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KLEINFELDER 2882 Prospect Park Dr., Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 f | 916.366-7013
June 19, 2017 File: 20171856.001A Mr. Kevin Torell, AICP Area Manager – Permitting II Vulcan Materials – Western Region Physical: 50 El Charro Road Pleasanton, CA 94588 Mailing: 4101 Dublin Boulevard, PMB#144, Suite F Dublin, CA 94568 [email protected] Subject: Geotechnical Evaluation Report Pit Slope Stability Analyses Proposed Carli Expansion
Florin Road and Eagles Nest Road Sacramento County, California 95830 Dear Mr. Torell: Kleinfelder is pleased to present this geotechnical data report that provides the slope stability analyses results for final pit configuration of the proposed Carli Expansion located northeast of the intersection of Florin Road and Eagles Nest Road, in Sacramento County, California. The purpose of our investigation was to explore and evaluate the subsurface conditions at various locations on the site in order to develop geotechnical engineering recommendations for slope configuration for the Carli Expansion and to assist Vulcan Material Company (Vulcan) with their permitting process in accordance with requirements of the State of California Office of Mine Reclamation. Based on the results of our field investigation, laboratory testing, and engineering analyses, it is our professional opinion the site is suitable for the proposed mining pit slopes. Recommendations regarding the geotechnical aspects of project design and construction are presented in the following report. Recommendations provided herein are contingent on the provisions outlined in the ADDITIONAL SERVICES and LIMITATIONS sections of this report. The project Owner should become familiar with these provisions in order to assess further involvement by Kleinfelder and other potential impacts to the proposed project.
KLEINFELDER 2882 Prospect Park Dr., Suite 200, Rancho Cordova, CA 95670 p | 916.366-1701 f | 916.366-7013
We appreciate the opportunity of providing our services for this project. If you have any questions regarding the information or recommendations presented in our report, please do not hesitate to contact us at (916) 366-1701. Sincerely, KLEINFELDER, INC. Rebecca L. Money, PE, GE Byron Anderson, PG, CEG Senior Geotechnical Engineer Principal Engineering Geologist Reviewed By: Timothy A Williams, PE, GE Principal Geotechnical Engineer
FIGURES 1 Site Location Map 2 Boring Location Map 3 Regional Geology Map APPENDICES A Logs of Exploratory Borings B Laboratory Test Results C Slope Stability Analysis Results D GBA Flyer
The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.
The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.
*Units in approximate stratigraphic relationship order
Riverbank Upper Member (Late Pleistocene), unconsolidated but compact, dark-brown to red alluvium composed of gravel, sand,silt and with minor clay.
Laguna Formation (Pliocene), Interbedded alluvial gravel, sand, and silt. Pebbles and cobbles of quartz and metamorphic rock fragments generally dominate the gravels, but the matrix of gravelly units and finer sediments are invariably arkosic.
Turlock Lake Formation (Pleistocene), deeply weathered and dissected arkosic gravels with minor resistant metamorphic rockfragments and quartz pebbles; sand and silt present along the southand east sides of the Sacramento River.
Riverbank Lower Member (Late Pleistocene), red semiconsolidatedgravel, sand, and silt.
KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com
The report and graphics key are an integral part of these logs. All dataand interpretations in this log are subject to the explanations andlimitations stated in the report.
Lines separating strata on the logs represent approximate boundariesonly. Actual transitions may be gradual or differ from those shown.
No warranty is provided as to the continuity of soil or rock conditionsbetween individual sample locations.
Logs represent general soil or rock conditions observed at the point ofexploration on the date indicated.
In general, Unified Soil Classification System designations presentedon the logs were based on visual classification in the field and weremodified where appropriate based on gradation and index property testing.
Fine grained soils that plot within the hatched area on the PlasticityChart, and coarse grained soils with between 5% and 12% passing the No.200 sieve require dual USCS symbols, ie., GW-GM, GP-GM, GW-GC,GP-GC, GC-GM, SW-SM, SP-SM, SW-SC, SP-SC, SC-SM.
STANDARD PENETRATION SPLIT SPOON SAMPLER(2 in. (50.8 mm.) outer diameter and 1-3/8 in. (34.9 mm.) innerdiameter)
CALIFORNIA SAMPLER(3 in. (76.2 mm.) outer diameter)
HOLLOW STEM AUGER
SOLID STEM AUGER
SHELBY TUBE SAMPLER
MODIFIED CALIFORNIA SAMPLER(2 or 2-1/2 in. (50.8 or 63.5 mm.) outer diameter)
BULK / GRAB / BAG SAMPLE
NQ CORE SAMPLE(1.874 in. (47.6 mm.) core diameter)
WASH BORING
TEXAS CONE PENETRATION
NOTES
GROUND WATER GRAPHICS
OBSERVED SEEPAGE
WATER LEVEL (level after exploration completion)
WATER LEVEL (level where first observed)
WATER LEVEL (additional levels after exploration)
DRAWN BY: DR
CHECKED BY: BM
DATE: 9/12/2016
REVISED: 11/4/2016
PLO
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: 11
/04/
201
6 0
7:0
7 A
M B
Y:
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PROJECT NO.: 20171856
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on\g
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017
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6blo
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: P
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ISE
: KLF
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_GIN
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016
.GLB
[G
EO
-LE
G 1
(G
RA
PH
ICS
KE
Y)
WIT
H U
SC
S -
SQ
L]
A-2
FIGURE
CALIFORNIASAMPLER(# blows/ft)
MODIFIED CASAMPLER(# blows/ft)
SPT-N60
(# blows/ft)
Vulcan-Carli ExpansionFlorin Road
Sacramento, California
KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com
Alternating layers of varying material or color with layers atleast 1/4-in. thick, note thickness.
