PZ - Geotech Report MATERIALS 10 February 2020
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AN ATLAS COMPANY
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Mr. Jarron Langston
Epic Development, LLC
917 South Allante Place
Boise, ID 83709
208-724-6239
Re: Limited Geotechnical Engineering Report
Shafer View 2
East Shafer View Drive
Meridian, ID
Dear Mr. Langston:
In compliance with your instructions, MTI has conducted a limited soils exploration for the above referenced
development. Fieldwork for this investigation was conducted on 3 February 2020. The proposed development
is in the southern portion of the City of Meridian, Ada County, ID, and occupies portions of the NW'/4 and
NE'/4SW'/4 of Section 31, Township 3 North, Range 1 East, Boise Meridian. This project will consist of a
residential subdivision with an unknown number of lots to be developed on approximately 39 acres. MTI has
not been informed of the proposed grading plan.
Authorization
Authorization to perform this exploration and analysis was given in the form of a written authorization to
proceed from Mr. Jarron Langston of Epic Development, LLC to Monica Saculles of Materials Testing and
Inspection (MTI), on 24 January 2020. Said authorization is subject to terms, conditions, and limitations
described in the Professional Services Contract entered into between Epic Development, LLC and MTI. Our
scope of services for the proposed development has been provided in our proposal dated 24 January 2020 and
repeated below.
Scope of Investigation
The scope of this investigation included review of geologic literature and existing available geotechnical studies
of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and
laboratory testing of materials collected, and engineering analysis. Our scope of work did not include
foundation design, pavement design, or earthwork recommendations.
Regional Geology
The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The
plain is a northwest trending rift basin, about 45 miles wide and 200 miles long,that developed about 14 million
years ago(Ma)and has since been occupied sporadically by large inland lakes. Geologic materials found within
and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an
accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the
plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse
to fine-grained sediments eroded from granitic and volcanic rocks,respectively. About 2 million years ago the
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last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of
the landscape.
The project site is underlain by "Gravel of Amity Terrace" as mapped by Othberg and Stanford (1993). The
Amity terrace is the fifth terrace above the modern Boise River and represents the first level of Quaternary
incision by the Boise River. The terrace, which has been correlated with Deer Flat terrace deposits to the west,
is modified extensively by erosion and faulting. Where little erosion has taken place the terrace is mantled with
loess 1.6-7 feet thick.
General Site Characteristics
The site to be developed is approximately 39 acres in size. Currently, the majority of the site exists as an
agriculture field. McBirney Lateral runs east to west along the southern property boundary. The eastern portion
of the site consists of undeveloped land. Another lateral runs roughly south to north separating the agriculture
field to the west from the undeveloped land to the east. To the south of the site is an existing residential
development. The remainder of the surrounding property consists of agriculture fields and undeveloped land.
Vegetation on the site consists primarily of agricultural crops, bunchgrass, other native weeds and grasses and
a few mature trees. The portion of the site that is agriculture fields has a slight drop in elevation from south to
north dropping away from McBirney Lateral. The eastern,undeveloped portion of the site also has a slight drop
in elevation from the northeast to the west and southwest dropping to the other lateral on site.
Regional drainage is south and west toward Indian Creek. Stormwater drainage for the site is achieved by
percolation through surficial soils. The site is situated so that it is unlikely that it will receive any stormwater
drainage from off-site sources. Stormwater drainage collection and retention systems are not in place on the
project site,but were noted along Shafer View Drive in the form of curb, gutter, and drop inlets.
Exploration and Sampling Procedures
Field exploration conducted to determine engineering characteristics of subsurface materials included a
reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means
of a Global Positioning System (GPS) device and are reportedly accurate to within fifteen feet. Upon
completion of investigation, each test pit was backfilled with loose excavated materials. Re-excavation and
compaction of these test pit areas are required prior to construction of overlying structures.
In addition, samples were obtained from representative soil strata encountered. Samples obtained have been
visually classified in the field by professional staff, identified according to test pit number and depth, placed in
sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been
described in detail on logs provided in the Enclosures section. Results of field and laboratory tests are also
presented in the Enclosures section. MTI recommends that these logs not be used to estimate fill material
quantities.
