GEOTEK ENGINEERING & TESTING SERVICES, INC. 909 East 50 th Street North Sioux Falls, South Dakota 57104 Phone 605-335-5512 Fax 605-335-0773 April 18, 2016 Banner Associates, Inc. 2307 W. 57 th Street, Suite 102 Sioux Falls, South Dakota 57108 Attn: Kristin Bisgard Subj: Geotechnical Exploration Proposed Meter Building Lewis & Clark Regional Water System 71 st Street & 144 th Avenue Near Luverne, Minnesota GeoTek #16-270 This correspondence presents our written report of the geotechnical exploration program for the referenced project. Our work was performed in accordance with your authorization. We are transmitting an electronic copy of our report for your use. We thank you for the opportunity of providing our services on this project and look forward to continued participation during the design and construction phases. If you have any questions regarding this report, please contact our office at (605) 335-5512. Respectfully Submitted, GeoTek Engineering & Testing Services, Inc. Jared Haskins Jared Haskins, PE (SD) Geotechnical Manager Matthew Thompson Matthew Thompson, PE (MN) Project Manager
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GEOTEK ENGINEERING & TESTING SERVICES, INC. 909 East 50th Street North Sioux Falls, South Dakota 57104 Phone 605-335-5512 Fax 605-335-0773
April 18, 2016
Banner Associates, Inc. 2307 W. 57th Street, Suite 102 Sioux Falls, South Dakota 57108 Attn: Kristin Bisgard Subj: Geotechnical Exploration Proposed Meter Building Lewis & Clark Regional Water System 71st Street & 144th Avenue Near Luverne, Minnesota GeoTek #16-270 This correspondence presents our written report of the geotechnical exploration program for the referenced project. Our work was performed in accordance with your authorization. We are transmitting an electronic copy of our report for your use. We thank you for the opportunity of providing our services on this project and look forward to continued participation during the design and construction phases. If you have any questions regarding this report, please contact our office at (605) 335-5512. Respectfully Submitted, GeoTek Engineering & Testing Services, Inc. Jared Haskins Jared Haskins, PE (SD) Geotechnical Manager Matthew Thompson Matthew Thompson, PE (MN) Project Manager
Proposed Meter Building Page 2 of 18 Near Luverne, Minnesota GeoTek #16-270
PROJECT INFORMATION ............................................................................................................... 4 SCOPE OF SERVICES ..................................................................................................................... 4
SITE & SUBSURFACE CONDITIONS ..................................................................................... 5
SITE LOCATION & DESCRIPTION .................................................................................................. 5 GROUND SURFACE ELEVATIONS & TEST BORING LOCATIONS .................................................... 5 SUBSURFACE CONDITIONS ........................................................................................................... 5 WATER LEVELS ........................................................................................................................... 6
PROJECT DESIGN DATA ............................................................................................................... 6 DISCUSSION ................................................................................................................................. 7 SITE PREPARATION ...................................................................................................................... 7
Footing Areas ........................................................................................................................... 7 Floor Slab Area ........................................................................................................................ 7
STANDARD OF CARE ............................................................................................................. 18
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APPENDIX A FIGURE 1 – PROJECT LOCATION MAP FIGURE 2 – TEST BORING LOCATION MAP BORING LOGS SOILS CLASSIFICATION SYMBOLS AND DESCRIPTIVE TERMINOLOGY PERCOLATION TEST DATA SHEETS
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GEOTECHNICAL EXPLORATION PROPOSED METER BUILDING LEWIS & CLARK REGIONAL WATER SYSTEM 71ST STREET & 144TH AVENUE NEAR LUVERNE, MINNESOTA GEOTEK #16-270
INTRODUCTION
Project Information
This report presents the results of the recent geotechnical exploration program for the proposed
meter building for the Lewis & Clark Regional Water System near Luverne, Minnesota.
Scope of Services
Our work was performed in accordance with the authorization of Tim Conner with Banner
Associates, Inc. The scope of work as presented in this report is limited to the following:
1. To perform two (2) standard penetration test (SPT) borings to gather data on the subsurface conditions at the project site.
2. To perform six (6) percolation tests in the proposed drain field area.
3. To perform laboratory tests that include moisture content, dry density, Atterberg limits (liquid and plastic limits) and sieve analysis (#200 sieve wash).
4. To prepare an engineering report that includes the results of the field and laboratory tests
as well as our earthwork and foundation recommendations for design and construction.
The scope of our work was intended for geotechnical purposes only. This scope of work did not
include determining the presence or extent of environmental contamination at the site or to
characterize the site relative to wetlands status.