Breaks along definite planes of fracture withlittle resistance to fracturing.
Cohesive soil that can be broken down into small angular lumpswhich resist further breakdown.Inclusion of small pockets of different soils, such as small lensesof sand scattered through a mass of clay; note thickness.
Subangular
Particles have smoothly curved sides and no edges.
Particles are similar to angular description but have rounded edges.
DESCRIPTION CRITERIA
A 1/8-in. (3 mm.) thread cannot be rolled at any watercontent.
NPNon-plastic
The thread can barely be rolled and the lump or threadcannot be formed when drier than the plastic limit.
< 30Low (L)
The thread is easy to roll and not much time is required toreach the plastic limit. The thread cannot be rerolled afterreaching the plastic limit. The lump or thread crumbles whendrier than the plastic limit.
SOIL DESCRIPTION KEY
Boulders
Cobbles
coarse
fineGravel
Sand
Fines
GRAIN SIZE
>12 in. (304.8 mm.)
3 - 12 in. (76.2 - 304.8 mm.) Fist-sized to basketball-sized
3/4 -3 in. (19 - 76.2 mm.) Thumb-sized to fist-sized
0.19 - 0.75 in. (4.8 - 19 mm.) Pea-sized to thumb-sized
0.079 - 0.19 in. (2 - 4.9 mm.)#10 - #4
0.017 - 0.079 in. (0.43 - 2 mm.)
#200 - #40
coarse
fine
medium
SIEVE SIZE APPROXIMATE SIZE
Larger than basketball-sized>12 in. (304.8 mm.)
3 - 12 in. (76.2 - 304.8 mm.)
3/4 -3 in. (19 - 76.2 mm.)
#4 - 3/4 in. (#4 - 19 mm.)
Rock salt-sized to pea-sized
#40 - #10 Sugar-sized to rock salt-sized
0.0029 - 0.017 in. (0.07 - 0.43 mm.) Flour-sized to sugar-sized
Passing #200 <0.0029 in. (<0.07 mm.) Flour-sized and smaller
DESCRIPTION
SecondaryConstituent isFine Grained
SecondaryConstituent is
Coarse Grained
CONSISTENCY
<2
>30
Very Soft
SPT - N60
(# blows / ft)
Soft
Medium
Stiff
Very Stiff
Hard
2 - 4
4 - 8
8 - 15
15 - 30
VISUAL / MANUAL CRITERIA
<500
>8000
4000 - 8000
500 - 1000
1000 - 2000
2000 - 4000
Thumb will penetrate more than 1 inch (25 mm). Extrudesbetween fingers when squeezed.
Thumb will penetrate soil about 1 inch (25 mm).Remolded by light finger pressure.
Thumb will penetrate soil about 1/4 inch (6 mm).Remolded by strong finger pressure.
Can be imprinted with considerable pressure from thumb.
Thumb will not indent soil but readily indented withthumbnail.
Thumbnail will not indent soil.
UNCONFINEDCOMPRESSIVE
STRENGTH (Qu)(psf)
Alternating layers of varying material or color with the layerless than 1/4-in. thick, note thickness.
NAME
Blue Green
Red
Green
Green Yellow
Yellow
Yellow Red
ABBR
GY
Y
YR
Black
Purple
Purple Blue
Red Purple
Blue
N
RP
BG
G
R
P
PB
B
NAME ABBR
Termof
Use
<5%
With
Modifier
5 to <15%
15%
Trace <15%
15 to <30%
30%
AMOUNT DESCRIPTION
Dry
Moist
Wet
FIELD TEST
Damp but no visible water
Visible free water, usually soilis below water table
Absence of moisture, dusty,dry to the touch
Rounded
Subrounded
DESCRIPTION FIELD TEST
Moderately
Strongly
Crumbles or breaks withconsiderable finger pressure.
Will not crumble or break withfinger pressure.
Crumbles or breaks with handlingor slight finger pressure.
Weakly
None
Particles have nearly plane sides but have well-rounded corners andedges.
AngularParticles have sharp edges and relatively plane sides with unpolishedsurfaces.
DESCRIPTION
Fissured
Slickensided
Blocky
Lensed
CRITERIA
Weak
Strong
No visible reaction
Violent reaction, with bubblesforming immediately
DESCRIPTION FIELD TEST
Some reaction, with bubblesforming slowly
Stratified
Laminated
Fracture planes appear polished or glossy, sometimes striated.
It takes considerable time rolling and kneading to reach theplastic limit. The thread can be rerolled several times afterreaching the plastic limit. The lump or thread can be formedwithout crumbling when drier than the plastic limit.
