HomeMy WebLinkAboutCT 80-46; HIGHLAND DRIVE 5 LOT SF RESIDENCES; RESPONSE TO CITY COMMENTS HIGHLAND 5; 2022-11-07Project No. G2861-11-01 November 7, 2022
California West Communities 5927 Priestly Drive, Suite 110 Carlsbad, California 92008
Attention: Mr. Matt Howe
Subject: RESPONSE TO CITY COMMENTS HIGHLAND 5 2908 – 2924 HIGHLAND DRIVE CARLSBAD, CALIFORNIA
References: 1. Update Geotechnical Investigation, Highland 5, 2908 – 2924 Highland Drive, Carlsbad, California, prepared by Geocon Incorporated, dated December 29, 2021 (Project No. G2861-11-01).
2. Preliminary Geotechnical Evaluation, Proposed 5-Lot Subdivision, Tract No. 80-46, Carlsbad, San Diego County, California, Assessor’s Parcel Number (APN’s) 156-200-28, -29, -30, -31, -32, prepared by GeoSoils, Inc., dated February 1, 2021 (W.O. 8037-A-SC).
3. Grading Plans for: Highland, 2908 – 2924 Highland Drive, prepared by Pasco, Laret, Suiter & Associates (PLSA), dated August 22, 2022 (Project No. CT 80-46) (Drawing No. 534-7A).
4. Post-Tensioned Foundation Plans: Highland 5, Carlsbad, California, prepared by PTDU, dated September 1, 2022 (Project No. 3193).
5. Geotechnical Report Review Highland Drive – 5 Lot SFR, 2908-2924 Highland Drive, prepared by The City of Carlsbad, 2nd Review, dated September 13, 2022.
Dear Mr. Howe:
In accordance with the request of PLSA, we have prepared this letter to address geotechnical review
comments provided by the City of Carlsbad Land Development Engineering regarding the subject
project. The geotechnical review comment is included with our response immediately following.
Comment 1:Please discuss and address site specific infiltration testing for potential storm water
infiltration associated with the proposed project.
REPEAT COMMENT – Please provide the infiltration data (test data sheets,
locations of infiltration testing, etc.) from GeoSoils, Inc., that supports the written
narrative and Form I-8 that was provided in the “Response to City Comments…”
report dated August 22, 2022.
Response:The Geologic Map, Figure 1, included in our referenced Geotechnical Investigation
shows the locations of the infiltration borings (IB-1 through IB-3) and Appendix A
of our Geotechnical Investigation includes the logs of infiltration borings. Copies
of the infiltration testing data sheets are attached herein, along with the previously
provided Geologic Map and the infiltration test boring logs.
GEOCON
INCORPORATED
G E OT E CHN I CAL ■E NV I RONMENTA L ■ MA T ER I A L S
6960 Flanders Drive ■ Son Diego, California 92121-297 4 ■ Telephone 858.558.6900 ■ Fax 858.558.6159
Geocon Project No. G2861-11-01 - 2 - November 7, 2022
Comment 2:The text of the report (page 10) and lab testing indicate the on-site soils are
considered “non-expansive” with an Expansion Index less than 20. However, Table
7.6 on page 15 of the report indicates the foundation recommendations are for an
Expansion Index less than 50. As soils with expansion index (EI) over 20 are
considered expansive and required mitigation in accordance with Sections
1803.5.3 and 1808.6 of the 1029 CBC, please revised Table 7.6 or provide the
methods that are being recommended to address expansive soils (for soils with an
EI between 20 and 50) and provide a statement that the foundation system for the
proposed residential structures will meet the requirements of Section 1808.6 of the
2019 California Building Code.
REPEAT COMMENT – The recommendations provided in the geotechnical report
appear to be for a conventional slab-on-grade foundation system. Section 1808.6.2
of the 2019 CBC requires that slabs on-grade constructed on expansive soils be
designed in accordance with WRI/CRSI Design of Slab on-ground Foundations or a
post-tensioned design in accordance with PTI DC10.5. As an Effective Plasticity
Index has not been provided in the report for foundation design in accordance with
WRI design methods, the reviewer is requesting that the consultant state the specific
procedure of Section 1808.6.2 of the 2019 CBC that is being used in the foundation
and slab-on-grade recommendations to accommodate an expansion index up to 50
(low) and satisfy the code requirement and mitigate potential expansive soils. Please
indicate the specific procedure of 1808.6.2 and provide justification on how the
recommendations of the geotechnical report are satisfying Section 1808.6.2 for slabs
on-grade and low expansion potential (EI=50). Please provide the Effective
Plasticity Index and any other parameters or recommendations as necessary for
foundation design in accordance with WRI/CRSI Design of Slab-on-Ground floors;
or state if one or the other methods of Section 1808.6 (1808.6.3 or 1808.6.4) are being
issued to satisfy the code requirement and provide recommendations accordingly.
