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December 26, 2007
File:_ JLJENT B06049C
Mr. Jim Jewett
JLJ Enterprises, LLC
1560 S. Carol St.
Meridian, ID 83642
RE- LETTER REPORT
Geotechnical Evaluation
South Ridge Subdivision — Phase I
Overland Road and Ten Mile Road
Ada County, Idaho
Dear Mr. Jewett:
STRATA, Inc. is pleased to present this geotechnical evaluation to assist with civil
engineering infrastructure design and planning for the proposed South Ridge Subdivision
Phase I located south of Overland Road between Linder and Ten Mile Road in Ada County,
Idaho. STRATA's services are limited to providing geotechnical recommendations for
stormwater disposal infiltration, earthwork., commercial or residential bridge foundations,
pavement design, and do not include an evaluation for individual lot development. The
following letter report presents the results of our field exploration on March 14, 2006, and
November 2, 2007, and our subsequent geotechnical opinions and recommendations.
STRATA previously prepared a geotechnical evaluation for the bridge culvert structures
over the Ridenbaugh Canal at Overland Road and Rio de Plata Drive dated December 11,
2007.
PROPOSED CONSTRUCTION
We understand you plan to develop the approximate 250-acre property into a
residential and commercial subdivision. Commercial lots are planned along Overland Road.
Asphalt paving will provide access to Phase I of the subdivision with numerous roadways
and cul-de-sacs, as shown on Plate 1. Stormwater will be retained on-site via subsurface
seepage facilities or drainage swales. We understand site grading consisting of roadway cut
and fills of 3 to 4 feet are planned to construct infrastructure. Fills of up to 10 feet may be
required at the proposed bridges over the Ridenbaugh Canal. Bridge culverts are planned
for the Ridenbaugh Canal at Overland Road and Rio de Plata Drive.
FIELD EXPLORATION
STRATA observed the excavation of 4 preliminary exploratory test pits on March 14,
2006, and 14 exploratory test pits for bridge and pavement design on November 2, 2007.
The approximate test pit locations are provided on Plate 1, Test Pit Location Plan.
Individual test pit logs for both field dates are included in Appendix A. The soil encountered in
each location was visually evaluated and the soil profiles were logged by our field engineer,
referencing the Unified Soil Classification System (USCS). A summary of the USCS is
IDAHO MONTANA NEVADA OREGON UTAH WASHINUON WYOMING
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File:JLJENT B06049C
Page 2
provided in Appendix A and can be used to interpret the terms used throughout this report and
on the exploratory logs. Select soil samples were retained for laboratory testing.
At the conclusion of our subsurface evaluation, test pits were loosely backfilled level
with the existing ground surface. Test pit locations are identified by the presence of labeled
stakes and/or standpipe piezometers. We recommend test pit locations be surveyed so an
accurate record of their actual location can be obtained. if test pits are located within proposed
residential lots, pavement, or sidewalk areas we recommend they be re-excavated to native
soil and backfilled with structural fill according to the recommendations provided herein.
Standpipe piezometers were installed in the 4 initial test pits, TP-1 through TP-4,
observed in 2006. Groundwater monitoring was accomplished by STRATA from March 14,
2006 to July 2, 2007. Groundwater was not observed in the subject piezometers to a depth
of 14 feet below existing ground surface throughout our monitoring timeframe.
Subsurface Conditions
Lean clay to moderately fat clay was generally encountered at the ground surface,
and. was typically underlain by silt with sand followed by silty sand with varying amounts of
moderate to strong calcium cementation. Silt with sand/silty sand was generally underlain
by poorly-graded gravel with sand that extended to test pit depths of termination at 11 to 14
feet, in the preliminary test pits only; TP-1 to TIP-4. Test pit TP-5, excavated adjacent to the
Ridenbaugh Canal for the Overland Road bridge encountered soft clay to a depth of 9 feet
underlain by hard, sandy clay and medium dense sand with depth.
Over the majority of the site, the clay was described as brown, hard, moist and
extended between 1 and 2 feet below existing ground surface. Trace vegetation and
organics were observed to 6 inches below ground surface. Clay was underlain by silt with
sand described as tan, hard, moist. Silt with sand was underlain by silty sand with
moderate to strong cementation in test pits TP-1, TP-3, TP-4, TP-12, TP-14, TP-15, TP-16
and TP-17. Silt and silty sand were typically underlain by poorly-graded gravel with sand
encountered at a depth of 4 to 8 feet, which was described as tan, medium dense, moist
and extended to test pit depths of termination between 11 and 14 feet below ground
surface, in test pits excavated to those depths. Specific soil contacts and descriptions are
presented on individual test pit logs in Appendix A to this report.
Groundwater was not encountered within the depths of exploration at the time of
excavation. Based on our knowledge of the area and review of well logs, groundwater is
anticipated to remain at depths of greater than 20 feet below existing ground surface
throughout the year. STRATA has monitored groundwater levels throughout the 2006
irrigation season to verify the absence of groundwater in test pits containing piezometers to
a depth of 14 feet. However, during irrigation season groundwater seepage from unlined
portions of the Ridenbaugh Canal may be observed immediately adjacent to the canal.
Laboratory Testing
Laboratory testing was performed on select soil samples obtained during field
exploration. Laboratory testing included grain-size analyses, and R-value tests. The R-value
l!4
IDAHO MONTANA NEVAUA OREGON UTAH WASHINGTON WYGC+
www.stratageotech.com
South Ridge Subdivision
File:JI_JENT B06049C
Page 3
test results are presented on Plates, 2A, 2B, and 2C. Index test results are provided on
individual test pit logs.
