Preliminary Geotechnical ReportSITE
ONSULTING, LLC
Mr. Shawn Brownlee
Trilogy Development
2358 South Titanium Place
Meridian, Idaho 83642
Re: Preliminary Geotechnical Report
Brinegar Property
2220 North Ten Mile Road
Meridian, Idaho
Dear Shawn:
December 23, 2015
Page 1 of 21
File #15212A
As per your authorization, on December 2, 2015 SITE observed the excavation of five
test pits on the subject property. These test pits were intended to generate a working
knowledge of the subsurface soil conditions on the subject property. The test pits were
all located in a farm field south of Chateau Drive and east of Ten Mile Road. Test pits
were advanced to the maximum depth the utilized backhoe could excavate.
Groundwater was encountered in all five test pits.
Based upon the observed conditions the site is acceptable for construction of the
planned residential development. Recommendations for constructing civil improvements
and residential houses are provided herein. We appreciate this opportunity to be of
service. Please call should there be any questions or the need for additional
geotechnical services.
Respectfully submitted
Bo
208-440-6276 bjarnoldpe@msn.com (1) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
EXECUTIVE SUMMARY
CLEARING & GRUBBING - Grubbing depths of 2-4 inches can be anticipated to
remove organic materials. This is to be adjusted in the field at the time of construction.
Deeper depths can be expected along the Rutledge Lateral Canal.
PAVEMENT DESIGN — An R -value sample of the near surface elastic silt soil was
gathered and submitted to a specialty materials testing laboratory. Based upon an R -
value result of R=6 the recommended pavement section is 2.5" f 4.0" / 12.0". This
design assumes the subgrade will be firm and stable at the time of construction.
BEDROCK FORMATION - No Bedrock was encountered.
GROUNDWATER - Groundwater was observed in all five test pits at depths ranging
from 8.5 to 12.0 feet below the existing ground surface. Monitoring wells were installed
in three test pit. Groundwater levels were 0.5 to 2.0 feet higher one week after well
installation.
STORM WATER DISPOSAL - Standard infiltration trenches are preferred but design
may be impacted by shallow groundwater. Both infiltration trenches and shallow
surface basins or ponds appear to be common in surrounding subdivisions. Additional
groundwater measurements are required to confirm peak elevations and therefore
clearance for basin or trench construction_ Any infiltration facility constructed on this site
must extend to free draining sand and gravels encountered in the test pits. Free
draining materials varied from 8.5 to 12 feet deep in the test pits. Excavation to free
draining materials is to be confirmed at the time of construction. ACHD may require
confirmation of percolation rate at the time of construction.
STRUCTURAL FILL - Since surface soils contain lean clay, care must be taken if these
materials are to be used as structural fill on building lots. Compaction of clay containing
soils may seal crawlspaces and yard areas, greatly reducing percolation. Compaction
of any fill placed within building pads or right of ways must exceed 95% of the maximum
dry density as determined by Standard Proctor (ASTM D-698). Silt and clay soil used
for fill must be within two percent of optimum moisture at the time of compaction_
Blending of surface clay soils with deeper silt, cemented silt, and sand soils is strongly
recommended. Structural fill must pass compaction testing and visual inspection for
stability. Fill that passes compaction but is observed to rut or deflect under construction
traffic is to be rejected.
FOUNDATION DESIGN - Bearing pressures of up to 1500 psf are available on the
native soils and tested and approved structural fills consisting of native soils.
Foundations are to be sealed with mopped, sprayed, or rolled on sealer and embedded
at least 24 inches below adjacent grade for frost protection.
208-440-6276 * bjarnoldpe@msn.com (2) Post office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
FOUNDATION BACKFILL - Building Code requires that soils used to back fill
foundations meet the compaction requirements stated above. Low-density foundation
backfill has been shown to be a major contributing factor to water accumulating in
crawlspaces throughout the Treasure Valley. Homebuilders are encouraged to properly
backfill all foundations. This is especially critical on lots where structural fills have been
placed below the foundation.
FOUNDATION ELEVATION - Foundation elevation and site grading must conform to
the requirements of the Building Code. Elevation and grading must promote drainage
away from the foundation. Landscaping should be designed to promote drainage away
from foundations. Flowerbeds and landscaped areas must be designed such that
irrigation water and roof runoff is not retained against foundations.
