HomeMy WebLinkAboutCUP 154C; PACIFIC BELL CENTRAL OFFICE ADDITION; FINAL SOILS REPORT; 2022-08-24August 24, 2022
Ms. Marie Lakey, PE, LEED AP BD+C
Associate Principal | Electrical Project Manager
Turpin & Rattan Engineering, Inc.
4719 Palm Ave
La Mesa, CA 91941
Subject: EVALUATION OF GRADING OPERATION FOR THE
CONSTRUCTION OF PACIFIC BELL CENTRAL OFFICE ADDITION
2175 CAMINO VIDA ROBLE
CARLSBAD, CALIFORNIA
AGE Project No. 19F202
Dear Ms. Lakey:
As requested, Allied Geotechnical Engineers, Inc. (AGE) has prepared the following letter to
evaluate the earthwork operation which was performed for the construction of the Pacific Bell
Central Office Addition at 2175 Camino Vida Roble in the City of Carlsbad, California (see Location
Map - Figure 1).
PROJECT BACKGROUND
AGE previously performed a geotechnical investigation for a proposed building addition at project
site (see Site Plan - Figure 2). The findings of the geotechnical investigation and corresponding
recommendations were presented in a written report entitled “Report of Geotechnical Investigation,
Pacific Bell Central Office Additions, 2175 Camino Vida Roble, Carlsbad, California,” dated April
12, 1996.
The findings of the geotechnical investigation indicate that the building pad was underlain by 5.5 feet
to 6 feet of soft, compressible, and highly expansive fill materials. The fill materials were in turn
underlain by competent Scripps formation. In order to mitigate the potentially adverse soil
conditions, AGE recommended that the existing fill materials be overexcavated to a depth where
dense formational soils of the Scripps formation are encountered. AGE further recommended that
the overecavated area be extended a minimum lateral distance of at least 5 feet beyond the proposed
building footprint, and backfilled with granular fill with minimum Sand Equivalent (SE) value of
30 and Expansion Index (EI) of less than 20.
Allied Geotechnical Engineers, Inc.
9500 Cuyamaca Street, Suite 102 ■ Santee, California 92071-2685 Phone 619.449.5900 Fax 619.449.5902
It is our understanding that construction of the building addition was completed in 1998. AGE was
not requested to provide construction support services for the project. A copy of the Grading Plans,
prepared by Lintvedt, McColl & Associates, undated, is shown on Figure 3.
SCOPE OF WORK
Subsurface Field Exploration
In order to evaluate the subsurface conditions at the project site, AGE performed a subsurface field
exploration program on August 12, 2022. A total of four (4) soil borings were advanced to depths
on the order of 6.5 feet to 11 feet below the existing ground surface (bgs) at the approximate
locations shown on Figure 2. A more detailed description of the excavation and sampling activities,
and logs of the soil borings are presented in Appendix A.
Prior to commencement of the field exploration activities, a site reconnaissance visit was performed
to observe existing conditions and to clear the proposed boring locations of buried utilities. We were
accompanied by Mr. Martin Ralston from AT&T Services, who assisted in siting the proposed
boring locations. AGE also retained the services of Cable, Pipe and Leak Detection Company, an
independent utility locator, to clear the proposed boring locations of underground utilities.
Underground Service Alert was contacted to coordinate clearance of the proposed boring locations
with respect to existing buried utilities. The utility clearance effort revealed potable water and
electric conduits near the boring locations.
Laboratory Testing
Selected soil samples obtained from the soil borings were tested in the laboratory to verify field
classifications and evaluate certain engineering characteristics. The geotechnical laboratory tests
were performed in general conformance with the American Society for Testing and Materials
(ASTM) or other generally accepted testing procedures.
The laboratory tests included: in-place density and moisture content, maximum density and optimum
moisture content, sieve (wash) analysis, shear strength, and sand equivalent tests. A brief description
of the tests that were performed and the final test results are presented in Appendix B.
EVALUATION OF GRADING OPERATION FOR THE
CONSTRUCTION OF PACIFIC BELL CENTRAL OFFICE ADDITION
2175 CAMINO VIDA ROBLE
CARLSBAD, CALIFORNIA
AGE Project No. 19F202
August 24, 2022
Page 2 of 4 Allied Geotechnical Engineers, Inc.
SUMMARY FINDINGS AND CONCLUSIONS
• Based on the subsurface profiles observed in the borings and sieve (wash) analysis
test results, AGE is of the opinion that the underlying fill materials encountered in
our previous geotechnical investigation (AGE, 1996) were removed and replaced
with granular import soil materials. The subsurface profile further indicates that the
removal and replacement were extended to depths where the Scripps formation was
encountered.
• Visual observations and the EI test results indicate that the fill soil materials are non-
expansive with EI of less than 20.
• The SE test results indicate that the fill soil materials possess SE of at least 30.
• The in-situ dry densities of the fill material samples obtained from the borings
indicate that the fill was compacted to at least 90% of maximum dry density as
determined in the laboratory by the ASTM D1557 test method.
• The Standard Penetrometer Test (SPT) blow counts inside the borings and review of
the direct shear test results indicate allowable bearing value in excess of 2,500 psf for
the fill materials encountered in the borings.
Based on the above findings, it is AGE’s professional opinion that the earthwork for the two-story
building addition was performed in general accordance with the recommendations presented in our
geotechnical report (AGE, 1996) and the grading plans (Lintvedt, McColl & Associates, undated).
EVALUATION OF GRADING OPERATION FOR THE
CONSTRUCTION OF PACIFIC BELL CENTRAL OFFICE ADDITION
2175 CAMINO VIDA ROBLE
CARLSBAD, CALIFORNIA
AGE Project No. 19F202
August 24, 2022
Page 3 of 4 Allied Geotechnical Engineers, Inc.