GEOTECHNICAL OPINIONS AND RECOMMENDATIONS
It is our opinion the site is suitable, from a geotechnical standpoint, for the proposed
project, provided the opinions discussed in this report are implemented. The following
recommendations contained herein reflect our understanding of the location and configuration
of the proposed infrastructure improvements and the subsurface conditions encountered
during exploration. However, the soil conditions may vary at the proposed site. The variation
in soil conditions will not be known until construction and may impact construction plans and/or
costs. If design plans change or subsurface conditions between test pit locations vary
significantly from what was observed during our subsurface evaluation, we should be notified
to review the report recommendations and make any necessary revisions.
Earthwork for Pavement/Sidewalk Subgrade
We recommend test pits be relocated in the field prior to earthwork construction. If
test pit backfill is located beneath future pavement, sidewalk or residential lots, we
recommend test pit backfill be completely removed to native soil and backfilled with
structural fill placed and compacted in accordance with this report.
All fill placed to support pavement areas should consist of structural fill. Structural fill
should be free from vegetation or organics and be moisture-conditioned sufficiently to
achieve compaction requirements. All structural fill should be classified as silt, sand, or
gravel (SP, SW, SM, GP, GW, GM, or NIL) in accordance with the USCS. The on-site clay
is not planned to be used as structural fill. Structural fill should not contain cobbles greater
than 6 inches in diameter. On-site silt, silty sand, and sandy silt soils may be used for
structural fill; however, these soils will require special attention and must be moisture
conditioned to near optimum moisture content during placement. Additionally, during
periods of extended wet or cold weather, silt soils may be difficult to utilize as structural fill.
Structural fill should be placed to the subgrade elevation in uniform, maximum 8-
inch-thick, loose lifts and compacted to a minimum of 95 percent of the maximum dry
density of the soil, as determined by ASTM D 698 (Standard Proctor). This assumes heavy
compaction equipment, such as rollers, with a minimum drum weight of 5 tons is used. The
maximum loose lift thickness should be reduced where smaller and/or lighter compaction
equipment is used. If the pavement section is cut into native soil and fill is not placed, we
recommend the native soil be recompacted to structural Fill requirements as discussed
above. STRATA must be retained to perform field density testing of structural fill to verify
contractor compliance with the above minimum compaction criteria.
Wet Weather/Wet Soil Conditions
We recommend site construction be undertaken during predominantly dry weather
conditions. If site construction, particularly grading, is undertaken during wet periods of the
year, the on-site clay or silt will be susceptible to pumping or rutting when subjected to
heavy loads from rubber-tired equipment or vehicles, which exert a point load. Wet weather
0�0
IDAHO MONTANA NEVADA QHEGGN UTAH WASHINGTON WYOMING
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File:JLJENT B06049C
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earthwork should be performed by low pressure, track-mounted equipment that spread and
reduce the vehicle load. Work should not be performed immediately after rainfall. All loose
and disturbed areas should be excavated to undisturbed soil or recompacted to structural fill
requirements. Compaction of the fill should be sufficient to preclude pumping of the
underlying soil. In summary, careful construction procedures are paramount to the
successful grading operation if the on-site soil is wet.
Active Shrink/Swell Soils
Active plastic lean to fat clay with moderate potential for shrink and swell was
encountered at the ground surface to a depth of 1 to 2 feet as observed in the majority of
the test pits. These soils can undergo volume change (settlement or heave) beneath
foundations, flatwork, and pavement causing damage or distress to the proposed
improvements. The active soils are susceptible to volume change as the moisture content
of the soil changes with time. We recommend additional site-specific geotechnical
evaluation be accomplished for structures planned to be constructed over these active soils.
Pavement Design
STRATA previously completed a Pavement Section Design Letter for Overland Road
on November 16, 2007. This letter is also included with this report in Appendix B.
The proposed collector and local roads for Phase I will require earthwork grading of
up to 3 to 4 feet of cut and fills. At the east side of the Ridenbaugh Canal where it will
traverse the proposed Rio De Plata Drive, fills up to 10 feet will be required. According to
the earthwork contractor, Nampa Paving, the majority of the roadway fill will consist of pit-
run silty sand with gravel and/or silt with sand (with weak to moderate cementation). This fill
is suitable to establish road subgrade using the recommended R-value equal to 35,
provided the fill is placed in accordance with the compaction criteria presented in this letter.
The roadway cut pavement subgrade areas are anticipated to primarily consist of silt with
sand with some alternate areas of clay or silty sand with cementation. Pavement area
recommendations are based on (primary) silt with sand, (alternate) clay, or (alternate)
cemented silt with sand. STRATA should be retained to verify the pavement subgrade prior
to placement of subbase course for pavement.
STRATA performed three R-value tests on moderately cemented with sand, non-
cemented silt with sand and clay subgrade samples from the proposed subdivision; this
resulted in. R-values of 74, 44, and less than 5, respectively. However, due to the variability
in soil cementation and the final pavement subgrade elevations proposed for the project, we
recommend an R-value of 35 for silt with sand and 0 for clay be used for pavement design
calculations. In areas where moderately cemented silt "caliche" is encountered, a design R-
value of 50 should be used.
Recommendations outlined in the Earthwork section of this report should be
accomplished in all pavement areas. We provide the following pavement sections for
residential collector/ commercial roads of Spanish Sun Way, Spanish Fork Road and West
American Fork Drive.
