PZ - GeoTech
208-440-6276 * bjarnoldpe@msn.com ( 1 ) Post Office Box 190537 * Boise, Idaho 83719
Mr. Dan Lardie
Leavitt & Associates Engineering
1234 1st Street South
Nampa, Idaho 83651
Amended October 15, 2016
September 15, 2016
File 16173BR
Page 1 of 21
Re: Preliminary Geotechnical Report
Proposed Bannock Ridge Subdivision
Near South Mesa Way and East Victory Road
Meridian, Idaho
Dan:
Our report has been amended to include the labwork that was not completed when our
original report was published. No recommendations have changed in this amendment.
As per your authorization, on September 14, 2016, SITE observed the excavation of
three test pits on the subject property. These test pits were intended to generate a
working knowledge of the subsurface soil conditions on the subject pro ject. The test
pits were located in the pastures behind (west of) the home at 3101South Mesa Way in
Meridian, Idaho. These locations are where stormwater facilities are planned.
Based upon the observed conditions the site is acceptable for construction of the
planned residential development. Recommend ations 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
Bob J. Arnold, PE
SITE Consulting, LLC
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EXECUTIVE SUMMARY
SOIL PROFILE - The soil profile on this property is very similar to soils encountered by
this engineer during construction of Springhouse Subdivision directly across Victory
Road from this property. The site surface is covered with 3.5 to 4.0 feet of brown,
moist, silty sand or sandy silt with some clay likely present. Below this is a THIN layer
of clean, clay free pitrun type sand and gravel. At approximately eight feet deep the
pitrun becomes very dense and includes fine clay soils. These materials are very firm
and rigid with percolation and conductivity rates approaching zero.
CLEARING & GRUBBING - Grubbing depths of 4 to 6 inches can be anticipated to
remove most organic materials. This is to be adjusted in the field at the time of
construction. Deeper excavation can be anticipated along the fences and where larger
trees and bushes are present. Large trees will have deep roots that must be removed.
DEMOLITION - While some onsite buildings (homes) are to remain, others are to be
demolished. All foundation concrete and slab on grade concrete is to be removed. This
is to be confirmed at the time of demolition. Crawlspaces or basements beneath
demolished buildings are to be backf illed with structural fill as described herein.
PAVEMENT DESIGN – Based upon an R-Value of R =13 and a Traffic Index of TI = 6
a pavement section of 2.5" HMA, 4.0" ISPWC Base and 10.0" ISPWC Subbase is
recommended.
STORM WATER DISPOSAL - Shallow basins that drain into the top of the clean, non -
clay containing pitrun layer encountered in all three test pits are recommended. A
percolation rate of 4.5 in/hr was measured in these soils in Springhouse Subdivision
during ACHD observed testing. It is noted that a percolation rate of P=0.25 in/hr was
measured in the deeper clay containing sand and gravels. Confirmation of percolation
rate at the time of construction is recommended and may be required by ACHD. It is
noted that the clay containing pitrun soil extend to depths greater than our deepest
onsite exploration of 17 feet below grade. These soils were present to greater than 22
feet at Springhouse Subdivision.
GROUNDWATER - Groundwater was observed entering two test pits (TP1 & TP3) at
6.0-7.0 feet below grade. TP2 was excavated to 17 feet deep and was dry when the
monitoring well was installed. Future groundwater re adings will be gathered and
reported in later reports. It is noted that two well logs found on the IDWR website for
lots within Kachina Estates Subdivision, where this property is located, indicate the
static water level is greater than 20 feet deep.
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STRUCTURAL FILL - Since surface soils included elastic silts and 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). 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. Foundation sealer can be
deleted if slab on grade floors are constructed. Construction of slab on grade floors
must included a code complying vapor barrier (retarder). Basements are not
recommended without first conducting a long term groundwater study or installation of a
engineered dewatering system.
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.
STORMWATER & 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.
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TABLE OF CONTENTS
EXECUTIVE SUMMARY ............................................................................................. 2
TABLE OF CONTENTS .............................................................................................. 4
INTRODUCTION ......................................................................................................... 5
General ............................................................................................................. 5
Purpose and Scope .......................................................................................... 5
Authorization..................................................................................................... 5
Warranty and Limitations .................................................................................. 5
RESEARCH & DOCUMENTATION ............................................................................ 6
Field Exploration ............................................................................................... 6
Laboratory Testing ............................................................................................ 6
SITE DESCRIPTION / INFORMATION ....................................................................... 7
General ............................................................................................................. 7
Subsurface Conditions ..................................................................................... 7
CONSTRUCTION RECOMMENDATIONS ................................................................. 8
Residential Foundation Systems ...................................................................... 8
Structural Fill ..................................................................................................... 8
Stormwater Control ........................................................................................... 8
Excavations ...................................................................................................... 9
Slab on Grade Concrete ................................................................................... 9
Flexible Pavement Sections ............................................................................. 9
General Comments .......................................................................................... 10
APPENDIX .................................................................................................................. 11
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NTRODUCTION
GENERAL
This report presents the results of a Geotechnical Investigation performed for a
proposed residential development to be called Bannock Ridge Subdivision. The
property is located on west side of South Mesa Way and north of East Victory Road.