30 - 50
> 50
Medium (M)
High (H)
RELATIVEDENSITY
(%)
APPARENTDENSITY
30 - 50
10 - 30
4 - 10
<4
>60
35 - 60
12 - 35
5 - 12
<4
>70
40 - 70
15 - 40
5 - 15
85 - 100
65 - 85
35 - 65
15 - 35
<5 0 - 15
Very Dense
Dense
Medium Dense
>50
Loose
Very Loose
FROM TERZAGHI AND PECK, 1948
LLDESCRIPTION FIELD TEST
MOISTURE CONTENT
CONSISTENCY - FINE-GRAINED SOIL
FROM TERZAGHI AND PECK, 1948; LAMBE AND WHITMAN, 1969; FHWA, 2002; AND ASTM D2488
SECONDARY CONSTITUENT MUNSELL COLOR
ANGULARITY
CEMENTATION
STRUCTURE
REACTION WITH HYDROCHLORIC ACID
PLASTICITYAPPARENT / RELATIVE DENSITY - COARSE-GRAINED SOIL
GRAIN SIZE
DRAWN BY: DR
CHECKED BY: BM
DATE: 9/12/2016
REVISED: 11/4/2016
PLO
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/04/
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gIN
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PLA
TE
: P
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TW
ISE
: KLF
_ST
AN
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_GIN
T_L
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016
.GLB
[G
EO
-LE
GE
ND
2 (
SO
IL D
ES
C K
EY
) R
EV
072
616
]
56
Sandy SILT (ML): low plasticity, olive brown,moist, soft to firm, weakly to moderatelycemented, fine sand, crumbly texture
Sandy SILT (ML): low to medium plasticity,olive brown, moist, weakly cemented, finesand
soft, non-plastic fines
SILT with Sand (ML): low to mediumplasticity, olive brown, moist, hard, weaklycemented, fine sand
Hand auger to 4 feet
PP=>4.5
PP=4.0
43 16
BORING LOG B-1FIGURE
1 of 5
BORING LOG B-1
LABORATORY RESULTS
Lithologic Description
PAGE:
FIELD EXPLORATION
A-3Vulcan-Carli ExpansionFlorin Road
Sacramento, California
KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com
Dry
Uni
t Wt.
(pcf
)
Pas
sing
#4
(%)
Pas
sing
#20
0 (%
)
Surface Condition: Soil
Logged By:
Date Begin - End:
Hor.-Vert. Datum:
Weather:
Drill Crew:
Not Available Geoprobe 8140LS
Brandon
Cascade
-90 degreesPlunge:
Drilling Company:
Drilling Method:
Drilling Equipment:
9/07/2016 - 9/08/2016
Sunny Bore Diameter:
C. Riddle
Sonic Drill Rig
4.75 in. O.D.
Add
ition
al T
ests
/R
emar
ks
Poc
ket P
en(P
P)=
tsf
Liqu
id L
imit
Pla
stic
ity I
ndex
(NP
=N
onP
last
ic)
Dep
th (
feet
)
5
10
15
Gra
phic
al L
og
Sam
ple
Num
ber
Rec
over
y(N
R=
No
Rec
over
y)
US
CS
Sym
bol
Wat
erC
onte
nt (
%)
Run1
(4-6')
Run1
(6-8')
Run1
(8-9')
Run2
(9-11')
Run3
(11-14')
Run4
(14-16')
Run4
(16-18')
Run4
(18-19')
Run5
CHECKED BY: BM
DATE: 9/12/2016
DRAWN BY: DR
REVISED: 11/4/2016
gIN
T F
ILE
: K
:\201
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1856
.001
a-V
ulca
n-C
arli
Exp
ansi
on\g
int\2
017
185
6blo
gs.g
pj
gIN
T T
EM
PLA
TE
: P
RO
JEC
TW
ISE
: KLF
_ST
AN
DA
RD
_GIN
T_L
IBR
AR
Y_2
016
.GLB
[K
LF_B
OR
ING
/TE
ST
PIT
SO
IL L
OG
]P
LOT
TE
D:
11/0
4/20
16
07
:01
AM
BY
: dr
oss
PROJECT NO.: 20171856
Sam
ple
Typ
e
45
30
12
SILT with Sand (ML): low to mediumplasticity, olive brown, moist, hard, weaklycemented, fine sand
Silty SAND (SM): brown, moist, mediumdense, fine to medium sand, non-plastic fines
Well-graded GRAVEL with Silt and Sand(GW-GM): brownish gray, moist, dense, fineto coarse subrounded gravel up to 3 inches,fine to coarse sand, non-plastic fines
PP=>4.5
GW-GM
BORING LOG B-1FIGURE
2 of 5
BORING LOG B-1
LABORATORY RESULTS
Lithologic Description
PAGE:
FIELD EXPLORATION
A-3Vulcan-Carli ExpansionFlorin Road
Sacramento, California
KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com
Dry
Uni
t Wt.
(pcf
)
Pas
sing
#4
(%)
Pas
sing
#20
0 (%
)
Surface Condition: Soil
Logged By:
Date Begin - End:
Hor.-Vert. Datum:
Weather:
Drill Crew:
Not Available Geoprobe 8140LS
Brandon
Cascade
-90 degreesPlunge:
Drilling Company:
Drilling Method:
Drilling Equipment:
9/07/2016 - 9/08/2016
Sunny Bore Diameter:
C. Riddle
Sonic Drill Rig
4.75 in. O.D.