04
IDAHO MONTANA NEVADA &] EGON UTAH WA5HINCTON WYOMING
www.stratageotech.com
South Ridge Subdivision
File:JUENT B06049C
Page 5
Residential Collector/Commercial Roads
Primary - Silt with Sand Subgrade (R-value = 35)
Flexible Pavement (TI=8.0)
3.0"- Class III asphalt concrete top course
4.0"- 3/-inch-minus, crushed sand and gravel base course
10.0"- Pit-run sand and gravel subbase course
Alternate - Clay Subgrade (R-value = 0)
Flexible Pavement (TI=8.0)
3.0% Class III asphalt concrete top course
4.0% %-inch-minus, crushed sand and gravel base course
21.0% Pit-run sand and gravel subbase course
Alternate— Moderately to Strongly Cemented Silt Subgrade (R-value = 50)
Flexible Pavement (TI=8.0)
3.0"— Class III asphalt concrete top course
10.0% 3/-inch-minus, crushed sand. and gravel base course
Residential Local Roads
Primary - Silt with Sand Subgrade (R-value = 35)
Flexible Pavement (TI=6.0)
2.5% Class III asphalt concrete top course
4.0"- 3/4-inch-minus, crushed sand and gravel base course
8.0"- Pit-run sand and gravel subbase course
Alternate - Clay Subgrade (R-value = 0)
Flexible Pavement (171=6.0)
2.5"- Class III asphalt concrete top course
4.0% %-inch-minus, crushed sand and gravel base course
14.0% Pit-run sand and gravel subbase course
Alternate— Moderately to Strongly Cemented Silt Subgrade (R-value = 50)
Flexible Pavement (TI = 6.0)
2.5"- Class III asphalt concrete top course
6.0"- %-inch-minus, crushed sand and gravel base course
The above-recommended flexible pavement sections are based on a maximum 20-
year design life and a traffic index (TI) of 8.0 for residential collector/commercial roads and
6.0 for residential local roads. Note that if the subgrade consists of structural fill consisting
T7
IDAHO MONTANA NEVADA PAEGON UTA11 WA';NINGTDN WYQMING
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South Ridge Subdivision
File:JLJENT B06049C
Page 6
of on-site silt or silty sand, then use Primary — Silt with Sand (R-value = 35) pavement
design.
We recommend STRATA be retained to observe the roadway alignment when the
pavement subgrade is excavated and to test structure fill to identify the stations where the
above pavement sections apply. The Land Group should reference the primary pavement
sections on silt subgrade to plan roadway section thicknesses based on the anticipated
subsurface conditions. However, because the subsurface conditions cannot wholly be
recognized until the subgrade is excavated; the alternate roadway sections may be required
where clay or cemented silt is encountered at road subgrade. We recommend The Land
Group show the alternate pavement sections on the design plans.
The subbase should consist of 6-inch-minus, well-graded sand and gravel consistent
with Idaho Standards for Public Works Construction (ISPWC) Section 801 and with less
than 10 percent passing the No. 200 sieve. The base course should consist of 3/4-inch-
minus, well-graded, crushed sand and gravel with less than 9 percent passing the No. 200
sieve and consistent with ISPWC Section 802. The subbase and base course should be
compacted in accordance with the Earthwork section of this report.
The asphalt concrete for the flexible pavement area should have material properties
as specified in ASTM D 3515 and have a mix design with a maximum aggregate size
between 3/4 and 3/8 inch. The asphalt concrete should be compacted as required by
ISPWC Sections 809 and 810.
We recommend crack maintenance be accomplished in all pavement areas as
needed and at least every three to five years to reduce the potential for surface water
infiltration into the pavement section and underlying subgrade.
Stormwater Disposal
Stormwater generated on-site is planned to be disposed of in subsurface seepage
trenches. The underlying uncemented gravel or sand encountered at a depth of 5 to 8 feet
beneath the ground surface in the test pits is suitable for disposal of stormwater, provided
excavation for seepage trenches extends beneath the cemented soils and silt layers as
observed. An allowable seepage rate of 8 inches per hour can be used for the uncemented
gravel or sand. On-site observation wells were monitored during irrigation season to verify
the absence of seasonal high groundwater level to the bottom of the piezometers. A
groundwater observation table is provided as Plate 3.
EVALUATION LIMITATIONS
This report has been prepared to evaluate the subsurface conditions at the project
site and provide geotechnical opinions for infrastructure development, including
earthwork/fill, stormwater disposal infiltration, and pavement design for the proposed South
Ridge Subdivision Phase I located south of Overland Road between Linder and Ten Mile
Road in Ada County, Idaho. This report does not include an evaluation or recommendations
for individual residential or commercial lot development. Our services consist of
professional opinions made in accordance with generally accepted geotechnical
11�0
IDAHO MONTANA FIEVAnA ()REGON UT.AH WA�HINGTON WYOMING
www.stratageotech.com
South Ridge Subdivision
File:JLJENT B06049C
Page 7
engineering principles and practices as they exist at the time of this report and in southwest
Idaho. This acknowledgment is in lieu of all express or implied warranties.
This report has been prepared exclusively for the use of JLJ Enterprises and the
design team for the project as described; we cannot be responsible for any other use of this
report.
