Reliable ■ Responsive ■ Convenient ■ Innovative i Geotechnical Engineering Report SS Effluent Line and Headwall Structure South Laredo WWTP Expansion Project Laredo, Texas October 29, 2013 Terracon Project No. 89135033 Prepared for: City of Laredo – Utilities Department Laredo, Texas Prepared by: Terracon Consultants, Inc. Laredo, Texas
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Reliable ■ Responsive ■ Convenient ■ Innovative i
Geotechnical Engineering Report
SS Effluent Line and Headwall Structure
South Laredo WWTP Expansion Project
Laredo, Texas
October 29, 2013
Terracon Project No. 89135033
Prepared for:
City of Laredo – Utilities Department
Laredo, Texas
Prepared by:
Terracon Consultants, Inc.
Laredo, Texas
Geotechnical Engineering Report SS Effluent Line and Headwall Structure ■ Laredo, Texas October 29, 2013 ■ Terracon Project No. 89135033
Responsive ■ Resourceful ■ Reliable
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY ............................................................................................................ i
Geotechnical Engineering Report SS Effluent Line and Headwall Structure ■ Laredo, Texas October 29, 2013 ■ Terracon Project No. 89135033
Responsive ■ Resourceful ■ Reliable 17
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, and bacteria) assessment of the site or
identification or prevention of pollutants, hazardous materials or conditions. If the owner is
concerned about the potential for such contamination or pollution, other studies should be
undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, express or implied, are intended or made. Site safety,
excavation support, and dewatering requirements are the responsibility of others. In the event
that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
APPENDIX A
FIELD EXPLORATION
Exhibit A-1
FIELD EXPLORATION DESCRIPTION
Terracon personnel used the site plan provided by the client to establish the bore locations in
the field. A copy of the Bore Location Plan indicating the approximate boring locations is
included in Appendix A. The location of the borings should be considered accurate only to the
degree implied by the means and methods used to define them.
A truck-mounted, rotary drill rig equipped with continuous flight augers was used to advance the
boreholes. Soil samples were obtained by the split-barrel sampling procedure. In the split-
barrel sampling procedure, a standard 2-inch O.D. split-barrel sampling spoon is driven into the
ground with a 140-pound hammer falling a height of 30 inches. The number of blows required to
advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as
the standard penetration resistance value. These values are indicated on the boring logs at the
depth of occurrence. The samples were sealed and transported to our laboratory for testing and
classification.
Our field representative prepared the field logs as part of the drilling operations. The field logs
included visual classifications of the materials encountered during drilling and our field
representative interpretation of the subsurface conditions between samples. The boring logs
included with this report represent the engineer’s interpretation of the field logs and include
modifications based on visual observations and testing of the samples in the laboratory.
The scope of services for our geotechnical engineering services does not include addressing
any environmental issues pertinent to the site.
615 GALE STREET, BUILDING B LAREDO, TX 78041FAX. (956) 791-1071PH. (956) 729-1100
SS Effluent Line and Headwall Structure
South Laredo WWTP Expansion Project
Laredo, Texas
EXHIBIT
Consulting Engineers and Scientists
SITE LOCATION PLAN
File No.
Date:
Scale:
Project No.
Drawn By:
Checked By:
Approved By:
Project Mngr:
PROJECT SITE
89135033
10.08.2013
89135033
N.T.S.
A-2MR
LC
MR
MR
Consulting Engineers and Scientists
BORE LOCATION PLAN EXHIBIT
615 GALE STREET, BUILDING B LAREDO, TX 78041FAX. (956) 791-1071PH. (956) 729-1100
Drawn By:
Checked By:
Approved By:
Project Mngr:
File No.
Date:
Scale:
Project No.
SS Effluent Line and Headwall StructureSouth Laredo WWTP Expansion Project
Laredo, Texas
- APPROXIMATE BORE LOCATION
LEGEND:
A-389135033
10.08.2013
89135033
N.T.S.
MR
LC
MR
MR
B-1B-2
B-1 B-2
4.5
23.5
33.5
50.0
SILTY CLAYEY SAND (SC-SM), light brown, loose
SILTY SAND (SM), light brown, loose to mediumdense
- Clayey Sand (SC) at 18.5 feet
SILTY SAND WITH GRAVEL (SM), light brown,medium dense
CLAYSTONE, bluish gray, hard, strong cementation
Boring Terminated at 50 Feet
Example: N=ref/2", Sampler could only be driven 2 inches of the6-inch seating penetration before the 50-blow limit wasreached.