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Laboratory Testing Program
Along with our field investigation, a supplemental laboratory testing program was conducted to determine
additional pertinent engineering characteristics of subsurface materials necessary in an analysis of anticipated
behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable
American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found
on the accompanying logs located in the Enclosures section. The laboratory testing program for this report
included: Atterberg Limits Testing—ASTM D4318 and Grain Size Analysis—ASTM C 117/C 136.
Soil and Sediment Profile
The profile below represents a generalized interpretation for the project site. Note that on site soils strata,
encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which
can be found in the Enclosures section.
Sandy lean clay with gravel fill materials were noted at ground surface in test pit 4. These materials were
brown, slightly moist, stiff to very stiff, and contained fine to coarse-grained sand, fine to coarse gravel, and 5-
inch minus cobbles. Underlying the surficial materials in test pit 4 and at ground surface in the other five test
pits, lean clay soils were encountered. These soils were brown to light brown, slightly moist to dry, and stiff to
very stiff. Below lean clay soils in test pits 1, 2, 3,and 5, silt with sand soils were discovered. These soils were
light brown, dry to slightly moist, stiff to hard, and contained fine to medium-grained sand. Varying degrees
of calcium carbonate cementation were noted.
Underlying the silt with sand soils in test pit 1, silty sand sediments were encountered. These sediments were
light brown, slightly moist, medium dense, and contained fine to medium-grained sand. Silty gravel with sand
sediments were found underneath the lean clay soils in test pit 4 and the silt soils in test pit 5. These sediments
were light brown, dry, loose to dense, and contained fine to coarse-grained sand, fine to coarse gravel, and 6-
inch minus cobbles. Moderate calcium carbonate cementation was noted throughout these sediments in test pit
4.
At depth in test pits 2, 3, 5, and 6 and below the silty gravel with sand in test pit 4, poorly graded gravel with
sand sediments were discovered. These sediments were light brown to brown and tan, dry to slightly moist,
loose to dense, and contained fine to coarse-grained sand, fine to coarse gravel, and 6-inch minus cobbles. In
test pit 6,clay content was noted within the upper 1.5 feet. At depth in test pit 4,poorly graded sand with gravel
sediments were encountered. These sediments were light brown to brown, slightly moist, medium dense to
dense, and contained fine to coarse-grained sand and fine to coarse gravel.
During excavation, test pit sidewalls were generally stable, except in test pit 5 where the more granular
sediments excessively sloughed. Moisture contents will affect wall competency with saturated soils having a
tendency to readily slough when under load and unsupported.
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Groundwater
During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of
14.4 feet bgs. Soil moistures in the test pits were generally dry to slightly moist throughout. In the vicinity of
the project site, groundwater levels are controlled in large part by residential and agricultural irrigation activity
and leakage from the McBirney Lateral. Maximum groundwater elevations likely occur during the later portion
of the irrigation season.
MTI has previously performed 2 geotechnical investigations within 0.50 mile of the project site. Information
from these investigations has been provided in the table below.
Groundwater Data
P%e Approximate Distance Direction from Site Groundwater Depth
from Site (mile) (feet bgs)
June 2006 0.35 North 9.0*
October 2015 0.35 North Not Encountered to 16.6
*Test pit was advanced adjacent to Carlson Lateral.
Furthermore, according to United States Geological Survey(USGS) monitoring well data on site, groundwater
was measured at a depth of 90 feet bgs,which equates to a groundwater elevation of 2,648 feet above mean sea
level (msl). For construction purposes, groundwater depth can be assumed to remain greater than 20 feet bgs
throughout the year. However, seepage may occur near the laterals.
Soil Infiltration Rates
Soil permeability,which is a measure of the ability of a soil to transmit a fluid,was not tested in the field. Given
the absence of direct measurements, for this report an estimation of infiltration is presented using generally
recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this
study, lean clay and silt soils generally offer little permeability, with typical hydraulic infiltration rates of less
than 2 inches per hour. Silty sand and silty gravel with sand sediments usually display rates of 4 to 8 inches per
hour. Calcium carbonate cementation noted within the silts with sand and silty gravels with sand may reduce
those values to near zero. Poorly graded sand and gravel sediments typically exhibit infiltration values in excess
of 12 inches per hour. Infiltration testing is generally not required within these sediments because of their free-
draining nature.