We appreciate the opportunity to continue to assist you with this project. If you have
any questions, please contact us. The following plates accompany and complete this letter
report:
Plate 1: Test Pit Location Plan
Plate 2: R-value Test Results
Plate 3: Groundwater Observation Table
Appendix A: Exploratory Test Pit Logs and
Unified Soil Classification System (USCS)
Appendix B: Overland Road Pavement Section Report
Sincerely,
STRATA, Inc.`
�V Adrian Mascorro, E.I.T.
Field Engineer
Dan P. Gado, P.E.
Senior Engineer
AM/am/nm
Cc: Jason Densmer, The Land Group
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IDAHO T-8
Project: South Ridge Subdivision Lab Number: 1371-2970A
Client: JLJ Enterprises File Name: JLJENT B06049C
Sample ID: Subgrade Soil Date Sampled: 11/2/07
Location: TP-1 3 @ 2 - 2.5' Sampled by: AM/Strata
Soil Description: Silt with Sand Date Received: 11/9/07
(Weakly to Moderately Cemented) Tested by: CAK-AM/Strata
R VALUE DATA SOIL CONSTANTS
Percolation: Trace Point I Point 2 Point 3 R VALUE: 74
Exudation, PSI 92 216 398
Dry Density, PCF 71.3 72.0 71.2
Moisture Content, % 43.2 42.5 42.0
Exp. Pressure, PSI 0.12 0.22 0.31
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RNALUE
II AHO T-8
Project: South Ridge Subdivision Lab Number: B7L2970B
Client: JLJ, Enterprises File Name: JLJENT B06049C
Sample ID: Subgrade Soil Date Sampled: 11/2/07
Location: TP-15 @ 0.5 - 1' Sampled by: AM/Strata
Soil Description: Clay Date Received: 11/12/07
Tested by: AM-CAK/Strata
R VALUE DATA SOIL CONSTANTS
PercolatioW—N—on—e7 Point 1 Point 2 Point 3 R VALUE: < 5
Exudation, PSI 302 342 384
Dry Density, PCF 78.6 81.1 83.1
Moisture Content, % 40.5 37.8 36.9
Exp. Pressure, PSI 0.00 0.15 0.31
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RNALUE
IDAHO T-8
Project: South Ridge Subdivision Lab Number: 1371-2970C
Client: JLJ, Enterprises File Name: JLJENT B06049C
Sample ID: Subgrade Soil Date Sampled: 11/2/07
Location: TP-1 7 @ 2 - 2.5' Sampled by: AM/Strata
Soil Description: Silt with Sand Date Received: 11/12/07
Tested by: TC-CAK/Strata
R VALUE DATA SOIL CONSTANTS
Percolation: None Point I Point 2 Point 3 R VALUE: 44
Exudation, PSI 143 266 493
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Dry Density, PCIF 98.5 99.6 � 100.9
Moisture Content, % 22.6 22.2 F21.8
Exp. Pressure, PSI 0.49 0.59 0.86
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APPENDIX A
EXPLORATORYTEST IT # 1
Project: South Hill Subdivision
File: JLJENT B06049A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 - 1.5 CL Lean CLAY— brown, stiff to very stiff and moist.
Trace vegetation and organics observed to 6 inches BGS.
1.5 - 2.5 NIL SILT with sand — tan, very stiff to hard and moist.
2.5 - 7.0 S M Silty SAND —tan, very dense and moist.
Strongly cemented From 2.5 to 4.5 feet. Weakly cemented to
trace calcium carbonate from 4.5 to 7 feet.
7.0 - 11.5 GP Poorly-graded GRAVEL with sand — tan, medium dense and
moist.
Note: Standpipe piezometer installed to 11 feet beneath existing ground surface (BGS).
Excavated on 3114106.
No groundwater encountered.
Test pit terminated at 11.5 feet below existing ground Surface due to caving conditions.
Samples taken at 0.5, 2 and 5 feet.
Excavation Equipment: 580 Super L
Logged by: AMMI
Ob
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EXPLORATORY TEST IT # 2
Project: South Hill Subdivision
File: JLJENT B06049A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 - 1.0 CL Lean CLAY— brown, stiff to very stiff and moist.
Trace vegetation and organics observed to 6 inches BGS.
1.0 - 2.0 MIL SILT with sand —tan, very stiff to hard and moist.
Moderately cemented from 1 to 2 feet.
2.0 - 4.5 SID Poorly-graded SAND —tan, medium dense and moist.
4.5 - 8.0 ML SILT—tan, very stiff to hard and moist.
Iron staining observed at 5 feet BGS.
8.0 - 14.0 SID Poorly-graded SAND —tan, medium dense and moist.
Hard silt nodules observe throughout sand.
Note: Standpipe piezometer installed to 14 feet beneath existing ground surface (BGS).
Excavated on 3114106.
No groundwater encountered,
Test pit terminated at 14 feet below the existing ground surface.
Samples taken at 0.5, 4 and 5 feet.
Excavation Equipment.- 580 Super L
Logged by.- AMInI
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EXPLORATORY TEST IT # 3
Project: South Hill Subdivision
File: JUENT B06049A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 - 1.5 CIL Lean CLAY — brown, stiff to very stiff and moist.
Trace vegetation and organics observed to 6 inches BGS.
1.5 - 2.5 ML SILT with sand —tan, very stiff to hard and moist.
Weakly cemented from 2 to 2.5 feet BGS.
2.5 - 4.0 SM Silty SAND — tan, very dense and moist.
Strongly cemented from 2.5 to 4 feet BGS.
4.0 - 11.0 GP Poorly-graded GRAVEL with sand and cobbles — tan, medium
dense and moist.
