HomeMy WebLinkAboutSOIL INVESTIGATION REPORT - 16-00521 - 30 N 2nd E - Freddy'sGEOTECHNICAL INVESTIGATION
FOR
MOUNTAIN AMERICA CREDIT UNION
REXBURG, IDAHO
PREPARED BY
EAVITT ENGINEERING, INC. HARPER‐L
800 West Judicia
Blackfoot, Idaho
(208) 785‐2977
l Street
83221
985 North Capital
Idaho Falls, Idaho 834
(208) 524‐0212
05
Harper‐Leavitt Engineering, Inc. Page 1
Table of Contents
1.0 Executive Summary ............................................................................................... 2
2.0 Introduction ............................................................................................................ 3
2.1 Purpose and Detailed Scope-of-Service .......................................................... 3
2.2 Project Description ........................................................................................... 4
2.3 Limitations, Exceptions, and User Reliance ..................................................... 4
3.0 Site Description ......................................................................................................... 4
3.1 Site Location and Current Property Use .......................................................... 4
3.2 Descriptions of Structures, Roads, Other On-Site Improvements .................... 4
3.3 Site Geology .................................................................................................... 4
3.4 Seismicity ......................................................................................................... 5
4.0 Field Exploration ........................................................................................................ 5
4.1 Exploration Summary ....................................................................................... 5
4.2 Exploration Procedures .................................................................................... 5
4.3 Lab Testing ...................................................................................................... 6
4.4 Supplemental Information ................................................................................ 6
4.5 Subsurface Soils .............................................................................................. 6
4.6 Groundwater Table .......................................................................................... 7
5.0 Foundation Recommendations .............................................................................. 7
5.1 Bearing Capacity .............................................................................................. 7
5.2 Structural Fill and Foundation Considerations ................................................. 7
6.0 Site Preparation, Compacted Fill Requirements and Pavement Design ................ 8
6.1 Site Preparation– Foundation, Floor Slab, and Pavement Areas ..................... 8
6.2 Wet Weather Construction ............................................................................... 9
6.3 Pavement Design ........................................................................................... 10
7.0 Conclusions ......................................................................................................... 11
APPENDICES
Appendix A - Vicinity Map, Test Hole Map, Photos,
Appendix B - Soil Logs, Log Data and USDA Soil Survey
Appendix C - ASFE Report
Appendix D- Pavement Calculations
Harper‐Leavitt Engineering, Inc. Page 2
1.0 Executive Summary
The executive summary provides a brief report of the results of our site investigation,
field and laboratory tests, and our analysis and recommendations. This is only a
summary and should be read in conjunction with the entire report for correct
interpretation of the overall investigation.The site has existing structures on it that will be
removed prior to constructing the new building and parking lot. All of the existing
foundations shall be removed and replaced with compacted structural fill. Existing
footing depths are unknown therefore it is recommended to excavate the Silty Clay with
Sand down to the Poorly Graded Gravel so that the new footings are installed on a
uniform material. Based on the data obtained from the borings and laboratory tests, it is
our opinion that the site is suitable for support of the proposed building using
conventional spread footings bearing on compacted structural fill over re-compacted
Native Poorly Graded Gravel with Sand.
Groundwater Conditions:
Groundwater was not encountered in any of the test holes during excavation or after
excavation. Based on hydrologic maps of the area, average groundwater levels are
approximately 33 feet below the ground surface. HLE did not observe any indications,
such as mottling of the soils that would suggest that seasonal groundwater levels exist
within the depths explored.
Subsurface Soils:
TABLE 1-SUBSURFACE SOILS
Soil Classification Test Pits
Encountered
Depths
Encountered
Net Allowable Bearing
Capacity(FS=3)
Silty Clay with Sand CL-
ML
1-2 0-5.0 feet 1,000lbs/ft²
Poorly Graded Gravel w/
Sand GP
1-2 4.5-14.0 feet 3,300 lbs/ft²
Building Foundations:
Based on the data obtained from the borings and laboratory tests, it is our opinion that
the site is suitable for support of the proposed building using conventional spread
footings bearing on compacted structural fill in accordance with section 5.1of this report
installed on Native Poorly Graded Gravel with Sand re-compacted to a minimum of 95%
of the maximum density as of a ASTM D-698, “Standard Proctor
Any structural fill shall be in accordance with the structural fill portion of this report and
be compacted to a minimum 98% of the maximum density as determined by ASTM D-
698.
Harper‐Leavitt Engineering, Inc. Page 3
Building Floor Slabs:
Areas of the site within the building should be excavated to sufficient depths to remove
all organic material. The exposed subgrade material should be re-compacted to a
minimum 95% of the maximum density as determined by ASTM D-698. Structural fill if
needed shall then be installed in accordance with the structural fill portion of this report
and be compacted to a minimum 98% of the maximum density as determined by ASTM
D-698. A clean, free draining granular material should be installed below all slabs on
grade. This material should be a minimum of six (6) inches and compacted to a
minimum 98% of the maximum density as determined by ASTM D-698.