FOUNDATION DRAINAGE - Roof gutters are recommended with down spouts directed
away from foundations and not on to foundation backfill soils. Proper design and
maintenance of sprinkler systems is required. Excessive watering may lead to water
entering the crawl spaces. Drip type sprinkler heads should be used in flowerbeds near
foundations. Lawn area sprinklers should not spray toward foundations or cause water
to accumulate near foundations.
208-440-6276 * bjarnoldpe@msn.com (3 ) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
TABLE OF CONTENTS
EXECUTIVESUMMARY............................................................................................ 2
TABLEOF CONTENTS.............................................................................................. 4
INTRODUCTION........................................................................................................5
Purposeand Scope.......................................................................................... 5
Authorization.................................................................................................... 5
Warranty and Limitations.................................................................................. 5
RESEARCH & DOCUMENTATION............................................................................ 6
FieldExploration...............................................................................................6
LaboratoryTesting...........................................................................................6
Proposed Construction.....................................................................................6
SITE DESCRIPTION /INFORMATION .......................................................................7
General............................................................................................................ 7
Subsurface Conditions..................................................................................... 7
CONSTRUCTION RECOMMENDATIONS................................................................. 8
Residential Foundation Systems......................................................................8
StructuralFill.................................................................................................... 8
Stormwater....................................................................................................... 8
Excavations...................................................................................................... 9
Groundwater....................................................................................................9
Slab on Grade Concrete................................................................................... 9
Flexible Pavement Sections.............................................................................10
GeneralComments..........................................................................................10
APPENDIX------------------------------------------------------------------------------------------------------------------11
208-440-6276 * bjarnoldpe@msn.com (4) Post office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
INTRODUCTION
PURPOSE AND SCOPE
This report presents the results of a Geotechnical Investigation performed for a
proposed residential subdivision to be constructed on a 22 plus acre parcel located on
the south side of Chateau Drive and east side of North Ten Mile Road in Meridian,
Idaho. An address of 2220 North Ten Mile Road and an Ada County Parcel
#S1202325661 were provided for the property.
The purpose of this investigation was to determine the subsurface soil conditions at the
subject site and provide recommendations for civil and residential construction. The
field investigation included a review of pertinent geotechnical and geologic data, a
subsurface exploration by means of five excavated test pits, the collection of soil
samples, and the laboratory testing of sampled soil materials. After the field
investigation and measurements were completed, ail available field and laboratory test
data was reviewed along with the design information provided or assumed. Next an
engineering analysis of the obtained data and the provided design information was
performed and this report was prepared. This report summarizes our findings,
conclusions and recommendations regarding the geotechnical aspects of the proposed
residential development.
AUTHORIZATION
SITE Consulting, LLC received e-mailed authorization to proceed with this geotechnical
investigation from Mr_ Shawn Brownlee in late November- 2015. Authorization to
proceed and the use of the recommendations provided by SITE indicate the client's
acceptance of the scope of work and the warranty and limitations provided herein.
WARRANTY AND LIMITATIONS
Exploration and evaluation of subsurface conditions documented herein is considered
sufficient to form a basis for the recommended foundation design. The provided
recommendations are based on the available soil information and preliminary design
details either assumed or furnished by the client. SITE warrants that these
recommendations have been promulgated after being prepared in accordance with
locally accepted professional engineering and geotechnical engineering practice. No
other warranties are implied or expressed.
208-440-6276 * biarnoldpe@msn.com (5) Post office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
RESEARCH & DOCUMENTATION
FIELD EXPLORATION
On December 2, 2015, SITE supervised the excavation of five test pits by Culver
Excavation of Boise, Idaho. Culver utilized a rubber tire, Case backhoe with a 24 -inch
bucket to perform this investigation. Our staff logged the test pits in the field and
gathered representative samples from the test pits. The samples were field classified,
labeled according to test pit number and depth, sealed in plastic storage bags and
transported to the laboratory for further testing. Test pits were advanced at or near
locations discussed with the client. Each test pit was advanced to a depth where
deeper excavation was not possible due to sloughing soils. Groundwater was
encountered in all five test pits. A hand held GPS unit was used to determined test pit
locations. These locations were then plotted on a aerial photo obtained from Google
Earth. The Aerial Photo is included in the Appendix. The test pit locations shown are
believed to be accurate to within several feet of the actual test locations.
