS BY EXPANSION (FEET)
T . I . (ASSUMED)
BY STABILOMETER@ 300 PSI, EXUD.
BY EXPANSION PRESSURE
AT EQUILIBRIUM
SAND EQUIVALENT
350
10 .2
126.2
61
98
.38
0 .0
4.5
71
N/A
71
I
350
9 .3
125.3
69
235
.30
o.o
350
8 .9
125.4
74
413
.25
0.0
CLIENT: A D~A ~C::f: Q C,WT~HU !C~L,. 5QLli1 ( CJJ 5 RVALUENO.:
PROJECT: Qo.U!Q D Ei1 l(QJ -1 l.. JOB NO.:
DESCRIPTION: Q~A){ f.29..Ct~J/ rl .4Jt~ J'1.E.9 SAJJV DATE RECD.:
LOCATION: ~OM7(J DR, SiAi l~±:?JQ 8~ .. 4--TESTED BY:
CALCULATED BY· fl..~ ·----
Frame Number 7 H ~ Sleva WLAel As Red. As Used 111 112 113 Non %A %P %P :ompactor PreSSUfe -P.S.I. 350 350 :,so Size °"" Cum. Sand 4•
.lolstur, . Ong . Dry 3• Clay
'lalar Added, ML (Total) 45 ?J.'7 ?,n 2" S.E.
1~•
S.E. • .4olsl @ -Compaction -% )0.1 q. 'l, 8,q 1•
•.4• Batch Wts. • 1200 G
¼" 3ross Wl (Sample + Mold) 3l13.I lJl75,I 3)}'.),1 D 'Ill" 1001. t•-¾·
rare WL {Mold) 1211J..IJ-1.111,q J.lJb, I 114 ·--·~·
118 'lll"-114 Net Weight ol Briquetle • GMS. 1170,7 ll'l-3., 11~4.~ 1116
2.~c; 2.51 7.5'f 1130 Passll4 ~eight ol Briquette -Inches
1150 Total )ensily • U,. Per Cu. Fl 11-b, ;;t_ ,is.:; 125.~ 11100
5labilomlller Ph Al 2000 Lbs. 4-5 2i5 30 11200 Cumulative Weight
Tums Displacement ~J I Lt-11 J,f}q 1•.•.4•
n. Value I Uncorr. / Feorr. IQK ~ 7),-( / / ¾"•'Ill· orHL
~---4 Exudallon Pressure • Pounds 11:, l 1957 s1qo 114 Pass -4
Exudation Pressure • P.S.I. qa 1-JS 4-13 118
T.I. (Assumed) 4.S 1116 Slab. Thick-Feat :~r; .30 ,l5 1130 .! By Exud .• 71 Expansion Pressure 0 C) 0 1150 ~
By Expan. • t,J /A. a: 11100 71 Expan. Press. Thick-Feet 00 0.0 o.o 11200 Al Equll. •
EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
800 700 600 500 400 300 200 100 0 4,0-+-,..,...,..-r+.....,.....,.....+ ................ 1-.-,,......4-,.....,.....4-,_..,..+,....,...~l-.-..........l
lu 3.0 60 w ~ .
a: w
lu
::::E 0
~ 2.0
~ 1/)
I tt:JtJjj:t:tttjjtJjj:tittttljjj:fttt:1tjtjjj:t:tttttr 40 • j
I > ID
C/l 30 Cl) w z :.::
!,2
~ 1.0 l-l--l~~~-l-l-ll,...l..,4-+-l--l-+--l-l-~-+-l-.a.4--1-1-1~--I-J.--l-l-4-I-~ 20 a: LU > 0 (.)