Pavement Sections:
Based on data obtained from the site and laboratory tests, HLE recommends the
following sections:
TABLE 3-RECOMMENED PAVEMENT SECTION
Layer Traffic Area (inches)
Plant Mix Pavement 2.5
¾” Crushed Aggregate Base 4
Uncrushed Aggregate Sub-Base 8
Geotextile Required No
Total 14.5
Areas of the site which will underlie fill or topsoil underneath the pavement should be
excavated to sufficient depths to expose the native silty clay with sand. These areas
should be scarified to a minimum depth of eight (8) inches and re-compacted to a
minimum of 95% of the maximum density as of ASTM D-698, “Standard Proctor”.
2.0 Introduction
2.1 Purpose and Detailed Scope-of-Service
Our purpose in conducting a soils investigation is to accurately define and evaluate
subsurface soil, bedrock, and ground water conditions in the areas of proposed
construction, and to describe the engineering geology and geoseismic setting of the
site. This information is used to provide appropriate foundation recommendations for
design of the proposed structures and site elements. This investigation included
subsurface exploration, soil sampling, laboratory testing, and engineering analysis and
report preparation. The investigation also included review of local geological studies
and records, and visual inspection of the site.
The scope of our field exploration included excavating two (2) test pits with depths up to
fourteen (14.0) feet using a rubber tired backhoe.The location of the test pits are shown
in Appendix A under Test Hole Location Map.
Harper‐Leavitt Engineering, Inc. Page 4
2.2 Project Description
The proposed development is located at the intersection of East Main and N 2nd E St,
Rexburg, Idaho. The proposed development will be located on an approximately one
and half (1.5) acre parcel. The project consists of removing existing structures and
constructing a new building and parking lot. The magnitudes of the structural loads are
not known at the time of the preparation of this report.
2.3 Limitations, Exceptions, and User Reliance
We have conducted the soils study in accordance with the guidelines given in the 2012
International Building Code (IBC). The results of our investigation, along with pertinent
recommendations for bearing capacity of the soils, are outlined in this report. The
Associated Soil and Foundation Engineers (ASFE) organization has prepared
information regarding geotechnical reports and a copy of that information has been
attached for your review (Appendix C).
The user of this report may rely on its findings as they assess the condition of
subsurface soils on this site. We believe that the information gathered in this study is
reliable but Harper-Leavitt Engineering, Inc. cannot guarantee that it is absolute or
exactly precise; our conclusions are based on the parameters within which the
investigation was conducted. No geotechnical investigation can wholly eliminate
uncertainty regarding the soils in connection with the target property. The investigation
is intended to reduce, but not eliminate, ambiguity regarding the potential to subsurface
conditions in connection with a property. The Geotechnical Engineer should be
contacted if the field conditions differ from those encountered during this investigation.
3.0 Site Description
3.1 Site Location and Current Property Use
The proposed development is located at the intersection of East Main and N 2nd East
Street, Rexburg, Idaho. The proposed building and parking lot are located on an
approximately one and a half (1.5) acre parcel located in Section 20, T 6 N., R 40
E.B.M., Rexburg, Idaho.
The proposed development is in a lot with existing structures. The site is relatively flat.
3.2 Descriptions of Structures, Roads, Other On-Site Improvements
The proposed location of the site consists of developed lot that will be demolished. A
new building and parking lot will be built on the site.
3.3 Site Geology
The Soil Survey of Madison County Area, Idaho conducted by the USDA Soil
Conservation Service classifies these soil types, and a custom report for the site can be
found in Appendix B.
Harper‐Leavitt Engineering, Inc. Page 5
3.4 Seismicity
The project is located within seismic design category C as set forth in the 2012 IBC
Section 1613. The following table defines the design criteria for the site.
Table 4: Seismic Design Category Summary
SS 46.6% g S1 17% g
Site Class C
SMS 55.9% g SM1 27.7% g
SDS 37.4% g SD1 18.6% g
Seismic Design
Category
C
SS=mapped short period spectral response acceleration
S1=mapped spectral response acceleration at 1-second period
SMS=maximum earthquake spectral response acceleration for short periods
SM1=maximum earthquake spectral response acceleration at 1-second period
SDS=design short-period spectral response acceleration
SD1=design spectral response acceleration at 1-second period
From our investigation and the soils located on this property indicate they do not appear
to be particularly susceptible to liquefaction, surface rupture, or other earthquake
hazards.
4.0 Field Exploration
4.1 Exploration Summary
HLE completed a field exploration to help determine the subsurface soil’s engineering
characteristics and location. Frank Sykes supervised the subsurface explorations at the
project May 19, 2014. The characteristics of the subsurface materials were defined by
excavating test pits up to a depth of fourteen (14.0) feet. The test holes were excavated
utilizing a rubber tired backhoe.
4.2 Exploration Procedures
An experienced field technician supervised the exploration of the test pits. A continuous
log of the subsurface conditions in the test pits and bore holes were created (Appendix
B), and a representative sample of each of the subsurface soils was collected, charted
and classified in the field using ASTM D 2488 (Unified Soil Classification System) as a
guide. Representative samples were taken to the laboratory for further testing. The test
hole was backfilled after completion of inspection.