Strongly cemented from 4 to 5 feet BGS.
Note: Standpipe piezometer installed to 11 feet beneath existing ground surface (BGS).
Excavated on 3114106.
No groundwater encountered.
Test pit tenninated at 11 feet below the existing ground surface.
Sample taken at a foot.
Excavation Equipment: 580 Super L
Logged by: AM1nl
15 2or FR Eik�r C""bk
4,'C-Y-1-id Of-
EXPLORATORY TEST PIT # 4
Project: South Hill Subdivision
File-. JLJENT B06049A
DEP,rH SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 - 1 .0 CL Lean CLAY — brown, stiff to very stiff and moist.
Trace vegetation and organics observed to 6 inches BGS.
1.0 - 3.5 SIM Silty SAND — tan, very dense and moist.
Extremely cemented From 2 to 3.5 feet
3.5 -4.0 NIL SILT with sand — brown, stiff and moist.
4.0 - 5.0 SP-SM Poorly-graded SAND with silt and gravel — brown, rnedium
dense and moist.
5.0 - 11.0 GP Poorly-graded GRAVEL with sand and cobbles — tan, medium
dense and moist.
Excavated on 3114106.
No groundwater encountered.
Test pit terminated at 11 feet below the existing ground surface, due to caving conditions.
Samples taken at 3.5 and 4.5 feet.
Excavation Equipment: 580 Super L
Logged by: AMMI
�40
�r Ft cgw��rc'o%
w , � REMARKS
2 [n Sn Co J y -65 Q N C N
USCS Description w LT N M N °y-' 0 o Q o v Note: BGS = Below Ground
o � � a— Fn t
V' vi E Surface
SILT (Native) — tan, very ML Trace vegetation and
stiff, moist. organics observed to
12 inches BGS.
1
Silty CLAY with Sand — gray, CL—ML NN Iron Staining observed
tan, and brown, mottling, at 2.5 to 3.5 feet
firm to very stiff, moist to 4•5 BGS.
wet. 3
2.75
4
CLAY — dark brown, very 5 CL
soft, wet. BG D
6
7
8
Sandy CLAY — dark brown, CL
hard, moist.
10
BG
Poorly-Graded SAND with SP-SC #
Clay and Gravel - tan, 1 •
medium dense, moist.
Poorly-Graded SAND with 12 SP-SC
Clay - orange to black, very •* Strongly indurated
dense, moist. from 12 to 13.5 feet
��" BG BGS.
13
V
Poorly-Graded SAND - light Sp i r
orange, medium dense, moist. 14
3 i • tY
a
m
a 15 a ■ a
0
wClient: JLJENT Test Pit Number: TP-5 `` EXPLORATORY�I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' ■ a TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 2
a
w , � REMARKS
2 [n Sn Co J y 'fn Q N C N
USCS Description w N -' 0 o Q o v Note: BGS = Below Ground
r a— Fn
a� t
V' �' ae m
Co o E Surface
Poorly—Graded SAND — light SP
orange, medium dense, moist. a IF C
a • f
16 • • C
a # C
6 A C
Test pit terminated at 16.5
feet BGS. 17
18
19
20
21
22
23
24
25
2s
27
28
m
0
0
w
29
3
a
30
0
Client: JLJENT Test Pit Number: TP-5 EXPLORATORY
I: �I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' ■ FR
aTa TEST PIT
Depth to Groundwater: N/E Logged By: AM } Sheet 2 of 2
a
w , � REMARKS
2 [n Sn Co J y 'fn Q N C N +�•
USCS Description w N -' 0 o Q o v Note: BGS = Below Ground
r a— Fn
a� t
ae z �o o E Surface
CLAY (Native) — brown, hard, CL >4 5 Trace vegetation and
moist. organics observed to
12 inches BGS.
1
2 Moderately to strongly
cemented from 2 to 4
feet BGS.
3
Poorly—Graded GRAVEL with GPr
Sand and Cobbles —
orange—brown, medium 4 -
dense, moist.
5 _ Cobble observed to 1
foot diameter.
6
7
9
10
11 �J
Test pit terminated at 12.0
feet BGS.
13
m
0
0
w
14
i
3
a
15
O
Client: JLJENT Test Pit Number: TP—fi EXPLORATORY
I: �I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' ■ a TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
_ J w Z REMARKS
S W N Cn CoJ y 'N 4 a� c�� N O
USCS Description L a o N o Q �,
p o = r o'N o o = Note: BGS = Below Ground
V' z Co o a E Surface
CLAY (Native) — brown, hard, CL Trace vegetation and
moist. organics observed to
6 inches BGS.
1
SILT with Sand — tan, hard, MIL
moist. 2 >4 5
3
LK
4
Test pit terminated at 5.0
feet BGS.
6
7
8
9
10
11
12
13
m
o
0
w
14
i
3
a
151
o
m Client: JLJENT Test Pit Number: TP-7 ` EXPLORATORY
w �I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' S T T TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
_ J w Z REMARKS
2 a) N to Co y •y 4 E O
USCS Description a N Eli
o f„ = o Q cYi m w
p o = � a- o'N o o = Note: BGS = Below Ground
V' ae z Co o E Surface
CLAY (Native) — brown, hard, CL Trace vegetation and
moist. organics observed to
6 inches BGS.
1
Silty SAND (Caliche) — tan, SM * + * Strong cementation
very dense, moist. • observed from 1.5 to
2 * a 5 feet BGS.
* � • LK
3 * * •
r * *
4 * t *
•
r �
Test pit terminated at 5.0
feet BGS.
