PZ - Geotech Reports ROCK SOLID CIVIL
Civil Enaineerina and Land Develooment Consultina
October 9, 2017
Mr. Bruce Freckleton
City of Meridian Community Development
33 E. Broadway Avenue Suite 102
Meridian, ID 83642
Re: Timberline Subdivision — Preliminary Plat Submittal Checklist
Statement of Highest Seasonal Groundwater Elevation by a Soils Scientist
Hi Bruce:
Attached is the Geotech Report for the project directly to the west. Bob Arnold conducted the
investigation and prepared the report for the project for the previous developer and later the
project (Kentucky Villas) changed ownership and the new developer is Bruce Hessing. Bruce is
the developer for the Timberline Subdivision project. Bob Arnold will most likely also be
retained as the geotechnical engineer of record for this project. Based on his report, Test Pit#1
is the closest test pit to our site and no groundwater was encountered in the test pit at 12'
below ground surface (bgs) on July 25, 2013. In addition, pit-run type soils were encountered at
approximately 7' bgs.
A geotechnical report will be prepared specifically for this project site and will be provided at
the time of the construction plans submittal.
Please call with any questions you might have. Thank you for your attention to this matter.
i - .P�
m E. Coslett
Project Civil Engineer
Cc: Bob Arnold —Site Consulting
Cc: Bruce Hessing—Bailey Investments, LLC
Cc: Penelope Riley— Riley Land Planning
S:/Projects/Timberline Subdivision_17-38/Preliminary Plat/City of Meridian_10-9-17.docx
www.rocksolidcivii.com ROCK SOLID CIVIL,LLC 270 N.271h Street,Suite 100,Boise,Idaho 83702 jcoslett@rocksolidcivil.com
tel 208.342.3277 fax 208.376.1821
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 1 of 24 130721001.doc
Mr.Don Newell
Orion Holdings, LLC
Post Office Box 1939
Eagle,Idaho 83616
Re: Geotechnical Investigation
Sabala Property
1100 Riodosa Place
Meridian, Idaho
Dear Don:
As per your authorization,on July 25,2013 this engineer observed the excavation
of six test pits on the referenced property. The test pit locations were selected by this
engineer based on preliminary plans provided by KM Engineering. Pits were excavated to
depths of 5.0-12.0 feet below the existing ground surface. It is noted that groundwater
was not encountered in any of the test pits. Test Pit Logs have been prepared and are
attached. All labwork is reported on the Test Pit Logs.
Based on the observed conditions,the property is acceptable from a geotechnical
perspective for development as a residential subdivision. Single-family residences can be
constructed using standard construction methods. Conventional strip foundations and
either crawlspace or slab on grade floor systems are acceptable. Foundations are to be
designed based upon bearing pressures of up to 1500 psf on the native soils or structural
fill extending to the native soils.
Recommendations for foundation construction,earthwork,and pavement design
and storm water disposal are included herein. We appreciate this opportunity to be of
service. Should you have any questions or require additional information,please contact
our office at your convenience.
Res NA ted;
QQ 0E H 'yct`
A
Bo older 3
Proj AR al Consultant
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 2 of 24 130721001.doc
TABLE OF CONTENTS
INTRODUCTION....................................................................................................3
Purpose and Scope.....................................................................................3
Authorization................................................................................................3
Warranty and Limitations.............................................................................4
VicinityMap.................................................................................................4
RESEARCH&BACKGROUND.............................................................................5
General........................................................................................................5
FieldInvestigation........................................................................................5
Observed Conditions...................................................................................6
DESIGN&CONSTRUCTION RECOMMENDATIONS..........................................7
General Earthwork.......................................................................................7
Inspection&Testing....................................................................................8
Excavations.................................................................................................9
Pavement Section.......................................................................................9
FoundationSystem......................................................................................10
StormWater................................................................................................10
Slab on Grade Concrete..............................................................................11
Underground Utilities...................................................................................11
Contractor Inspections.................................................................................12
General Comments.....................................................................................12
APPENDIX.............................................................................................................13
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 3 of 24 130721001.doc
Geotechnical Report
Sabala Property
1100 Riodosa Place - Meridian, Idaho
INTRODUCTION
Purpose and Scope
This report presents the results of a geotechnical investigation and resulting
recommendations for a residential subdivision to be constructed on a parcel located at
1100 Riodosa Place in Meridian, Idaho.The property has been identified as the Sabala
property. This assessment was performed on Ada County Parcels number S4882810020,
S4882810018&S4882810600. Ada County Assessor website indicated the three parcels
include approximately 24 acres.