Harper‐Leavitt Engineering, Inc. Page 6
4.3 Lab Testing
After the field investigation, a supplemental laboratory-testing program was conducted
to determine additional pertinent physical and engineering properties of the subsurface
soil. Laboratory tests were conducted according to current applicable American Society
for Testing and Materials (ASTM) specifications. The following test methods and
procedures were utilized:
¾ ASTM D4643-Water Content
¾ ASTM D2488 - Classification of Soils for Engineering Purposes
¾ ASTM C136-Seive Analysis of Fine and Course Aggregates
¾ ASTM D422-Standard Test Method for Particle-Size Analysis of Soils
¾ ASTM C117- Materials Finer than 75-μm (No. 200) Sieve in Mineral
Aggregate by Washing
¾ ASTM D691/D6951M-Dynamic Cone Penetrometer
Soils logs generated by the field and lab investigation include soil strata, groundwater
conditions, and general information regarding each test hole. A continuous log of the
subsurface conditions in the test holes was created, and each of the subsurface soils
were charted and classified. The boring log, gradation curves, and soil classifications
can be seen in Appendix B.
4.4 Supplemental Information
There are existing structures on this site that are to be demolished prior to construction of the
new building and parking lot. All non-native material (concrete, wood, pipe etc) must be
removed below foundation footprint prior to any structural fill being installed. A disconnected gas
line was uncovered during digging of the test holes. Also a piece of concrete was uncovered.
Prior to the existing building be built, residential homes were located on this site.
4.5 Subsurface Soils
Test pits were excavated up to a depth of fourteen (14.0) feet.The following table
depicts the soils encountered and their characteristics.
TABLE 5-SOIL CHARACTERISTICS
Soil Classification Internal Angle
of Friction
Tan ϕ Passive
Pressure
Coefficient
Coefficient of
Friction -
Concrete
SIlty Clay with Sand
CL-ML
32º .62 3.25 0.46
Poorly Graded Gravel w/
Sand GP
37º .75 4.02 0.53
Harper‐Leavitt Engineering, Inc. Page 7
4.6 Groundwater Table
Groundwater was not encountered in any of the test holes but is known to be around 33’
deep. The test holes were dug during typical water season and it seems apparent that
ground water should not be an issue for this project.
5.0 Foundation Recommendations
5.1 Bearing Capacity
In providing foundation recommendations for the proposed site, consideration has been
given to strip and spread footings bearing directly on re-compacted well graded gravel
with silt and sand or if well graded gravel is not encountered at footing depth the footing
should be over-excavated in accordance with the following paragraph. All top soil
should be excavated removing all organic material. It is estimated that the depth
required for removal of organic material is 8 inches.
Based on a factor of safety of three, with respect to shear failure, the allowable load
bearing capacity of the compacted structural fill on top of the Native Poorly Graded
gravel with sand is 3,300 psf. The depth to the Poorly Graded gravel varies from 4.5 to
5.0 feet below natural ground. Minimum footing depth is 30” for frost protection.
Because of the existing structures that are being removed and the inconsistent depth to
GP soil it is recommended the footing be over-excavated to Native Poorly Graded
Gravel w/ Sand and structural fill be placed to the bottom of footing in accordance with
the structural fill portion of this report and use 3,300 psf for footing design.To
accommodate sub grade inconsistencies, a minimum footing width of 24 inches should
be specified for all foundations regardless of loading.
Before placing any structures on the site, it is recommended that the structure is not
placed on topsoil. If any portion of the structure is to be placed on topsoil, it is
recommended to have the topsoil removed and any foundations be placed on a
compacted structural fill. See Sections 5.2 through 6.2.
5.2 Structural Fill and Foundation Considerations
Placement of any fill material beneath the footing elevation, if necessary, should be
accomplished with a GW or GP Class sandy gravel material, placed in lifts not
exceeding 8 inches and compacted to a minimum of 98 percent of optimum dry density
as determined by ASTM D698. A qualified inspector approved by the building official
should verify the compaction. The fill should extend a minimum width of six inches
beyond the footing at its base, and should widen at an angle of 45° from the footing
base to the bottom of the footing trench. To provide for frost protection the minimum
earth cover measured from the bottom of the spread footings should be at least 30
inches.
Harper‐Leavitt Engineering, Inc. Page 8
By limiting the total pressure on spread footings to the above-recommended capacities,
differential settlement of footings should be within a half inch (1/2”) and total settlement
should not exceed one inch (1”). Under no circumstances should the footings be
installed upon loose or saturated soil, sod, rubbish, construction debris, frozen soil, non-
engineered fill, or other deleterious materials, or within ponded water.
If unsuitable soils such as rocks larger than 12 inches in diameter, concrete or pipe are
encountered in any footing trench, they must be completely removed and replaced with
compacted structural fill. If granular soils become loose or disturbed, they must be
properly recompacted before the footings are placed. It is not anticipated that the
footing trenches will extend more than four feet below the foundation footing elevation.
It is recommended that site preparation be completed in accordance with Section 6.0 of
this report.
Backfill behind any truck dock walls, foundation walls and/or grade beams should be
done with a two-inch minus free draining material with less than 15% passing the #200
sieve.
We recommend that a soils engineer or testing technician from Harper-Leavitt
Engineering be contacted to observe the excavation and foundation preparation phases
of the project to determine that actual conditions are compatible with those considered
for this report and recommendations. Placement of all fill and foundation soil should be
observed and tested to confirm that the proper density and depth has been achieved in
accordance with this report.
5.3 Roadway/Parking Lot Considerations
HLE recommends these areas be scarified to a minimum depth of eight (8) inches and
re-compacted to a minimum of 95% of the maximum density as of a ASTM D-698,
“Standard Proctor”. The pavement ballast section than should be placed on the
compacted subgrade.