CLOSURE
We appreciate this opportunity to serve your geotechnical engineering needs in connection with the
project. Should you have any questions regarding this letter, please feel free to give us a call.
As of August 24, 2022, the undersigned assume responsible charge for the design plans as shown
herein.
Sincerely,
ALLIED GEOTECHNICAL ENGINEERS, INC.
Nicholas E. Barnes, P.G., C.E.G.Sani Sutanto, R.C.E.
Senior Geologist Principal
NEB/SS:cal
Distr. (1 electronic) Addressee 05/31/2024 06/30/2024
EVALUATION OF GRADING OPERATION FOR THE
CONSTRUCTION OF PACIFIC BELL CENTRAL OFFICE ADDITION
2175 CAMINO VIDA ROBLE
CARLSBAD, CALIFORNIA
AGE Project No. 19F202
August 24, 2022
Page 4 of 4 Allied Geotechnical Engineers, Inc.
ALLIED GEOTECHNICAL ENGINEERS, INC.PROJECT NO.
19F202 FIGURE 1
PACIFIC BELL CENTRAL OFFICE ADDITION - 2175 CAMINO VIDA ROBLE LOCATION MAP
PROJECT
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ALLIED GEOTECHNICAL ENGINEERS, INC.PROJECT NO.
19F202 FIGURE 2
PACIFIC BELL CENTRAL OFFICE ADDITION - 2175 CAMINO VIDA ROBLE SITE PLAN
B-1
B-2
B-3
B-4
B-3 Approximate Boring Locations
" :is· o·+/-
LANDSCAPE AREA:
PARKING SPACES:
REQUIRED
PROVIDED
AVERAGE DAILY TIRAFFIC:
\
\
PACIFIC BEU. VEHICUES
SEWER DISTRICT:
WATER DISTIRICT:
SCHOOL DISTIRICT:
32' o"+/-
5•-0"+/
I---------- --- -
PR• ' LINE
- -
EXISTING
BUILDING
-21a
-~0·33'20" E ~18.30 '
--------------------------...........
214 -216
):(LIGHT
I
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LANDSCAPING
r
l
l
\ &r:.~. r
\ \~,
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-
---II
r
I I I
EQJPMENl STOlAGE I
(F-i 207196)
4,7!7 SF
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" -
[ I
RE-SEA
EXISTING A/C
EXIS NG ~ WH
ILLE
(
PAVING
SEE CIVIL
NEW
EXISTING / A/C
IGHT _,,,r /' PAVIN\
1,.
o. ,.
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CHIU .RS
6' HIGH SCREEN GA TIE
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\ FIRE I\
HYDRANT \' ► \
\ REMOVE~ \1
\ & REPLAC 0,; \\
'o'i,.~~
1 SPACE/1,000 SF = 29
29
\
DRIVEWAY ,' \L\.-u\
APRON : \'
~-,\ \ \ .
MH o,. \\
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CODE:
ZONE:
OCCUPANCY:
CONSTIRUCTION TYPE:
(NEW AND EXISTING)
20-30 VEHICUES (PUBLIC DOES NOT
HAVE ACCESS TO THIS FACILITY)
HEIGHT AND NO. STORIES:
ALLOWABLE AREA:
CARLSBAD
CARLSBAD AREA INCREASE:
CARLSBAD UNIFIED
MULTI STORY INCREASE:
TOTAL All.OWABLE AREA:
1994 UBC
S-2
Ill N
2 STORIES (36')
18,000 SF (ONE STORY))
SEPARATION ON 4 SIDES
•
5'x5%a=25jg INCREASE x 18,000 SF=
22,500 SF (GROUND FLOOR)
22,500 SF
45,000 SF
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AC
-
0 _.
U1
N
I I ' i EXISTING NE STOR
PACIFIC B LL BUILDI G
(F.F. 207. 6)
15,845 SF
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210
20°
-
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HEIGHT V RIES
6" ~MU WALl.
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SUBST ANT~~~ll
CUP 154(C)
CON=ORM~TY
SITE
OWNER:
SITIE ADDRESS:
ASSESSOR'S PARCEL NO:
LEGAL DESCRIPTION
BUIUDING DATA:
SITIE AREA
BUIUDING COVERAGE:
EXISTING
BUIUDING
INFO CALCULATIONS
ROGER TIRINKO 237-2353
PACIFIC BELL
3848 7TH AVENUE
SAN DIEGO, CA. 92103
2175 CAMINO VIDA ROBLE
CARLSBAD, CA. 92009
213-050-13
LOT 15 OF CT. 73-49
(CC&F PALOMAR AIRPORT BUSINESS PARK)
UNIT NO. 1 MAP 854 RECORDED 12-31-74
COUNTY MAY 27, 1887
EXISTING STORAGE
EXISTING BUILDING
PROPOSED 1st FLOOR ADDITION
PROPOSED 2nd FLOOR ADDITION
TOTAL
2.00 ACRES (87,120 SF)
14,880/87,120 = 17%
4.747 SF
5,845 SF
9,035 SF
8,452 SF
28,079 SF
LOCATIONsctE~~~@
~
PALOMAR AIRPORT
PALOMAR AIRPORT
ROAD
a
"' oaLES VIDA R
.,,, LOCA,... I
PROPRIETARY PACIFIC BELL INFORMATION
Not for general use or disclosure outside of Pacific Bell
under exemptions set forth in the California Public
Records Act. This information may only be used by
authorized personnel of the local government agency in
connection with application for permits and
authorizations for buildings, construction,
and/or zoning changes.