l:l:1t:l:t:t±±:tt:l::i:::l;:t:::t::t:±:t:tt::::l:t:::t:tttt:t:il::1:::l:t::t:t::t::t:tt::::-10
0 0 0 10 2.0 3.0 4.0
COVER THICKNESS BY EXPANSION PRESSURE· FEET EXUDATION PRESSURE (PSIJ
October 24, 2024
P/W 2107-12
Report No. 2107-12-B-14
ASPHALT CONCRETE PAVEMENT
STRUCTURAL SECTION CALCULATIONS
Beach Way Sta. 12+15 to 13+78 (Private)
Driveway C Sta. 10+00 to 11+37 (Private)
Driveway B Sta. 10+00 to 13+50 (Private)
Based on Caltrans Highway Design Manual 6th Ed. (20 year design life)
Design Values:
SUBGRADE SOILS R-VALUE R = 68
AGGREGATE BASE (AB) R-VALUE R = 78 (Class II or Equivalent)
Gf (AB) = 1.1
Design Calculations:
Gravel Equivalent (Total)
GE (total) = 0.0032 (TI)(100-R) (feet)
where TI= Traffic Index, R = R-Value
*Includes 0.2 feet added to GE(AC) as a "safety factor" for determining the minimum AC thickness
Gravel Factor (Gf)
for thickness<0.5feet :Gf = 5.67 / [(TI)^0.5]
thickness>0.5feet : Gf = 7.00 * [(t)^1/3)/(TI)^0.5]
*Minimum TI=5
USE USE Check
TI GE(total)AC GE(AC) Gf(AC) t (AC)AB GE(AB) Gf(AB) t (AB) GE(actual) > GE(total)
(feet)(feet)(feet) (feet) (feet)(feet)(feet) (feet) (feet)
5.0 0.51 0.25 0.55 2.54 0.22 0.33 -0.12 1.10 -0.11 1 > 0.51 OK
5.0 0.51 0.33 0.55 2.54 0.22 0.33 -0.33 1.10 -0.30 1.21 > 0.51 OK
ADVANCED GEOTECHNICAL SOLUTIONS, INC.PLATE 1
October 24, 2024
P/W 2107-12
Report No. 2107-12-B-14
ASPHALT CONCRETE PAVEMENT
STRUCTURAL SECTION CALCULATIONS
Driveway C Sta. 11+37 to 15+25 (Private)
Based on Caltrans Highway Design Manual 6th Ed. (20 year design life)
Design Values:
SUBGRADE SOILS R-VALUE R = 56
AGGREGATE BASE (AB) R-VALUE R = 78 (Class II or Equivalent)
Gf (AB) = 1.1
Design Calculations:
Gravel Equivalent (Total)
GE (total) = 0.0032 (TI)(100-R) (feet)
where TI= Traffic Index, R = R-Value
*Includes 0.2 feet added to GE(AC) as a "safety factor" for determining the minimum AC thickness
Gravel Factor (Gf)
for thickness<0.5feet :Gf = 5.67 / [(TI)^0.5]
thickness>0.5feet : Gf = 7.00 * [(t)^1/3)/(TI)^0.5]
*Minimum TI=5
USE USE Check
TI GE(total)AC GE(AC) Gf(AC) t (AC)AB GE(AB) Gf(AB) t (AB) GE(actual) > GE(total)
(feet)(feet)(feet) (feet) (feet)(feet)(feet) (feet) (feet)
5.0 0.70 0.25 0.55 2.54 0.22 0.33 0.07 1.10 0.06 1 > 0.7 OK
5.0 0.70 0.33 0.55 2.54 0.22 0.33 -0.14 1.10 -0.13 1.21 > 0.7 OK
ADVANCED GEOTECHNICAL SOLUTIONS, INC.PLATE 2
October 24, 2024
P/W 2107-12
Report No. 2107-12-B-14
ASPHALT CONCRETE PAVEMENT
STRUCTURAL SECTION CALCULATIONS
Driveway A (Private)
Driveway B Sta. 14+50 to 17+17 (Private)
Driveway C Sta. 15+25 to 16+66 (Private)
Driveway D (Private) and Driveway E (Private)
Based on Caltrans Highway Design Manual 6th Ed. (20 year design life)
Design Values:
SUBGRADE SOILS R-VALUE R = 25
AGGREGATE BASE (AB) R-VALUE R = 78 (Class II or Equivalent)
Gf (AB) = 1.1
Design Calculations:
Gravel Equivalent (Total)
GE (total) = 0.0032 (TI)(100-R) (feet)
where TI= Traffic Index, R = R-Value
*Includes 0.2 feet added to GE(AC) as a "safety factor" for determining the minimum AC thickness
Gravel Factor (Gf)
for thickness<0.5feet :Gf = 5.67 / [(TI)^0.5]
thickness>0.5feet : Gf = 7.00 * [(t)^1/3)/(TI)^0.5]
*Minimum TI=5