The purpose of this investigation was to evaluate the subsurface soil conditions and
provide recommendations for building residential structures and civil construction. The
field investigation included subsurface exploration by means of a rubber tire mounted
backhoe. Soil samples were gathered and test pit logs generated by our project engineer.
Selected soil samples were submitted to soil laboratories for testing.After the field
investigation and laboratory testing was completed,all available field and laboratory test
data was reviewed,the assumed design information was evaluated,and this report was
prepared. This report summarizes our findings,conclusions,and recommendations
regarding the geotechnical aspects of the project.
Authorization
Authorization to proceed with this geotechnical investigation was received from Mr.
Don Newell on or about July 20,2013. Authorization to proceed and the use of the
recommendations provided herein indicate the client's and their design team's acceptance
of the scope of work,warranty,limitations and general conditions provided herein and
within the submitted and approved proposal.
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 4 of 24 130721001.doc
Warranty and Limitations
The exploration and evaluation of subsurface conditions documented herein is
considered sufficient to form a basis for the provided recommendations. The provided
recommendations are based on the available soil information and preliminary design
details either assumed or furnished by the client. It is warranted 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.
Vicinity Map
Prior to our field investigation,an aerial photo was obtained from Google Earth.
This photo was used in the field with a hand held GPS unit to plot the approximate
locations of the test pits. This photo has been included in the appendix.
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 5 of 24 130721001.doc
RESEARCH&BACKGROUND
General
As per your request,on July 25,2013,this engineer observed the excavation of six
test pits on a proposed subdivision development located on the south side of Victory
Road,just west of Stoddard Drive,in Meridian, Idaho. The subject property includes three
parcels. Two parcels,totaling less than four acres,are east of South Kentucky Way and
one large parcel,of just over 19 acres,is to the west. The large parcel is lot 3,block 3 of
Kentucky Ridge Estates Subdivision and is the west end of the named subdivision. A
single residence is located in the southwest corner of the property. It is understood this
house and property will be subdivided as a lot within the proposed development. Another
residence,on a five acre parcel,is inset in the northwest corner of the subject property
and is not a part of the proposed development. A preliminary plan supplied by the client
indicates that a residential subdivision with approximately 60 lots for single family
dwellings,public streets and large open spaces is planned.
A long driveway from the west end of West Riodosa Drive to the onsite residence
divides the large parcel into two sections,both surrounded by a perimeter fence. This
driveway will become a street within the proposed subdivision. At the time of our field
investigation the fields were used as pastureland and are flood irrigated with irrigation
water from the Sundell Lateral that crosses the southwest corner of the property. At the
time of this investigation,the surface was firm and stable but some recently irrigated areas
were avoided.
Field Investigation
Six Test pits were excavated at the selected locations to explore subsurface
conditions and evaluate their consistency. The test pits were excavated with a tire-
mounted,backhoe equipped with a twenty-four inch bucket. R.P.Jones Drilling of Boise,
Idaho supplied the backhoe and operator. Our engineer gathered representative samples
from the spoil piles during excavation. The samples were field classified,labeled
according to test pit number and depth,bagged in plastic storage bags,and transported to
the laboratory for additional testing. Sieve analysis(ASTM Test Method C136-93),
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 6 of 24 130721001.doc
Moisture Content(ASTM Test Method 2216-92)and Liquid Limit,Plastic Limit and
Plasticity Index(ASTM Test Method D 4318-93)testing were performed on selected
samples. A near surface sample was selected and forwarded to a specialty soils
laboratory for R-Value testing,(Idaho Method T-8). Tests were performed in general
accordance with the cited ASTM and ITD test methods.
Observed Conditions
In all locations the rootzone/organic layer was less than one foot thick. Deeper
roots may be present where trees are currently growing along the driveway and the
perimeter of the property. Test Pit TP-1 was located on the two parcels east of Kentucky
Way and is different than other test pits. This test pit is located on the east side of a pond
area constructed as a part of the natural drainage and stormwater system for Kentucky
Estates Subdivision. Historical aerial photos indicate that this drainage path predated the
adjacent subdivision. In this test pit the ground surface is covered with approximately two
feet moist brown,silt. Beneath this surface layer was approximately five feet of sandy silt.