It is recommended that infiltration facilities constructed on the site be extended into the native, clay-free poorly
graded gravel with sand sediments that was found in every test pit except test pit 1. Excavation depths of
approximately 5.3 to 7.2 feet bgs should be anticipated to expose these clay. -free poorly graded gravel with sand
sediments. Because of the high soil permeability, ASTM C33 filter sand, or equivalent, should be incorporated
into design of infiltration facilities. An infiltration rate of 8 inches per hour should be used in design. Actual
infiltration rates should be confirmed at the time of construction.
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General Comments
Based on the subsurface conditions encountered during this investigation and available information regarding
the proposed development,the site is adequate for the planned construction. When plans and specifications are
complete, and if significant changes are made in the character or location of the proposed development,
consultation with MTI must be arranged as supplementary recommendations may be required. Often, questions
arise concerning soil conditions because of design and construction details that occur on a project. MTI would
be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI
can provide materials testing and special inspection services during construction of this project. If you will
advise us of the appropriate time to discuss these engineering services, we will meet with you at your
convenience.
MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future.
If you have questions, please call (208) 376-4748.
Respectfully Submitted,
Materials Testing & Inspection
�4 1 - I3
Hunter Hayes, E.I. Reviewed by: Elizabeth Brown, P.E.
Staff Engineer Geotechnical Services Manager
*44L
Reviewed by: Monica Saculles, P.E.
Senior Geotechnical Engineer
Enclosures:
Warranty and Limiting Conditions
Vicinity Map
Site Map
Geotechnical Investigation Test Pit Logs
Geotechnical General Notes
Important Information About This Geotechnical Engineering Report
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WARRANTY AND LIMITING CONDITIONS
MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally
accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and
engineering geology only for the site and project described in this report. These engineering methods have been
developed to provide the client with information regarding apparent or potential engineering conditions relating
to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site
visit and research. Field observations and research reported herein are considered sufficient in detail and scope
to form a reasonable basis for the purposes cited above.
Exclusive Use
This report was prepared for exclusive use of the property owner(s), at the time of the report, and their
retained design consultants ("Client"). Conclusions and recommendations presented in this report are based
on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services
between the Client and Materials Testing and Inspection("Consultant"). Use or misuse of this report,or reliance
upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make
representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its
use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client
nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or
purported use or misuse of this report. No other warranties are implied or expressed.
Report Recommendations are Limited and Subiect to Misinterpretation
There is a distinct possibility that conditions may exist that could not be identified within the scope of the
investigation or that were not apparent during our site investigation. Findings of this report are limited to data
collected from noted explorations advanced and do not account for unidentified fill zones,unsuitable soil types
or conditions,and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations
of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents
to other design professionals as well as construction professionals.
Since actual subsurface conditions on the site can only be verified by earthwork, note that construction
recommendations are based on general assumptions from selective observations and selective field exploratory
sampling. Upon commencement of construction, such conditions may be identified that require corrective
actions, and these required corrective actions may impact the project budget. Therefore, construction
recommendations in this report should be considered preliminary, and MTI should be retained to observe actual
subsurface conditions during earthwork construction activities to provide additional construction
recommendations as needed.
Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather,
provide a copy of, or authorize for their use, the complete report to other design professionals or contractors.
Locations of exploratory sites referenced within this report should be considered approximate locations only.
For more accurate locations, services of a professional land surveyor are recommended.
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This report is also limited to information available at the time it was prepared. In the event additional
information is provided to MTI following publication of our report, it will be forwarded to the client for
evaluation in the form received.
Environmental Concerns
Comments in this report concerning either onsite conditions or observations, including soil appearances and
odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate
environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a
geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase
II/III Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate
contract, those personnel who are trained to investigate and delineate soil and water contamination.