6
7
8
9
10
11
12
13
m
0
0
w
14
i
3
a
151
O
Client: JLJENT Test Pit Number: TP-8 ``w EXPLORATORY�I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' ■ a TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
_ J w Z REMARKS
S W N Cn CoJ y 'N 4 a� c�� N O
USCS Description L a o N o Q �,
p o = r o'N o o = Note: BGS = Below Ground
Co o E Surface
CLAY (Native) — brown, hard, CL Trace vegetation and
moist. organics observed to
LK 6 inches BGS.
1
SILT with Sand — tan, hard, ML
moist. 2
3
Moderate to strong
cementation observed
from 3 to 4 feet BGS.
Test pit terminated at 4.0
feet BGS.
5
6
7
8
9
10
11
12
13
m
o
0
w
14
i
3
a
15
o
m Client: JLJENT Test Pit Number: TP-9 ` EXPLORATORY
w �I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' S T T TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
_ J w Z REMARKS
S W N Cn CoJ y 'N 4 a� c�� N O
USCS Description L a o N o Q �,
p o = r o'N o o = Note: BGS = Below Ground
V' z Co o a E Surface
CLAY (Native) — brown, hard, CL Trace vegetation and
moist. organics observed to
6 inches BGS.
1
SILT with Sand — tan, hard, ML
moist. 2
3 LK
Moderate cementation
observed from 3.5 to
4 feet BGS.
Test pit terminated at 4.0
feet BGS.
5
6
7
8
9
10
11
12
13
m
o
0
w
14
i
3
a
15
o
m Client: JLJENT Test Pit Number: TP-10 ` EXPLORATORY
w �I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' S T T TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
_ J w Z REMARKS
S W N Cn CoJ y 'N 4 a� c�� N O
USCS Description L a o N o Q �,
p o = r o'N o o = Note: BGS = Below Ground
V' z Co o a E Surface
CLAY (Native) — brown, hard, CL Trace vegetation and
moist. organics observed to
6 inches BGS.
1
SILT with Sand — tan, hard, ML
moist.
3
Moderate cementation
observed from 3.5 to
4 feet BGS.
Test pit terminated at 4.0
feet BGS.
5
6
7
8
9
10
11
12
13
m
o
0
w
14
i
3
a
15
o
m Client: JLJENT Test Pit Number: TP-11 ` EXPLORATORY
w �I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' S T T TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
_ J w Z REMARKS
S W N Cn CoJ y 'N 4 a� c�� N 2
USCS Description L a o N o Q �,
p o = r o'N o o = Note: BGS = Below Ground
V' z Co o a E Surface
CLAY (Native) — brown, hard, CL Trace vegetation and
moist. organics observed to
6 inches BGS.
1
SILT with Sand — tan, hard, ML
moist. 2
Moderate cementation
Silty SAND Caliche — tan, SM * • * observed from 3 to
very dense moist. ■ * 3.5 feet BGS.
Test pit terminated at 3.5
feet BGS. 4
5
6
7
8
9
10
11
12
13
m
o
0
w
14
i
3
a
15
o
m Client: JLJENT Test Pit Number: TP-12 ` EXPLORATORY
w �I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' S T T TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
_ J w Z REMARKS
S W N Cn CoJ y 'N 4 a� c�� N O
USCS Description L a o N o Q �,
p o = r o'N o o = Note: BGS = Below Ground
V' z Co o a E Surface
CLAY (Native) — brown, hard, CL Trace vegetation and
moist. organics observed to
6 inches BGS.
SILT with Sand — tan, hard, ML
moist. Weak to moderate
cementation observed
from 1 to 3 feet BGS.
2
LK
Test pit terminated at 3
feet BGS.
4
5
6
7
8
9
10
11
12
13
m
o
0
w
14
i
3
a
15
o
m Client: JLJENT Test Pit Number: TP-13 ` EXPLORATORY
w �I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' S T T TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
_ J w Z REMARKS
S W N Cn CoJ y 'N 4 a� c�� N O
USCS Description L a o N o Q �,
p o = r o'N o o = Note: BGS = Below Ground
V' z Co o a E Surface
CLAY (Native) — brown, hard, CL Trace vegetation and
moist. organics observed to
6 inches BGS.
1
SILT with Sand — tan, hard, ML
moist. 2
LK Weak to strong
Silty SAND Coliche — tan, SM * * cementation observed from
very dense, moist. 3 * • * 2 to 3.5 feet BGS.
•
■
•
Test pit terminated at 3.5
feet BGS. 4
5
6
7
8
9
10
11
12
13
m
o
0
w
14
i
3
a
15
o
m Client: JLJENT Test Pit Number: TP-14 ` EXPLORATORY
w �I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' S T T TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
_ J w Z REMARKS
S W N Cn CoJ y 'N 4 a� c�� N O
USCS Description L a o N o Q �,
p o = r o'N o o = Note: BGS = Below Ground
Co o E Surface
CLAY (Native) — brown, hard, CL Trace vegetation and
moist. organics observed to
LK 6 inches BGS.
1
SILT with Sand — tan, hard, ML
moist. 2
Silty SAND Caliche — tan, SM • •
very dense, moist. * Moderate cementation
* • observed from 3 to 4 feet
� t * BGS.
Test pit terminated at 4.0
feet BGS.