361
342
332
315.5
46
41
33
44
4
4
4
4
4
4
13
27
12
19
24
17
23
4-4-5N=9
4-4-4N=84-3-4N=73-3-3N=64-5-7N=12
3-7-9N=16
5-6-7N=13
6-8-10N=18
3-4-7N=11
N=ref/5"
N=ref/4"
N=ref/2"
N=ref/2"
26-20-6
23-19-4
32-21-11
36-17-19
30-16-14
See Exhibit A-3
Northing: 17052154.22 Easting: 661671.41
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
891
350
33.G
PJ
South Laredo WWTP Expansion Project Laredo, TexasSITE:
28 feet - groundwater initially observed.
24 feet - water level after 15 minutes.
WATER LEVEL OBSERVATIONS
Page 1 of 1
Advancement Method:Dry Augered from 0 to 50 feet.
Abandonment Method:Borings backfilled with soil cuttings upon completion.
615 Gale Street, Building BLaredo, Texas
Notes:
Project No.: 89135033
Drill Rig: Mobile B-59
Boring Started: 9/24/2013
BORING LOG NO. B-1City of LaredoCLIENT:Laredo, Texas
Driller: Southwest Drilling
Boring Completed: 9/24/2013
Exhibit: A-4
PROJECT: SS Effluent Line and Headwall Structure
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
SU
LFA
TE
S, p
pm
ELEVATION (Ft.)
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
tsf)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 365.73 (Ft.) DE
PT
H (
Ft.)
5
10
15
20
25
30
35
40
45
50
SA
MP
LE T
YP
E
DR
Y U
NIT
WE
IGH
T (
pcf)
ATTERBERGLIMITS
LL-PL-PI
25.0
LEAN CLAY (CL), light brown, stiff to hard
- with sand layers at 23.5 feet
Boring Terminated at 25 Feet
Example: N=ref/2", Sampler could only be driven 2 inches of the6-inch seating penetration before the 50-blow limit wasreached.
341.5
89
90
63
5
8
8
7
7
9
7
22
24-12-17N=29
11-12-9N=216-5-6N=116-7-6N=134-4-8N=12
11-15-22N=37
16-21-23N=44
12-9-12N=21
31-18-13
27-17-10
29-18-11
See Exhibit A-3
Northing: 17052224.91 Easting: 661880.9
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
891
350
33.G
PJ
South Laredo WWTP Expansion Project Laredo, TexasSITE:
Groundwater was not encounteredWATER LEVEL OBSERVATIONS
Page 1 of 1
Advancement Method:Dry Augered from 0 to 25 feet.
Abandonment Method:Borings backfilled with soil cuttings upon completion.
615 Gale Street, Building BLaredo, Texas
Notes:
Project No.: 89135033
Drill Rig: Mobile B-59
Boring Started: 9/24/2013
BORING LOG NO. B-2City of LaredoCLIENT:Laredo, Texas
Driller: Southwest Drilling
Boring Completed: 9/24/2013
Exhibit: A-5
PROJECT: SS Effluent Line and Headwall Structure
See Exhibit A-1 for description of field procedures
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
SU
LFA
TE
S, p
pm
ELEVATION (Ft.)
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
tsf)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 366.71 (Ft.) DE
PT
H (
Ft.)
5
10
15
20
25
SA
MP
LE T
YP
E
DR
Y U
NIT
WE
IGH
T (
pcf)
ATTERBERGLIMITS
LL-PL-PI
APPENDIX B
LABORATORY TESTING
Exhibit B-1
LABORATORY TESTING
Samples retrieved during the field exploration were taken to the laboratory for further
observation by the project geotechnical engineer and were classified in accordance with the
Unified Soil Classification System (USCS) described in this Appendix. At that time, the field
descriptions were confirmed or modified as necessary and an applicable laboratory testing
program was formulated to determine engineering properties of the subsurface materials.
Laboratory tests were conducted on selected soil samples and the test results are presented in
this appendix. The laboratory test results were used for the geotechnical engineering analyses,
and the development of foundation and earthwork recommendations. Laboratory tests were
performed in general accordance with the applicable ASTM, local or other accepted standards.
Selected soil samples obtained from the site were tested for the following engineering
properties:
In-situ Water Content
Atterberg Limits
Amount of Material In-Soil Finer than the No 200 Mesh (75-µm) Sieve
Sulfate concentration (colorimetric method)
Sample Disposal
All samples were returned to our laboratory. The samples not tested in the laboratory will be
stored for a period of 30 days subsequent to submittal of this report and will be discarded after
this period, unless other arrangements are made prior to the disposal period.