NOTES
1. ALL PROPERTY LINES, EASEMENTS AND BUILDINGS, BOTH
EXISTING AND PROPOSED, ARE SHOWN ON THIS SITIE PLAN
2. MAXIMUM SLOPE OF THE PARKING SURFACES AT THE
ACCESSABLE SPACES, IN ANY DIRECTION, IS _s:1/4" PER
FOOT. THE MAXIMUM SLOPE AT THE PASSANGER LOADING
ZONE IS TO BE ~%.
ACCESSIBUE PARKING SPACES ARE TO BE IDENTIFIED BY
A REFLECTORIZED SIGN, PERMANENTIL Y POSTIED IMMEDIA TIEL
ADJACENT TO AND VISIBUE FROM EACH SPACE. VAN
ACCESSABLE SPACES SHALL HAVE AN ADDITIONAL SIGN
"VAN ACCESSABLE" MOUNTIED BELOW THE SYMBOL OF
ACCESSABILITY.
MANUEL ONCINA, ARCHITECT 514 PMmytvanlll A'Vlll'lllle
Ban Diego,, Cllll'Omll 82109 18191~ Fax(8111285.18M
"'·
&
&
.&
&
&
&.
PACIFIC ti BELL
REAL ESTATE MANAGEMENT
DATE "'
8/2/96 RRM
7/12/96 RRM
8/2/96 RRM
8/'lll/96 RRM
10/18/96 RRM
2/24/98 RRM
3848 SEVENTH AVENUE SAN DIEGO, CALIFORNIA 92103
PROJECT TITLE:
SHEET TTTLf;
CENTRAL OFFICE ADDITION
2175 CAMINO VIDA ROBLE
CARLSBAD, CALIFORNIA
SITE PLAN
EST/RO NO.: DA1E: 06-28-1996 a-lECKED BY: SEK
DB1079E DRAWN BY: RRM JOB NO: 1251
PROJECT t.WIAGER: SHEET: CF: SHEETS SHEET NO.
JESSICA SHIGEMURA
CLLC, CRLSCA 12
DRAWING NO.:
YSC-2721 AO
ALLIED GEOTECHNICAL ENGINEERS, INC.PROJECT NO.
19F202 FIGURE 3
PACIFIC BELL CENTRAL OFFICE ADDITION - 2175 CAMINO VIDA ROBLE GRADING PLANS
LEGEND (EXIST. CONDITIONS)
EXIST. CONTOUR
EXIST. ELEVATION
EXIST CHAIN LINK FENCE
EXIST. MASONRY WALL
EXIST. A.C. BERM
EXIST. GAS LINE
EXIST. FIRE HYDRANT AND VALVE
-
2'
L 11 )/J
- - - -
-0--G-
6' /
/
/
"-2:1
GUNITE BROW DITCH PER
D-75 TYPE "B" 2' WIDE, 1' DEEP
ANISH GRADE MATCH EXIST. GRADE AT
TOP HINGE POINT
SECTlON A-A
NO SCALE
Construction contractor agrees that in accordance with generally accepted construction
practices, construction contractor will be required to assume sole and complete responsibilty for
job site conditions during the course of construction of the project.including safety of all persons
and property; that this requirement shall be made to apply continuously and not be limited to
normal working hours, and construction contractor further agrees lo defend, indemnify ond hold
design professionals harmless from any and all liability, real or alleged, in connection with the
performance of work on this project, excepting liability arising from the sole negligence of design
professional.
RIPRAP ENERGY DISSIPATOR TYPE 2
NO. 2 BACKING, 2' THICK ON FABRIC
ALTER CLOTH. Q 100 = 0.49 C.F.S.
V= 4.1 F.P.S.
4" SUBDRAIN O LIMIT
OF OVEREXCAVATION
SEE DETAIL@
FL 208.00
210.33 TW
206.53 TF
HEEL OF FOOTIN
SCALE: 1 "=20'
rz
GRAPHIC SCALE
20 0 ~
(
MASONRY RETAINING WALL
SEPARATE PERMIT FROM
BUILDING DEPARlMENT,
I
PROVIDE 5" DIAMETER SLEEVE
THROUGH KEY FOR SUBDRAIN
GUNITE BROW DITCH
DOWN DRAIN, 2' WIDE, 1' DEEP
GUNITE BROW DITCH PER
0-75 TYPE "B" 2' WIDE,
1' DEEP
62' 66'
8' 20' 24' FINISH GRADE AT TOP
212.83 TW
212.16 TW ----212 -+--+----F==---~:....-+=----"=--==-=---------4/
211.50 TW ---~----------
210.16 TW
210
208
206
y-
V
---
TOP OF FOOTING
206.16 TF
I
I
MASONRY RETAINING WALL "'\,
FINISH GRADE AT BOTTOM I
--_J ----
--II --
-:RADE TO DRAIN 7
1.0% MIN.
11_ ~=-=l='F';-==t=="';;;-=1=.g,r:===='31""'
0100= 1.16 c.F.s.
...---GUNITE BROW DITCH PER
0-75 TYPE "B" 2' WIDE,
1' DEEP
RETAINING WALL PROFILE
SCALE: HORIZ. 1"=20' VERT. 1"=2'
(PER SEPARATE PERMIT FROM BUILDING DEPARlMENT)
NEW 6' MASONRY FENCE
WALL TO MATCH EXISTING.
(SEPARATE BUILDING PERMln
PROVIDE A TURNED BLOCK
OPENING IN WALL FOR
DRAINAGE AT CORNER.
~~
"
Q100= □.39 cs.s.
CONC. DRIVEWAY AND APRON
TO BE REMOVED AND REPLACED.
(SEPARATE RIGHT-OF-WAY PERMln
~-.r SANDSEAL EXIST. A.C. PAVEMENT
40'
4" SUBDRAIN O LIMIT
OF OVEREXCAVATION
SEE DETAIL@
lGRAVEL LINED DITCH
SEE DETAIL@
TRANSITION GRAVEL DITCH TO
MATCH EDGE OF EXIST. CONC.