LABORATORY TESTING
In addition to the field investigation, a supplemental laboratory -testing program was
conducted to determine additional pertinent engineering characteristics of the
foundation soils. The laboratory -testing program included supplementary visual
classification and moisture content determinations on selected samples. Selected
samples were subjected to Grain Size Analysis, Moisture Content Determination and
Atterberg Limits. A sample of the second soil horizon was selected for R -Value
analysis. This test was performed by Pavement Engineering, Inc. of Redding,
California. All phases of the laboratory testing program were conducted in general
accordance with applicable ASTM Standards. All results are reported on the test pit logs
in the Appendix.
PROPOSED CONSTRUCTION
According to the client this project is to include ACHD right of ways and lots for single
family residential building lots. Access will be from Drive to the north and Ten Mile Road
to the west. No stub streets were observed in the subdivisions to the south and east of
this property. ACHD pavement sections, groundwater monitoring, and stormwater and
residential construction recommendations were requested.
208-440-6276 * bjarnoidpe@msn.com ( 6) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
SITE DESCRIPTION 1 INFORMATION
GENERAL
An Address of 2220 North Ten Mile Road and an Ada County Parcel number of
#S1202325661 are assigned to the subject property. Ada County records indicate the
property includes 22.1 acres. Residential subdivisions are located south and east of
the subject property with Ten Mile Road to the west and Chateau Drive to the north.
Historical aerial photos indicate the property has been farm land in the recent past.
SUBSURFACE CONDITIONS
At the time of test pit excavation the site surface was frozen 3-4 inches deep and was
firm and stable and supported the retained backhoe without rutting or deflections. The
site is divided into east and west halves by the Rutledge Lateral Canal that flows from
south to north across the site. The Rutledge is an elevated canal, meaning earthen
banks are present on both sides of the canal. The fields to the east and west appear to
have been land leveled to promote surface irrigation. The west field drains to the south
and the east field drain to the east. A small residence constructed in 1920 is present in
the northwest corner of the property.
The site surface is either lean clay with sand or clayey sand. Land leveling may have
contributed to this later being deeper near the Rutledge Lateral and shallower at the end
of the fields. At the time of excavation, the latest crops has been harvested and the
farm fields leveled. Therefore, there was very little root zone present. The cultivated
depth was observed to be 18-22 inches deep. This will require re -compaction of the
subgrade below structural fill or pavement layer materials. Contact with gravel varied
greatly with contact as shallow as 2.5 feet (TP -3) and as deep as 7.5 feet (TP -4).
Groundwater was encountered in all test pits within the sand and gravel layer and
typically just below gravel contact. In TP -4 there was a dense, firm layer of silty pitrun
from 10-12 feet deep. It appeared this layer was holding the groundwater down.
Groundwater roses in all five test pits after it was reached. Excavation of all test pits
was halted just below the groundwater level due to sloughing soils. Excavation halted
in free draining soils (perc rate = 8 in 1 hr) in all five test pits. Excavation to free draining
materials is to be confirmed at the time of construction. It should be anticipated that
ACHD will require confirmation of percolation rate at the time of construction.
208-440-6276 * bjarnofdpe@msn.com (7) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
CONSTRUCTION RECOMMENDATIONS
RESIDENTIAL FOUNDATION SYSTEMS
For conventional, shallow, residential foundations, bearing pressures of up to 1500 psf
are allowed. Such foundations are to be founded atop stable native soils or tested and
approved structural fill. If clay soils are present after crawlspace excavation, it is
recommended that this or another engineer be contracted to evaluate the clay soil.
Foundations are not to be constructed atop fat, expansive, clay soil unless approved by
a professional engineer. Removal and replacement of unacceptable soils may be
required. Specific recommendations are to be provided for each lot where unacceptable
clay is encountered at the foundation support elevation.
STRUCTURAL FILL
Structural fill to be placed within ACHD right of ways or on building lots shall be free
from organic matter or other deleterious substances and shall be non --expansive.