6.0 Site Preparation, Compacted Fill Requirements and
Pavement Design
6.1 Site Preparation– Foundation, Floor Slab, and Pavement Areas
Prior to placing any structures on the proposed site, any remaining demolition debris
and organic materials should be stripped and removed from the proposed structure
footprint. Stripping operations should extend approximately 10 feet beyond the building
perimeter and to a depth sufficient to remove all organics and other deleterious
materials.
Harper‐Leavitt Engineering, Inc. Page 9
The entire foundation footprint of any structure should be compacted to an in-place unit
weight equal to at least 95.0 percent on native material and 98.0 percent on structural
fill material of optimum dry density as determined by ASTM D698 and tested to verify
that the specified density has been obtained prior to construction. Sufficient quality
assurance testing should be performed to insure that compaction specifications are
complied with.
Under no circumstances should the footings be installed upon loose or saturated soil,
sod, rubbish, construction debris, frozen soil, non-engineered fill, or other deleterious
materials, or within ponded water. If unsuitable soils are encountered, they must be
totally removed and replaced with compacted structural fill. If granular soils become
loose or disturbed, they must be properly re-compacted before the footings are placed.
Buried irrigation main lines and valves should be kept at least six feet from bearing
walls.
Site preparation for concrete slabs on grade should be accomplished by compacting the
top 12 inches of sub grade to 95.0 percent of optimum dry density as determined by
ASTM D698. For concrete slab flooring the sub grade should be covered by at least six
(6) inches of well-graded, crushed gravel base course meeting or equal to Idaho
Transportation Department (ITD) Standard Specifications, latest edition, Section 703.04,
Gradation No. 4. The well-graded gravel with sand layers should be compacted to a
minimum of 98.0 percent of optimum dry density as determined by ASTM D698.
Under-slab vapor barriers should be required under slabs below air-conditioned space
and slabs that are covered with flooring systems. Under slab vapor barriers should
have a perm rating at least equal to the flooring system inclusive of its adhesive.
Cushions and blotters of sand, gravel or fill should not be installed on top of under slab
vapor barriers. The vapor barrier should have all laps, seams, penetrations, and
terminations sealed and should either carry across footings, grade beams and
foundations or be turned up to the top of the slab at these elements and sealed.
Placement should conform to recommendations of ACI 302.1R-96 as revised.
6.2 Wet Weather Construction
Wet weather construction conditions may occur from November to April. The natural
Silty Clay with Sand is susceptible to changes in moisture content. During construction
the superficial soils may begin to pump and/or rut. If excessive precipitation creates a
situation where the soils have excessive moisture beyond the optimum, construction
technique will need to be modified. The following methods are for wet weather
construction:
Harper‐Leavitt Engineering, Inc. Page 10
Restrict traffic over cleared and grubbed areas to tracked vehicles only. Restrict
all rubber-tired vehicles from the proposed foundation and pavement areas.
If the moisture content of soils is determined to be too high, the exposed sub
grade should be scarified and/or disked to aerate and accelerate the drying of the
soils. This process should be repeated as necessary to reduce the moisture
content to optimum levels. Once the material is dry it should be proof-rolled
before placing structural fill.
If these methods do not work it may be necessary to over-excavate the
problematic soils and import a non-moisture sensitive sand and gravel.
Harper-Leavitt Engineering should be contacted to evaluate site conditions and provide
recommendations to the owner.
6.3 Pavement Design
Roadways and parking areas may be constructed on properly prepared silts/well graded
gravel with sand found on the site. Pavement design is based on the AASHTO Guide
for Design of Pavement Structures 1993.
We recommend stripping any remaining vegetation within areas that are to be paved,
and proof-rolling the sub grade. Any areas that deflect excessively or pump during
proof-rolling should be: undercut and replaced with compacted engineered fill in lifts not
exceeding 12”, or scarified and re-compacted as directed by the geotechnical engineer.
After scarifying and compacting the top twelve inches to a density of 95 percent of
ASTM D698 or 92 percent of ASTM D1557 the recommended ballast section should be
installed.
Harper-Leavitt Engineering typically recommends the use of a pit-run base in all ballast
sections and recommends the following pavement section for the conditions found at
this site:
TABLE 3-RECOMMENED PAVEMENT SECTION
Layer Traffic Area (inches)
Plant Mix Pavement 2.5
¾” Crushed Aggregate Base 4
Uncrushed Aggregate SubBase 8
Geotextile Required No
Total 14.5
These pavement recommendations meet the minimum design requirements for the
AASHTO pavement design standards. Harper-Leavitt Engineering or the City Engineer
should be notified of any variations to the recommended pavement sizes. Pavement
Materials should consist of materials that conform to the following sections of the ITD
Standard Specifications, latest edition. Portland cement shall conform to section 701.
Harper‐Leavitt Engineering, Inc. Page 11
Asphalt shall conform to section 702 and shall meet the requirements of Performance
Grade 58-28. Aggregates shall conform to section 703 of the standard specifications.
All base and subbase material used under the pavement should be compacted to at
least 95.0 percent of optimum dry density as determined by ASTM D698 or 92 percent
of ASTM D1557 at a rate of 1 test per 10,000 sq. ft. each lift.
7.0 Conclusions
The conclusions and recommendations presented in this report are based upon the field
and laboratory tests, which in our opinion define the characteristics of the subsurface
material throughout the site in a satisfactory manner. Please refer to the ASFE
information provided with this report concerning the use of your geotechnical evaluation.
