5_Proposed_Levee_Geotechnical_Report_7-17-15
GEOTECHNICAL EVALUATION
PROPOSED LEVEE
4403 SOUTH DISHMAN-MICA ROAD
SPOKANE COUNTY, WASHINGTON
Inland Pacific Engineering Company Project No. 14-037A
July 17, 2015
IPEC
Inland Pacific Engineering Company
Geotechnical Engineering and Consulting
GEOTECHNICAL EVALUATION
PROPOSED LEVEE
4403 SOUTH DISHMAN-MICA ROAD
SPOKANE COUNTY, WASHINGTON
Inland Pacific Engineering Company Project No. 14-037A
July 17, 2015
Prepared for:
NAI Black
Spokane, Washington
IPEC
Inland Pacific Engineering Company
Geotechnical Engineering and Consulting
TABLE OF CONTENTS
Project No. 14-037A
Proposed Levee
4403 South Dishman-Mica Road
Spokane County, Washington
page
1.0 INTRODUCTION ................................................................................................................ 1
1.1 Project Description .................................................................................................... 1
1.2 Purpose ...................................................................................................................... 1
1.3 Scope ......................................................................................................................... 1
1.4 Available Information ............................................................................................... 1
1.5 Locations and Elevations .......................................................................................... 2
2.0 RESULTS .............................................................................................................................. 2
2.1 Logs........................................................................................................................... 2
2.2 Site Conditions .......................................................................................................... 2
2.3 Soils........................................................................................................................... 2
2.4 Penetration Resistances ............................................................................................. 2
2.5 Groundwater ............................................................................................................. 3
2.6 Laboratory Testing .................................................................................................... 3
3.0 ANALYSIS AND RECOMMENDATIONS ......................................................................... 3
3.1 Discussion ................................................................................................................. 3
3.2 Site Preparation ......................................................................................................... 3
3.3 Freeboard .................................................................................................................. 4
3.4 Closures..................................................................................................................... 4
3.5 Embankment Protection ............................................................................................ 4
3.6 Embankment and Foundation Stability ..................................................................... 5
3.7 Settlement ................................................................................................................. 5
3.8 Interior Drainage ....................................................................................................... 6
3.9 Operation Plans ......................................................................................................... 6
3.10 Maintenance Plan .................................................................................................... 6
4.0 PROCEDURES ..................................................................................................................... 6
4.1 Drilling and Sampling ............................................................................................... 6
4.2 Soil Classification ..................................................................................................... 6
5.0 GENERAL RECOMMENDATIONS.................................................................................... 6
5.1 Basis of Recommendations ....................................................................................... 6
5.2 Groundwater Fluctuations ......................................................................................... 6
5.3 Use of Report ............................................................................................................ 7
5.4 Level of Care............................................................................................................. 7
5.5 Professional Certification .......................................................................................... 7
Appendix A – Site Location Map, NRCS Map, Boring Location Map
Appendix B – Logs of Borings, Descriptive Terminology
Appendix C – Laboratory Test Results
1.0 INTRODUCTION
1.1 Project Description
We understand that the proposed project may consist of a residential development. The site consists
of 91 acres currently developed as a golf course. Stormwater runoff will be treated using drywells
and/or gravel galleries for subsurface infiltration. These type of facilities will also be used to
manage potential floodwaters, if needed. Because the existing Dishman-Mica roadway
embankment is not considered a FEMA certified levee, a new levee will be constructed along the
east side of the roadway.
1.2 Purpose
The purpose of our services is to provide design recommendations for the proposed levee for
conformance to 44 CFR 65.10 of the Code of Federal Regulations for certification by the Federal
Emergency Management Agency (FEMA).
1.3 Scope
Our services were requested by Mr. Bryan Walker of NAI Black. Mr. Walker authorized us to
proceed on April 28, 2015. The scope of work agreed upon consisted of the following:
review of existing geotechnical data and reports for the development, if available
drill 6 penetration test borings at the site to a depth of 15 feet,
performing laboratory tests on samples obtained from the test pits,
classifying the soils and preparing boring logs, and
submitting a geotechnical report containing logs of the borings, results of our field
investigation and laboratory testing, and our analyses, opinions, and recommendations
relative to levee design and construction for conformance to FEMA standards.
1.4 Available Information
We were provided a topographic survey for the project site by WCE. This topographic survey
showed the existing roadways, existing structures, property lines, and existing ground surface
elevation contours. This plan was prepared by WCE and was dated November 7, 2013.
We performed a preliminary geotechnical evaluation for the property in December 2013. The
results of that evaluation, along with our opinions and recommendations, are summarized in our
Preliminary Geotechnical Evaluation dated December 31, 2013.