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Vicinity Map Plate 1
MAP NOTES:
am
rtd . •Delorme Street Atlas
•Not to Scale
55 Beatty
1W FRANKSN RI} TFRAN�LINR E FRANKLIN RI} E FRANKLIN Ra
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LEGEND
- I Approximate Site
Location
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Shafer View 2
East Shafer View Drive
II Meridian,ID
Site ocati0 Modified from DeLorme by:HH
7 February 2020
Drawing:13200142g
rn
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m MATERIALS
TESTING &
Co
INSPECTION
2791 S.Victory View Way Phone: 208 376-4748
Boise,ID 83709-2835 Fax: 208 322-6515
E-mail: mti@mti-id.com
Site Map Plate 2
I I
NOTES:
I I
I •Not to Scale
I I
I I
I I
I I
I I
I I
I I
I I LEGEND
Approximate Site
I Boundary
I I
TP-3
I I TP-2 _ ___ Approximate MTI Test
I I Pit Location
I I
I I \
I I TP-5
i
I I
TP-1 — —-
ICI 8 /• = \ �/ �.
Io1 TP-41.
N
I I
I I
I I
i Shafer View 2
I I HAFER VIEW VE \. i East Shafer View Drive
I I Meridian,ID
I I \\.TP-6 i
Drawn by:HH
I \ 7 February 2020
I I �
I I Drawing:B200142g
I I
I I 1
I I
j MATERIALS
I I —
j TESTING &
I I
j INSPECTION
I I
I I j 2791 S.Victory View Way Phone: 208 376-4748
I I Boise,ID 83709-2835 Fax: 208 322-6515
I j E-mail: mti@mti-id.com
I I
MATERIALS 10 February 2020
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40 I NS PE CTION b200142g_limited_geotech
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GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#: TP-1 Date Advanced: 3 Feb 2020 Logged by: Hunter Hayes, E.I.
Excavated by: Struckman's Backhoe Service Location: See Site Map Plates
Latitude: 43.552528 Longitude: -116.393332
Depth to Water Table: Not Encountered Total Depth: 14.4 Feet bgs
Depth Field Description and USCS Soil and Sample Sample Depth Lab
(Feet b s) Sediment Classification Type (Feet b s) Qp Test ID
Lean Clay (CL): Brown, slightly moist, stiff
0.0-1.2 to very stiff. 2.0-2.5
--Organics and low zone noted throughout.
Silt with Sand (ML): Light brown, dry, very
stiff to hard, with fine to medium-grained
1.2-11.0 sand.
--Moderate calcium carbonate cementation
throughout.
Silty Sand(SM): Light brown, slightly moist,
11.0-14.4 medium dense, with fine to medium-grained
sand.
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GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#: TP-2 Date Advanced: 3 Feb 2020 Logged by: Hunter Hayes, E.I.
Excavated by: Struckman's Backhoe Service Location: See Site Map Plates
Latitude: 43.553721 Longitude: -116.390716
Depth to Water Table: Not Encountered Total Depth: 11.3 Feet bgs
Depth Field Description and USCS Soil and Sample Sample Depth Lab
(Feet b s) Sediment Classification Type (Feet b s) Qp Test ID
Lean Clay (CL): Brown, slightly moist, very
0.0-1.6 stiff. 3.0-3.5
--Organics noted to a depth of 0.4 oot b s.
Silt with Sand (ML): Light brown, dry, very
stiff to hard, with fine to medium-grained
1.6-7.1 sand.
--Moderate calcium carbonate cementation
throughout.
Poorly Graded Gravel with Sand (GP): Light
7.1-11.3 brown, dry to slightly moist, medium dense,
with fine to coarse-grained sand, fine to
coarse gravel, and 6-inch minus cobbles.
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GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#: TP-3 Date Advanced: 3 Feb 2020 Logged by: Hunter Hayes, E.I.
Excavated by: Struckman's Backhoe Service Location: See Site Map Plates
Latitude: 43.553737 Longitude: -116.388732
Depth to Water Table: Not Encountered Total Depth: 11.1 Feet bgs
Depth Field Description and USCS Soil and Sample Sample Depth Lab
(Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID
Lean Clay (CL): Brown, slightly moist, very
0.0-1.4 --Organics noted to a depth of 0.5 foot bgs. 3.0-4.0
--Plow zone noted to a depth of 0.8 foot bgs.
Silt with Sand (ML): Light brown, slightly
moist to dry, very stiff to hard, with fine to
1.4-5.6 medium-grained sand.
--Moderate calcium carbonate cementation
from 3.0 to 5.6 eet bgs.