DITCH
CONNECT 4" WALL DRAIN-
TO 4" SUBDRAIN
EXIST. SWALE TO
BE REMOVED
Q100= 3.7 c.F.s./
'fOE OF FOOTING
BUILDING ADDITION
F.F.-207.96
POWER ROOM
F.F. 207.96
.......,._B
NOTE:
DIMENSIONS FROM BUILDING TO PROPERTY LINE
ARE FOR INFORMATION ONLY AND ARE NOT TO
BE USED FOR BUILDING LAYOUT.
I
I
I
2
I i:::
I
I :::
I
1J :::
212.83 TW
207.50 TF
A
UNSUITABLE MATERIAL WITHIN LIMITS OF
OVEREXCAVATION TO BE REMOVED FROM
SITE. • NOTE: THIS DIMENSION IS 7.5' WHERE
RETAINING WALL IS ADJACENT
TO THE BUILDING ADDITION.
SEE SECTION 0-0. 5' PROPOSED BUILDING
ADDITION • SEE NOTE ,. LIMIT OF OVEREXCAVATION
(SELECT IMPORT FILL ---
MATERIAL BENEATH
BUILDING AREA
COMPACTED TO 90%
RELATIVE DENSITY
PER ASlM D1557
-Ii io
MIN.
.,-,,1---GRANULAR FILL
,t,--;--r--MIN. 6 MIL VISQUEEN
MOISTURE BARRIER
3/8" CRUSHED ROCK
MIRAFI 140S FILTER
FABRIC OR EQUAL
4" DIAMETER PERFORATED
PIPE,PVC SDR35 0 0.5:>I MIN.
PERFORATIONS DOWN
SUBDRAIN DETAIL
NO SCALE
.J'
4" THICK GRAVEL
BED, 3/4" ROCK
(])
GRAVEL LINED
DRAINAGE DITCH
NO SCALE
w.o. 11829 DRFT AMJ a-tK'D BY KM
. ...,,_.
LlnTVEDT, m0COLL """""""""""
Er A 0 0 0 C I A T E 0 • .,., SIJ ..... NG
ABBREVIATIONS: (SUPPLEMENT TO ABBREVIATIONS :r,37 C'anlnD DIM Ria Saulh, Suite 200, San Dl8gD. CA 112108 ■(611)280-3100•Fa-(611)280-1515
IN GREEN BOOK SEC 1-3) "AS BUILT" 6'±
GUNITE BROW DITCH
PER D-75, TYPE "B",
2' WIDE, 1' DEEP SEE PLAN FOR
FLOWLINE ELEVATION
GUNITE BROW DITCH
PER D-75, TYPE "B",
2' WIDE, 1' DEEP IE INVERT ELEVATION
TC TOP OF CURB
TOP HINGE POINT EXIST. MASONRY WALL ... ,
EXISTING GROUND ~
--H":::9;.,,,{---GRANULAR BACKFILL
GUNITE BROW DITCH
PER 0-75 TYPE "B"
2' WIDE, 1' DEEP
4' LJ.....,;'-'c/-M~Riii1~ 6000
i----H~,:_;/_MASONRY RETAINING
§11111§ CELSOC
CONSILTING ENGINEERS
AND I.AND SURIIEYORS
DF OOJFORNIA
FINISH GRADE
SECTION 8-8
NO SCALE
6" CURB
MINIMUM 3" AC PAVEMENT OVER
8" CL.2. AGG. BASE. R-VALUE
TESTING IS TO BE DONE ON
WALL PER SEPARATE
BUILDING PERMIT
3/8" CRUSHED ROCK 1 'x1'
r\--r-MIRAFI 140S ALTER
FABRIC OR EQUAL
4" DIAMETER PERFORATED
PIPE.PVC SDR35 Cl 0.5% MIN.
PERFORATIONS DOWN
ACTUAL SUBGRADE DURING GRADING.
BASED ON THE TEST, THE ACTUAL
PAVEMENT SECTION TO BE USED
WILL BE DETERMINED BY THE
GEOTECHNICAL ENGINEER. SECTION C-C
UNAUTHORIZED CHANGES & USES: The engineer preparing these
plans will not be responsible for, or liable for, unauthorized changes
to or uses of these plans, All changes to the plans must be in
writing and must be approved by the preparer of these plans.
NO SCAUE
§11111§ CELSOC
CONSULTlt«) ENGINEERS
AMI LAND SURIIEYORS
CK CALIFORNIA
PROPOSED BUILDING
ADDITION
TP TOP OF PAVEMENT
FF FINISH FLOOR
FL FLOWLINE
'1-c' RCE __ _ EXP,----DATE
GRANULAR BACKALL TW TOP OF WALL
MIRADRAIN 6000 TF TOP OF FOOTING REVIEWED BY:
OR EQUAL V VELOCITY
1-----J51,_'-i:::=lf":--:,."-.f-MASONRY RETAINING CFS CUBIC FEET PER SECOND INSPECTOR DATE
2% WALL PER SEPARATE ~ ~ BUILDING PERMIT I SH2EET I CITY OF CARLSBAD SH3EETS
l-'R'-="'"'1---,d,,,-'t--3/8" CRUSHED ROCK 1 'x1' l---l---+----------------1-----j----t----t-----j '=====~===::::E~N:::G~IN~E::E::R::IN:::G:::::::D::EP::::A:::R:::lM::::E::::NT::::::=::::...::::==~
I\Jll,.;;;:!'-MIRAA 140S FILTER 1---+--+----------------+---t---t-----t---t 'GRADING PLANS FOR:
-H • .,
7.5'
FABRIC OR EQUAL
4" DIAMETER PERFORATED
PIPE,PVC SDR35 0 0.5:>I MIN. 1---t---+----------------t-----1r---;----r----,
PERFORATIONS DOWN
3/8" CRUSHED ROCK
MIRAA 140S FILTER
FABRIC OR EQUAL
MIN. 6 MIL VISQUEEN
PACIFIC BELL
CENTRAL OFFICE ADDITION
APPROVED
LLOYD HUBBS
CITY ENGINEER RCE 23889 EXP. 12-31-97
PROJECT NO.