In addition, we performed a geotechnical evaluation for the existing levee on the property to
evaluate conformance to the FEMA standard. The results of that evaluation are summarized in our
Geotechnical Evaluation report dated February 12, 2015.
In conjunction with this evaluation, West Consultants, Inc. (WEST) has been contracted by NAI
Black to provide a FEMA Conditional Letter of Map Revision submittal (CLOMR). They have
provided Inland Pacific Engineering Company (IPEC) water surface elevations and velocity output
from their revised RAS model to assist us in our evaluation.
Geotechnical Evaluation Project No. 14-037A
Proposed Levee 4403 South Dishman-Mica Road
Spokane County, WA July 17, 2015
Inland Pacific Engineering Company Page 2
1.5 Locations and Elevations
The borings were drilled at or near locations selected by us. The boring locations are shown on
the Boring Location Map in Appendix A. The borings were staked by Whipple Consulting
Engineers, Inc. (WCE). Ground surface elevations at the borings were provided by WCE.
2.0 RESULTS
2.1 Logs
Log of Boring sheets indicating the vertical sequence of soils and materials encountered and
groundwater observations are included in Appendix B. The strata changes were inferred from
the changes in the penetration test samples and auger cuttings brought to the surface. Please note
that the depths shown as changes between the strata are only approximate. The changes are
likely transitions and the depths of changes vary between the borings. Geologic origins for each
stratum are based on the soil type, available geologic maps, previous geotechnical reports for this
and adjacent sites, and available common knowledge of the depositional history of the site.
2.2 Site Conditions
The site was used as a golf course prior to our evaluation. The site is relatively level with some
elevated golf greens and excavated areas for water hazards. The site is primarily grass-covered with
scattered trees along the fairways and pine trees in the undeveloped area to the northwest. The
clubhouse building is present at the southwest corner. The existing levee is on the east side of
Chester Creek between Thorpe Road and Dishman-Mica Road. The new levee will extend from the
north end of the existing levee north and west along Dishman-Mica Road.
2.3 Soils
Geologic maps indicate the soils in this area consist primarily of alluvial and/or glacially
deposited silts, clays, sands, and gravels. According to the Soil Survey of Spokane County, the
site soils are classified by the Natural Resource Conservation Service (NRCS) as Narcisse silt
loam and Endoaquolls and Fluvaquents. The native soils encountered in the borings were
consistent with the NRCS data.
Boring B-2 encountered existing fill in the upper 6 feet. The fill consisted of silty clay over silty
sand. The remaining borings encountered 6 inches to 4 feet of topsoil at the surface. Below the
topsoil or existing fill, the borings generally encountered water-deposited silty to clayey sands
and/or poorly graded sands to their termination depths. Boring B-5 encountered alluvial lean clay
between the 9 and 12-foot depth. Boring B-6 encountered lean below the 7-foot depth.
2.4 Penetration Resistances
Penetration resistances (N-values) in the existing fill were 12 and 13 blows per foot (BPF).
Penetration resistances in the silts and sands ranged from 7 to 37 BPF and averaged 19 BPF,
indicating that these soils were loose to dense, but were typically medium dense. Penetration
Geotechnical Evaluation Project No. 14-037A
Proposed Levee 4403 South Dishman-Mica Road
Spokane County, WA July 17, 2015
Inland Pacific Engineering Company Page 3
resistances in the clays ranged from 10 to 40 BPF indicating that these soils were rather stiff to hard
in consistency.
2.5 Groundwater
Groundwater was not encountered in any boring during or immediately after drilling. Groundwater
is believed to currently exist at some depth below the termination depths of the borings. Based on
our experience in the vicinity of the site, along with numerous test pits excavated previously on the
site along with borings performed on the existing levee, it is our opinion that the portion of the creek
along the existing levee is the beginning of the recharge section as evidenced by the typical lack of
water in the creek further downstream. Also, the test pits previously excavated at the site east of the
levee did not encounter groundwater. Well log data in the vicinity of the site indicate that
groundwater is typically 50 to 80 feet below the surface.
2.6 Laboratory Testing
We obtained soil samples from the borings during our site investigation. The tests performed
included the following:
1. ASTM D 6913, Sieve Analysis
2. ASTM D 4318, Atterberg Limits’
These tests were used to aid in classifying the soils and in the engineering analyses and formulation
of engineering opinions and recommendations. Attached are data sheets summarizing the tests
performed.