From 7.0 to 12.0 feet a clean,brown to tan,sand was encountered. It could not be
determined if the sand was naturally occurring or part of an infiltration pond/system
constructed in the early 1990'when the adjacent Kentucky Ridge Estates Subdivision was
developed.
The other five test pits were excavated west of Kentucky Way with three south of
the drive way and two to the north. In all of the test pits elastic silts,lean clays or fat clay
soils were present at the surface. These soils are shallow(1.5 to 2.5 feet)in all locations
except test pit TP-2,in the northwest corner of the north pasture. In TP-2 the elastic silt
soils extended to 3.4 to 4.0 feet below the existing ground surface. In TP-3 to TP-6 a
cemented silt layer was present below the surface soils. This layer varies greatly in
thickness and makeup. In TP-3 and TP-4 only a'/2 foot thick hardpan layer was present
at the bottom of two and three feet of weakly cemented silts. It TP-5&TP-6,both south of
the driveway,the cemented silt layer graded to cemented gravel and was 2.5 to three feet
thick and very firm and rigid. In TP-6,the backhoe used to excavate the test pits could not
penetrate the top of the cemented gravels present at the bottom of the cemented layer.
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 7 of 24 130721001.doc
Therefore this test pit was terminated before free draining materials were encountered. In
TP-2 to TP-5 free draining sand and gravels were present within 1.5 to two feet of gravel
contact which occurred between three and five feet below the existing ground surface.
Groundwater was not observed in any of the test pits. Well logs available on the
Idaho Department of Water Resources Website indicate that groundwater on the subject
property is between 85 and 105 feet below the existing ground surface. Logs for the
adjacent Kentucky Ridge Estates Subdivision indicate that the sand and gravel soils
present in the bottom of the onsite test pits extend to depths of 35 to 45 feet.
DESIGN &CONSTRUCTION RECOMMENDATIONS
General Earthwork
Fat Clays soils encountered on the property are not acceptable for filling of
residential lots until they are confirmed by additional laboratory testing to be non-
expansive. These materials can be used in landscaped areas such as perimeter berms or
common,open areas and backyards. Blending these soils with the deeper cemented silts
may allow placement of these soils as structural fill. Only in the northwest corner of the
property(TP-2)were these soils deep enough to be a concern to residential foundations.
In all other areas it appears that standard grubbing and crawlspace excavation will
penetrate to acceptable bearing soils.
Removal of the majority of the organic materials will require grubbing of
approximately six to eight six inches of surface soils. Deeper excavation may be required
in areas along the property boundaries or along the driveway where small trees and
bushes are present. The depth of grubbing is to be adjusted in the field to ensure that
organic materials are properly removed from beneath future pavements and structural fills.
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 8 of 24 130721001.doc
If testing confirms the surface soils can be used for structural fill,moisture contents
will need to be within two percent of optimum for effective compaction. All onsite surface
soils will quickly become too wet or too dry for effective compaction. These soils can be
expected to perform poorly if wet and subjected to rubber tired equipment. If construction
is to occur during wet weather or wet surface soil conditions,low-pressure,tracked
mounted construction equipment is recommended. Rutting caused by the contactor using
rubber-tired equipment on a wet subgrade can be expected and should be repaired at
contractor expense. This information is to be supplied to earthwork contractors prior to
construction.
Structural fills less than three feet deep are to be compacted to 95%of the
maximum dry density by ASTM D698,Standard Proctor. For deeper fills,and fill intended
to contain irrigation canals or storm water runoff,all fill material and the subgrade surface
are to be compacted to 95%of the maximum dry density as determined by ASTM D1557,
Modified Proctor.
If building pads are prepared as a part of subdivision development,structural fill is
to extend laterally outside foundations a distance equal to the depth of structural fill.
Structural fill should be placed in uniform,thin horizontal lifts,moisture conditioned as
necessary,and compacted to the above requirements. It is noted that compaction of fine
grained soils will greatly reduce the infiltration rate for surface water,effectively sealing the
ground surface and crawlspace floors to percolation.