DATE
MOISTURE BARRIER SECTION D-D DATE INITIAL
ENGINEER OF WORK REVISION DESCRIPTION
OWN BY:
1--'D"'A~lE~~IN~ITI~A~L+~D~AlE~~IN~ITI_A_L-t CHKD BY: KM
OTHER APPROVAL CITY APPROVAL RVWD BY: CUP 154C
DRAWING NO.
348-9A
NO SCALE
0
0 ... e-:,
I
0 a:,
t\l
APPENDIX A
FIELD EXPLORATION PROGRAM
Project No. 19F202
Appendix A, Sheet 1
APPENDIX A
FIELD EXPLORATION PROGRAM
The field exploration program for this project was performed on August 12, 2022. A total of four
(4) soil borings were performed at the approximate locations shown on the Site Plan (Figure 2). The
borings were extended to depths ranging from 6.5 feet to 11.5 feet below the existing ground surface
(bgs). The drilling services were provided by Tri-County Drilling, Inc., using a truck-mounted
Diedrich D-120 drill rig equipped with hollow-stem auger.
Prior to commencement of the field exploration activities, a site reconnaissance visit was performed
to observe existing conditions and to clear the proposed boring locations of buried utilities. We were
accompanied by Mr. Martin Ralston from AT&T Services, who assisted in siting the proposed
boring locations. AGE also retained the services of Cable, Pipe and Leak Detection Company, an
independent utility locator, to clear the proposed boring locations of underground utilities.
Underground Service Alert was contacted to coordinate clearance of the proposed boring locations
with respect to existing buried utilities.
The soils encountered in the soil borings were visually classified and logged by an experienced
engineering geologist from AGE. The logs depict the various soil types encountered and indicate
the depths at which samples were obtained for laboratory testing and analysis. A Key to Logs is
presented on Figures A-1 and A-2, and logs of the borings are presented on Figures A-3 through A-
6.
During drilling, Standard Penetration Tests (SPT) were performed at selected depth intervals. The
SPT tests involve the use of a specially manufactured “split spoon” sampler which is driven a
distance of approximately 18 inches into the soils at the bottom of the borehole by dropping a 140-
pound weight from a height of 30 inches. The number of blows required to drive the sampler 18
inches into the soil was recorded. As the first 6-inch increment of penetration is considered to be a
“seating interval” in disturbed soils at the bottom of the borehole, the corresponding blow count is
not taken into consideration. The total number of blows for the last 12 inches of penetration are
shown on the boring logs, and have been used to evaluate the relative density and consistency of the
materials.
Relatively undisturbed samples were obtained by driving a 3-inch (OD) diameter standard California
sampler with a special cutting tip and inside lining of thin brass rings into the soils at the bottom of
the borehole. The sampler is driven a distance of approximately 18 inches into the soil at the bottom
of the borehole by dropping a 140-pound weight from a height of 30 inches. A 6-inch long section
of soil sample that was retained in the brass rings was extracted from the sampling tube and
transported to our laboratory in close-fitting, waterproof containers. The samples were field screened
for the presence of volatile organics using a RAE Systems MiniRAE 3000 organic vapor meter
(OVM). The OVM readings are indicated on the logs. In addition, loose bulk samples were also
collected.
ALLIED GEOTECHNICAL ENGINEERS, INC.
Project No. 19F202
Appendix A, Sheet 2
Upon completion of the drilling and sampling activities, the borings were backfilled using excess
soil cuttings and bentonite chips to approximately 8 inches below the ground surface and compacted.
The borings were all located in paved areas, and were repaired using rapid set concrete to match the
adjacent pavement surface.
ALLIED GEOTECHNICAL ENGINEERS, INC.
19F202 FIGURE A-1
KEY TO LOG OF BORING
.,_ C, ., I-15 z !,! c~~ ~ :c I=' w zo
~i"
., .J S!!: iEg li:w ... u., SOIL DESCRIPTION ...1~i't: ifi LL REMARKS wW ::E ~~ a: ... ~ .J !:!:! !le cu c!!:. ~ ~e:. C, "-0;,11 ~e:. .J .J ::E -me, 0 C
1
'-Sample identification number /
2
3
4 1 Approximate interval of bulk sample
5 -
6 -
7 --2 I 28'\s Approximate interval of Standard California Sampler
8 -G (SCS). -
9 ~
10
> Number of blows required to advance sampler for
the last 12-inch increment, or distance indicated.
V ..... V 11 \ 3 33t Approximate interval of Standard Penetration Test (SPT).
12 -
13
14
15-
16
17-
18-
19-(KEY TO LOG OF BORING CONTINUED ON FIGURE A-2)
PROJECT NO. ALLIED GEOTECHNICAL ENGINEERS, INC.
19F202 FIGURE A-2
Notes:
1. Boring location was measured from existing features
and elevations were extrapolated Grading Plans
(Lintvedt, McColl & Associates, undated).
2. The logs are subject to the limitations, conclusions, and
recommendations presented in the report.