3.0 ANALYSIS AND RECOMMENDATIONS
3.1 Discussion
Based on the data obtained from the recent and previous borings and/or test pits, it is our opinion
that a new levee can be constructed adjacent to the Dishman-Mica Road that conforms to the
FEMA standard. The following sections provide recommendations for construction of a levee
that meets the standard based on EM 1110-2-1913, “Design and Construction of Levees, by the
US Corps of Engineers dated April 30, 2000. Certification of the levee can be completed after
construction has been completed.
3.2 Site Preparation
We recommend that any existing topsoil, root zone, and existing fill be excavated and removed
from the levee footprint area. After these soils have been removed, we recommend surface
compacting the exposed soils prior to placing structural fill for the embankment. Structural fill
should be placed in 6- to 8-inch-thick loose lifts at or near optimum moisture content and
compacted to a minimum of 92 percent of the maximum dry density determined in accordance
with ASTM D 1557 (modified Proctor).
Geotechnical Evaluation Project No. 14-037A
Proposed Levee 4403 South Dishman-Mica Road
Spokane County, WA July 17, 2015
Inland Pacific Engineering Company Page 4
In areas where structural fill is placed on the existing Dishman-Mica Road embankment, we
recommend that the fill be benched into the slope. We recommend a maximum bench height of
4 feet and a minimum bench width equal to twice the bench height. At this time, we recommend
a maximum slope angle of 3:1 (H:V) for permanent slopes excavated in the native soils or
embankment fills using the native soils as structural fill.
The site soils which will be reused as backfill or fill are likely to be dry of optimum moisture
content. These soils may require wetting to achieve adequate compaction. Backfills and fills
should be placed in thin lifts not exceeding 6 to 8 inches. Most of the on-site native soils and
much of the existing fill can be used as structural fill provided particles larger than six inches and
all debris are removed.
We recommend in-place density tests be performed on all embankment fill placed. We
recommend at least one test for every 100 cubic yards of fill placed in the levee embankment
with at least one test for every 2 feet of fill placed.
If site grading and construction are anticipated during cold weather, we recommend that good
winter construction practices be observed. All snow and ice should be removed from excavated
and fill areas prior to additional earthwork or construction. No fill should be placed on soils
which have frozen or contain frozen material. Frozen soils should not be used as backfill or fill.
3.3 Freeboard
We were provided 100-year flood elevations by WEST. They provided us a plan view of the
levee with flood elevations at 6 locations starting at the existing levee at the bridge on Dishman-
Mica Road and ending at the northwest corner of the property near Wilbur Road. The elevations
ranged from 2010.4 at the existing levee to 2008.1 at the north end. Please refer to the WEST
report for a complete summary of the floodplain analysis.
According to 44 CFR Section 65.10(b)(1), an additional 1 foot of freeboard is required within
100 feet of bridge structures. The freeboard requirement for the Dishman-Mica Road bridge is
adequate.
3.4 Closures
There are no penetrations of the levee proposed so closure devices are not required.
3.5 Embankment Protection
The levee will tie in to the Dishman-Mica Road embankment along its entire length which will
provide creekside erosion protection to the top of the roadway embankment. For those portions
of the levee above this elevation (if needed), it is our opinion that vegetative cover (grasses)
would be suitable based on the flow velocities provided by WEST.
Geotechnical Evaluation Project No. 14-037A
Proposed Levee 4403 South Dishman-Mica Road
Spokane County, WA July 17, 2015
Inland Pacific Engineering Company Page 5
3.6 Embankment and Foundation Stability
We recommend that the new levee be constructed with maximum 3:1 (H:V) slopes for stability.
We recommend a minimum crown width of 8 feet. We recommend that the levee embankment
materials consist of a granular soil having 10 to 30 percent by weight passing a 200 sieve to
reduce the permeability and limit seepage. We have assumed that on-site soils will be used as
borrow to construct the embankment.
We evaluated the embankment and foundation stability for conditions described in EM 1110-2-
1913, “Design and Construction of Levees, by the US Corps of Engineers dated April 30, 2000,
Chapter 6. We analyzed the levee embankment for the following cases:
1. CASE I, End of construction.
2. CASE II: Sudden drawdown.
3. CASE III: Steady state seepage from full flood stage.
We performed slope stability analyses for each case. We analyzed the levee embankment with 3:1
slopes. For our analyses, we used XSTABL software which is based on a software program
developed at Purdue University.
For these cases, we calculated the minimum factors of safety as shown in the following table.
CASE Minimum Factor of Safety
I 2.45
II 1.86
III 2.15
For stability, a minimum factor of safety of 1.5 is generally considered acceptable. Based on this
analysis, it is our opinion that the levee will be stable with respect to global slope stability provided
the recommendations of this report are followed.