Response:The proposed building foundations are being designed as post-tensioned
foundations in accordance with the recommendations provided in our report and
with PTI DC10.5 (see Reference No. 4). As such, the recommendations provided
in our report for post-tensioned foundations and the post-tensioned foundation
design prepared by PTDU meet the requirements of Section 1808.6 of the 2019
California Building Code for expansive soils. Revisions to our conventional
shallow foundation and slab-on-grade recommendations are not considered
necessary based on the selected foundation system.
Comment 3:Please provide geotechnical recommendations (slope inclination, keys, subdrains,
etc.) for the construction of fill and/or cut slopes associated with the proposed
development.
REPEAT COMMENT – The grading recommendations provided in Appendix C of
the “Update Geotechnical Investigation…” report appear to be typical
recommendations and, while applicable, not specific to this project. For clarity,
please provide recommendations for slope inclination, keys, subdrains, etc.,
specific to the cut/fill slopes proposed as part of this development.
Response:The grading recommendations provided in Section 7.3 and Appendix C of the
referenced investigation are applicable to the construction of the site. However, per your
request, we have summarized the anticipated site-specific recommendations herein.
Geocon Project No. G2861-11-01 - 3 - November 7, 2022
Fill slopes constructed at the site should be graded at no steeper than 2:1 (horizontal
to vertical) inclination. We do not anticipate cut slopes to be constructed at the site.
Keyways for proposed fill slopes should be a minimum of 10 feet in width and
embedded a minimum of 2 feet into competent material. Where original ground is
steeper than 5:1 within a slope zone, the original ground should be benched
according to the Typical Benching Detail in Appendix C of the referenced report.
We do not anticipate the use of canyon subdrains at the site. Retaining wall drains
should be constructed in accordance with Section 7.10 of the reference report and
drained to an approved outlet.
Comment 4:Please provide recommendations (maximum allowed vertical cut, inclination of
backcut, etc.) for temporary slopes from a geotechnical standpoint.
REPEAT COMMENT - As the consultant has deferred to OSHA guidelines for
temporary slopes/backcuts in the “Response to City Comments…” report, please
provide the OSHA Type Soil (A, B, or C) and associated temporary slope inclination
(H:V) that the construction plans and contractors should adhere to during the
design and construction of the development.)
Response:It is the responsibility of the contractor and their competent person to ensure all
temporary excavations, temporary slopes, and trenches are properly constructed
and maintained in accordance with applicable OSHA guidelines to maintain safety
and the stability of the excavations and adjacent improvements.
We will not provide inclinations for the proposed excavations. The inclinations,
excavation processes and shoring need to be evaluated by the project grading and
improvement contractor and their designated competent person. The grading and
improvement contractors are in charge of site safety requirement, not the
geotechnical engineer of record.
If you have any questions regarding this correspondence, or if we may be of further service, please
contact the undersigned at your convenience.