5
6
7
8
9
10
11
12
13
m
o
0
w
14
i
3
a
15
o
m Client: JLJENT Test Pit Number: TP-15 ` EXPLORATORY
w �I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' S T T TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
_ J w Z REMARKS
S W N Cn CoJ y 'N 4 a� c�� N O
USCS Description L a o N o Q �,
p o = r o'N o o = Note: BGS = Below Ground
V' z Co o a E Surface
CLAY (Native) — brown, hard, CL Trace vegetation and
moist. organics observed to
6 inches BGS.
1
CLAY with Gravel — brown, CL kLK
hard, moist. 2
3
Silty SAND with Gravel — SM
brown medium dense moist. * •
Test pit terminated at 4.0
feet BGS.
5
6
7
8
9
10
11
12
13
m
o
0
w
14
i
3
a
15
o
m Client: JLJENT Test Pit Number: TP-16 ` EXPLORATORY
w �I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' S T T TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
_ J w Z REMARKS
S W N Cn CoJ y 'N 4 a� c�� N O
USCS Description L a o N o Q �,
p o = r o'N o o = Note: BGS = Below Ground
V' z Co o a E Surface
CLAY (Native) — brown, hard, CL Trace vegetation and
moist. organics observed to
6 inches BGS.
1
SILT with Sand — tan, hard, ML LK
moist.
3
Strong cementation
Silty SAND Caliche — tan, SM • 0 observed from 4 to
very dense, moist. : + 4.5 feet BGS.
Test pit terminated at 4.5
feet BGS. 5
6
7
8
9
10
11
12
13
m
o
0
w
14
i
3
a
151
o
m Client: JLJENT Test Pit Number: TP-17 ` EXPLORATORY
w �I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' S T T TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
_ J w Z REMARKS
2 a) N to Co y •y 4 E O
USCS Description a N Eli
o f„ = o Q cYi m w
p o = � a- o'N o o = Note: BGS = Below Ground
V' ae z Co o E Surface
CLAY (Native) — brown, hard, CL Trace vegetation and
moist. organics observed to
11-1 6 inches BGS.
Silty SAND (Caliche) — tan, SM #
1 * * Strong to weak cementation
very dense, moist. •
* BC, observed from 0.75 to 3.5
■ • • feet BGS.
r * *
2 * *
r � •
3 � t •
r
•
r
Test pit terminated at 3.5
feet BGS. 4
5
6
7
8
9
10
11
12
13
m
0
0
w
14
i
3
a
15
O
Client: JLJENT Test Pit Number: TP-18 ``w EXPLORATORY�I
Project: B06049C Date Excavated: 11/2/07
Trackhoe: CAT 345B Bucket Width: 3.5' ■ a TEST PIT
Depth to Groundwater: N/E Logged By: AM Sheet 1 of 1
a
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS GRAPH LETTER TYPICAL NAMES
SYMBOL SYMBOL
' GW Well—Graded Gravel,
CLEAN ' Gravel—Sand Mixtures.
GRAVELS GP Poorly—Graded Gravel,
' � '
Gravel—Sand Mixtures.
GRAVELS
GRAVELS t GM Silty Gravel, Gravel—
WITH Sand—Silt Mixtures.
FINES GC Clayey Gravel, Gravel—
COARSE Sand—Clay Mixtures.
GRAINED
SOILS SW Well—Graded Sand,
CLEAN o a a o a Gravelly Sand.
SANDS ' ' * • • * SP Poorly—Graded Sand,
Gravelly Sand.
SANDSSANDS # * � Silty Sand,
WITH * * * # * { SM Sand—Silt Mixtures.
FINES * •*. '# SC Clayey Sand,
i Sand—Clay Mixtures.
ML Inorganic Silt, Sandy
SILTS AND CLAYS or Clayey Silt.
Inorganic Clay of Low
LIQUID LIMIT CL to Medium Plasticity,
LESS THAN 50% Sandy or Silty Clay.
I i Organic Silt and Clay
OL of Low Plasticity.
FINE Inorganic Silt, Mica—
SOILS GRAINED MH ceous Silt, Plastic
Silt.
SILTS AND CLAYS Inorganic Clay of High
CH Plasticity, Fat Clay.
LIQUID LIMIT Organic Clay of Medium
GREATER THAN 50% 1, OH to High Plasticity.
PT Peat, Muck and Other
Highly Organic Soils.
BORING LOG SYMBOLS GROUNDWATER SYMBOLS TEST PIT LOG SYMBOLS
IStandard 2—Inch OD - Groundwater
Split—Spoon Sample = After 24 Hours BG Baggie Sample
' California Modified 3—Inch (7_3_07) Indicates Date of BK Bulk Sample
OD Split—Spoon Sample Reading
IIRock Core Q Groundwater RG Ring Sample
Shelby Tube 3—Inch OD _
at Time of Drilling
Undisturbed Sample
3
a
Shorthand Notation:
BGS = Below Existing Ground Surface
w N.E. = None Encountered
a
s -r�aTa
JWENT B06449C
APPENDIX B
04
GLOT EC!-IN]CALEN:;i hiEERI NG&MATE RIAL3'TESTING November 16 2007
2l-rc yr=d y rarwc-f/a.r_ E.fro<ay2 U1,
File: JLJENT B06049C
Mr. Jim Jewett
JLJ Enterprises, LLC
1560 S. Carol St.
Meridian, ID 83642
RE: LETTER
Pavement Section Design
Overland Road
South Ridge Subdivision
Ada County, Idaho
Dear Mr. Jewett:
STRATA, Inc. is pleased to provide the following pavement recommendations to
assist you and The Land Group with civil engineering design and planning for the proposed
Overland Road re-alignment located in the South Ridge Subdivision located south of
Overland Road between Linder and Ten A/lile Road in Ada County, Idaho.