Poorly Graded Gravel with Sand(GP): Light
5.6-11.1 brown, dry to slightly moist, medium dense to
dense, with fine to coarse-grained sand,fine
to coarse gravel, and 6-inch minus cobbles.
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GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#: TP-4 Date Advanced: 3 Feb 2020 Logged by: Hunter Hayes, E.I.
Excavated by: Struckman's Backhoe Service Location: See Site Map Plates
Latitude: 43.552152 Longitude: -116.385728
Depth to Water Table: Not Encountered Total Depth: 13.1 Feet bgs
Depth Field Description and USCS Soil and Sample Sample Depth Lab
(Feet b s) Sediment Classification Type (Feet b s) Qp Test ID
Sandy Lean Clay with Gravel Fill (CL-
FILL): Brown, slightly moist, stiff to very
0.0-1.0 stiff, with fine to coarse-grained sand,fine to 1.5-2.0
coarse gravel, and 5-inch minus cobbles.
--Organics noted to a depth of 0.5 oot b s.
1.0-2.2 Lean Clay (CL): Brown to light brown,
slightly moist to dry, stiff to very stiff,
Silty Gravel with Sand (GM): Light brown,
dry, dense, with fine to coarse-grained sand,
2 2-6 7 fine to coarse gravel, and 6-inch minus
cobbles.
--Moderate calcium carbonate cementation
throughout.
Poorly Graded Gravel with Sand(GP): Light
6.7-10.3 brown, dry to slightly moist, dense, with fine
to coarse-grained sand,fine to coarse gravel,
and 6-inch minus cobbles.
Poorly Graded Sand with Gravel (SP): Light
10.3-13.1 brown to brown, slightly moist, medium
dense to dense, with fine to coarse-grained
sand and fine to coarse gravel.
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GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#: TP-5 Date Advanced: 3 Feb 2020 Logged by: Hunter Hayes, E.I.
Excavated by: Struckman's Backhoe Service Location: See Site Map Plates
Latitude: 43.552996 Longitude: -116.384904
Depth to Water Table: Not Encountered Total Depth: 9.5 Feet bgs
Depth Field Description and USCS Soil and Sample Sample Depth Lab
(Feet b s) Sediment Classification Type (Feet b s) Qp Test ID
Lean Clay (CL): Brown, slightly moist, stiff
0.0-1.2 2.0-2.5
to very stiff.
Silt with Sand (ML): Light brown, dry, stiff
to very stiff, with fine to medium-grained
1.2-4.0 sand. GS 2.0-2.5 A*
--Intermittent weak calcium carbonate
cementation throughout.
Silty Gravel with Sand (GM): Light brown,
4.0-7.2 dry, loose to medium dense, with fine to
coarse-grained sand, fine to coarse gravel,
and 6-inch minus cobbles.
Poorly Graded Gravel with Sand (GP): Light
brown to tan, dry, loose to medium dense,
7.2-9.5 with fine to coarse-grained sand, fine to
coarse gravel, and 6-inch minus cobbles.
--Refusal due to excessive sloughing.
Lab Test ID M LL PI Sieve Analysis (% assin )
% - I - 1!10 #40 #100 #200
A* 13.2 NP I NP 96 91 76 63 51.2
*Sieve results may be skewed due to cementation.
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GEOTECHNICAL INVESTIGATION TEST PIT LOG
Test Pit Log#: TP-6 Date Advanced: 3 Feb 2020 Logged by: Hunter Hayes, E.I.
Excavated by: Struckman's Backhoe Service Location: See Site Map Plates
Latitude: 43.550395 Longitude: -116.384849
Depth to Water Table: Not Encountered Total Depth: 12.9 Feet bgs
Depth Field Description and USCS Soil and Sample Sample Depth Lab
(Feet b s) Sediment Classification Type (Feet b s) Qp Test ID
Lean Clay (CL): Brown, slightly moist, stiff
0.0-3.8 2.0-2.5
to very stiff.
Poorly Graded Gravel with Sand(GP): Light
brown to brown, dry to slightly moist,
3.8-12.9 medium dense to dense, with fine to coarse-
grained sand, fine to coarse gravel, and 6-
inch minus cobbles.
--Clay content noted in upper 1.5 feet.