Very truly yours,
GEOCON INCORPORATED
Kenneth W. Haase
PG 9974
Matt R. Love
RCE 84154
John Hoobs
CEG 1524
KWH:SFW:JH:arm
Attachments: Figure 1, Geologic Map Infiltration Test Boring Logs Infiltration Test Data Sheets
(e-mail) Addressee
1
8
4
1
8
4
184
18
4
184
184
184
18
4
183
183
1
8
3
183
183
18
3
183
18
3
18
2
18
2
18
2
18
2
18
2
18
2
1
8
2
182
18
1
18
1
18
1
181
18
1
1
8
1
1
8
1
18
1
18
0
18
0
180
18
0
1
8
0
18
0
179
17
9
17
9
17
9
179
1
7
9
17
8
17
8
17
8
178
1
7
8
17
7
17
7
17
7
177
17
7
17
6
17
6
176
17
6
176
17
5
17
5
17
5
17
5
17
4
17
4
1
7
4
17
4
1
7
3
173
17
3
17
3
17
2
17
2
17
2
17
2
17
1
17
1
17
1
17
1
17
0
17
0
17
0
17
0
16
9
16
9
16
9
16
9
168
16
8
16
8
16
8
167
16
7
16
7
16
7
166
16
6
16
6
16
6
165
16
5
16
5
16
516
4
16
4
16
4
164
16
3
16
3
16
3
163
16
2
16
2
16
2
16
2
16
1
16
1
16
1
16
1
16
0
16
0
LOT 2
FF = 182.0
PAD = 181.3LOT 1
FF = 181.0
PAD = 180.3
LOT 3
FF = 182.0
PAD = 181.3
LOT 2 - ADU
FF = 182.0
PAD = 181.3
LOT 4
FF = 177.0
PAD = 176.3
LOT 5
FF = 167.0
PAD = 166.3
LOT 5 - ADU
FF = 168.0
PAD = 167.3
LOT 3 - ADU
FF = 182.0
PAD = 181.3
LOT 4 - ADU
FF = 173.0
PAD = 172.3
LOT 1 - ADU
FF = 181.0
PAD = 180.3
B-1
B-2
B-3
B-4
B-5
IB-1
IB-2
IB-3
Qop
Qop
Qop
APPROX. SITE
AND GRADING LIMITS
APPROX. SITE
AND GRADING LIMITS
1 1'
EXISTING
RESIDENCE
EXISTING
RESIDENCE
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974
PHONE 858 558-6900 - FAX 858 558-6159 SHEET OF
PROJECT NO.
SCALE DATE
FIGURE
Plotted:12/29/2021 7:39AM | By:RUBEN AGUILAR | File Location:Y:\PROJECTS\G2861-11-01 Highland 5\SHEETS\G2861-11-01 GeoMap.dwg
GEOTECHNICAL ENVIRONMENTAL MATERIALS
1" =
GEOLOGIC 1AP
HIGHLAND 5
2908 - 2924 HIGHLAND DRIVE
CARLSBAD, CALIFORNIA
10' 12 - 29 - 2021
G2861 - 11 - 01
1 1 1
B-5
IB-3
GEOCON LEGEND
........OLD PARALIC DEPOSITS (Units 2-4)Qop
........APPROX. LOCATION OF GEOTECHNICAL BORING (GeoSoils, 2021)
........APPROX. LOCATION OF INFILTRATION BORING (GeoSoils, 2021)
1 1'........APPROX. LOCATION OF GEOLOGIC CROSS-SECTION
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1-. ., s::: :h-: ,T,~
1:,',:1-1; :::. :-3
R,'M 1cc. /
1[. isc.";
1
11
L___J
r
S.C
D_ ;J Gi1;_·
I
I
I
I
I
I
I
' ' ' '
I
I
I
I
I
I
;so
,,
_/
I
I
I
I
,.L /(_, F~ I
1->· 111-;
I I
I I
I I
I I
I I
I
I
I
I
I
I I
I
I
I
I
' I
I
' I
0
iCJS
/
I
I
1.
I
I
I
' I
I
I
I
I
I
I
,5,6.s
. '\ j, 11,-,(l(IS S1~
, ., c; I '·
I
I
I
I
I,
1/
I
I
I
I
·/,");_:;~
\-;-w ,·•:;·-1 __ ,
TfFJF'~'. 1fd 1
.':'',t,lf:.: i[1_
.Sjl~-!i'
.3C'C, SF./
,L(,., 'll{'.),;'_";
I
' ' '' ,. ., '
L
s.r;
I
I
I
I
~
0
s-; se,
'S 756.7
T;W ·:·1:>r:.i5,_.