Add
ition
al T
ests
/R
emar
ks
Poc
ket P
en(P
P)=
tsf
Liqu
id L
imit
Pla
stic
ity I
ndex
(NP
=N
onP
last
ic)
Dep
th (
feet
)
25
30
35
Gra
phic
al L
og
Sam
ple
Num
ber
Rec
over
y(N
R=
No
Rec
over
y)
US
CS
Sym
bol
Wat
erC
onte
nt (
%)
(19-20')
Run6
(20-22')
Run6
(22-24')
Run6
(24-26')
Run6
(26-28')
Run7
(28-30')
Run7
(30-32')
Run7
(32-34')
Run7
(34-36')
Run8
(36-38')
Run8
(38-40')
CHECKED BY: BM
DATE: 9/12/2016
DRAWN BY: DR
REVISED: 11/4/2016
gIN
T F
ILE
: K
:\201
6_pr
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ts\2
017
1856
.001
a-V
ulca
n-C
arli
Exp
ansi
on\g
int\2
017
185
6blo
gs.g
pj
gIN
T T
EM
PLA
TE
: P
RO
JEC
TW
ISE
: KLF
_ST
AN
DA
RD
_GIN
T_L
IBR
AR
Y_2
016
.GLB
[K
LF_B
OR
ING
/TE
ST
PIT
SO
IL L
OG
]P
LOT
TE
D:
11/0
4/20
16
07
:02
AM
BY
: dr
oss
PROJECT NO.: 20171856
Sam
ple
Typ
e
42 10
Poorly graded GRAVEL with Silt and Sand(GP-GM): brownish gray, moist, dense, fineto coarse subrounded gravel up to 3 inches,fine to coarse sand, non-plastic fines
gravel up to 4 inches
Clayey SAND with Gravel (SC): low plasticity,reddish brown to dark brown, wet, dense, fineto coarse sand, fine to coarse subroundedgravel up to 2 inches
NP NP
NR
GP-GM
BORING LOG B-1FIGURE
3 of 5
BORING LOG B-1
LABORATORY RESULTS
Lithologic Description
PAGE:
FIELD EXPLORATION
A-3Vulcan-Carli ExpansionFlorin Road
Sacramento, California
KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com
Dry
Uni
t Wt.
(pcf
)
Pas
sing
#4
(%)
Pas
sing
#20
0 (%
)
Surface Condition: Soil
Logged By:
Date Begin - End:
Hor.-Vert. Datum:
Weather:
Drill Crew:
Not Available Geoprobe 8140LS
Brandon
Cascade
-90 degreesPlunge:
Drilling Company:
Drilling Method:
Drilling Equipment:
9/07/2016 - 9/08/2016
Sunny Bore Diameter:
C. Riddle
Sonic Drill Rig
4.75 in. O.D.
Add
ition
al T
ests
/R
emar
ks
Poc
ket P
en(P
P)=
tsf
Liqu
id L
imit
Pla
stic
ity I
ndex
(NP
=N
onP
last
ic)
Dep
th (
feet
)
45
50
55
Gra
phic
al L
og
Sam
ple
Num
ber
Rec
over
y(N
R=
No
Rec
over
y)
US
CS
Sym
bol
Wat
erC
onte
nt (
%)
Run9
(40-42')
Run9
(42-44')
Run9
(44-46')
Run9
(46-48')
Run10
(48-49')
Run10
(49-51')
Run10
(51-53')
Run10
(53-55')
Run11
(55-57')
Run12
(57-59')
Run12
(59-61')
CHECKED BY: BM
DATE: 9/12/2016
DRAWN BY: DR
REVISED: 11/4/2016
gIN
T F
ILE
: K
:\201
6_pr
ojec
ts\2
017
1856
.001
a-V
ulca
n-C
arli
Exp
ansi
on\g
int\2
017
185
6blo
gs.g
pj
gIN
T T
EM
PLA
TE
: P
RO
JEC
TW
ISE
: KLF
_ST
AN
DA
RD
_GIN
T_L
IBR
AR
Y_2
016
.GLB
[K
LF_B
OR
ING
/TE
ST
PIT
SO
IL L
OG
]P
LOT
TE
D:
11/0
4/20
16
07
:02
AM
BY
: dr
oss
PROJECT NO.: 20171856
Sam
ple
Typ
e
87
SILT (ML): low plasticity, olive brown toyellowish brown, moist, very hard, fine sand
Sandy SILT (ML): low plasticity, brown,moist, firm, fine sand
Sandy SILT (ML): low plasticity, brown,moist, firm, fine sand
Clayey SAND with Gravel (SC): dark brownto dark reddish brown, moist, very dense, fineto coarse sand, fine subrounded gravel up to3/4 inch, low plasticity fines
reddish brown
PP=>4.5
PP=>4.5
PP=2.25
PP=4.0
PP=3.5
PP=4.5
45 18ML
BORING LOG B-1FIGURE
4 of 5
BORING LOG B-1
LABORATORY RESULTS
Lithologic Description
PAGE:
FIELD EXPLORATION
A-3Vulcan-Carli ExpansionFlorin Road
Sacramento, California
KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com
Dry
Uni
t Wt.
(pcf
)
Pas
sing
#4
(%)
Pas
sing
#20
0 (%
)
Surface Condition: Soil
Logged By:
Date Begin - End:
Hor.-Vert. Datum:
Weather:
Drill Crew:
Not Available Geoprobe 8140LS
Brandon
Cascade
-90 degreesPlunge:
Drilling Company:
Drilling Method:
Drilling Equipment:
9/07/2016 - 9/08/2016
Sunny Bore Diameter:
C. Riddle
Sonic Drill Rig
4.75 in. O.D.