3.7 Settlement
The average depth of fill will be approximately 5 to 6 feet. This would result in a loading
increase of approximately 750 pounds per square foot (psf) on the bearing soils. Based on the
data obtained from the borings, the levee will be constructed above loose to medium dense sands
or sandy silts. Settlement in these soils will generally occur shortly after construction.
Given the stiff condition of the clays at depth, we do not anticipate any significant settlement in
these layers. We did analyze the lean clay layer encountered in Boring B-5 with a 6-foot raise in
grade to maintain minimum freeboard. For our analysis, we used a unit weight of 125 pounds
per cubic foot (pcf) for the embankment fill soils and a compression index of 0.06 for the lean
clay and assumed total saturation of the clay layer. Based on these parameters, we estimated the
settlement to be less than 0.5 inches.
Geotechnical Evaluation Project No. 14-037A
Proposed Levee 4403 South Dishman-Mica Road
Spokane County, WA July 17, 2015
Inland Pacific Engineering Company Page 6
3.8 Interior Drainage
Interior drainage systems have been designed by WCE. We understand that these systems will
include detention ponds with multiple drywells to control flood waters and infiltrate them into
the ground. Please refer to the WCE report for a comprehensive description of the interior
drainage system.
3.9 Operation Plans
The Operation Plan will be prepared as part of the final levee certification.
3.10 Maintenance Plan
The Maintenance Plan will be prepared as part of the final levee certification.
4.0 PROCEDURES
4.1 Drilling and Sampling
The borings were completed on May 21, 2015 using a truck-mounted drill rig operated by an
independent firm working under subcontract to IPEC. A geotechnical engineer from our firm
continuously observed the borings and logged the surface and subsurface conditions. After we
logged the borings, they were abandoned in accordance with state requirements.
4.2 Soil Classification
The soils encountered in the borings were visually and manually classified in the field by our field
personnel in accordance with ASTM D 2488, “Description and Identification of Soils (Visual-
Manual Procedures)”.
5.0 GENERAL RECOMMENDATIONS
5.1 Basis of Recommendations
The analyses and recommendations submitted in this report are based on the data obtained from
the borings performed at the locations indicated on the Boring Location Map in Appendix A. It
should be recognized that the explorations performed for this evaluation reveal subsurface
conditions only at discreet locations across the project site and that actual conditions in other areas
could vary. Furthermore, the nature and extent of any such variations would not become evident
until additional explorations are performed or until construction activities have begun. If significant
variations are observed at that time, we may need to modify our conclusions and recommendations
contained in this report to reflect the actual site conditions.
5.2 Groundwater Fluctuations
We made water level observations in the borings at the times and conditions stated on the boring
logs. These data were interpreted in the text of this report. The period of observation was relatively
short and fluctuation in the groundwater level may occur due to rainfall, flooding, irrigation, spring
APPENDIX A
SITE LOCATION MAP, NRCS MAP, BORING LOCATION
MAP
FIGURE 1 Site Location Map Project No. 14-037A July 17, 2015 Proposed Levee 4403 South Dishman-Mica Road Spokane Valley, WA
FIGURE 2
NRCS Map
Project No. 14-037A
July 17, 2015 Proposed Levee
4403 South Dishman-Mica Road
Spokane Valley, WA
FIGURE 3
Boring Location Map
Project No. 14-037A
July 17, 2015 Proposed Levee
4403 South Dishman-Mica Road
Spokane Valley, WA
APPENDIX B
LOGS OF BORINGS, DECRIPTIVE TERMINOLOGY
SS
SS
SS
SS
SS
8-10(18)
3-10(13)
10-15(25)
17-18(35)
14-8(22)11 7
(SC) CLAYEY SAND, fine grained, with roots, dark gray, moist to wet.
(Topsoil)
(SC) CLAYEY SAND, fine grained, brown, moist to wet, medium
dense.(Alluvium)
(SP-SM) POORLY GRADED SAND with SILT, medium to coarse
grained, with seams of Clayey Sand, brown, moist, medium dense to
dense.(Alluvium)
(SP-SM) POORLY GRADED SAND with SILT, medium to coarse
grained, a trace of Gravel, brown, moist, medium dense.
(Glacial Outwash)
End of boring.
Groundwater not encountered with 14 feet of hollow-stem auger in theground.
Groundwater not encountered immediately after withdrawal.
Bore hole then grouted.