USE USE Check
TI GE(total)AC GE(AC) Gf(AC) t (AC)AB GE(AB) Gf(AB) t (AB) GE(actual) > GE(total)
(feet)(feet)(feet) (feet) (feet)(feet)(feet) (feet) (feet)
5.0 1.20 0.33 0.55 2.54 0.22 0.33 0.35 1.10 0.32 1.21 > 1.2 OK
ADVANCED GEOTECHNICAL SOLUTIONS, INC.PLATE 3
October 24, 2024
P/W 2107-12
Report No. 2107-12-B-14
ASPHALT CONCRETE PAVEMENT
STRUCTURAL SECTION CALCULATIONS
Ponto Drive Sta. 10+00 to 15+90 (Public)
Ponto Road Sta. 10+00 to 12+15 (Public)
Based on Caltrans Highway Design Manual 6th Ed. (20 year design life)
Design Values:
SUBGRADE SOILS R-VALUE R = 71
AGGREGATE BASE (AB) R-VALUE R = 78 (Class II or Equivalent)
Gf (AB) = 1.1
Design Calculations:
Gravel Equivalent (Total)
GE (total) = 0.0032 (TI)(100-R) (feet)
where TI= Traffic Index, R = R-Value
*Includes 0.2 feet added to GE(AC) as a "safety factor" for determining the minimum AC thickness
Gravel Factor (Gf)
for thickness<0.5feet :Gf = 5.67 / [(TI)^0.5]
thickness>0.5feet : Gf = 7.00 * [(t)^1/3)/(TI)^0.5]
*Minimum TI=5
USE USE Check
TI GE(total)AC GE(AC) Gf(AC) t (AC)AB GE(AB) Gf(AB) t (AB) GE(actual) > GE(total)
(feet)(feet)(feet) (feet) (feet)(feet)(feet) (feet) (feet)
6.0 0.56 0.25 0.62 2.31 0.27 0.33 -0.02 1.10 -0.02 0.95 > 0.56 OK
6.0 0.56 0.33 0.62 2.31 0.27 0.50 -0.21 1.10 -0.20 1.32 > 0.56 OK
ADVANCED GEOTECHNICAL SOLUTIONS, INC.PLATE 4
MINIMUM STRUCTURAL SECTION IN INCHES Tl= 1.35 (EWL)
T.I 4.5 5.0 Rn 7.0 Rn R "i 9.0
TYPE CUL-DE-LOCAL COLLECTOR LIGHT SECONDARY MAJOR PRIME
SUBGRADE SAC STREET INDUSTRIAL ARTERIAL ARTERIAL ARTERIAL
R-VALUE AC AB AC AB AC AB AC AB AC AB AC AB AC AB
8 4 7 4 13 4 15
10 4 5 4 18 5 18 6 18
12 4 6 4 12 4 14
14 4 17 5 17 6 17
16 4 4 4 11 4 13 5 16 6 16
18 4 5 4 16 -20 4 10 4 12 4 15 5 15 6 15 -22 6 14 -24 I 4 41 4 9 4 11 4 14 5 14 -26 5 13 6 13 -28 4 8 4 10 4 13 -30 5 12 6 12 -32 4 7 4 9 4 12 6 11 -34 4 11 5 11 -36 I 4 61 4 8 6 10 -38 4 10 5 10 6 9 -40 4 7 5 9
42 4 9 6 8 -44 4 6 5 8 -46 4 8 6 7 -48 5 7 6 6 -50 4 7 5 6
52 -54 4 6 -1. SOILS HAVING AN R VALUE LESS THAN 12 REQUIRE SPECIAL CONSIDERATION. AN ALTERNATIVE TO
INCREASING THE STRUCTURAL SECTION IS TO TEST FOR LIME STABILIZATION. THE CORRESPONDING
STRUCTURAL SECTION DETERMINED AND % LIME ESTABLISHED.
2. A.8. = ALL AGGREGRATE BASE MATERIALS SHALL BE CLASS II PER CALTRANS SECTION 26-1.02A
OR CMS PER SECTION 200-2.4 SSPWC.
3. THE BOTTOM FIGURES LISTED ARE THE MINIMUM PERMITTED.
4. TOP 12» OF SUB-GRADE TO BE 95% COMPACTION.
5. PAVING SHALL BE DONE IN A MINIMUM OF TWO LIFTS WITH THE SURFACE COURSE DONE JUST PRIOR
OCCUPANCY. THE BASE COURSE SHALL BE 2.5" MIN.
6. POTABLE, RECLAIMED WATER AND GAS, VALVE BOXES SHALL BE RAISED TO GRADE OR MADE
ACCESSIBLE AT EACH PAVING LIFT AS APPROVED BY THE CITY ENGINEER. IF THE SEWER MAIN
IS IN SERVICE, THE ACCESSHOLE SHALL BE RAISED TO AT EACH PAVING LIFT. RAISING APPURTENANCES
TO FS BEFORE AC CAP WILL NOT BE ALLOWED. RAISING VALVE BOXES, CLEANOUTS OR ACCESSORIES TO
FINISH GRADE BEFORE FINISH AC CAP IS PLACED WILL NOT BE ALLOWED.
REV. APPROVED DATE CITY OF CARLSBAD ~L6L 6-04
STRUCTURAL SECTION CITY ENGINEER DATE
OF STREETS AND ALLEYS SUPPLEMENTAL GS-17 STANDARD NO.