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MATERIALS 10 February 2020
TESTING & Page # 16 of 18
40 I NS PE CTION b200142g_limited_geotech
AN ATLAS COMPANY
❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections
GEOTECHNICAL GENERAL NOTES
UNIFIED SOIL CLASSIFICATION SYSTEM
Major Divisions Symbol Soil Descriptions
Gravel&Gravelly GW Well-graded gravels;gravel/sand mixtures with little or no fines
Soils<50% GP Poorly-graded gravels;gravel/sand mixtures with little or no fines
Coarse-Grained coarse fraction GM Silty ravels;poorly-graded gravel/sand/silt mixtures
Soils<50% passes No.4 sieve GC Clayey gravels;poorly-graded gravel/sand/clay mixtures
passes No.200 Sand&Sandy SW Well-graded sands;gravelly sands with little or no fines
sieve Soils>50% SP Poorly-graded sands;gravelly sands with little or no fines
coarse fraction SM Silty sands;poorly-graded sand/gravel/silt mixtures
passes No.4 sieve SC Clayey sands;poorly-graded sand/gravel/clay mixtures
ML Inorganic silts; sandy,gravelly or clayey silts
Silts&Clays Lean clays; inorganic, gravelly, sandy, or silty, low to medium-plasticity
Soils>50%
Fine-Grained LL<50 CL clays
passes No.200 OL Organic,low-plasticity clays and silts
sieve Silts&Clays MH Inorganic,elastic silts; sandy, gravelly or clayey elastic silts
LL>50 CH Fat clays;high-plasticity,inorganic clays
OH Organic,medium to high-plasticity clays and silts
Highly Organic Soils PT Peat,humus,h dric soils with high organic content
RELATIVE DENSITY AND CONSISTENCY MOISTURE CONTENT AND CEMENTATION
CLASSIFICATION CLASSIFICATION
Coarse-Grained Soils SPT Blow Counts N 7Descriptioon Field Test
Ver Loose: <4 Absence of moisture,dus ,dry to touch
Loose: 4-10 Slightly Moist Damp,but not visible moisture
Medium Dense: 10-30 Moist Visible moisture
Dense: 30-50 Wet Visible free water
Very Dense: >50 Saturated Soil is usually below water table
Fine-Grained Soils SPT Blow Counts N Description Field Test
Very Soft: <2 Weak Crumbles or breaks with handling or slight
Soft: 2-4 finger pressure
Medium Stiff: 4-8 Moderate Crumbles or breaks with considerable finger
Stiff. 8-15 pressure
Very Stiff: 15-30 Strong Will not crumble or break with finger pressure
Hard: >30
PARTICLE SIZE ACRONYM LIST
Boulders: > 12 in. GS grab sample
Cobbles: 12 to 3 in. LL Liquid Limit
Gravel: 3 in.to 5 mm M moisture content
Coarse-Grained Sand: 5 to 0.6 min NP non-plastic
Medium-Grained Sand: 0.6 to 0.2 mm PI Plasticity Index
Fine-Grained Sand: 0.2 to 0.075 mm Qp penetrometer value, unconfined compressive strength,
Silts: 0.075 to 0.005 mm tsf
Clays: <0.005 mm V vane value,ultimate shearing strength,tsf
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IMPOPIOnt InfOPM81100 Rhout
■
GeolechnicalmEngineeping
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) will not likely meet the needs of a civil-works constructor or even a
has prepared this advisory to help you—assumedly different civil engineer.Because each geotechnical-engineering study
a client representative—interpret and apply this is unique,each geotechnical-engineering report is unique,prepared
geotechnical-engineering report as effectively as solely for the client.
possible. In that way, you can benefit from a lowered Likewise,geotechnical-engineering services are performed for a specific
exposure to problems associated with subsurface project and purpose.For example,it is unlikely that a geotechnical-
conditions at project sites and development of engineering study for a refrigerated warehouse will be the same as
them that,for decades, have been a principal cause one prepared for a parking garage;and a few borings drilled during
of construction delays, cost overruns, claims, a preliminary study to evaluate site feasibility will not be adequate to
and disputes. If you have questions or want more develop geotechnical design recommendations for the project.
information about any of the issues discussed herein,
contact your GBA-member geotechnical engineer. Do not rely on this report if your geotechnical engineer prepared it:
Active engagement in GBA exposes geotechnical • for a different client;
engineers to a wide array of risk-confrontation • for a different project or purpose;
techniques that can be of genuine benefit for • for a different site(that may or may not include all or a portion of
everyone involved with a construction project. the original site);or
before important events occurred at the site or adjacent to it;
e.g.,man-made events like construction or environmental
Understand the Geotechnical-Engineering Services remediation,or natural events like floods,droughts,earthquakes,
Provided for this Report or groundwater fluctuations.