Symbol Description
Strata symbols
High plasticity
clay
Silty sand
KEY TO LOG
.,_ C, c~~ ~ ., I-15 z w zo
~i"
!,! ., :c I=' .J S!!: iEg SOIL DESCRIPTION ...1~i't: ifi LL REMARKS li:w ... ::E u.,
!:!:! !le cu wW ~~ a: ... ~ .J ~e:. c!!:. ~ ~e:. "-0;,11 C,
::E -.J .J C me, 0
1
2
3 0
4 ■ . 5 -
6 -
7
8 -
9
10
11
12
13
14
15
16
17-
18-
19-(KEY TO LOG OF BORING CONTINUED ON FIGURE A-2)
PROJECT NO. ALLIED GEOTECHNICAL ENGINEERS, INC.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
1
2
39
24
?
0.1
0.2
PAVEMENT SECTION
4" A.C., 10" miscellaneous gravelly base.
FILL
Olive yellow, damp, Silty Sand (SM).
SANTIAGO FORMATION
Greenish gray with reddish orange oxide stains, damp to
wet, very stiff to hard, highly plastic Clay (CH).
NOTES
Boring terminated at a depth of 6.5 feet.
No groundwater or seepage was encountered during the
drilling operations.
25.5
24.9
99.8
?
BORING NO. B-1
DATE OF DRILLING:08/12/2022 TOTAL BORING DEPTH:6.5 FEET
GENERAL LOCATION:APPROXIMATELY 9 FEET SOUTH OF BUILDING, NEAR SOUTHEAST CORNER OF BUILDING
APPROXIMATE SURFACE ELEV.:+207 FEET MSL DRILLING CONTRACTOR:TRI-COUNTY DRILLING
DRILLING METHOD:8-INCH HOLLOW STEM AUGER LOGGED BY:NEB
PROJECT NO.
19F202 ALLIED GEOTECHNICAL ENGINEERS, INC.FIGURE A-3DEPTH(FEET)SAMPLESBLOW COUNTSBLOWS/FOOTOVM READING(PPM)GRAPHICLOGSOIL DESCRIPTION FIELDMOISTURE% DRY WT.DRY DENSITYLBS./CU. FT.REMARKS
I
I
I
-I -
-
-I/
-I\ -
~ ',L _____________________________________________ _/
~
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
1
2
3
4
39
28
19
0.0
?
0.0
0.0
PAVEMENT SECTION
4" A.C., no base.
FILL
Brown to grayish brown, damp, fine to coarse-grained, Silty
Sand (SM), with some sub-angular to angular gravel and
trace of recycled asphalt.
SANTIAGO FORMATION
Pale greenish gray to olive yellow with reddish yellow oxide
stains, wet, very stiff, highly plastic Clay (CH).
NOTES
Boring terminated at a depth of 10 feet.
No groundwater or seepage was encountered during the
drilling operations.
9.5
33.0
29.7
128.7
90.0
?
BORING NO. B-2
DATE OF DRILLING:08/12/2022 TOTAL BORING DEPTH:10 FEET
GENERAL LOCATION:APPROXIMATELY 6 FEET SOUTH OF BUILDING, NEAR CENTER OF SOUTH WALL
APPROXIMATE SURFACE ELEV.:+207 FEET MSL DRILLING CONTRACTOR:TRI-COUNTY DRILLING
DRILLING METHOD:8-INCH HOLLOW STEM AUGER LOGGED BY:NEB
PROJECT NO.
19F202 ALLIED GEOTECHNICAL ENGINEERS, INC.FIGURE A-4DEPTH(FEET)SAMPLESBLOW COUNTSBLOWS/FOOTOVM READING(PPM)GRAPHICLOGSOIL DESCRIPTION FIELDMOISTURE% DRY WT.DRY DENSITYLBS./CU. FT.REMARKS
I
I
I
-I
: 11 : ---1/ ---- ----~ -~---------------------------------------------~-------- -------------------------------
-~ ~
: I\ ~
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
1
2
3
4
27
60
55
0.0
0.1
0.1
PAVEMENT SECTION
4" A.C., no base.
FILL
Yellow brown, brown, and grayish brown, damp, fine to
coarse-grained Silty Sand (SM), with some sub-angular to
angular gravel and traces of recycled asphalt base.
At 8', fill transitions to a grayish brown, damp to wet, Clayey
Sand (SC), with traces of sub-rounded and fractured gravel
up to 1.5" in maximum dimension.
Yellow brown, damp, fine to coarse-grained, Silty Sand
(SM), with trace of sub-angular gravel.
NOTES
Boring terminated at a depth of 11.5 feet.
No groundwater or seepage was encountered during the
drilling operations.
13.2
12.7
11.0
113.1
125.6
BORING NO. B-3
DATE OF DRILLING:08/12/2022 TOTAL BORING DEPTH:11.5 FEET
GENERAL LOCATION:APPROXIMATELY 5 FEET SOUTH OF POWER ROOM
APPROXIMATE SURFACE ELEV.:+207 FEET MSL DRILLING CONTRACTOR:TRI-COUNTY DRILLING
DRILLING METHOD:8-INCH HOLLOW STEM AUGER LOGGED BY:NEB
PROJECT NO.
19F202 ALLIED GEOTECHNICAL ENGINEERS, INC.FIGURE A-5DEPTH(FEET)SAMPLESBLOW COUNTSBLOWS/FOOTOVM READING(PPM)GRAPHICLOGSOIL DESCRIPTION FIELDMOISTURE% DRY WT.DRY DENSITYLBS./CU. FT.REMARKS
I
I
I
-I -
-~ -
-
-I/
-
-
-
-
-I\
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
1
2
3
22
29
96
0.2
0.3
?
0.5
PAVEMENT SECTION
4" A.C., no base.
FILL
Brown to yellow brown, damp, fine to medium-grained, Silty-
Clayey Sand (SC-SM), with some angular to sub-angular
gravel and trace of recycled asphalt.
? ?
SANTIAGO FORMATION
Light gray with reddish yellow oxide stains, damp, very
dense, fine-grained, Silty Sandstone (SM). Sandstone is
moderately to strongly cemented.