-;,,v,-;;,,cr; :c,_J,:::
C,Vf\LG /G4.:..:·
!. -
",. FI/T
/_)0 -'':
I
I
I
I
I
I
I
16~.9
I
I
I
u
I
I
I
I ---,
I
I
·-151~1
I
I
I
I
I
I
I
T
I
I
I
I
' I
'
I_
hOt..' TC
c_'l-/.~1/-,'
I
I
I
I
I
T,-<(;7 1 :.2 / V' _,
;F" 765.8/
I I
TC 16/.U _
;~ iEJ.) ?-\ I
TC i'66.C! ~ 1 7 IL '(,T. ,'
' \ I I ' ' ' I
I
.L
'-' ' f ' '
'
I
I
I " I
I
I
' I
I
' '
!
' ' ' ' '
I
I
I
--/
,, -s,l ~
-,--, 17,;_:: (----
Ii
' ' '
' ' ' ' I
I
I
/ I ;
,I
I
11
I
i
I
I
I
I
./ ,S>//-,
FVC SD
i7t!. !
-, "i:,.n
;7C.9
\ --
" ,c ' ' --,
\ --\
I
I
I
I I 11 ·
I
I I I ,I I
\
~8,J
--+--l------'-----r-y--y--y--r782\ ' ' ' ' ' 4" ;:,1//-.
Pv'i-SD '
'-..C_ (,'jJ /~!), :7,rc
. l:'.ii'/11 ;-_~
I
II
II
·1' '77 /Jr,
'
___L_____L_
I
I
I
I
' ' ' ,-
I ' I
I
I
I
I
/1 ,,,
TC; i /31 (,
1L I /:0.
--/. ----/
I
' ' '
_j
\
I
I
I
I
I
I-
,,_, ,'8i.0 )
'I-',,"J.:J / ----,-= / _, _
4" 1'vl ~--
P'.-'C ::a
-(,
' ! 4-" 1-iv·1 ~-
' ' '
' ' ' ' '
·"'/C :::J
~/es~-
,
'
::...·,
t; l
T,o /;;!i 1
;/ ,' 7(?.9
' ' '
' ' ' 7/
' ' ' ' ' ' '
I
I
:1
'
I
II
I
I
• Z( II
~c1' c~ -/ 11
S!...:)?[ I
'
1CJ/
'/C..}j,-'"',
I
I
I /
' ' ' ' '
,---J,
I
' ),
~r
• I
I
I
I'
,A ~ II I/
~'!)·'I}.
I /
I
I
I
I
I
11
I
i I'
o·
' I
' I
I
I
I
' ' ' ' ' ' '
10·
' ' ' '
' '.
'1121 Ii!! --I I
I
20· JO'
SCALE 1" 10' (On 42x30)
GEOCON
LN COJ:tP O HA'l't,:ll
■ ■
40'
Project:
Test Hole No.:IB-1
Percolation Rate to Infiltration Rate Conversion
*Infiltration Rate (It) = ∆H Br2 60 =∆H 60 r
∆t(Br2 + 2BrHavg)∆t(r+2Havg)
Where: It = tested infiltration rate, inches/hour
∆H = change in head over the time interval, inches
∆t = time interval, minutes
r = effective radius of test hole
Havg = average head over the time interval, inches
∆t Init Level Fnl Level ∆H Havg It
Infiltration
Test
Numbers
IB-1 @ 5.0 ft.10 13 18 5 32 1/2 1.739
*Conversion per the "Porchet Method" (RCFWCD, 2011)
W.O. Number:
Date Excavated:
8037-A-SC
1/7/2021
Cross Real Estate Investors
I I I I I I I I
I I I
t-d-71
·· ·' . "fest Ho,!e Dimensions {ind,es} lengih ' VJidth
Di,H11ete,(ifrotmd}= i \t ·:s.1d es{ifrectangular):=
'Greater
Time ln!tia! -· ' f-l □a1 diange·in than or
I11ter,rai., Depirhto E)epth to Water Eqtia!to€'?'
TriaJ NO. StartTime Stop Time (rnln.} V\iater (in.} 'Nater (in.} leve1 (in.} {y/n}
l q, ~ 3'\ q ·, 01,\ '2 (, \3.0\J 2.s.S'O 12 r,., " ,, 9~ o5 9~ 1-0 ·2s \'2 .bt> Z.\ .C)O 1.00 ~, ,L
'"if hrv·o cu,ns,ecutive measuren,ents sno'<'J thats.ix inches. of watet see,ps away in less than 25
tninut·es, tr,e test snaii be mo for an additiqnal hour wlth me.asuremerrts taken every :LC: minutes.
otfi~rwi~e,· pre-soak(fil!j ov.ernlgnt. Ootai~ 'at !easttweive me,asm;ements per hole.OVef at !east
six horfrs {approximate!y 3D' mlpute irit~~'a!s} lMith a prec,s,ior:-i of at least o;,25''-' .