Geotechnical-engineering services typically include the planning,
collection,interpretation,and analysis of exploratory data from Note,too,the reliability of a geotechnical-engineering report can
widely spaced borings and/or test pits.Field data are combined be affected by the passage of time,because of factors like changed
with results from laboratory tests of soil and rock samples obtained subsurface conditions;new or modified codes,standards,or
from field exploration(if applicable),observations made during site regulations;or new techniques or tools.If you are the least bit uncertain
reconnaissance,and historical information to form one or more models about the continued reliability of this report,contact your geotechnical
of the expected subsurface conditions beneath the site.Local geology engineer before applying the recommendations in it.A minor amount
and alterations of the site surface and subsurface by previous and of additional testing or analysis after the passage of time-if any is
proposed construction are also important considerations.Geotechnical required at all-could prevent major problems.
engineers apply their engineering training,experience,and judgment
to adapt the requirements of the prospective project to the subsurface Read this Report in Full
model(s). Estimates are made of the subsurface conditions that Costly problems have occurred because those relying on a geotechnical-
will likely be exposed during construction as well as the expected engineering report did not read the report in its entirety.Do not rely on
performance of foundations and other structures being planned and/or an executive summary.Do not read selective elements only.Read and
affected by construction activities. refer to the report in full.
The culmination of these geotechnical-engineering services is typically a You Need to Inform Your Geotechnical Engineer
geotechnical-engineering report providing the data obtained,a discussion About Change
of the subsurface model(s),the engineering and geologic engineering Your geotechnical engineer considered unique,project-specific factors
assessments and analyses made,and the recommendations developed when developing the scope of study behind this report and developing
to satisfy the given requirements of the project.These reports may be the confirmation-dependent recommendations the report conveys.
titled investigations,explorations,studies,assessments,or evaluations. Typical changes that could erode the reliability of this report include
Regardless of the title used,the geotechnical-engineering report is an those that affect:
engineering interpretation of the subsurface conditions within the context - the site's size or shape;
of the project and does not represent a close examination,systematic
inquiry,or thorough investigation of all site and subsurface conditions. the elevation,configuration,location,orientation,
function or weight of the proposed structure and
Geotechnical-Engineering Services are Performed the desired performance criteria;
the composition of the design team;or
for Specific Purposes, Persons, and Projects, . project ownership.
and At Specific Times
Geotechnical engineers structure their services to meet the specific As a general rule,always inform your geotechnical engineer of project
needs,goals,and risk management preferences of their clients.A or site changes-even minor ones-and request an assessment of their
geotechnical-engineering study conducted for a given civil engineer impact.The geotechnical engineer who prepared this report cannot accept
responsibility or liability for problems that arise because the geotechnical conspicuously that you've included the material for information purposes
engineer was not informed about developments the engineer otherwise only.To avoid misunderstanding,you may also want to note that
would have considered. "informational purposes"means constructors have no right to rely on
the interpretations,opinions,conclusions,or recommendations in the
Most Of the "Findings" Related in This Report report.Be certain that constructors know they may learn about specific
Are Professional Opinions project requirements,including options selected from the report,only
Before construction begins,geotechnical engineers explore a site's from the design drawings and specifications.Remind constructors
subsurface using various sampling and testing procedures.Geotechnical that they may perform their own studies if they want to,and be sure to
engineers can observe actual subsurface conditions only at those specific allow enough time to permit them to do so.Only then might you be in
locations where sampling and testing is performed.The data derived from a position to give constructors the information available to you,while
that sampling and testing were reviewed by your geotechnical engineer, requiring them to at least share some of the financial responsibilities
who then applied professional judgement to form opinions about stemming from unanticipated conditions.Conducting prebid and
subsurface conditions throughout the site.Actual sitewide-subsurface preconstruction conferences can also be valuable in this respect.