NOTES
Boring terminated at a depth of 11.5 feet.
No groundwater or seepage was encountered during t he
drilling operations.
16.7
20.7
17.6
119.1
117.3
Sample disturbed, could not
determine dry density.
?
BORING NO. B-4
DATE OF DRILLING:08/12/2022 TOTAL BORING DEPTH:11.5 FEET
GENERAL LOCATION:APPROXIMATELY 6 FEET WEST OF BUILDING, NEAR ELECTRIC ENCLOSURE
APPROXIMATE SURFACE ELEV.:+206 FEET MSL DRILLING CONTRACTOR:TRI-COUNTY DRILLING
DRILLING METHOD:8-INCH HOLLOW STEM AUGER LOGGED BY:MEB
PROJECT NO.
19F202 ALLIED GEOTECHNICAL ENGINEERS, INC.FIGURE A-6DEPTH(FEET)SAMPLESBLOW COUNTSBLOWS/FOOTOVM READING(PPM)GRAPHICLOGSOIL DESCRIPTION FIELDMOISTURE% DRY WT.DRY DENSITYLBS./CU. FT.REMARKS
I
I
I
-I -
-
-
-
-
-
-
-
-
-I/
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
APPENDIX B
LABORATORY TESTING
Project No. 19F202
Appendix B, Sheet 1
APPENDIX B
LABORATORY TESTING
Selected soil samples were tested in the laboratory to verify visual field classifications and to
evaluate certain engineering characteristics. The testing was performed in accordance with the
American Society for Testing and Materials (ASTM) or other generally accepted test methods, and
included the following:
• Determination of in-place moisture content (ASTM D2216). The final test results
are presented on the boring logs;
• Determination of in-place dry density and moisture content (ASTM D2937) based
on relatively undisturbed drive samples. The final test results are presented on the
boring logs;
• Maximum density and optimum moisture content (ASTM D1557). The final test
results are presented on Figures B-1 and B-2;
• Sieve analyses (ASTM D422). The final test results are plotted as gradation curves
on Figures B-3 and B-4;
• Direct shear (ASTM D3080). The final test results are presented on Figures B-5 and
B-6;
• Expansion Index (ASTM D4829). The test results are shown in Table B-1; and
• Sand Equivalent (CT 217). The test results are shown in Table B-1.
ALLIED GEOTECHNICAL ENGINEERS, INC.
Project No. 19F202
Appendix B, Sheet 2
TABLE B-1
SUMMARY OF EXPANSION INDEX AND
SAND EQUIVALENT TEST RESULTS
Sample ID EI Sand Equivalent
B-2 # 1 @2'-14'non-expansive 33
B-3 # 1 @ 3'-5'non-expansive 31
ALLIED GEOTECHNICAL ENGINEERS, INC.
Tested By: NEB
COMPACTION TEST REPORT
Dry density, pcf131
133
135
137
139
141
Water content, %
- Rock Corrected - Uncorrected
4 5 6 7 8 9 10
6.4%, 139.6 pcf
6.4%, 139.4 pcf
ZAV for
Sp.G. =
2.68
Test specification:
ASTM D4718-15 Oversize Corr. Applied to Each Test Point
ASTM D 1557-00 Method C Modified
2'SM 2.68 1.1 20.7
Brown to grayish brown Silty Sand With
Gravel
19F202 AT&T SERVICES, INC.
B-1
Elev/Classification Nat.Sp.G. LL PI
% > % <
Depth USCS AASHTO Moist.3/4 in. No.200
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Date:
Source of Sample: B-2
Allied Geotechnical Engineers, Inc.
Santee, CA Figure
139.4 pcf Maximum dry density = 139.6 pcf
6.4 % Optimum moisture = 6.4 %
2175 CAMINO VIDA ROBLE
\
\
I \ --I\
,...V ~ ~ ...... \
/
,, V ~'-\ /
I/ /' ~ \
V V ~ \ .. V \. I\ ~ ~ \ Ill,,.
\ \
~ \
' \
" \ \
\ I\
\ \
\
[\ \
\ I\
~ I\ u \
\
I\
\
----------0-
0
Tested By: NEB
COMPACTION TEST REPORT
Dry density, pcf123
124.5
126
127.5
129
130.5
Water content, %
- Rock Corrected - Uncorrected
6 7 8 9 10 11 12
8.4%, 129.0 pcf
8.7%, 127.6 pcf
ZAV for
Sp.G. =
2.68
Test specification:
ASTM D4718-15 Oversize Corr. Applied to Each Test Point
ASTM D 1557-02 Method B Modified
3'13.2 2.68 4.2 38.9
Yellow brown, brown, and grayish brown Silty
Sand
19F202 AT&T SERVICES, INC.
B-2
Elev/Classification Nat.Sp.G. LL PI
% > % <
Depth USCS AASHTO Moist.3/8 in. No.200
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Date:
Source of Sample: B-3 Sample Number: 1
Allied Geotechnical Engineers, Inc.
Santee, CA Figure
127.6 pcf Maximum dry density = 129.0 pcf
8.7 % Optimum moisture = 8.4 %
2175 CAMINO VIDA ROBLE
\
\
\
\
\
I I\ '
/ ...--r---,... \ ' /,,,, ' \
/v ['\. \
/I' '\. I\
,,/ -'\. \
~
V /" ..... r--.... \,, \
/ / " '\ \
/ " ......... \
V ['\. 'I\
/ ' \
/ ' ,. I\
Ir/ \
.........
'\.