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SITE & SUBSURFACE CONDITIONS
Site Location & Description
The project site is located northwest of the intersection of 71st Street and 144th Avenue, which is
approximately four (4) miles south/southeast of Luverne, Minnesota. A project location map is
attached at the conclusion of this report showing the location of the site. The site was previously
used for agricultural purposes. The topography of the site slopes downward to the southeast.
Ground Surface Elevations & Test Boring Locations
The ground surface elevations at the test boring locations were estimated from a topographical
map provided by Banner Associates, Inc. Based on the topographical map, we estimated the
ground surface elevations at the test boring locations to be 1,442.6 feet at test boring 1 and
1,440.7 feet at test boring 2. A test boring location map is attached at the conclusion of this
report showing the relative location of the test borings.
Subsurface Conditions
Two (2) test borings were performed at the project site on April 11, 2016. The subsurface
conditions encountered at the test boring locations are illustrated by means of the boring logs
included in Appendix A.
The subsurface conditions encountered at the test boring locations consisted of 1 ½ feet and 2
feet of topsoil materials overlying fine alluvium soils, mixed alluvium soils, coarse alluvium
soils and glacial till soils.
The topsoil materials consisted of lean clay soils. The fine alluvium soils consisted of lean clay
soils and lean clay with sand soils. The mixed alluvium soils consisted of sandy lean clay soils
and clayey sand soils. The coarse alluvium soils consisted of sand soils. The glacial till soils
consisted of lean clay with sand soils.
The consistency or relative density of the soils is indicated by the standard penetration resistance
(“N”) values as shown on the boring logs. A description of the soil consistency or relative
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density based on the “N” values can be found on the attached Soil Boring Symbols and
Descriptive Terminology data sheet.
We wish to point out that the subsurface conditions at other times and locations at the site may
differ from those found at our test boring locations. If different conditions are encountered
during construction, it is important that you contact us so that our recommendations can be
reviewed.
Water Levels
Measurements to record the groundwater levels were made at the test boring locations. The time
and level of the groundwater readings are recorded on the boring logs. Groundwater was
measured at depths of 5 feet (elevation 1,437.6) at test boring 1 and 3 ½ feet (elevation 1,437.2
feet) at test boring 2.
ENGINEERING REVIEW & RECOMMENDATIONS
Project Design Data
We understand that the project will consist of constructing a new meter building for the Lewis &
Clark Regional Water System near Luverne, Minnesota. The new meter building will be a slab-
on-grade structure with a footprint area of approximately 3,500 square feet. We understand that
the finished floor of the meter building will be at elevation 1,442.0 feet. We assume that
foundation support for the meter building will be provided by perimeter footings resting below
frost depth and interior footings resting at or slightly below the floor slab. Light foundation loads
are expected for the meter building.
The information/assumptions detailed in this section of the report are important factors in our
review and recommendations. If there are any corrections or additions to the information detailed
in this section, it is important that you contact us so that we can review our recommendations
with regards to the revised plans.
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Discussion
Typically, spread footings are the most cost effective type of foundation system. It is our opinion
that a spread footing foundation system can be used for support of the proposed meter building
after the recommended site preparation has been performed.
It is our opinion that the topsoil materials are not suitable for support of the footings or floor slab
of the proposed meter building. In addition, the upper portion of the soil profile has low strength
characteristics and is not suitable for direct support of the footings.
Site Preparation
Footing Areas
The initial site preparation in the footing areas of the meter building should consist of removing
the topsoil materials in order to expose the fine alluvium soils, mixed alluvium soils, coarse
alluvium soils or glacial till soils. Following the removals, we recommend that an
overexcavation be performed to an elevation of 12 inches below the bottom-of-footing elevation.
The overexcavated areas should be backfilled with a minimum of 12 inches of drainage rock. If
the level of the drainage rock is below the bottom-of-footing elevation, then the remainder of the
excavation could be backfilled with drainage rock or structural fill. The thickness of the drainage
rock or structural fill will exceed 12 inches if the removal of the topsoil materials extends below
a depth of 12 inches below the bottom-of-footing elevation.
Where structural fill or drainage rock is needed below the footings, the bottom of the excavations
should be laterally oversized 1 foot beyond the edges of the footings for each vertical foot of
structural fill or drainage rock needed below the footings (1 horizontal : 1 vertical).
Floor Slab Area
The site preparation in the floor slab area of the meter building should consist of removing the
topsoil materials in order to expose the fine alluvium soils, mixed alluvium soils, coarse alluvium
soils or glacial till soils. If the excavation required to expose the fine alluvium soils, mixed
alluvium, coarse alluvium soils or glacial till soils extends below the bottom-of-slab elevation,
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then we recommend placing and compacting structural fill up to the bottom-of-slab elevation.