The proposed subdivision includes lots 1,2, & 3 - Block 2 of Kachina Estates
Subdivision. Addresses of 2940, 3101 and 3155 South Mesa Way are assigned to the
three homes on the properties. Each of these properties include approximately 4-4.5
acres with large single family residences, barns, shed, pastures and corrals common. It
is understood that the homes are to remain but most outbuildings, included barns and
sheds, will be demolished. The proposed subdivision will include an internal, ACHD,
right of way with approximately 32 new lots for single family residences. See the
provided plans in the Appendix for additional details.
PURPOSE & SCOPE
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 subsurface exploration by means of three excavated test
pits, the collection of soil samples, and the laboratory testing of sampled soil materials.
All available 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.
AUTHORIZATION
SITE Consulting, LLC received e-mailed authorization to proceed with this geotechnical
investigation from the client August 4, 2016. 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.
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RESEARCH & DOCUMENTATION
FIELD EXPLORATION
On September 14, 2016 SITE supervised the excavation of three test pits by Culver
Excavation of Boise, Idaho. A large, rubber tire, backhoe was used 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, and were intended to be at or near stormwater facilities. Each test pit was
advanced to a depth where deeper excavation was not possible due to sloughing soils
or limitation of the backhoe. Groundwater was encountered in two of three test pits at
6-7 feet deep. A hand held GPS unit was used to determined test pit locations. These
locations were then plotted on an 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. An R-Value sample was sent to a specialty soil lab for testing. All
phases of the laboratory testing program were conducted in general accordance with
applicable ASTM Standards.
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SITE DESCRIPTION / INFORMATION
GENERAL
As indicated, the proposed subdivision includes three existing rural properties each with
a single family residence, out buildings, and fenced areas for pastureland and animal
holding areas. The planned location of storm water facilities allow test pits to be
excavated only on the center parcel at 3101 South Mesa Way. The current property
owner/tenant provided access through existing gates and driveways.
SUBSURFACE CONDITIONS
At the time of our exploration, the surface was firm and stable allowing complete access
with the selected excavation equipment. The site surface is covered with 3.5 to 4.0 feet
of brown, moist, silty sand or sandy silt with some lean clay present. Below this is a
THIN layer of clean, clay free, pitrun type sand and gravel. At approximately eight feet
deep the pitrun becomes very dense and include s fine clay soils. These materials are
very firm and rigid with percolation and conductivity rate approaching zero.
Groundwater was observed entering two test pits (TP1 & TP3) at 6.0 -7.0 feet below
grade. TP2 was excavated to 17 feet deep and was dry when the mo nitoring well was
installed. Future groundwater readings will be gathered and reported in later reports.
IDWR records for the area around this site were searched and two well logs were
copied and are included in the Appendix. One is for the south parcel of this project and
the second is for a property just north of the site. The two wells indicate the static water
level is greater than 20 feet deep. Well logs are included in the Appendix.
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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 a top 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 clay soils are
present 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 h orizontal 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 D698, Standard
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 CONTROL
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. 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.
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EXCAVATIONS
Dewatering of utility trenches greater than seven feet deep should be anticipated.
Shallow excavations that do not exceed three 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 stand ing open without support over
any extended period can be expected to be quite variable. For deep excavations,
saturated soils below the groundwater level cannot be expected to remain in position
and the potential for sudden trench wall collapse exists. Proper care must be taken to
protect personnel and equipment. Foundation & trench 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, an d federal requirements.
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 mat 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.
FLEXIBLE PAVEMENT SECTION
A pavement section of 2.5” / 4.0” /10.0” is recommended for subdivision right of ways
within this development. This is based on an ACHD assigned Traffic Index of TI=6 and
an R-Value of R=13. The R-Value sample was sent to soils specialty lab for analysis.
Their completed report is included in the Appendix. All materials and methods used to
construct pavements, sidewalks and other civil improvements are to comply with ACHD
and / or ISPWC requirements.