\ ~ '--'
----------0-
0
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 1.1 16.8 15.3 24.7 21.4 20.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200TEST RESULTS
Opening Percent Spec.*Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received:Date Tested:
Tested By:
Checked By:
Title:
Date Sampled:Source of Sample: B-2 Depth: 2'
Client:
Project:
Project No:Figure
Brown to grayish brown Silty Sand With Gravel
1
.75
0.5
0.375
#4
#8
#10
#16
#30
#40
#50
#100
#200
100.0
98.9
93.7
90.6
82.1
69.8
66.8
58.4
48.3
42.1
37.3
27.9
20.7
SM
8.9915 5.8177 1.3164
0.6614 0.1765
NEB
AT&T SERVICES, INC.
2175 CAMINO VIDA ROBLE
19F202
PL=LL=PI=
USCS (D 2487)=AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
*(no specification provided)
Allied Geotechnical Engineers, Inc.
Santee, CA B-3
~i I i I
I I
I
i
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I I
i i
I I I r-..:i I
I I I I I I I i\ I I I I I
I I I I I I I I I I I I I I I I I I I ~ I I I I I
I I I I I I I I I I I I
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' '
!
i ~~
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: : : ,, : :
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I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ._ I I I
I I I I I I I I I I I N I
I I I I I I I I I I I I I I I I I I I I I I I l'I I I I I I I I I I I I I I I
' i ' i ' i Ii Ii i ' ' !
i
: : : : :
i i i i i i
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.7 7.0 9.3 15.8 28.3 38.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200TEST RESULTS
Opening Percent Spec.*Pass?
Size Finer (Percent) (X=Fail)
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received:Date Tested:
Tested By:
Checked By:
Title:
Date Sampled:Source of Sample: B-3 Depth: 3'
Sample Number: 1
Client:
Project:
Project No:Figure
Yellow brown, brown, and grayish brown Silty Sand
1.5
1
.75
0.5
0.375
#4
#8
#10
#16
#30
#40
#50
#100
#200
100.0
99.6
99.3
97.5
95.8
92.3
84.7
83.0
77.8
71.6
67.2
63.3
50.6
38.9
3.7490 2.4371 0.2433
0.1451
NEB
AT&T SERVICES, INC.
2175 CAMINO VIDA ROBLE
19F202
PL=LL=PI=
USCS (D 2487)=AASHTO (M 145)=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
Remarks
*(no specification provided)
Allied Geotechnical Engineers, Inc.
Santee, CA B-4
~ -~ I
i y i-.. ""':.. I
i
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I I I I
I I I I I I I I I I I I
I I I I I I I I ~~ I I I
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: : : : i~ : : : 1: 1: : I :
I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
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' i ' i ' i Ii Ii i ' ' i
i
: : : : :
i i i i i i
Tested By: NEB Checked By: SS
DIRECT SHEAR TEST REPORT
Allied Geotechnical Engineers, Inc.
Santee, CA
Client: AT&T SERVICES, INC.
Project: 2175 CAMINO VIDA ROBLE
Source of Sample: B-1 Depth: 3'
Sample Number: 1
Proj. No.: 19F202 Date Sampled: 8/12/2022
Sample Type: In-situ
Description: Greenish gray with oxide staining,
highly plastic Clay
Specific Gravity= 2.72
Remarks:
Figure B-5
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Normal Stress, ksf
Fail. Stress, ksf
Strain, %
Ult. Stress, ksf
Strain, %
Strain rate, in./min.InitialAt TestShear Stress, ksf0
0.25
0.5
0.75
1
1.25
1.5
Strain, %
0 2.5 5 7.5 10
1
2
3Fail. Stress, ksf0
1
2
3
Normal Stress, ksf
0 1 2 3 4 5 6
C, ksf
f, deg
Tan(f)
Results
1.02
3.9
0.07
1
25.9
99.2
98.9
0.7124
2.38
1.00
31.0
91.8
99.3
0.8494
2.38
1.08
1.00
1.10
2.1
0.005
2
26.2
97.0
95.0
0.7502
2.38
1.00
33.4
89.0
100.0
0.9077
2.38
1.09
2.00
1.14
4.2
0.005
3
23.9
102.3
98.7
0.6594
2.38
1.00
30.1
93.9
101.3
0.8087
2.38
1.09
3.00
1.24
5.9
0.005
~
I/
/ ,-c-...
/I --/
I
I/
,-1
t
Tested By: NEB Checked By: SS
DIRECT SHEAR TEST REPORT
Allied Geotechnical Engineers, Inc.
Santee, CA
Client: AT&T SERVICES, INC.
Project: 2175 CAMINO VIDA ROBLE
Source of Sample: B-3 Depth: 5'
Sample Number: 3
Proj. No.: 19F202 Date Sampled: 8/12/2022
Sample Type: In-situ
Description: Yellow brown, brown, and grayish
brown Silty Sand
Specific Gravity= 2.68
Remarks:
Figure B-6
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Normal Stress, ksf
Fail. Stress, ksf
Strain, %
Ult. Stress, ksf
Strain, %
Strain rate, in./min.InitialAt TestShear Stress, ksf0
1
2
3
4
5
6
Strain, %
0 2.5 5 7.5 10
1
2
3Fail. Stress, ksf0
2
4
6
Normal Stress, ksf
0 2 4 6 8 10 12
C, ksf
f, deg
Tan(f)
Results
0.13
43.8
0.96
1
17.7
112.3
96.9
0.4893
2.40
1.00
18.6
111.8
100.3
0.4968
2.40
1.00
1.00
1.10
3.8
0.007
2
12.0
119.4
80.1
0.4011
2.40
1.00
16.0
117.1
100.0
0.4291
2.40
1.02
2.00
2.04
5.8
0.007
3
13.8
118.3
89.4
0.4141
2.40
1.00
16.2
116.6
99.9
0.4353
2.40
1.01
3.00
3.02
4.2
0.007
,, ,,
/
/
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