Structural fill should be placed in uniform, thin horizontal lifts not to exceed twelve
inches in compacted thickness; moisture conditioned as necessary and compacted to a
minimum relative compaction of 95% based on the ASTM Test Method D1557, Modified
Proctor. Compaction of structural fills should be verified by inplace density testing and
construction observations. Field nuclear moisture - density testing shall be performed
on at least every lift of compacted fill with one test per lot or one every 300 feet of
roadway. A qualified engineer or his representative should monitor fill placement to
ensure the work is performed in accordance with these recommendations. Subgrade
surface and structural fill must be stable. Rutting or deflecting materials are to be
rejected and repaired as needed regardless of passing compaction test results.
STORM WATER
Onsite soils will become very soft and difficult to traverse if wet at the time of
construction. It is therefore recommended that construction occur during dry weather.
All storm runoff is to be directed away from open excavations and not be allowed to
puddle on subgrade soils. If construction is to occur during wet season conditions then
soft soils must be considered. If the subgrade is wet, traffic with rubber tired equipment
is to be avoided since rubber tired equipment will increase rutting and deflections of wet
or saturated surface soils. It can be anticipated that the clay soils on the surface will
quickly become too wet for any vehicular traffic. if construction must occur when
subgrade soils are wet; geotextiles, geogrids, and lime and/or cement stabilization
methods can be considered and designed as needed.
208-440-6276 * bjarnoldpe@msn.com (8 ) Post Office Box 190537 * Boise, Idaho 83719
SITE
CONSULTING, LLC
EXCAVATIONS
Dewatering of subsurface utility trenches should be anticipated. Shallow excavations
that do not exceed four feet in depth may be constructed with side slopes approaching
vertical. Below this depth, it is recommended that slopes not exceed a vertical to
horizontal ratio of one to one. The ability of the materials on site to maintain a vertical
or near vertical excavation when standing open without support over any extended
period can be expected to be quite variable. Proper care must be taken to protect
personnel and equipment. Foundation excavation shoring may be necessary. This
information is provided for planning purposes. It is our opinion that maintaining safe
working conditions is the responsibility of the contractor. Jobsite conditions such as soil
moisture content, weather condition, earth movements and equipment type and
operation can all affect slope stability. All excavations should be sloped or braced as
required by applicable local, state, and federal requirements.
GROUNDWATER
Groundwater was encountered in all five test pits. Monitoring wells were installed in
three test pits to allow for future measurements. Depths to water are reported on the
test pit logs. It appears that variations in depths may be due to changes in the surface
elevation at the test pit / well locations. It is anticipated that groundwater will rise to
higher levels during the irrigation season. Well measurements are recommended
starting in late March and continuing until peak values are obtained.
SLAB ON GRADE CONCRETE
Concrete slab on grade floors, sidewalks and pavements should be placed atop a
minimum of four inches of imported structural fill. The structural fill should consist of
sand or sand - gravel mixture with non -plastic fines. The material should all pass a one
inch sieve and should contain less than twelve percent passing the # 200 sieve. The
granular gnat shall be compacted to the requirement for structural fill. Prior to the
placement of base gravel, inspection must confirm that all fat clay has been removed
from beneath slab on grade concrete. If removal is impractical, then the granular
structural fill should be increased to eight inches.
208-440-6276 * bjarnoldpe@msn.com (9) Post Office Box 190537 * Boise, idaho 83719
SITE
ONSULTING3 LLC
FLEXIBLE PAVEMENTS
Based upon an R -value result of R=6 the following pavement section is recommended
for residential streets.
Pavement Layer
T1=6 & R=6
Asphaltic Concrete
2.5"
Base Coarse (%" minus)
4.0"
Sub base (Pitrun)
12.0"
ACHD typically requires new developments to match the existing pavement section on
adjacent arterial/collector streets such Chateau and Ten Mile. Should a site specific
design be required, an additional sample from these right of way will be gathered and
submitted for R -Value testing. ACRD or a traffic study will need to provide a Traffic
Index for design calculations.
GENERAL COMMENTS
After the plans and specifications for each subdivision phase are completed, it is
recommended that this consultant be provided the opportunity to review the final design
and specifications. This review will confirm that the earthwork and foundation
recommendations have been properly interpreted and implemented. At that time, it may
be necessary to submit supplementary recommendations.