Add
ition
al T
ests
/R
emar
ks
Poc
ket P
en(P
P)=
tsf
Liqu
id L
imit
Pla
stic
ity I
ndex
(NP
=N
onP
last
ic)
Dep
th (
feet
)
65
70
75
Gra
phic
al L
og
Sam
ple
Num
ber
Rec
over
y(N
R=
No
Rec
over
y)
US
CS
Sym
bol
Wat
erC
onte
nt (
%)
Run12
(61-63')
Run12
(63-65')
Run12
(65-67')
Run13
(67-69')
Run13
(69-71')
Run13
(71-73')
Run14
(73-74')
Run14
(74-76')
Run14
(76-78')
Run14
(78-80')
CHECKED BY: BM
DATE: 9/12/2016
DRAWN BY: DR
REVISED: 11/4/2016
gIN
T F
ILE
: K
:\201
6_pr
ojec
ts\2
017
1856
.001
a-V
ulca
n-C
arli
Exp
ansi
on\g
int\2
017
185
6blo
gs.g
pj
gIN
T T
EM
PLA
TE
: P
RO
JEC
TW
ISE
: KLF
_ST
AN
DA
RD
_GIN
T_L
IBR
AR
Y_2
016
.GLB
[K
LF_B
OR
ING
/TE
ST
PIT
SO
IL L
OG
]P
LOT
TE
D:
11/0
4/20
16
07
:02
AM
BY
: dr
oss
PROJECT NO.: 20171856
Sam
ple
Typ
e
GROUNDWATER LEVEL INFORMATION: Groundwater was observed at approximately 57 ft. below ground
surface during drilling.GENERAL NOTES:6 inch diameter casing installed to 40 feet
Clayey SAND with Gravel (SC): dark brownto dark reddish brown, moist, very dense, fineto coarse sand, fine subrounded gravel up to3/4 inch, low plasticity fines
Lean CLAY with Sand (CL): mediumplasticity, olive to olive brown, moist, firm, finesand
The boring was terminated at approximately90 ft. below ground surface. The boring wasbackfilled with neat cement grout to 5 feetbelow ground surface and capped withcuttings
PP=2.5
PP=2.0
PP=2.25
BORING LOG B-1FIGURE
5 of 5
BORING LOG B-1
LABORATORY RESULTS
Lithologic Description
PAGE:
FIELD EXPLORATION
A-3Vulcan-Carli ExpansionFlorin Road
Sacramento, California
KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com
Dry
Uni
t Wt.
(pcf
)
Pas
sing
#4
(%)
Pas
sing
#20
0 (%
)
Surface Condition: Soil
Logged By:
Date Begin - End:
Hor.-Vert. Datum:
Weather:
Drill Crew:
Not Available Geoprobe 8140LS
Brandon
Cascade
-90 degreesPlunge:
Drilling Company:
Drilling Method:
Drilling Equipment:
9/07/2016 - 9/08/2016
Sunny Bore Diameter:
C. Riddle
Sonic Drill Rig
4.75 in. O.D.
Add
ition
al T
ests
/R
emar
ks
Poc
ket P
en(P
P)=
tsf
Liqu
id L
imit
Pla
stic
ity I
ndex
(NP
=N
onP
last
ic)
Dep
th (
feet
)
85
90
95
Gra
phic
al L
og
Sam
ple
Num
ber
Rec
over
y(N
R=
No
Rec
over
y)
US
CS
Sym
bol
Wat
erC
onte
nt (
%)
Run15
(80-82')
Run15
(82-84')
Run15
(84-86')
Run15
(86-88')
CHECKED BY: BM
DATE: 9/12/2016
DRAWN BY: DR
REVISED: 11/4/2016
gIN
T F
ILE
: K
:\201
6_pr
ojec
ts\2
017
1856
.001
a-V
ulca
n-C
arli
Exp
ansi
on\g
int\2
017
185
6blo
gs.g
pj
gIN
T T
EM
PLA
TE
: P
RO
JEC
TW
ISE
: KLF
_ST
AN
DA
RD
_GIN
T_L
IBR
AR
Y_2
016
.GLB
[K
LF_B
OR
ING
/TE
ST
PIT
SO
IL L
OG
]P
LOT
TE
D:
11/0
4/20
16
07
:02
AM
BY
: dr
oss
PROJECT NO.: 20171856
Sam
ple
Typ
e
64
Silty SAND (SM): yellowish brown, moist,soft, fine to medium sand, non-plastic fines
brown, firm, weakly to moderately cemented
yellowish brown
Clayey SAND (SC): red, moist, firm, weaklyto moderately cemented, fine to medium sand,low plasticity fines
Lean CLAY with Sand (CL): high plasticity,reddish brown, moist, moderately to stronglycemented
Sandy SILT (ML): low plasticity, brown,moist, firm, weakly cemented, fine to mediumsand
Lean CLAY (CL): medium plasticity, brown,moist, firm, weakly to moderately cemented,trace fine to medium sand
Sandy SILT (ML): medium plasticity,yellowish brown, moist, soft, weakly tomoderately cemented, fine to medium sand
BORING LOG B-2FIGURE
1 of 5
BORING LOG B-2
LABORATORY RESULTS
Lithologic Description
PAGE:
FIELD EXPLORATION
A-4Vulcan-Carli ExpansionFlorin Road
Sacramento, California
KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com
Dry
Uni
t Wt.
(pcf
)
Pas
sing
#4
(%)
Pas
sing
#20
0 (%
)
Surface Condition: Gravel and cobbles
Logged By:
Date Begin - End:
Hor.-Vert. Datum:
Weather:
Drill Crew:
Not Available Geoprobe 8140LS
Brandon
Cascade
-90 degreesPlunge:
Drilling Company:
Drilling Method:
Drilling Equipment:
9/06/2016 - 9/07/2016
Sunny Bore Diameter:
M. Galouei/C. Riddle
Sonic Drill Rig
4.75 in. O.D.