. lit . De, ·of. AG·
-nrrie !n~tial Rnal Change iq f''efCGiation
lnterv..al Depth to Depth to \Nater Rate
Trial No. Start:Time Stop Time, (,'mfn.f 'Nater tin.) \,.·later (in.)
9:~~ \ () I z... 00 \~.C)O
C\ • l\-.. ' ID l\.l.t; \7. 2,
'\ ·. <;1 10 \?.Db \1,00 5.00
4. \[,:OC \lhlO \D ',.1c: \b, l ~ i.oo
\(): -Z..\ \ f) l \ .O<:> IL.OD 5.DO i.oo
ll)·. 3'2. I() \3.DO \i .f>0 '2-,00
7
9
10
11
12
14
15
COMMENTS:
Table 5 -Sample Test Data Form for Percolation Test
Rii1erside Cow1fy -low Jmpocf Dere.lopme11f Bf.1P Des,gn Handbook rei•. 9120) J
Page 25
Project:
Test Hole No.:IB-2
Percolation Rate to Infiltration Rate Conversion
*Infiltration Rate (It) = ∆H Br2 60 =∆H 60 r
∆t(Br2 + 2BrHavg)∆t(r+2Havg)
Where: It = tested infiltration rate, inches/hour
∆H = change in head over the time interval, inches
∆t = time interval, minutes
r = effective radius of test hole
Havg = average head over the time interval, inches
∆t Init Level Fnl Level ∆H Havg It
Infiltration
Test
Numbers
IB-2 @ 5.0 ft.10 17 22 1/4 5 1/4 20 3/8 2.816
*Conversion per the "Porchet Method" (RCFWCD, 2011)
W.O. Number:
Date Excavated:
8037-A-SC
1/7/2021
Cross Real Estate Investors
I I I I I I I I
I I I
Test Hole ifo.: .l... B -Z..
IJ-SCSSoH Cia.s.~fication: SM
• Test Ho!e Dimensions finches.), length '
Saridy'soH Crltei:ta rest"
Tr.iaJ No. Start Time S:icp Time
2,5
25
ln!Dat Final
Depth to D,epi:h to
V\iater (in.} '#ater (ln.}
17, DO ~o. DD
V,ticith
'Greater
Change· in tt-ian or
Water
Level (in.}
13, ()()
2L7S
Eqt.ia! to,€'?
{y/n}
*'lf rt1.m cons,ecuthre meas.i:.irements show that ~ix io~esofv.,·atei~ s:eeps away in !ess than 2:5
t1inutes, :trie test snail be run fo, an additional lwur with me.asuremerits taken every lG minutes.
otti~rw:ise, pre-soaik.{fiHj overnigJrt:. Obtain 'at !easttweive meas.uren-,ents: per hole.over at 1east
six hours (approximately 3D: rnlpute inte.rva!s} 1,/tth a pre.cis.iop of at least 0,,25,i_
l!.t D tr: Or· AG.
nrrie Initial Rna! Change in Percofatlon
lrrl:erv..a( Depth to Depth to lN:ater Rate
Trial Mo. StartT1me· Stop Tlrne· tmH1.J! VVater (!n.} \!'-later fin~) Leve~ On.) (inin./ln.}
l 9 ~ 2"1 ci~ 3b \D IR.oo -Zi-t.oo IP .DC I. l,to
1 'I: 3)? q: L\'(! \0 \1.-.7) -zz.so '.5,15 I. 11.i
3 9;49 '1,S'1 \/) \~.1$ 72.JS 5,SD t.i\
4. 10:02 10~1-z, ,o \7,DD ii .is s :'£, s ,~,o
5 \I)'. \3 \O·. 2?. I [) ,~:is 21 .. ~o 5.25 \. \(>
6 \D~ ZL\ \D~ '34 \u 17,DO 7..:l .ic:; S.'l~ \. C\D
7
10
11
12
14
15
COMfvlENTS:
Table 5 -Sample Test Data Form for Percolation Test
RA=erside Co1.mry -Lov., lmpocl Derelopmenl B},1P De.sJgn Handbook
Page 25
UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY OR RELATIVE DENSITY
Major Divisions Group
Symbols Typical Names CRITERIA
Co
a
r
s
e
-
G
r
a
i
n
e
d
S
o
i
l
s
Mo
r
e
t
h
a
n
5
0
%
r
e
t
a
i
n
e
d
o
n
N
o
.