Engineering inspection, construction monitoring, and materials testing have been
recommended and must be performed to verify conditions and suitability of materials
used for structural fills and to confirm subgrade stability and proper placement and
compaction of structural fills. Any deviations from the noted subsurface conditions
should be brought to the attention of this consultant.
This report has been prepared for the exclusive use of the identified client and their
retained design consultants and contractors. Findings and recommendations within
this report are for specific application to the proposed residential subdivision as
described here and apply only to the property identified.
Appendix follows
208-440-6276 * bjarnoldpe@msn.com (10) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
APPENDIX
Location Map 1 Aerial Photo
Site Aerial Photo
Test Pit Logs (5)
Pavement Section Calcs
R -Value Report
Soil Log Legend
Abbreviations and Acronyms
208-440-6276 * bjarnoldpe@msn.com ( 11) Post Office Box 190537 Boise, Idaho 83719
SITE
ONSULTING, LLC
Aerial Photo
with approximate Boring Locations
From Google Earth
locations by cell phone GPS
208-440-6276 bjarnoldpe@msn.com (13) Post Office Box 190537 * Boise, Idaho 83719
Test Pit #:
TP -1
SITE
CONSULTING, LLC
Test Pit Log
Client: Trilogy
Project: 2220 North Ten Mile Road
Location: NW Corner, East of Canal
File:
Date Excavated:
Excavator:
Logged By:
15212A
12/02/15
Culver Excavation
B. Arnold
DEPTH
Sample
#
(feet)
SOILS DESCRIPTION
Type10
AO
100
200
M
PI
LL
0.0
Brown, Dry to Moist, Silty,
Bag
—
Clayey, Sand
1.0
2.0
Cultivated to 20"
4- 6" Rootzone — Organic
2.0
Brown, Moist, Clayey Sand (SC)
Bag
99
79
53
46.2
14.0
15.8
25.4
—
3.0
4.0
4.0
Thin, White to Tan, Moist,
Bag
78
76
32
25.9
11.4
NP
N P
-
SAND
4.5
5.0
5.0
Gravel Contact
5.0
Pitrun type Sand & Gravel
Bag
-
grades coarser with depth
8.0
11.5
Free Draining at 7', H2O at 10'
(44)
11.5
Bottom of Hole
Sloughing stopped Excavation
Groundwater Entering at 10'
Monitoring Well Installed
12/04/15 water at 9.4'
208-440-6276 * bjarnoldpe@msn.com (14) Post Office Box 190537 * Boise, Idaho 83719
Test Pit #:
TP -2
SITE
ONSULTING, LLC
Test Pit Log
File:
Client: Trilogy Date Excavated:
Project: 2220 North Ten Mile Road Excavator:
Location: NE Corner, East of Canal Logged By:
15212A
12/02115
Culver Excavation
K. Arnold
DEPTH
Sample
#
#
#
#
(feet)
SOILS DESCRIPTION
Type
10
40
100
200
M
PI
LL
0.0
Brown, Dry to Moist, Silty, Clay
Bag
—
with Sand
1.0
1.5
Cultivated to 18"
4- 6" Rootzone — Organic
1.5
Brown, Moist, Sandy, SILT
Bag
—
3.0
3.0
3.0
Gravel Contact
3.0
Pitrun type Sand & Gravel
Bag
71
16
2.0
1.0
2.7
NP
NP
-
grades coarser with depth
8.0
9.0
Free Draining at 7', H2O at 8.5'
(44)
9.0
Bottom of Hole
Sloughing stopped Excavation
Groundwater Entering at 8.5'
208-440-6276 * bjarnoldpe@msn.com ( 15 ) Post Office Box 190537 * Boise, Idaho 83719
/00 -SITE
CONSULTING, LLC
Test Pit Log
Test Pit #: TP -3 File:
Client: Trilogy Date Excavated:
Project: 2220 North Ten Mile Road Excavator:
Location: South End, East of Canal Logged By:
15212A
12!02/'15
Culver Excavation
B. Arnold
DEPTH
Sample
#
#
#
#
(feet)SOILS
DESCRIPTION
Type
10
40
100
200
M
PI
LL
0.0
Brown, Dry to Moist, Sandy
Bag
97
75
66
61.4
13.7
14.3
32.2
—
CLAY (CL)
1.0
2.5
Cultivated to 18"