NOTES
GROUND ELEVATION 2005.9 ft
LOGGED BY SLN
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR Johnson Exploration Drilling GROUND WATER LEVELS:
CHECKED BY PTN
DATE STARTED 5/21/15 COMPLETED 5/21/15
AT TIME OF DRILLING --- Not encountered
AT END OF DRILLING --- Not encountered
AFTER DRILLING --- Not encountered
HOLE SIZE 8 inches
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)DRY UNIT WT.(pcf)MOISTURECONTENT (%)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXFINES CONTENT(%)ATTERBERGLIMITS
PLASTICITYINDEXGRAPHICLOGDEPTH(ft)0
5
10
15 POCKET PEN.(tsf)MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER B-1
CLIENT NAI Black
PROJECT NUMBER 14-037A
PROJECT NAME Painted Hills New Levee
PROJECT LOCATION 4403 South Dishman-Mica Road
IPEC BORING LOG - GINT STD US LAB.GDT - 7/17/15 14:36 - J:\_IPEC PROJECTS\_2014 PROJECTS\14-037A PAINTED HILLS NEW LEVEE\GINT\14-037A PAINTED HILLS NEW LEVEE.GPJInland Pacific Engineering Company
3012 North Sullivan Road, Suite C
Spokane Valley, WA 99216
Telephone: 509-209-6262
Fax: 509-290-5734
SS
SS
SS
SS
SS
6-6(12)
7-6(13)
8-9(17)
11-14(25)
15-22(37)
9 7
(CL-ML) FILL: Sandy Silty Clay, with roots, dark brown, moist to wet.
(SM) FILL: Silty Sand, fine to medium grained, a trace of Gravel,
brown mixed with dark brown, moist.
(SP-SM) POORLY GRADED SAND with SILT and GRAVEL, fince to
coarse grained, brown, moist, medium dense to dense.
(Glacial Outwash)
End of boring.
Groundwater not encountered with 14 feet of hollow-stem auger in theground.
Groundwater not encountered immediately after withdrawal.
Bore hole then grouted.
NOTES
GROUND ELEVATION 2006 ft
LOGGED BY SLN
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR Johnson Exploration Drilling GROUND WATER LEVELS:
CHECKED BY PTN
DATE STARTED 5/21/15 COMPLETED 5/21/15
AT TIME OF DRILLING --- Not encountered
AT END OF DRILLING --- Not encountered
AFTER DRILLING --- Not encountered
HOLE SIZE 8 inches
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)DRY UNIT WT.(pcf)MOISTURECONTENT (%)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXFINES CONTENT(%)ATTERBERGLIMITS
PLASTICITYINDEXGRAPHICLOGDEPTH(ft)0
5
10
15 POCKET PEN.(tsf)MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER B-2
CLIENT NAI Black
PROJECT NUMBER 14-037A
PROJECT NAME Painted Hills New Levee
PROJECT LOCATION 4403 South Dishman-Mica Road
IPEC BORING LOG - GINT STD US LAB.GDT - 7/17/15 14:36 - J:\_IPEC PROJECTS\_2014 PROJECTS\14-037A PAINTED HILLS NEW LEVEE\GINT\14-037A PAINTED HILLS NEW LEVEE.GPJInland Pacific Engineering Company
3012 North Sullivan Road, Suite C
Spokane Valley, WA 99216
Telephone: 509-209-6262
Fax: 509-290-5734
SS
SS
SS
SS
SS
5-6(11)
9-17(26)
11-12(23)
7-9(16)
11-8(19)
7
7
7
5
(ML) SANDY SILT, with roots, dark brown, moist.
(Topsoil)
(SP) POORLY GRADED SAND with GRAVEL, medium to coarsegrained, brown, moist, medium dense.(Glacial Outwash)
End of boring.
Groundwater not encountered with 14 feet of hollow-stem auger in theground.
Groundwater not encountered immediately after withdrawal.
Bore hole then grouted.
NOTES
GROUND ELEVATION 2006 ft
LOGGED BY SLN
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR Johnson Exploration Drilling GROUND WATER LEVELS:
CHECKED BY PTN
DATE STARTED 5/21/15 COMPLETED 5/21/15
AT TIME OF DRILLING --- Not encountered
AT END OF DRILLING --- Not encountered
AFTER DRILLING --- Not encountered
HOLE SIZE 8 inches
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)DRY UNIT WT.(pcf)MOISTURECONTENT (%)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXFINES CONTENT(%)ATTERBERGLIMITS
PLASTICITYINDEXGRAPHICLOGDEPTH(ft)0
5
10
15 POCKET PEN.(tsf)MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER B-3
CLIENT NAI Black
PROJECT NUMBER 14-037A
PROJECT NAME Painted Hills New Levee
PROJECT LOCATION 4403 South Dishman-Mica Road
IPEC BORING LOG - GINT STD US LAB.GDT - 7/17/15 14:36 - J:\_IPEC PROJECTS\_2014 PROJECTS\14-037A PAINTED HILLS NEW LEVEE\GINT\14-037A PAINTED HILLS NEW LEVEE.GPJInland Pacific Engineering Company
3012 North Sullivan Road, Suite C
Spokane Valley, WA 99216
Telephone: 509-209-6262
Fax: 509-290-5734
SS
SS
SS
SS
SS
4-5(9)
3-4(7)
5-3(8)
15-11(26)
7-8(15)
39
6
45 36 9 74
6
9
(SC) CLAYEY SAND, very fine to fine grained, with roots, dark brown,
moist to wet.(Topsoil)
(ML) SANDY SILT, brown, moist to wet, loose.