2
0
0
s
i
e
v
e
Gr
a
v
e
l
s
50
%
o
r
m
o
r
e
o
f
co
a
r
s
e
f
r
a
c
t
i
o
n
re
t
a
i
n
e
d
o
n
N
o
.
4
s
i
e
v
e
Cl
e
a
n
Gr
a
v
e
l
s
GW Well-graded gravels and gravel-sand mixtures, little or no fines Standard Penetration Test
Penetration
Resistance N Relative (blows/ft)Density
0 - 4 Very loose
4 - 10 Loose
10 - 30 Medium
30 - 50 Dense
> 50 Very dense
GP Poorly graded gravels andgravel-sand mixtures, little or no
fines
Gr
a
v
e
l
wi
t
h
GM Silty gravels gravel-sand-silt
mixtures
GC Clayey gravels, gravel-sand-clay
mixtures
Sa
n
d
s
mo
r
e
t
h
a
n
5
0
%
o
f
co
a
r
s
e
f
r
a
c
t
i
o
n
pa
s
s
e
s
N
o
.
4
s
i
e
v
e
Cle
a
n
Sa
n
d
s
SW Well-graded sands and gravelly
sands, little or no fines
SP Poorly graded sands andgravelly sands, little or no fines
Sa
n
d
s
wi
t
h
Fi
n
e
s
SM Silty sands, sand-silt mixtures
SC Clayey sands, sand-clay
mixtures
Fi
n
e
-
G
r
a
i
n
e
d
S
o
i
l
s
50
%
o
r
m
o
r
e
p
a
s
s
e
s
N
o
.
2
0
0
s
i
e
v
e
Sil
t
s
a
n
d
C
l
a
y
s
Liq
u
i
d
l
i
m
i
t
50
%
o
r
l
e
s
s
ML Inorganic silts, very fine sands,rock flour, silty or clayey finesands
Standard Penetration Test
Unconfined
Penetration Compressive
Resistance N Strength
(blows/ft)Consistency (tons/ft2)
<2 Very Soft <0.25
2 - 4 Soft 0.25 - .050
4 - 8 Medium 0.50 - 1.00
8 - 15 Stiff 1.00 - 2.00
15 - 30 Very Stiff 2.00 - 4.00
>30 Hard >4.00
CL
Inorganic clays of low to
medium plasticity, gravelly clays,
sandy clays, silty clays, lean
clays
OL Organic silts and organic silty
clays of low plasticity
Si
l
t
s
a
n
d
C
l
a
y
s
Li
q
u
i
d
l
i
m
i
t
gr
e
a
t
e
r
t
h
a
n
5
0
%
MH
Inorganic silts, micaceous or
diatomaceous fine sands or silts,
elastic silts
CH Inorganic clays of high plasticity,
fat clays
OH Organic clays of medium to high
plasticity
Highly Organic Soils PT Peat, mucic, and other highly
organic soils
3"3/4"#4 #10 #40 #200 U.S. Standard Sieve
Unified Soil
Classification Cobbles Gravel Sand Silt or Clay
coarse fine coarse medium fine
MOISTURE CONDITIONS MATERIAL QUANTITY OTHER SYMBOLS
Dry Absence of moisture: dusty, dry to the touch trace 0 - 5 %C Core Sample
Slightly Moist Below optimum moisture content for compaction few 5 - 10 %S SPT Sample
Moist Near optimum moisture content little 10 - 25 %B Bulk Sample
Very Moist Above optimum moisture content some 25 - 45 %–Groundwater
Wet Visible free water; below water table Qp Pocket Penetrometer
BASIC LOG FORMAT:
Group name, Group symbol, (grain size), color, moisture, consistency or relative density. Additional comments: odor, presence of roots, mica, gypsum,
coarse grained particles, etc.