STRATA performed an R-value test on a weakly to moderately cemented silt with
sand subgrade sample from the proposed Overland Road re-alignment; this resulted in an
R-value of 74. However, due to -the variability in soil cementation observed, we recommend
an R-value of 50 be used for pavement design calculations.
The proposed Overland Road consists of several cut-and-fill areas. STRATA
observed the proposed Overland Road subgrade on November 2, 2007. Two sections of
the road (the north side of the Ridenbaugh Canal near Overland Road and a low area near
Ten Mile Road) require up to 13 feet of fill to road subgrade. According to the earthwork
contractor, Nampa Paving, and as we observed on-site, the majority of the roadway fill will
consist of pit-run silty sand with gravel and/or silt with sand (with weak to moderate
cementation). This fill is suitable to establish road subgrade using the recommended R-
value, provided the fill is placed in accordance with the compaction criteria presented in this
letter. The roadway cut areas are anticipated to be underlain by silty gravel or cemented silt
with sand. STRATA should be retained to verify the pavement subgrade prior to placement
of subbase course for pavement.
The pavement section below is based on a traffic index of 9.8, as provided by ACHD
to The Land Group, and a subgrade support R-value of 50. Based on our project
understanding and the above observed on-site conditions, we recommend the following
pavement section be used for the Overland Road re-alignment only.
4.5" — Class III asphalt concrete top course
4" —3/4—inch-minus, crushed sand and gravel base course
9" — Pit-run sand and gravel subbase course
The subbase should consist of 6-inch-minus, well-graded sand and gravel
consistent with Idaho Standards for Public Works Construction (ISPWC) Section 801 and
IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
www.stratageotech.com 8653 W.Hacka more Dr. Boise, Idaho 83709 P.208.376.8200 F.208.376.8201
PavementSection Recommendations
Overland Road
File: JLJENT B06049C
Page 2
with less than 10 percent passing the No. 200 sieve. The base course should consist of
3/4-inch-minus, well-graded, crushed sand and gravel with less than 9 percent passing the
No. 200 sieve and consistent with ISPWC Section 802. The subbase and base course
should be compacted as stated in the Earthwork/Fill Criteria below.
The asphalt concrete for the flexible pavement area should have material properties
as specified in ASTM D 3515 and have a mix design with a maximum aggregate size
between 3/4 and 3/8 inch. The asphalt concrete should be compacted as required by
ISPWC Sections 809 and 810.
We recommend crack maintenance be accomplished in all pavement areas as
needed and at least every three to five years to reduce the potential for Surface water
infiltration into the pavement section and underlying subgrade.
Earthwork/Fill Criteria
All fill placed to support pavement areas should consist of structural fill. Structural fill
should be free from vegetation or organics and be moisture-conditioned sufficiently to
achieve compaction requirements. All structural fill should be classified as silt, sand, or
gravel (SP, SW, SM, GP, GW, GM, or N/IL) in accordance with the USCS. Structural fill
should not contain cobbles greater than 6 inches in diameter. On-site silt with sand
containing weak to moderate cementation may be used for structural fill; however, these
soils will require special attention and must be moisture-conditioned to near optimum
moisture content during placement. Additionally, during periods of extended wet or cold
weather, silt soils may be difficult to utilize as structural fill. Any clay soils encountered
should NOT be used as structural fill, based on the design R-value of 50. If clay soils will be
used then an R-value test should be performed and an alternate pavement section will be
required. STRATA should be retained to be on-site to verify the pavement subgrade soil
prior to the placement of subbase course for pavement.
Structural fill should be placed to the subgrade elevation in uniform, maximum 8-
inch-thick, loose lifts and compacted to a minimum of 95 percent of the maximum dry
density of the soil, as determined by ASTM D 698 (Standard Proctor). This assumes heavy
compaction equipment, such as rollers, with a minimum drum weight of 5 tons is used. The
maximum loose lift thickness should be reduced where smaller and/or lighter compaction
equipment is used. If the pavement section is cut into native soil and fill is not placed, we
recommend the native soil be scarified, moisture-conditioned and recompacted to structural
fill requirements as discussed above. We remain available to perform field density testing
of structural fill to verify contractor compliance with the above minimum compaction criteria.
EVALUATION LIMITATIONS
The above pavement section has been prepared solely for the proposed Overland
Road re-alignment at the South Ridge Subdivision in Ada County, Idaho. Our services
consist of professional opinions made in accordance with accepted geotechnical
IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING
www.stratageotech.com
Pavement Section Recommendations
Overland Road
File: JLJENTB0OO48C
Page
engineering principles and p[8CtiC8S as they exist at the time of their report in SOUthVVeSt
Idaho. This acknowledgement iSiD lieu Dfall eXpP8SS8d or implied warranties.
We appreciate the opportunity to CODtiOUG to assist you with this project. If you have
any questions, please contact us.
SiOQBnB|y.
STRATA, Inc.
Adrian M8SCO[n]. E.I.T.
IN
Field EDgiD8G[
Dan P. G8dO. P.E.
Senior Engineer
pa
DPG/tIb
Cc: jGSODDGnorne[—TheLandGnDUp
EOClOGUne: R-value
|DAHO K4DNTANA NEVADA OREGON UTAH VVA5H|NGTON VVYOk4|NG