(Alluvium)
(SP-SM) POORLY GRADED SAND with SILT, medium to coarsegrained, with seams of Sandy Lean Clay, brown, moist to wet, loose.
(Alluvium)
(SC) CLAYEY SAND, fine grained, with seams of Poorly Graded
Sand, brown, moist to wet, medium dense.(Alluvium)
(SP-SM) POORLY GRADED SAND with SILT and GRAVEL, mediumto coarse grained, moist, medium dense.
(Glacial Outwash)
End of boring.
Groundwater not encountered with 14 feet of hollow-stem auger in theground.
Groundwater not encountered immediately after withdrawal.
Bore hole then grouted.
NOTES
GROUND ELEVATION 2006.5 ft
LOGGED BY SLN
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR Johnson Exploration Drilling GROUND WATER LEVELS:
CHECKED BY PTN
DATE STARTED 5/21/15 COMPLETED 5/21/15
AT TIME OF DRILLING --- Not encountered
AT END OF DRILLING --- Not encountered
AFTER DRILLING --- Not encountered
HOLE SIZE 8 inches
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)DRY UNIT WT.(pcf)MOISTURECONTENT (%)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXFINES CONTENT(%)ATTERBERGLIMITS
PLASTICITYINDEXGRAPHICLOGDEPTH(ft)0
5
10
15 POCKET PEN.(tsf)MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER B-4
CLIENT NAI Black
PROJECT NUMBER 14-037A
PROJECT NAME Painted Hills New Levee
PROJECT LOCATION 4403 South Dishman-Mica Road
IPEC BORING LOG - GINT STD US LAB.GDT - 7/17/15 14:36 - J:\_IPEC PROJECTS\_2014 PROJECTS\14-037A PAINTED HILLS NEW LEVEE\GINT\14-037A PAINTED HILLS NEW LEVEE.GPJInland Pacific Engineering Company
3012 North Sullivan Road, Suite C
Spokane Valley, WA 99216
Telephone: 509-209-6262
Fax: 509-290-5734
SS
SS
SS
SS
SS
3-3(6)
6-7(13)
4-6(10)
5-6(11)
10-11(21)
22 31 17 1414
(SC) CLAYEY SAND, fine grained, with roots, dark brown, moist.
(Topsoil)
(SM) SILTY SAND, very fine to fine grained, brown to dark brown,moist, loose.
(Alluvium)
(SC-SM) SILTY CLAYEY SAND, fine grained, brown, moist to wet,medium dense.(Alluvium)
(SC) CLAYEY SAND, fine grained, brown, wet, loose.
(Alluvium)
(CL) LEAN CLAY. brown, wet, very stiff.
(Alluvium)
(SM) SILTY SAND, fine grained, with seams of Poorly Graded Sand,brown, wet, medium dense.
(Alluvium)
End of boring.
Groundwater not encountered with 14 feet of hollow-stem auger in theground.
Groundwater not encountered immediately after withdrawal.
Bore hole then grouted.
NOTES
GROUND ELEVATION 2006.8 ft
LOGGED BY SLN
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR Johnson Exploration Drilling GROUND WATER LEVELS:
CHECKED BY PTN
DATE STARTED 5/21/15 COMPLETED 5/21/15
AT TIME OF DRILLING --- Not encountered
AT END OF DRILLING --- Not encountered
AFTER DRILLING --- Not encountered
HOLE SIZE 8 inches
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)DRY UNIT WT.(pcf)MOISTURECONTENT (%)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXFINES CONTENT(%)ATTERBERGLIMITS
PLASTICITYINDEXGRAPHICLOGDEPTH(ft)0
5
10
15 POCKET PEN.(tsf)MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER B-5
CLIENT NAI Black
PROJECT NUMBER 14-037A
PROJECT NAME Painted Hills New Levee
PROJECT LOCATION 4403 South Dishman-Mica Road
IPEC BORING LOG - GINT STD US LAB.GDT - 7/17/15 14:36 - J:\_IPEC PROJECTS\_2014 PROJECTS\14-037A PAINTED HILLS NEW LEVEE\GINT\14-037A PAINTED HILLS NEW LEVEE.GPJInland Pacific Engineering Company
3012 North Sullivan Road, Suite C
Spokane Valley, WA 99216
Telephone: 509-209-6262
Fax: 509-290-5734
SS
SS
SS
SS
SS
7-7(14)
3-6(9)
5-11(16)
5-5(10)
21-19(40)
19 26 18 8 768
(SM) SILTY SAND, fine to medium grained, with roots, dark brown,
moist.(Topsoil)
(SP) POORLY GRADED SAND, medium grained, brown, moist,loose.(Alluvium)
(CL) LEAN CLAY with SAND, brown, wet, rather stiff to hard.(Alluvium)
End of boring.