If during construction, conditions are encountered which appear to differ from those
presented in this report, or if the site design layout is changed or significantly adjusted, it
is requested that we be advised in order that appropriate action, including revisions to
this report, may be taken.
We appreciate the opportunity to provide you with geotechnical services on this project.
Contact us about performing testing and inspections services once you begin
construction.
If you have any questions regarding this report or any of our engineering, testing, or
design services please feel free to get in touch with our office, or see our web site:
www.hleinc.com. Our experienced and knowledgeable staff will be happy to answer
any questions that may arise. As a valued client please let us know how we can better
serve your needs. We look forward to working with you again on any of your future
Surveying and Civil, Geotechnical, or Environmental Engineering projects.
APPENDIX A
Vicinity Map, Test Hole Map,
Site Photographs
TH
-
1
TH
-
2
Te
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H
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I
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o
,
North
Ea
s
t
M
a
i
n
Abandoned 1”
gas service line.
Concrete
resembling
utility
encasement
TH-02
Test Hole #1
Looking West.
Looking SW.
Intermountain Gas Co.
Abandoned gas service lines on
property. (Dashed Lines)
Active Lines are solid lines.
2nd West side of property.
APPENDIX B
Soil Logs, Log Data and USDA Soil Survey
DCP DATA SHEET
Project: Mountain America Credit Union Date: 19 May 2014
Location: Rexburg, Idaho TH-02 Personnel: F. Sykes
Depth of Zero: 1.5 ft. Below Grade Hammer Weight: 17.6LB
Material Class: CL-ML Weather: Clear and Warm
Pavement Conditions: NA Water Depth: Not Encountered
# (1)
No. of
Blows
(2)
Cumm.
Penetration
(mm)
(3)
Penetration
Between
Readings
(mm)
(4)
Penetration
per Blow
(mm)
(5)
Blow
Factor
(6)
Index
mm/Blow
(7)
CBR
%
(8)
Moisture
%
1 5 160 160 32 1 32 6 17.4
2 5 360 200 40 1 40 4.7 17.4
3 5 535 175 35 1 35 5 17.4
4 5 640 105 21 1 21 10 17.4
5 5 670 30 6 1 6 40
6 5 720 50 10 1 10 20
7 5 835 115 23 1 23 9
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
(1) Number of hammer blows between test readings (5) Enter 1 for 8 Kg (17.6lb);(2 for 4.6 Kg (10lb) hammer.
(2) Cumulative penetration after each set of blows (6) (4) x (5)
(3) Difference in cumulative penetration (2) between readings. (7) From CBR versus DCP Index Correlation.
(4) (3) divided by (1) (8) % Moisture content when available.
DCP TEST DATA
File Name:
Project:Mountain America Rexburg Date: 19-May-14
Location: TH-02 1.5ft below grade Soil Type(s):Type in the soil type
No. of Accumulative Type of
Blows Penetration Hammer
(mm)
0 0 1
5 160 1
5 360 1
5 535 1
5 640 1
5 670 1
5 720 1
5 752 1
5 835 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0
5
10
15
20
25
30
35
40
0.1 1.0 10.0 100.0
CBR
DE
P
T
H
,
i
n
.
0
127
254
381
508
635
762
889
1016
0.1 1.0 10.0 100.0
DE
P
T
H
,
m
m
10.1 lbs.
17.6 lbs.
Both hammers used
Soil Type
CH
CL
All other soils
Hammer
0
5
10
15
20
25
30
35
40
0 1000 2000 3000 4000 5000 6000 7000
BEARING CAPACITY, psf
DE
P
T
H
,
i
n
Based on approximate interrelationships
of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 1955)
Depatco Construction
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
LOGGED BY:
LOCATION:
DATE:
5/19/14 TO 5/19/14Frank Sykes
LIQUID LIMIT (%)
10 20 30
10 20 30
DEGREE OF SATURATION (%)
LA
G
N
G
N
0
2
2
0
1
4
.
2
7
7
5
.
1
.
G
P
J
L
A
G
N
G
N
0
2
.
G
D
T
5
/
2
1
/
1
4
28
Silty Clay with Sand CL-ML
Poorly Graded Gravel with Sand GP
Bottom of Test Hole
17.4
6.2
SURFACE ELEVATION:
HOLE SIZE:
Rexburg, Idaho
HAMMER:
NA
21
3 X 10
4878 Map Spot
DRILLER:
Backhoe
SHEET
DESCRIPTION
2014.2775.1
PROJECT NAME:
BOREHOLE NUMBER:
Mountain America Credit Union
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
2
TH-01
Harper-Leavitt Engineering
985 No. Capital Ave.
Idaho Falls, Idaho 83221
208-524-0212 Fax: 208-524-0229
EL
E
V
A
T
I
O
N
MOISTURE (%)
DRY DENSITY (PCF)
PLASTIC LIMIT (%)
90 110 130
GR
A
P
H
I
C
L
O
G
BL
O
W
CO
U
N
T
S
20 40 60
DE
P
T
H
(F
E
E
T
)
50 70 90
SA
M
P
L
E
S
LOGGED BY:
LOCATION:
DATE:
5/19/14 TO 5/19/14Frank Sykes
10 20 30
LA
G
N
G
N
0
2
2
0
1
4
.