4- 6" Rootzone — Organic
2.5
Gravel Contact
2.5
Pitrun type Sand & Gravel
Bag
-
grades coarser with depth
8.0
10.5
Free Draining at 6.5 H2O at 9.5'
(44)
11.5
Bottom of Hole
Sloughing stopped Excavation
Groundwater Entering at 9.5'
Monitoring Well Installed
12/04/15 water at 7.3'
208-440-6276 * bjarnoldpe@msn_com (16) Post Office Box 190537 * Boise, Idaho 83719
Test Pit #:
Client:
Project:
Location:
SITE
ONSULTING, LLC
Test Pit Log
TP -4
Trilogy
2220 North Ten Mile Road
NW Corner. West of Canal
File
Date Excavated:
Excavator:
Logged By:
15212A
12!02!15
Culver Excavation
B. Arnold
DEPTH
sample
#
#
#
#
(feet)
SOILS DESCRIPTION
Type
10 I
40
0 1
200 1
M I
PI
LL
0.0
Brown, Dry to Moist, Silty,
Bag
81
53
32
22.8
9.6
NP
NP
—
SAND (SM)
1.0
2.0
Cultivated to 20"
6-8" Rootzone — Organic
2.0
Brown, Moist, Sandy, CLAY (CL)
Bag
96
76
68
63.7
10.8
13.0
32.6
—
3.0
5.0
R -Value R = 6
5.0
Thin, White to Tan, Moist,
Bag
25.7
-
Cemented SILT
5.0
5.5
(Hardpan layer)
5.5
Brown, Moist, Silty, SAND
Bag
-
6.0
7.5
7.5
Gravel Contact
5.0
Silty Pitrun type Sand & Gravel
Bag
-
I grades coarser with depth.
8.0
12.0
VERY FIRM at 10-12'
(44)
Water below firm layer
Free Draining at 12', H2O at 12'
13.0
Bottom of Hole
Sloughing stopped Excavation
Groundwater Entering at 12'
Monitoring Well Installed
12/04/15 water at 10.6'
208-440-6276 * blarnoldpe@msn.com (17) Post Office Box 190537 * Boise, Idaho 83719
Test Pit #:
TP -5
SITE
ONSULTiNG, LLC
Test Pit Log
Client: Trilogy
Project: 2220 North Ten Mile Road
Location: SE Corner. West of Canal
File:
Date Excavated:
Excavator:
Logged By:
15212A
12/02115
Culver Excavation
K. Arnold
DEPTH
Sample
#
(feet)
SOILS DESCRIPTION
Type
10
40
100
200
M
PI
LL
0.0
Brown, Dry to Moist, Silty, Clay
Bag
—
Cultivated to 18"
1.0
1.0
6-8" Rootzone—Organic
1.0
Brown, Moist, CLAY (CL)
Bag
99
95
90
87.2
22.7
8.2
29.9
—
3.0
4.0
4.0
Brown to Tan, Moist,
-
Cemented, Silt/Sand
6.0
6.0
Gravel Contact
6.0
Pitrun type Sand & Gravel
Bag
-
grades coarser with depth
8.0
11.0
Free Draining at 8', H2O at 10.5'
(44)
11.0
Bottom of Hole
Sloughing stopped Excavation
Groundwater Entering at 10.5'
208-440-6276 * bjarnoldpe@msn.com (18) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTiNG, LLC
DESIGN SECTION CALCULATIONS
(ACRD R -Value Method)
Project: Ten Mile & Chateau File No.: 15212A
2220 N. Ten Mile Road Caic By: B. Arnold
Client: Trilogy 1 Brownlee Date: 12122/15
Design Thickness Equation:
T = 0.0032 (TI) (100-R)(12) = GE (inches)
T= Design Thickness TI = Traffic Index = 6 By Agency
GE = Gravel Equivalent R = R -Value = 6 By Soils Test
GE= 22.2 Inches
ACHD ACP, 314" Road Base and Aggregate Subbase
Actual Thickness Equivalent Thickness
ACHD Asphalt Concrete Thickness = 2.5 Inches ACE= 5.3 Inches
314" Road Base Thickness Desired = 4.0 Inches RBE= 5.1 Inches
Calculated Aggregate Subbase Thickness Equation:
Subbase Thickness=SB=GE-ACE-RBE
SB= 11.9 Inches
CALCULATED DESIGN SECTION
ACHD Asphaltic Concrete= 2.5 inches
314" Road Base = 4.0 inches
Aggregate Subbase = 12.0 inches
RECOMMENDED DESIGN SECTION
Asphaltic Concrete = 2.5 inches
314" Road Base = 4.0 inches
Aggregate Subbase = 12.0 inches
208440-6276 * bjarnoldpe@msn.com (19) Post Office Box 190537 * Boise, Idaho 83719
SITE
ONSULTING, LLC
R -Value Test Result
Pavement Engineering Inc.