Groundwater not encountered with 14 feet of hollow-stem auger in theground.
Groundwater not encountered immediately after withdrawal.
Bore hole then grouted.
NOTES
GROUND ELEVATION 2007.2 ft
LOGGED BY SLN
DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR Johnson Exploration Drilling GROUND WATER LEVELS:
CHECKED BY PTN
DATE STARTED 5/21/15 COMPLETED 5/21/15
AT TIME OF DRILLING --- Not encountered
AT END OF DRILLING --- Not encountered
AFTER DRILLING --- Not encountered
HOLE SIZE 8 inches
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)DRY UNIT WT.(pcf)MOISTURECONTENT (%)LIQUIDLIMITPLASTICLIMITPLASTICITYINDEXFINES CONTENT(%)ATTERBERGLIMITS
PLASTICITYINDEXGRAPHICLOGDEPTH(ft)0
5
10
15 POCKET PEN.(tsf)MATERIAL DESCRIPTION
PAGE 1 OF 1
BORING NUMBER B-6
CLIENT NAI Black
PROJECT NUMBER 14-037A
PROJECT NAME Painted Hills New Levee
PROJECT LOCATION 4403 South Dishman-Mica Road
IPEC BORING LOG - GINT STD US LAB.GDT - 7/17/15 14:36 - J:\_IPEC PROJECTS\_2014 PROJECTS\14-037A PAINTED HILLS NEW LEVEE\GINT\14-037A PAINTED HILLS NEW LEVEE.GPJInland Pacific Engineering Company
3012 North Sullivan Road, Suite C
Spokane Valley, WA 99216
Telephone: 509-209-6262
Fax: 509-290-5734
DENSITY
Very Loose 0 - 4
Loose 4 - 10
Coarse-Gravel and Gravel GW
Grained Gravelly Soils (with little or no fines)GP
Soils <50% coarse fraction Gravel GM
passes #4 sieve (with >12% fines)GC
<50% Sandy and Sand SW
passes #200 Sandy Soils (with little or no fines)SP
sieve >50% coarse fraction Sand SM
passes #4 sieve (with >12% fines)SC
Fine-ML
Grained CL
Soils OL
>50% MH
passes #200 CH
sieve OH
PT Peat
DESCRIPTION RANGE
Occasional <5%
Trace 5% - 12%
With >12%
Coarse Fine Coarse Medium Fine
MODIFIERS
Hard > 30
USCS SOIL CLASSIFICATION
Liquid Limit > 50
Highly Organic Soils
Silt and Clay
MAJOR DIVISIONS
Liquid Limit < 50
Salt and Clay
Organic Clay and Silt (med to high plasticity)
Muck
Well Graded Sand
Inorganic Silt
Fat Clay
MOISTURE CONTENT
Gravel SandBoulders Cobbles
GRAIN SIZE (INCHES)
Silt and Clay
12 3 0.75 0.19 0.079 0.0171 0.0029
17 - 30
Soft
Rather Soft
Medium
Rather Stiff
Stiff
Very Stiff
2 - 3
4 - 5
6 - 8
9 - 12
RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALVE
FINE-GRAINED SOILS
N(BLOWS/FT) CONSISTENCY N(BLOWS/FT)
Very Soft 0 - 1
MAJOR DIVISIONS WITH GRAIN SIZE
SIEVE SIZE
12" 3" 3/4" 4 10 40 200
COARSE-GRAINED SOILS
Poorly Graded Sand
Silty Sand
Clayey Sand
Silt
Lean Clay
Organic Silt and Clay (low plasticity)
GROUP DESCRIPTIONS
Well Graded Gravel
Poorly Graded Gravel
Silty Gravel
Clayey Gravel
13 - 16
FIELD OBSERVATION
Absence of moisture, dusty, dry to the touch
Dry of optimum moisture content
Wet of optimum moisture content
DESCRIPTION
Dry
Moist
Wet
Very Dense > 50
Dense 31 - 50
Medium-Dense 11 - 30
APPENDIX C
LABORATORY TEST RESULTS
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
PI Cc
3645
CuLLPL
4.44