2
7
7
5
.
1
.
G
P
J
L
A
G
N
G
N
0
2
.
G
D
T
5
/
2
1
/
1
4
TYPE OF DRILL RIG:
10 20 30
DEGREE OF SATURATION (%)
LIQUID LIMIT (%)
HOLE SIZE:
Silty Clay with Sand CL-ML
Poorly Graded Gravel with Sand GP
Bottom of Test Hole
5.9
4878 Map Spot
DEPTH TO WATER:
Backhoe
NA
HAMMER:
Rexburg, Idaho
DRILLER:
SURFACE ELEVATION:
Depatco Construction
DROP:
3 X 10
Mountain America Credit Union
DESCRIPTION
2014.2775.1
PROJECT NAME:
Harper-Leavitt Engineering
985 No. Capital Ave.
Idaho Falls, Idaho 83221
208-524-0212 Fax: 208-524-0229
SHEET
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
3
TH-02
BOREHOLE NUMBER:
EL
E
V
A
T
I
O
N
MOISTURE (%)
DRY DENSITY (PCF)
BL
O
W
CO
U
N
T
S
90 110 130
GR
A
P
H
I
C
L
O
G
PLASTIC LIMIT (%)SA
M
P
L
E
S
20 40 60
DE
P
T
H
(F
E
E
T
)
50 70 90
US
C
S
_
L
E
G
E
N
D
4
/
1
7
/
0
7
UNIFIED SOIL CLASSIFICATION CHART
GC
LETTER
PT
OH
CH
POORLY-GRADED GRAVELS, GRAVEL
- SAND MIXTURES, LITTLE OR NO
FINES
GRAPH
SYMBOLSMAJOR DIVISIONS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
LIQUID LIMIT
GREATER THAN 50
LIQUID LIMIT
LESS THAN 50
WELL-GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
GM
GP
GW
ORGANIC CLAYS OF MEDIUM TO HIGH
PLASTICITY, ORGANIC SILTS
INORGANIC CLAYS OF HIGH
PLASTICITY
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR SILTY
SOILS
ORGANIC SILTS AND ORGANIC SILTY
CLAYS OF LOW PLASTICITY
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY CLAYS,
LEAN CLAYS
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
CLAYEY SANDS, SAND - CLAY
MIXTURES
POORLY-GRADED SANDS, GRAVELLY
SAND, LITTLE OR NO FINES
CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
SILTY GRAVELS, GRAVEL - SAND -
SILT MIXTURES
985 N. Capital Ave
P.O. Box 50691
Idaho Falls Idaho 83405
208-524-0212
DESCRIPTIONS
TYPICAL
SILTY SANDS, SAND - SILT MIXTURES
(APPRECIABLE AMOUNT
OF FINES)
SW
HARPER-LEAVITT ENGINEERING, INC.
MORE THAN 50% OF
MATERIAL IS
LARGER THAN NO.
200 SIEVE SIZE
FINE
GRAINED
SOILS
(LITTLE OR NO FINES)
CLEAN SANDS
(APPRECIABLE AMOUNT
OF FINES)
GRAVELS WITH
FINES
(LITTLE OR NO FINES)
CLEAN
GRAVELS
FIGURE 6
MH
OL
CL
ML
SC
COARSE
GRAINED
SOILS
SANDS WITH
FINES
SP
WELL-GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NO FINES
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTSHIGHLY ORGANIC SOILS
SILTS
AND
CLAYS
SILTS
AND
CLAYS
MORE THAN 50% OF
COARSE FRACTION
PASSING ON NO. 4
SIEVE
SAND
AND
SANDY
SOILS
MORE THAN 50% OF
COARSE FRACTION
RETAINED ON NO. 4
SIEVE
GRAVEL
AND
GRAVELLY
SOILS
MORE THAN 50% OF
MATERIAL IS
SMALLER THAN NO.
200 SIEVE SIZE
SM
10 70203/4 1/2
U.S. SIEVE OPENING IN INCHES
3 1.5 6
P
E
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
HYDROMETERU.S. SIEVE NUMBERS
146
LL
1.4
63.6
70.1
16443/8 3 402830 50 100
10
0.01
100
90
80
70
60
50
40
0.001
0
0.1110100
30
20
4Figure No.
2001
GRAIN SIZE IN MILLIMETERS
GRAVELCOBBLES
140
D60
medium
SILTY CLAY with SAND CL-ML
POORLY GRADED GRAVEL with SAND GP
POORLY GRADED GRAVEL with SAND GP
21
NP
NP
%Silt
D100
TH-01
TH-01
TH-02
1.0
7.5
8.0
fine
Specimen Identification
Specimen Identification %Sand
Classification
PL PI
%Gravel
9.50
62.50
62.50
77.9
4.0
2.1
coarsefine
<
<
<
<
<
28
NP
NP
7
NP
NP 0.72
D10
10.06
12.11
28.8
26.0
Cc Cu
8.0
7.5
PROJECT JOB NO.