Add
ition
al T
ests
/R
emar
ks
Poc
ket P
en(P
P)=
tsf
Liqu
id L
imit
Pla
stic
ity I
ndex
(NP
=N
onP
last
ic)
Dep
th (
feet
)
5
10
15
Gra
phic
al L
og
Sam
ple
Num
ber
Rec
over
y(N
R=
No
Rec
over
y)
US
CS
Sym
bol
Wat
erC
onte
nt (
%)
Run1
(5-7')
Run1
(7-10')
Run2
(10-12')
Run3
(12-14')
Run4
(14-16')
Run4
(16-18')
Run5
(18-21')
CHECKED BY: BM
DATE: 9/12/2016
DRAWN BY: DR
REVISED: 11/4/2016
gIN
T F
ILE
: K
:\201
6_pr
ojec
ts\2
017
1856
.001
a-V
ulca
n-C
arli
Exp
ansi
on\g
int\2
017
185
6blo
gs.g
pj
gIN
T T
EM
PLA
TE
: P
RO
JEC
TW
ISE
: KLF
_ST
AN
DA
RD
_GIN
T_L
IBR
AR
Y_2
016
.GLB
[K
LF_B
OR
ING
/TE
ST
PIT
SO
IL L
OG
]P
LOT
TE
D:
11/0
4/20
16
07
:02
AM
BY
: dr
oss
PROJECT NO.: 20171856
Sam
ple
Typ
e
53
15
13
Sandy SILT (ML): medium plasticity,yellowish brown, moist, soft, weakly tomoderately cemented, fine to medium sanddark yellowish brown
non-plastic, weakly to moderately cemented
hard
Lean CLAY with Sand (CL): mediumplasticity, yellowish brown, moist, hard, fine tomedium sand
Silty SAND (SM): brown, moist, dense,non-plastic fines
Poorly graded GRAVEL with Silt and Sand(GP-GM): brown, moist, fine to coarsegravel, with subrounded cobbles
Silty GRAVEL with Sand (GM): brown, moist,fine to coarse gravel, with subrounded cobbles
subangular cobbles
subrounded cobbles
NP
NP
NP
NP
SM
GM
BORING LOG B-2FIGURE
2 of 5
BORING LOG B-2
LABORATORY RESULTS
Lithologic Description
PAGE:
FIELD EXPLORATION
A-4Vulcan-Carli ExpansionFlorin Road
Sacramento, California
KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com
Dry
Uni
t Wt.
(pcf
)
Pas
sing
#4
(%)
Pas
sing
#20
0 (%
)
Surface Condition: Gravel and cobbles
Logged By:
Date Begin - End:
Hor.-Vert. Datum:
Weather:
Drill Crew:
Not Available Geoprobe 8140LS
Brandon
Cascade
-90 degreesPlunge:
Drilling Company:
Drilling Method:
Drilling Equipment:
9/06/2016 - 9/07/2016
Sunny Bore Diameter:
M. Galouei/C. Riddle
Sonic Drill Rig
4.75 in. O.D.
Add
ition
al T
ests
/R
emar
ks
Poc
ket P
en(P
P)=
tsf
Liqu
id L
imit
Pla
stic
ity I
ndex
(NP
=N
onP
last
ic)
Dep
th (
feet
)
25
30
35
Gra
phic
al L
og
Sam
ple
Num
ber
Rec
over
y(N
R=
No
Rec
over
y)
US
CS
Sym
bol
Wat
erC
onte
nt (
%)
Run5
(21-22.5')
Run5
(22.5-25')
Run6
(25-26')
Run6
(26-28')
Run6
(28-30')
Run7
(30-33')
Run7
(33-35')
Run7
(35-37')
Run8
(37-40')
CHECKED BY: BM
DATE: 9/12/2016
DRAWN BY: DR
REVISED: 11/4/2016
gIN
T F
ILE
: K
:\201
6_pr
ojec
ts\2
017
1856
.001
a-V
ulca
n-C
arli
Exp
ansi
on\g
int\2
017
185
6blo
gs.g
pj
gIN
T T
EM
PLA
TE
: P
RO
JEC
TW
ISE
: KLF
_ST
AN
DA
RD
_GIN
T_L
IBR
AR
Y_2
016
.GLB
[K
LF_B
OR
ING
/TE
ST
PIT
SO
IL L
OG
]P
LOT
TE
D:
11/0
4/20
16
07
:02
AM
BY
: dr
oss
PROJECT NO.: 20171856
Sam
ple
Typ
e
52 15
Silty GRAVEL with Sand (GM): brown, moist,fine to coarse gravel, with subrounded cobblesincreasing subrounded cobbles
subangular cobbles
Clayey GRAVEL with Sand (GC): brown,moist, dense, fine to coarse subroundedgravel up to 2 inches, fine to coarse sand, lowplasticity fines
Silty GRAVEL with Sand (GM): light brown,moist, dense, fine to coarse subroundedgravel up to 3 inches, fine to coarse sand,non-plastic fines
Lean CLAY (CL): medium to high plasticity,olive brown, moist, very hard
SILT (ML): low plasticity, olive, moist, firm,trace fine sand
PP=>4.5
PP=3.25
BORING LOG B-2FIGURE
3 of 5
BORING LOG B-2
LABORATORY RESULTS
Lithologic Description
PAGE:
FIELD EXPLORATION
A-4Vulcan-Carli ExpansionFlorin Road
Sacramento, California
KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com
Dry
Uni
t Wt.