The final 6 inches of fill beneath the floor slab should consist of select granular fill.
If groundwater or saturated soils are encountered at the bottom of the excavation, then we
recommend placing a layer (6 inches to 12 inches) of drainage rock at the bottom of an
excavation prior to the placement of the structural fill or select granular fill.
Foundation Loads & Settlement
If our recommendations are followed during site preparations, then it is our opinion that the
footings can be sized for a net allowable soil bearing pressure of up to 2,000 pounds per square
foot (psf). Total settlement of the meter building should be less than 1 inch and differential
settlement should be less than ½ inch. Unknown soil conditions at the site that are different from
those depicted at the test boring locations could increase the amount of expected settlement.
Floor Slab
If our recommendations are followed during site preparations, then it is our opinion that the floor
slab can be designed using a soil modulus of subgrade reaction (k value) of 100 psi/inch.
Dewatering
Groundwater may enter the footing excavations during construction. Therefore, dewatering may
be needed. It will likely be possible to remove and control water entering the footing excavations
using normal sump pumping techniques due to the low permeable characteristics of the
predominant clayey soils encountered within the upper portion of the soil profile. However,
lenses and layers of sand may be encountered, requiring more extensive dewatering techniques.
ORGANIC SILTS AND ORGANIC SILTYCLAYS OF LOW PLASTICITY
SILTSAND
CLAYS
INORGANIC CLAYS OF HIGHPLASTICITY
SANDAND
SANDYSOILS
MORE THAN 50%OF MATERIAL IS
LARGER THAN NO.200 SIEVE SIZE
MORE THAN 50%OF MATERIAL ISSMALLER THANNO. 200 SIEVE
SIZE
MORE THAN 50%OF COARSEFRACTION
PASSING ON NO. 4SIEVE
MORE THAN 50%OF COARSEFRACTION
RETAINED ON NO.4 SIEVE
SOIL CLASSIFICATION CHART
(APPRECIABLE AMOUNTOF FINES)
(APPRECIABLE AMOUNTOF FINES)
(LITTLE OR NO FINES)
INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS FINE SAND OR SILTYSOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
BORING LOG SYMBOLS AND DESCRIPTIVE TERMINOLOGY
GeoTek Engineering & Testing Services, Inc.
SYMBOLS FOR DRILLING AND SAMPLING
Symbol Definition Bag Bag sample CS Continuous split-spoon sampling DM Drilling mud FA Flight auger; number indicates outside diameter in inches HA Hand auger; number indicates outside diameter in inches HSA Hollow stem auger; number indicates inside diameter in inches LS Liner sample; number indicates outside diameter of liner sample N Standard penetration resistance (N-value) in blows per foot NMR No water level measurement recorded, primarily due to presence of drilling fluid
NSR No sample retrieved; classification is based on action of drilling equipment and/or material noted in drilling fluid or on sampling bit
SH Shelby tube sample; 3-inch outside diameter SPT Standard penetration test (N-value) using standard split-spoon sampler SS Split-spoon sample; 2-inch outside diameter unless otherwise noted WL Water level directly measured in boring ▼ Water level symbol
SYMBOLS FOR LABORATORY TESTS
Symbol Definition WC Water content, percent of dry weight; ASTM:D2216 D Dry density, pounds per cubic foot LL Liquid limit; ASTM:D4318 PL Plastic limit; ASTM:D4318 QU Unconfined compressive strength, pounds per square foot; ASTM:D2166
DENSITY/CONSISTENCY TERMINOLOGY
Density Consistency Term N-Value Term Very Loose 0-4 Soft Loose 5-8 Firm Medium Dense 9-15 Stiff Dense 16-30 Very Stiff Very Dense Over 30 Hard
DESCRIPTIVE TERMINOLOGY
Term Definition Dry Absence of moisture, powdery Frozen Frozen soil Moist Damp, below saturation Waterbearing Pervious soil below water Wet Saturated, above liquid limit Lamination Up to ½” thick stratum Layer ½” to 6” thick stratum Lens ½” to 6” discontinuous stratum
PARTICLE SIZES
Term Particle Size Boulder Over 12” Cobble 3” – 12” Gravel #4 – 3” Coarse Sand #10 – #4 Medium Sand #40 – #10 Fine Sand #200 – #40 Silt and Clay passes #200 sieve
GRAVEL PERCENTAGES
Term Range A trace of gravel 2-4% A little gravel 5-15% With gravel 16-50%