208-440-6276 * bjarnoldpe@msn.com ( 10 ) Post Office Box 190537 * Boise, Idaho 83719
GENERAL COMMENTS
After the plans and specifications for each subdivision phase are completed, it is
recommended that this consultant be provided the opportunity to revi ew 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
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APPENDIX
Proposed Plat
Aerial Photo
Test Pit Logs (3)
Well Logs (2)
Soil Log Legend
Abbreviations and Acronyms
R-Value Report
Pavement Section Calcs
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PROVIDED PLAT
(From Leavitt & Associates)
Proposed Drainage Facilities in black
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AERIAL PHOTO
with approximate Test Pit Locations
NE Boring
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Test Pit Log
Test Pit #: TP1 File: 16173B
Client: Leavitt Date Excavated: 09/14/16
Project: Bannock Ridge Excavator: Culver Excavation
Location: N43 34 38.73, W 116 22 53.07 Logged By: B. Arnold
DEPTH SOILS DESCRIPTION
1.0" 3/4" 1/2" 3/8" #4 #10 #40 #100 #200 %M LL PI
0.0-3.5
Brown, Moist, Sandy Lean Clay (CL) with organics / Rootzone to 4-6"
Bag 2.0 100 98 78 73 68.9 19.3 40 22
3.5
Gravel Contact
3.5-8.0
Tan, White & Brown, Moist to Saturated, PITRUN - Sand and Gravel
Free Draining at 4.5', Clay present at 8.0' (Sample scalped on 3/4")
Bag 5.0 100 85 70 55 45 14 8 6.9 3.4 NP NP
8.0
Bottom of Hole - Well Installed
Excavation Halted by Sloughing Soil
Groundwater at 7.0' and rising
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Test Pit Log
Test Pit #: TP2 File: 16173B
Client: Leavitt Date Excavated: 09/14/16
Project: Bannock Ridge Excavator: Culver Excavation
Location: N43 34 32.55, W 116 22 56.5 Logged By: B. Arnold
DEPTH SOILS DESCRIPTION
1.0" 3/4" 1/2" 3/8" #4 #10 #40 #100 #200 %M LL PI
0.0-4.0
Brown, Moist, Silt / Sand with organics / Rootzone to 4-6" (R-Value Sample Taken)
Bag 1.0
Bkt 2.5
100 97
100
91
95
82
88
75
78
65.5
60.5
18.5
16.6
39
42
19
19
4.0
Gravel Contact
4.0-8.0
Tan, White & Brown, Moist, PITRUN - Sand and Gravel
Free Draining at 4.5', Clay present at 8.0'
8.0-17.0
Red, Tan, Brown, Moist, PITRUN - Sand and Gravel with Clay
Very Dense, little to no percolation or conductivity
17.0
Bottom of Hole - Well installed in Dry Hole
Excavation halted at limit of Backhoe
NO GROUNDWATER ENCOUNTERED
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Test Pit Log
Test Pit #: TP3 File: 16173B
Client: Leavitt Date Excavated: 09/14/16
Project: Bannock Ridge Excavator: Culver Excavation
Location: N43 34 40.22, W 116 22 56.55 Logged By: B. Arnold
DEPTH SOILS DESCRIPTION
1.0" 3/4" 1/2" 3/8" #4 #10 #40 #100 #200 %M LL PI
0.0-3.5
Brown, Moist, Silt / Sand with organics / Rootzone to 4-6"
Bag 1.5 100 93 75 63.6 14.4 NP NP
3.5
Gravel Contact
4.0-8.0
Tan, White & Brown, Moist, PITRUN - Sand and Gravel
Free Draining at 4.5'
Water Entering Test Pit at 6.0'
Clay present at 8.0'
8.0-12.0
Red, Tan, Brown, Moist, PITRUN - Sand and Gravel with Clay
Very soft and saturated due to water from above
12.0
Bottom of Hole - Well installed
Excavation halted by sloughing soils
Water in bottom of hole from above and rising
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WELL LOGS
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SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES)
MAJOR DIVISIONS TYPICAL
DESCRIPTIONS
COARSE GRAINED
SOILS
< 50% - #200
GRAVEL &
GRAVELLY
SOILS
<50% - #4
< 5% - #200 GW Well-graded gravel, gravel-sand mixture, little or no fines.
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
SOILS
> 50% - # 4
< 5% - #200 SW Well-graded sand, gravelly sand, little or no fines.
SP Poorly-graded sand, gravelly sand, little or no fines
>12% - #200 SM Silty sand, sand-silt mixtures
SC Clayey sand, sand-clay mixtures
FINE
GRAINED
SOILS
> 50% - #200
SILTS AND CLAYS
LL < 50%
INORGANIC ML Inorganic silt and very fine sand, rock flour, silty or clayey
fine sand or clayey silt with slight plasticity
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
LL > 50%
INORGANIC MH Elastic silt, micaceous or diatomaceous fine sand or silty soil.
CH Fat clay - high plasticity
ORGANIC OH Organic clay-med. or high plasticity: organic silt
HIGHLY ORGANIC
SOILS
PT Peat, humus, swamp soil with high organic content
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
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DESIGN SECTION CALCULATIONS
(ACHD R-Value Method)
Project:Bannock Ridge Subdivision File No.:16173B
Meridian, Idaho Calc By:B. Arnold
Client:Leavitt Engineering Date:09/15/16
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 =13 By Soils Test
GE=20.5 Inches
ACHD ACP, 3/4" Road Base and Aggregate Subbase
Actual Thickness Equivalent Thickness
ACHD Asphalt Concrete Thickness =2.5 Inches ACE=5.5 Inches
3/4" Road Base Thickness Desired =4.0 Inches RBE=5.1 Inches
Calculated Aggregate Subbase Thickness Equation:
Subbase Thickness=SB=GE-ACE-RBE
SB=9.9 Inches
CALCULATED DESIGN SECTION
ACHD Asphaltic Concrete=2.5 inches
3/4" Road Base =4.0 inches
Aggregate Subbase =10.0 inches
RECOMMENDED DESIGN SECTION
Asphaltic Concrete =2.5 inches
3/4" Road Base =4.0 inches
Aggregate Subbase =10.0 inches
NOTHING FOLLOWS