(pcf
)
Pas
sing
#4
(%)
Pas
sing
#20
0 (%
)
Surface Condition: Gravel and cobbles
Logged By:
Date Begin - End:
Hor.-Vert. Datum:
Weather:
Drill Crew:
Not Available Geoprobe 8140LS
Brandon
Cascade
-90 degreesPlunge:
Drilling Company:
Drilling Method:
Drilling Equipment:
9/06/2016 - 9/07/2016
Sunny Bore Diameter:
M. Galouei/C. Riddle
Sonic Drill Rig
4.75 in. O.D.
Add
ition
al T
ests
/R
emar
ks
Poc
ket P
en(P
P)=
tsf
Liqu
id L
imit
Pla
stic
ity I
ndex
(NP
=N
onP
last
ic)
Dep
th (
feet
)
45
50
55
Gra
phic
al L
og
Sam
ple
Num
ber
Rec
over
y(N
R=
No
Rec
over
y)
US
CS
Sym
bol
Wat
erC
onte
nt (
%)
Run8
(40-42')
Run8
(42-44')
Run8
(44-46')
Run9
(46-47.5')
Run9
(47.5-50')
Run10
(50-52')
Run10
(52-54')
Run10
(54-56')
Run10
56-58
Run11
(58-60')
CHECKED BY: BM
DATE: 9/12/2016
DRAWN BY: DR
REVISED: 11/4/2016
gIN
T F
ILE
: K
:\201
6_pr
ojec
ts\2
017
1856
.001
a-V
ulca
n-C
arli
Exp
ansi
on\g
int\2
017
185
6blo
gs.g
pj
gIN
T T
EM
PLA
TE
: P
RO
JEC
TW
ISE
: KLF
_ST
AN
DA
RD
_GIN
T_L
IBR
AR
Y_2
016
.GLB
[K
LF_B
OR
ING
/TE
ST
PIT
SO
IL L
OG
]P
LOT
TE
D:
11/0
4/20
16
07
:02
AM
BY
: dr
oss
PROJECT NO.: 20171856
Sam
ple
Typ
e
78Lean CLAY with Sand (CL): low plasticity,olive, moist, firm, fine sand
Sandy SILT (ML): low plasticity, olive brown,moist, soft to firm, fine sand increasing withdepth
Fat CLAY (CH): high plasticity, olive brown toreddish brown, moist, very hard
Fat CLAY with Sand (CH): high plasticity,olive brown to reddish brown, moist, very hard,fine sand
Lean CLAY (CL): medium plasticity, reddishbrown, moist, hard to very hard, fine sand
Lean CLAY with Sand (CL): mediumplasticity, reddish brown, moist, hard to veryhard, fine sand
Clayey SAND with Gravel (SC): reddishbrown, wet, dense, fine to coarse sand, finegravel up to 3/4 inch, low plasticity fines
PP=1.75
PP=2.25
PP=>4.5
PP=>4.5
PP=>4.5
PP=4.0
36 16CL
BORING LOG B-2FIGURE
4 of 5
BORING LOG B-2
LABORATORY RESULTS
Lithologic Description
PAGE:
FIELD EXPLORATION
A-4Vulcan-Carli ExpansionFlorin Road
Sacramento, California
KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com
Dry
Uni
t Wt.
(pcf
)
Pas
sing
#4
(%)
Pas
sing
#20
0 (%
)
Surface Condition: Gravel and cobbles
Logged By:
Date Begin - End:
Hor.-Vert. Datum:
Weather:
Drill Crew:
Not Available Geoprobe 8140LS
Brandon
Cascade
-90 degreesPlunge:
Drilling Company:
Drilling Method:
Drilling Equipment:
9/06/2016 - 9/07/2016
Sunny Bore Diameter:
M. Galouei/C. Riddle
Sonic Drill Rig
4.75 in. O.D.