DATE 5/21/14
2014.2775.1Mountain America Credit Union - Rexburg, Idaho
Idaho Falls, Idaho 83221
1.355
SAND SILT OR CLAYcoarse
%Clay
GRADATION CURVES
D30
0.52
2.019
0.3486
0.4656
21.3
42.9
37.3
TH-01
TH-01
TH-02
1.0
D100
fine coarse medium
SILTY CLAY with SAND CL-ML
POORLY GRADED GRAVEL with SAND GP
POORLY GRADED GRAVEL with SAND GP
21
NP NP
%Silt
7
D60
TH-01
TH-01
TH-02
1.0
7.5
8.0
fine
NP
4.0
MC%PL PI
%Gravel
9.50
62.50
NP
77.9
%Sand
2.1
D10
<
<
<
<
<
28
NP
NP
62.50
Specimen Identification
Specimen Identification
7.5
8.0
10.06
12.11
28.8
26.0
Cc
TH-02
TH-01
LL
1.4
63.6
70.1
COBBLES GRAVEL
Harper-Leavitt Engineering
Cu
Classification
0.52
0.72
SAND SILT OR CLAYcoarse
%Clay
GRADATION CURVES
1.0
D30
MC%
1.355
2.019
0.3486
0.4656
21.3
42.9
37.3
TH-01
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APPENDIX C
ASFE Report
Important Information About your Geotechnical
Engineering Report
As the client of a consulting geotechnical engineer, you
should know that site subsurface conditions cause more
construction problems than other factor. ASFE/ The
Association of Engineering Firms Practicing in the
Geosciences offers the following suggestions and
observations to help you manage your risks.
A GEOTECHNICAL ENGINEERING REPORT IS
BASED ON A UNIQUE SET OF PROJECT-SPECIFIC
FACTORS.
Your geotechnical engineering report is based on a
subsurface exploration plan designed to consider a unique
set of project-specific factors. These factors typically
include: the general nature of the structure involved, its
size, and configuration; the location of the structure on the
site; other improvements, such as access roads, parking
lots, and underground utilities; and the additional risk
created by scope-of-service limitations imposed by the
client. To help avoid costly problems, ask your
geotechnical engineer to evaluate how factors that change
subsequent to the date of the report may affect the report’s
recommendations.
Unless your geotechnical engineer indicates otherwise, do
not use your geotechnical engineering report:
• when the nature of the proposed structure is
changed, for example, if an office building will
be erected instead of a parking garage, or a
refrigerated warehouse will be built instead of an
unrefrigerated one;
• when the size, elevation, or configuration of the
proposed structure is altered;
• when the location or orientation of the proposed
structure is modified;
• when there is a change of ownership; or
• for application to an adjacent site.
Geotechnical engineers cannot accept responsibility for
problems that may occur if they are not consulted after
factors considered in their report’s development have
changed.
SUBSURFACE CONDITIONS CAN CHANGE
A geotechnical engineering report is based on conditions
that existed at the time of subsurface exploration. Do not
base construction decisions on a geotechnical engineering
report whose adequacy may have been affected by time.
Speak with your geotechnical consultant to learn if
additional tests are advisable before construction starts.
Note, too that additional tests may be required when
subsurface conditions are affected by construction
operations at or adjacent to the site, or by natural events
such as floods, earthquakes, or ground water fluctuations.
Keep your geotechnical consultant apprised of any
such events.
MOST GEOTECHNICAL FINDINGS ARE
PROFESSIONAL JUDGMENTS
Site exploration identifies actual subsurface conditions
only at those points where samples are taken. The data
were extrapolated by your geotechnical engineer who
then applied judgment to render an opinion about
overall subsurface conditions. The actual interface
between materials may be far more gradual or abrupt
than your report indicates. Actual conditions in areas
are not sampled may differ from those predicted in your
report. While nothing can be done to prevent such
situations, you and your geotechnical engineer can
work together to help minimize their impact. Retaining
your geotechnical engineer to observe construction can
be particularly beneficial in this respect.
A REPORT RECOMMENDATIONS CAN ONLY BE
PRELIMINARY
The construction recommendations included in your
geotechnical engineer’s report are preliminary, because
they must be based on the assumption that conditions
revealed through selective exploratory sampling are
indicative of actual conditions throughout a site.
Because actual subsurface conditions can be discerned
only during earthwork, you should retain your
geotechnical engineer to observe actual conditions and
to finalize recommendations. Only the geotechnical
engineer who prepared the report is fully familiar with
the background information needed to determine
whether or not the contractor is abiding by applicable
recommendations. The geotechnical engineer who
developed your report cannot assume responsibility or
liability for the adequacy of the report’s
recommendations if another party is retained to observe
construction.
GEOTECHNICAL SERVICES ARE PERFORMED
FOR SPECIFIC PURPOSES AND PERSONS
Consulting geotechnical engineers prepare reports to
meet the specific needs of specific individuals. A report
prepared for a civil engineer may not be adequate for a
construction contractor or even another civil engineer.
Unless indicated otherwise, your geotechnical engineer
prepared your report expressly for your and expressly
for purposes you indicated. No one other than you
should apply this report for its intended purposes
without first conferring with the geotechnical engineer.
No party should apply this report for any purposes other
than that originally contemplated without first
conferring with the geotechnical engineer.
GEOENVIRONMENTAL CONCERNS ARE NOT AT
ISSUE
Your geotechnical engineering report is not likely to relate
any findings, conclusions, or recommendations about the
potential for hazardous materials existing at the site. The
equipment, techniques, and personnel used to perform a
geoenvironmental exploration differ substantially from
those applied in geotechnical engineering. Contamination
can create major risks. If you have no information about
the potential for your site being contaminated, you are
advised to speak with your geotechnical consultant for
information relating to geoenvironmental issues.