conditions may differ-maybe significantly-from those indicated in
this report.Confront that risk by retaining your geotechnical engineer Read Responsibility Provisions Closely
to serve on the design team through project completion to obtain Some client representatives,design professionals,and constructors do
informed guidance quickly,whenever needed. not realize that geotechnical engineering is far less exact than other
engineering disciplines.This happens in part because soil and rock on
This Report's Recommendations Are project sites are typically heterogeneous and not manufactured materials
Confirmation-Dependent with well-defined engineering properties like steel and concrete.That
The recommendations included in this report-including any options or lack of understanding has nurtured unrealistic expectations that have
alternatives-are confirmation-dependent.In other words,they are not resulted in disappointments,delays,cost overruns,claims,and disputes.
final,because the geotechnical engineer who developed them relied heavily TO confront that risk,geotechnical engineers commonly include
on judgement and opinion to do so.Your geotechnical engineer can finalize explanatory provisions in their reports.Sometimes labeled"limitations,'
the recommendations only after observing actual subsurface conditions many of these provisions indicate where geotechnical engineers'
exposed during construction.If through observation your geotechnical responsibilities begin and end,to help others recognize their own
engineer confirms that the conditions assumed to exist actually do exist, responsibilities and risks.Read these provisions closely.Ask questions.
the recommendations can be relied upon,assuming no other changes have Your geotechnical engineer should respond fully and frankly.
occurred.The geotechnical engineer who prepared this report cannot assume
responsibility or liabilityfor confirmation-dependent recommendations fyou Geoenvironmental Concerns Are Not Covered
fail to retain that engineer to perform construction observation. The personnel,equipment,and techniques used to perform an
environmental study-e.g.,a"phase-one"or"phase-two"enviromnental
This Report Could Be Misinterpreted site assessment-differ significantly from those used to perform a
Other design professionals'misinterpretation of geotechnical- geotechnical-engineering study.For that reason,a geotechnical-engineering
engineering reports has resulted in costly problems.Confront that risk report does not usually provide environmental findings,conclusions,or
by having your geotechnical engineer serve as a continuing member of recommendations;e.g.,about the likelihood of encountering underground
the design team,to: storage tanks or regulated contaminants.Unanticipated subsurface
• confer with other design-team members; environmental problems have led to project failures.If you have not
• help develop specifications; obtained your own environmental information about the project site,
review pertinent elements of other design professionals'plans and ask your geotechnical consultant for a recommendation on how to find
specifications;and environmental risk-management guidance.
• be available whenever geotechnical-engineering guidance is needed.
Obtain Professional Assistance to Deal with
You should also confront the risk of constructors misinterpreting this Moisture Infiltration and Mold
report.Do so by retaining your geotechnical engineer to participate in While your geotechnical engineer may have addressed groundwater,
prebid and preconstruction conferences and to perform construction- water infiltration,or similar issues in this report,the engineer's
phase observations. services were not designed,conducted,or intended to prevent
migration of moisture-including water vapor-from the soil
Give Constructors a Complete Report and Guidance through building slabs and walls and into the building interior,where
Some owners and design professionals mistakenly believe they can shift it can cause mold growth and material-performance deficiencies.
unanticipated-subsurface-conditions liability to constructors by limiting Accordingly,proper implementation of the geotechnical engineer's
the information they provide for bid preparation.To help prevent recommendations will not of itself be sufficient to prevent
the costly,contentious problems this practice has caused,include the moisture infiltration.Confront the risk of moisture infiltration by
complete geotechnical-engineering report,along with any attachments including building-envelope or mold specialists on the design team.
or appendices,with your contract documents,but be certain to note Geotechnical engineers are not building-envelope or mold specialists.
GEOPROFESSIONAL
BUSINESS
SEA ASSOCIATION
Telephone:301/565-2733
e-mail:info@geoprofessional.org www.geoprofessional.org
Copyright 2019 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly
prohibited,except with GBAs specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of
GBA,and only for purposes of scholarly research or book review.Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind.
Any other firm,individual,or other entity that so uses this document without being a GBA member could be committing negligent or intentional(fraudulent)misrepresentation.