EXAMPLE:
Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets.
File:Mgr: c;\SoilClassif.wpd PLATE B-1
I I I I I I I I I
-
0
5
10
15
20
25
30
SM TOPSOIL:0' SILTY SAND, reddish brown, damp, medium dense; fine to medium
sands.
PARALIC DEPOSITS:@ 0.8' SILTY SAND, reddish light brown, damp, dense; fine sands.
Total Depth = 5'
No Groundwater or Caving Encountered
Backfilled 1-8-21
GeoSoils, Inc.BORING LOG
PROJECT:CROSS REAL ESTATE INVESTORS
2908 Highland Dr., Carlsbad W.O.8037-A-SC BORING IB-1 SHEET 1 OF
DATE EXCAVATED 1-7-21 LOGGED BY:TMP APPROX. ELEV.:163 MSL
SAMPLE METHOD:
Standard Penetration Test Groundwater
Undisturbed, Ring Sample Seepage
GeoSoils, Inc.
PLATE
De
p
t
h
(
f
t
.
)
Bu
l
k
Sample
Un
d
i
s
t
u
r
b
e
d
Bl
o
w
s
/
F
t
.
US
C
S
S
y
m
b
o
l
Dr
y
U
n
i
t
W
t
.
(
p
c
f
)
Mo
i
s
t
u
r
e
(
%
)
Sa
t
u
r
a
t
i
o
n
(
%
)
Material Description
1
B-7
H
~
I
I
I
I
I
...
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
--
'(
J
•ii~
I I
0
5
10
15
20
25
30
SM TOPSOIL:@ 0' SILTY SAND, reddish brown, damp, medium dense; fine to medium
sands.
PARALIC DEPOSITS:@ 0.8' SILTY SAND, reddish light brown, damp, dense.
Total Depth = 5'
No Groundwater or Caving Encountered
1-8-21
GeoSoils, Inc.BORING LOG
PROJECT:CROSS REAL ESTATE INVESTORS
2908 Highland Dr., Carlsbad W.O.8037-A-SC BORING IB-2 SHEET 1 OF
DATE EXCAVATED 1-7-21 LOGGED BY:TMP APPROX. ELEV.:163 MSL
SAMPLE METHOD:
Standard Penetration Test Groundwater
Undisturbed, Ring Sample Seepage
GeoSoils, Inc.
PLATE
De
p
t
h
(
f
t
.
)
Bu
l
k
Sample
Un
d
i
s
t
u
r
b
e
d
Bl
o
w
s
/
F
t
.
US
C
S
S
y
m
b
o
l
Dr
y
U
n
i
t
W
t
.
(
p
c
f
)
Mo
i
s
t
u
r
e
(
%
)
Sa
t
u
r
a
t
i
o
n
(
%
)
Material Description
1
B-8
H
~
I
I
I
I
I
...
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
--
'(
J
•ii~
I I
0
5
10
15
20
25
30
SM TOPSOIL:@ 0' SILTY SAND, reddish brown, damp, medium dense.
PARALIC DEPOSITS:@ 0.8 SILTY SAND, reddish light brown, damp, medium dense to very
dense with depth; fine sands.
@ 5' Becomes reddish brown; fine to medium sands.
Total Depth = 15'
No Groundwater or Caving Encountered
Backfilled 1-8-21
GeoSoils, Inc.BORING LOG
PROJECT:CROSS REAL ESTATE INVESTORS
2908 Highland Dr., Carlsbad W.O.8037-A-SC BORING IB-3 SHEET 1 OF
DATE EXCAVATED 1-7-21 LOGGED BY:TMP APPROX. ELEV.:162 MSL
SAMPLE METHOD:
Standard Penetration Test Groundwater
Undisturbed, Ring Sample Seepage
GeoSoils, Inc.
PLATE
De
p
t
h
(
f
t
.
)
Bu
l
k
Sample
Un
d
i
s
t
u
r
b
e
d
Bl
o
w
s
/
F
t
.
US
C
S
S
y
m
b
o
l
Dr
y
U
n
i
t
W
t
.
(
p
c
f
)
Mo
i
s
t
u
r
e
(
%
)
Sa
t
u
r
a
t
i
o
n
(
%
)
Material Description
1
B-9
H
~
,,i