A GEOTECHNICAL ENGINEERING REPORT IS
SUBJECT TO MISINTERPRETATION
Costly problems can occur when other design
professional develop their plans based on
misinterpretations of a geotechnical engineering report.
To help avoid misinterpretations, retain your
geotechnical engineer to work with other project design
professional who are affected by the geotechnical
report. Have your geotechnical engineer explain report
implications to design professionals affected by them,
and then review those design professionals’ plans and
specifications to see how they have incorporated
geotechnical factors. Although certain other design
professionals may be familiar with geotechnical
concerns, none knows as much about them as a
competent geotechnical engineer.
BORING LOGS SHOULD NOT BE SEPARATED
FROM THE REPORT
Geotechnical engineers develop final boring logs based
upon their interpretation of the field logs (assembled by
site personnel) and laboratory evaluation of field
samples. Geotechnical engineers customarily include
only final boring logs in their reports. Final boring logs
should not under any circumstances be redrawn for
inclusion in architectural or other design drawing,
because drafters may commit errors or omissions in the
transfer process. Although photographic reproduction
eliminates this problem, it does nothing to minimize the
possibility of contractors misinterpreting the logs
during bid preparation. When this occurs, delays,
disputes, and unanticipated costs are the all-too-
frequent result.
To minimize the likelihood of boring logs
misinterpretation, give contractors ready access to the
complete geotechnical engineering report prepared or
authorized for their use (If access is provided only to
the report prepared for you, you should advise
contractors of the reports limitations, assuming that a
contractor was not one of the specific persons for whom
the report was prepared and that developing
construction cost estimates was not one of the specific
purposes for which it was prepared. In other words,
while a contractor may again important knowledge
from a report prepared for another party, the contractor
would be well-advised to discuss the report with your
geotechnical engineer and to perform the additional or
alternative work that the contractor believes may be
needed to obtain the data specifically appropriate for
construction cost estimating purposes.) Some clients
believe that it is unwise or unnecessary to give
contractors access to their geotechnical engineering
reports because they hold the mistaken impression that
simply disclaiming responsibility for the accuracy of
subsurface information always insulates them from
attendant liability. Providing the best available
information to contractors helps prevent costly
construction problems. It also helps reduce the
adversarial attitudes that can aggravate problems to
disproportionate scale.
READ RESPONSIBILITY CLAUSES CLOSELY
Because geotechnical engineering is based extensively
on judgment and opinion, it is far less exact than other
design disciplines. This situation has resulted in wholly
unwarranted claims being lodged against geotechnical
engineers. To help prevent this problem, geotechnical
engineers have developed a number of clauses for use
in their contracts, reports, and other documents.
Responsibility clauses are not exculpatory clauses
designed to transfer geotechnical engineers’ liabilities
to other parties. Instead, they are definitive clauses that
identify where geotechnical engineers’ responsibilities
begin and end. Their use helps all parties involved
recognize their individual responsibilities and take
appropriate action. Some of these definitive clauses are
likely to appear in your geotechnical engineering report.
Read them closely. Your geotechnical engineer will be
pleased to give full and frank answers to any questions.
RELY ON THE GEOTECHNICAL ENGINEER FOR
ADDITONAL ASSISTANCE
Most ASFE-member consulting geotechnical
engineering firms are familiar with a variety of
techniques and approaches that can be used to help
reduce risks for all parties to a construction project,
from design though construction. Speak with your
geotechnical engineer not only about geotechnical
issues, but others as well, to learn about approaches that
may be of genuine benefit. You may also wish to
obtain certain ASFE publications. Contact a member of
ASFE of ASFE for a complimentary directory of ASFE
publications.
APPENDIX D
Pavement Calculations
15
800 W. Judicial Street • Blackfoot, Idaho 83221 • Office Phone: 208.785.2977 • Fax: 208.785.2990
985 N. Capital Avenue • Idaho Falls, Idaho 83405 • Office Phone: 208.524.0212 • Fax: 208.524.0229
Flexible Pavement Design Worksheet (Standard)
Mountain America Credit Union
HLE Project No. 2014.2775.1
Design Criteria
20 Years Analysis Period
2 %Growth Rate
4.2 Initial Pavement Serviceability Index (p o )
2 Terminal Pavement Serviceability Index (p t )
95 %Level of Reliability
0.35 Standard Deviation (So)
5 California Bearing Ratio (CBR) of Subgrade
15 Minimum Daily ESALsMinimum Daily ESALs
Loading Analysis and Calculations
107,000 Total Design ESALs (W 18)
2.2 Change in Serviceability Index (DPSI)
7500 Effective Roadbed Soil Resilient Modulus (MR)
11.7 Soil Resistance Value (R -value)
-1.645 Standard Normal Deviate (ZR)
2.36 Required Pavement Structural Number (SN)
108,234 ESAL
Pavement Section
Layer Thickness strength coefficient Drainage coefficient
2.5 in Surface Course - Hot Mix Asphalt (HMA)0.44 n/a
4 in Base Course - Crushed Gravel 0.14 1
8 in Subbase Course - Pit Run 0.1 1
2.46 Actual Pavement Structural Number (SN)
Note: Pavement Design per AASHTO Guide for the Design of Pavement Structures