RESISTANCE (I2) VALUE TEST
ASTM D 2844
Laboratory No.: L151966
12.6
Project No.: 150172
Sample Date: nla
Report Date: December 16 2015
Client: Site Consulting LLC
Project Name: 2015 Laboratory Testing
Sample Description: Brown Sandy Clay
Sample Location: Ten Mile Road Chateau Lane
100
90
-
80
70
ro
-
60
50
(D
40
2
30
20
10
0
800 700 600 500 400 300
200 100
0
Exudation Pressure (P.S.I.)
--Resistance Value Test —300 P.S.I.
Specimen Na. 1
2
3
Moisture Content (%} 12.6
13.6
13.2
Dry Density (PCF) 122.6
120.2
122 4
Resistance Value (R) r'
3
6
Exudation Pressure (PSI) 468
221
305
Expansion Pressure 35
13
22
As Received Moisture Content (
RESISTANCE VALUE AT 300 P.S.I.
&
Ak
Reviewed By:
Brandon Rodebaugh
Materials Engineer
208-440-6276 * bjarnoldpe@msn.com (20) Post Office
°/)
12.6
Bax 190537 * Boise, Idaho 83719
SITE
rLONSULTING, LLC
SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES)
MAJOR DIVISIONS
American Society for Testing and Materials
TYP11DESCRIPTIONS
Asphaltic Concrete Pavement
ISPWC
Idaho Standard for Public Works Construction
COARSE GRAINED
GRAVEL &
<5%-#200
GW
Well -graded gravel, gravel -sand mixture, little or no fines.
SOILS
GRAVELLY
Unified Soil Classification System
< 50% - #200
SOILS
<50% - #4
GP Poorly -graded gravel, gravel sand mixture, little or no fines
5-12%-#200
GM Silty gravel, gravel -sand -silt mixtures
> 12%- #200
GC Clayey gravel, gravel -sand -clay mixtures
SAND & SANDY
< 5%- 4200
SW
Well -graded sand, gravelly sand, little or no fines.
SOILS
>50%-#4
-71
SP Poorly -graded sand, gravelly sand, little or no fines
>12% - #200
SM Silty sand, sand -silt mixtures
SCI Clayey sand, sand -clay mixtures
FINE
SILTS AND CLAYS
INORGANIC
ML
Inorganic silt and very fine sand, rock flour, silty or clayey
GRAINED
LL < 50%
fine sand or clayey silt with slight plasticity
SOILS
> 50% - #200
CL
Lean clay -low to medium plasticity, gravelly clay, sandy clay,
silty clay
ORGANIC
OL Organic silt and organic silty clay of low plasticity
SILTS AND CLAYS
INORGANIC
MH Elastic silt, micaceous or diatomaceous fine sand or silty soil.
LL > 50%
CH Fat clay - high plasticity
ORGANIC
OH Organic clay-med. or high plasticity: organic silt
HIGHLY ORGANIC
PT
Peat, humus, swamp soil with high organic content
SOILS
ABBREVIATIONS AND ACRONYMS
ASTM
American Society for Testing and Materials
ACP
Asphaltic Concrete Pavement
ISPWC
Idaho Standard for Public Works Construction
ITD
Idaho Transportation Department
NP
Non Plastic
TP
Test Pit
USCS
Unified Soil Classification System
NOTHING FOLLOWS
208-440-6276 * bjarnoldpe@msn.com (21) Post Office Box 190537 * Boise, Idaho 83719