Add
ition
al T
ests
/R
emar
ks
Poc
ket P
en(P
P)=
tsf
Liqu
id L
imit
Pla
stic
ity I
ndex
(NP
=N
onP
last
ic)
Dep
th (
feet
)
65
70
75
Gra
phic
al L
og
Sam
ple
Num
ber
Rec
over
y(N
R=
No
Rec
over
y)
US
CS
Sym
bol
Wat
erC
onte
nt (
%)
Run11
(60-62.5')
Run11
(62.5-65')
Run11
(65-67.5')
Run11
(67.5-70')
Run12
(70-73')
Run12
(73-75')
Run12
(75-77')
Run13
(77-80')
CHECKED BY: BM
DATE: 9/12/2016
DRAWN BY: DR
REVISED: 11/4/2016
gIN
T F
ILE
: K
:\201
6_pr
ojec
ts\2
017
1856
.001
a-V
ulca
n-C
arli
Exp
ansi
on\g
int\2
017
185
6blo
gs.g
pj
gIN
T T
EM
PLA
TE
: P
RO
JEC
TW
ISE
: KLF
_ST
AN
DA
RD
_GIN
T_L
IBR
AR
Y_2
016
.GLB
[K
LF_B
OR
ING
/TE
ST
PIT
SO
IL L
OG
]P
LOT
TE
D:
11/0
4/20
16
07
:02
AM
BY
: dr
oss
PROJECT NO.: 20171856
Sam
ple
Typ
e
GROUNDWATER LEVEL INFORMATION: Groundwater was observed at approximately 58 ft. below ground
surface during drilling.GENERAL NOTES:6 inch diameter casing installed to 60 feet
Clayey SAND with Gravel (SC): reddishbrown, wet, dense, fine to coarse sand, finegravel up to 3/4 inch, low plasticity fines
Lean CLAY (CL): medium plasticity, darkreddish brown, moist, hard, fine sand
The boring was terminated at approximately90 ft. below ground surface. The boring wasbackfilled with neat cement grout to 5 feetbelow ground surface and capped withcuttings
PP=3.25
PP=3.0
PP=1.75
PP=2.50
BORING LOG B-2FIGURE
5 of 5
BORING LOG B-2
LABORATORY RESULTS
Lithologic Description
PAGE:
FIELD EXPLORATION
A-4Vulcan-Carli ExpansionFlorin Road
Sacramento, California
KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com
B-2 35.0 - 37.0 Run 7 (35-37') SILTY GRAVEL WITH SAND (GM) 89 53 13
B-2 37.0 - 46.0 Run 8 (37-40') SILTY GRAVEL WITH SAND (GM) NP NP NP
B-2 47.5 - 50.0 Run 9
(47.5-50')
CLAYEY GRAVEL WITH SAND (GC) 86 52 15
B-2 60.0 - 62.5 Run 11
(60-62.5')
LEAN CLAY WITH SAND (CL) 78 36 20 16
Pas
sin
g 3
/4"
Sieve Analysis (%)
Pas
sin
g #
4
Pas
sin
g #
200
Atterberg Limits
Liq
uid
Lim
it
Sample Description
Pla
stic
Lim
it
Wat
er C
on
ten
t (%
)
Dry
Un
it W
t. (
pcf
)
ExplorationID Additional Tests
Refer to the Geotechnical Evaluation Report or thesupplemental plates for the method used for the testingperformed above.NP = NonPlasticNA = Not Available
Geotechnical-Engineering ReportImportant Information about This
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.
While you cannot eliminate all such risks, you can manage them. The following information is provided to help.
The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer. Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project.
Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and ProjectsGeotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Those who rely on a geotechnical-engineering report prepared for a different client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one – not even you – should apply this report for any purpose or project except the one originally contemplated.
Read this Report in FullCostly problems have occurred because those relying on a geotechnical-engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full.
You Need to Inform Your Geotechnical Engineer about ChangeYour geotechnical engineer considered unique, project-specific factors when designing the study behind this report and developing the confirmation-dependent recommendations the report conveys. A few typical factors include: • the client’s goals, objectives, budget, schedule, and risk-management preferences; • the general nature of the structure involved, its size, configuration, and performance criteria; • the structure’s location and orientation on the site; and • other planned or existing site improvements, such as retaining walls, access roads, parking lots, and underground utilities.
Typical changes that could erode the reliability of this report include those that affect:• the site’s size or shape;• the function of the proposed structure, as when it’s changed from a parking garage to an office building, or from a light-industrial plant to a refrigerated warehouse;• the elevation, configuration, location, orientation, or weight of the proposed structure;• the composition of the design team; or• project ownership.
As a general rule, always inform your geotechnical engineer of project changes – even minor ones – and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered.
This Report May Not Be ReliableDo not rely on this report if your geotechnical engineer prepared it:• for a different client;• for a different project;• for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations.
Note, too, that it could be unwise to rely on a geotechnical-engineering report whose reliability may have been affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If your geotechnical engineer has not indicated an “apply-by” date on the report, ask what it should be, and, in general, if you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying it. A minor amount of additional testing or analysis – if any is required at all – could prevent major problems.
Most of the “Findings” Related in This Report Are Professional OpinionsBefore construction begins, geotechnical engineers explore a site’s subsurface through various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing were performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgment to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ – maybe significantly – from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team from project start to project finish, so the individual can provide informed guidance quickly, whenever needed.
This Report’s Recommendations Are Confirmation-DependentThe recommendations included in this report – including any options or alternatives – are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgment and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions revealed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations if you fail to retain that engineer to perform construction observation.
This Report Could Be MisinterpretedOther design professionals’ misinterpretation of geotechnical-engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a full-time member of the design team, to: • confer with other design-team members, • help develop specifications, • review pertinent elements of other design professionals’ plans and specifications, and • be on hand quickly whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction observation.
Give Constructors a Complete Report and GuidanceSome owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you’ve included the material for informational purposes only. To avoid misunderstanding, you may also want to note that “informational purposes” means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report, but they may rely on the factual data relative to the specific times, locations, and depths/elevations referenced. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may
perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect.
Read Responsibility Provisions CloselySome client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly.
Geoenvironmental Concerns Are Not CoveredThe personnel, equipment, and techniques used to perform an environmental study – e.g., a “phase-one” or “phase-two” environmental site assessment – differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical-engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk-management guidance. As a general rule, do not rely on an environmental report prepared for a different client, site, or project, or that is more than six months old.
Obtain Professional Assistance to Deal with Moisture Infiltration and MoldWhile your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, none of the engineer’s services were designed, conducted, or intended to prevent uncontrolled migration of moisture – including water vapor – from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material-performance deficiencies. Accordingly, proper implementation of the geotechnical engineer’s recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building-envelope or mold specialists on the design team. Geotechnical engineers are not building-envelope or mold specialists.
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