APPENDIX C
SUPPORTING DOCUMENTS
59 - 98
> 99
DescriptiveTerm
(Consistency)
10 - 18
CONSISTENCY OF FINE-GRAINED SOILS
< 20
1.00 to 2.00
2.00 to 4.00
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, andsilts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may beadded according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are definedon the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
Plasticity Index
01 - 1011 - 30
> 30
RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)of other constituents
Percent ofDry Weight
< 55 - 12> 12
TraceWithModifier
Water Level Aftera Specified Period of Time
GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL
TraceWithModifier
Exhibit C-1
WA
TE
R L
EV
EL
Auger
Shelby Tube
Loose
Medium Dense
Very Dense
10 - 29
4 - 9
19 - 58 5 - 94 - 8
3 - 4
PLASTICITY DESCRIPTION
Term
< 1515 - 29> 30
Descriptive Term(s)of other constituents
Water InitiallyEncountered
Water Level After aSpecified Period of Time
Major Componentof Sample
Percent ofDry Weight
LOCATION AND ELEVATION NOTES
RELATIVE DENSITY OF COARSE-GRAINEDSOILS
DescriptiveTerm
(Density)
RingSamplerBlows/Ft.
Dense
> 50
30 - 50
_
> 30
15 - 30
> 42
19 - 42
(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing,
field visual-manual procedures or standard penetrationresistance
SA
MP
LIN
G
FIE
LD
TE
ST
S
(HP)
(T)
(b/f)
(PID)
(OVA)
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Non-plasticLowMediumHigh
BouldersCobblesGravelSandSilt or Clay
Hand Penetrometer
Torvane
Standard PenetrationTest (blows per foot)
Photo-Ionization Detector
Organic Vapor Analyzer
Water levels indicated on the soil boringlogs are the levels measured in theborehole at the times indicated.Groundwater level variations will occurover time. In low permeability soils,accurate determination of groundwaterlevels is not possible with short termwater level observations.
DESCRIPTIVE SOIL CLASSIFICATION
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey wasconducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographicmaps of the area.
7 - 18
< 3
RingSamplerBlows/Ft.
< 30
30 - 49
> 119
Ring Sampler
0.25 to 0.50
0.50 to 1.00
Grab Sample
Split Spoon
Macro Core
Rock Core
No Recovery
Particle Size
Over 12 in. (300 mm)12 in. to 3 in. (300mm to 75mm)3 in. to #4 sieve (75mm to 4.75 mm)#4 to #200 sieve (4.75mm to 0.075mmPassing #200 sieve (0.075mm)
ST
RE
NG
TH
TE
RM
S
(More than 50% retained on No. 200 sieve.)Density determined by
Standard Penetration ResistanceIncludes gravels, sands and silts.
StandardPenetration or
N-ValueBlows/Ft.
0 - 6Very Loose 0 - 3 Very Soft
Soft
Medium-Stiff
Stiff
Very Stiff
Hard
2 - 4
0 - 1
StandardPenetration or
N-ValueBlows/Ft.
RingSamplerBlows/Ft.
50 - 89
90 - 119
20 - 29
50 - 79
>79
DescriptiveTerm
(Consistency)
StandardPenetration or
N-ValueBlows/Ft.
BEDROCK
less than 0.25 Weathered
Firm
Medium Hard
Hard
Very Hard
30 - 49
UnconfinedCompressive
Strength,Qu, tsf
> 4.00
8 - 15
GENERAL NOTES
Exhibit C-2
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group Name
B
Coarse Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction retained
on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu 4 and 1 Cc 3 E
GW Well-graded gravel F
Cu 4 and/or 1 Cc 3 E
GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F,G,H
Fines classify as CL or CH GC Clayey gravel F,G,H
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines D
Cu 6 and 1 Cc 3 E
SW Well-graded sand I
Cu 6 and/or 1 Cc 3 E
SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G,H,I
Fines classify as CL or CH SC Clayey sand G,H,I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Inorganic: PI 7 and plots on or above “A” line
J CL Lean clay
K,L,M
PI 4 or plots below “A” line J ML Silt
K,L,M
Organic: Liquid limit - oven dried
0.75 OL Organic clay
K,L,M,N
Liquid limit - not dried Organic silt K,L,M,O
Silts and Clays:
Liquid limit 50 or more
Inorganic: PI plots on or above “A” line CH Fat clay
K,L,M
PI plots below “A” line MH Elastic Silt K,L,M
Organic: Liquid limit - oven dried
0.75 OH Organic clay
K,L,M,P
Liquid limit - not dried Organic silt K,L,M,Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name. C
Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay. D
Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D
F If soil contains 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,”
whichever is predominant. L
If soil contains 30% plus No. 200 predominantly sand, add “sandy” to
group name. M
If soil contains 30% plus No. 200, predominantly gravel, add