9.80
7.63
4.03
1.36
2.05
1.34
1.02
9
GRAIN SIZE DISTRIBUTION
COBBLES GRAVEL
7.0
7.0
6.5
5.0
73.9
9.5
19
25
19
0.075
SAND
GRAIN SIZE IN MILLIMETERS
coarse fine
SP-SM Poorly Graded Sand with Silt
SP-SM Poorly Graded Sand with Silt and Gravel
SP-SM Poorly Graded Sand with Silt and Gravel
SP Poorly Graded Sand with Gravel
ML Silt
Classification
D100 D60 D30 D10 %Gravel
1.265
2.414
3.072
2.956
B-1
B-2
B-3
B-3
B-4
coarse SILT OR CLAYfinemedium
15.0
7.5
7.5
10.0
5.0
%Sand %Silt %Clay
0.701
1.103
1.288
1.488
0.285
0.246
0.403
0.734
1.6
15.1
24.3
15.9
91.5
77.9
69.2
79.1
BOREHOLE DEPTH
BOREHOLE DEPTH
3 100
B-1
B-2
B-3
B-3
B-4
24 16 301 200610501/2 HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 1403420406601.5 8 143/4 3/8
15.0
7.5
7.5
10.0
5.0PERCENT FINER BY WEIGHTCLIENT NAI Black
PROJECT NUMBER 14-037A
PROJECT NAME Painted Hills New Levee
PROJECT LOCATION 4403 South Dishman-Mica Road
GRAIN SIZE - GINT STD US LAB.GDT - 7/17/15 14:22 - J:\_IPEC PROJECTS\_2014 PROJECTS\14-037A PAINTED HILLS NEW LEVEE\GINT\14-037A PAINTED HILLS NEW LEVEE.GPJInland Pacific Engineering Company
3012 North Sullivan Road, Suite C
Spokane Valley, WA 99216
Telephone: 509-209-6262
Fax: 509-290-5734
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
PI Cc
1826
CuLLPL
6.671.30
8
GRAIN SIZE DISTRIBUTION
COBBLES GRAVEL
5.9
75.7
25
0.075
SAND
GRAIN SIZE IN MILLIMETERS
coarse fine
SP-SM Poorly Graded Sand with Silt and Gravel
CL Lean Clay with Sand
Classification
D100 D60 D30 D10 %Gravel
3.204
B-4
B-6
coarse SILT OR CLAYfinemedium
15.0
7.5
%Sand %Silt %Clay
1.413 0.48 24.3 69.8
BOREHOLE DEPTH
BOREHOLE DEPTH
3 100
B-4
B-6
24 16 301 200610501/2 HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 1403420406601.5 8 143/4 3/8
15.0
7.5PERCENT FINER BY WEIGHTCLIENT NAI Black
PROJECT NUMBER 14-037A
PROJECT NAME Painted Hills New Levee
PROJECT LOCATION 4403 South Dishman-Mica Road
GRAIN SIZE - GINT STD US LAB.GDT - 7/17/15 14:22 - J:\_IPEC PROJECTS\_2014 PROJECTS\14-037A PAINTED HILLS NEW LEVEE\GINT\14-037A PAINTED HILLS NEW LEVEE.GPJInland Pacific Engineering Company
3012 North Sullivan Road, Suite C
Spokane Valley, WA 99216
Telephone: 509-209-6262
Fax: 509-290-5734
0
10
20
30
40
50
60
0 20 40 60 80 100
B-4
B-5
B-6
ML
CL
MH
CH
74
76
CL-ML
PL
AST
ICI
TY
IND
EX
LIQUID LIMIT
Fines Classification
45
31
26
36
17
18
ML Silt
CL Lean Clay
CL Lean Clay with Sand
LL PL PI
9
14
8
ATTERBERG LIMITS' RESULTS
5.0
10.0
7.5
BOREHOLE DEPTH
CLIENT NAI Black
PROJECT NUMBER 14-037A
PROJECT NAME Painted Hills New Levee
PROJECT LOCATION 4403 South Dishman-Mica Road
ATTERBERG LIMITS - GINT STD US LAB.GDT - 7/17/15 14:22 - J:\_IPEC PROJECTS\_2014 PROJECTS\14-037A PAINTED HILLS NEW LEVEE\GINT\14-037A PAINTED HILLS NEW LEVEE.GPJInland Pacific Engineering Company
3012 North Sullivan Road, Suite C
Spokane Valley, WA 99216
Telephone: 509-209-6262
Fax: 509-290-5734