Inspection&Testing
A qualified engineer or his representative should monitor fill placement to ensure
the work is performed in accordance with these recommendations.Testing should be
performed in accordance with ASTM Test Methods D3017-88 and D2922-91 (nuclear
densometer).Field nuclear moisture-density testing shall be performed on each lift of
compacted fill for every 2500 square feet of surface area. It is noted that structural fill can
pass compaction tests and still be unacceptable if pumping,rutting or deflecting under
vehicle or foot traffic.
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 9 of 24 130721001.doc
Excavations
Shallow excavations and trenches that do not exceed four feet in depth may be
constructed with side slopes approaching vertical. Below this depth it is recommended
that slopes not exceed a vertical to horizontal ratio of one to one.The ability of the
materials on site to maintain a vertical or near vertical excavation when standing open
without support over any extended period of time can be expected to be quite variable.
This information is provided for planning purposes. It is our opinion that
maintaining safe working conditions is the responsibility of the contractor.Jobsite
conditions such as soil moisture content,weather condition,earth movements and
equipment type and operation can all affect slope stability. All excavations should be
sloped or braced as required by applicable local,state and federal requirements.
Pavement Section
A pavement section has been calculated based upon a laboratory generated R-
Value of R=5 and Traffic Index of TI=6. Calculation sheets are included in the appendix.
Based upon this data the following pavement sections are recommended.
Material Layer
Layer Thickness
Asphaltic Concrete 2.5"
Base Coarse(%"minus) 4.0"
Sub base(Pitrun) 12.0"
It is noted,that it is common for the local jurisdiction to require a standard design or
to match existing pavement section when working on collector or arterials. Therefore the
local highway district/street department should be consulted concerning construction
within the Victory Road right of way. Materials meeting the requirements of ISPWC or
ACHD will be required for any work within this project.
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 10 of 24 130721001.doc
Foundation System
The proposed single family residences may be supported on conventional,
continuous and isolated pad foundations founded upon NON-EXPANSIVE native soils or
upon structural fill extending to non-expansive,native soils. Since deep fat clays are
present in the northwest corner of the development it is recommended that crawlspaces or
foundation excavations in this area be inspected by a qualified geotechnical engineering
consultant. Inspection is to confirm that foundations are founded on acceptable soils. If
fat clays are present they can be removed and replaced with structural fill or additional
foundation concrete OR they can be tested and confirmed to be non-expansive.Based
upon proper bearing on appropriate native soils or compacted structural fill,bearing
pressures of up to 1500 psf are allowed. A one-third increase in allowable bearing
capacity is permitted when transient loads such as wind or seismic are included.Either
crawlspaces or slab on grade floors are acceptable.
Storm Water
It is recommended that storm runoff be directed away from all open excavations
and not be allowed to puddle on subgrade soils. Due to the presence of shallow
groundwater,disposal of groundwater in surface detention or retention ponds or
constructed lakes or ponds is recommended. If water is to percolate through the surface
soils(including the cemented soil layer)a percolation rate of P=1.0 inch/hour is
recommended for design. If drainage facilities are extended to free draining materials
(and backfilled if needed with free draining pitrun)a percolation rate of P=8 inch/hour is
to be used for design.Extension to free draining conditions is to be confirmed at the time
of construction. It is anticipated that free draining,pitrun type,sand and gravel soil will be
encountered at an average depth of seven feet below the exiting ground surface.
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 11 of 24 130721001.doc
Slab on Grade Concrete
Care must be taken so that all excavations below concrete floors and slabs are
properly backfilled in accordance with the structural fill recommendations outlined herein.
This is very critical where a slab will extend over utility trenches or retaining wall backfill.
Trenches and wall backfill areas are to be filled in lifts and benched each lift so that fill is
not placed against a vertical soil face greater than three feet tall. Testing is to confirm that
compaction has been achieved. Areas of excessive yielding should be excavated and
backfilled with structural fill.
Slab on grade floors,sidewalks and pavements should be placed atop a minimum
of eight inches of granular structural fill materials. This granular mat should consist of
sand or sand-gravel mixture with non-plastic fines. The material should all pass a 3/4
inch sieve and should contain less than seven percent passing the#200 sieve. The mat
shall be compacted to the requirement for structural fill. This is recommended to reduce
the potential for frost lifting exterior slab on grade concrete during cold winter months.This
potential exists due to the fine grains soils present on the subject property. Such soils can
absorb high moisture contents making them frost susceptible.Any additional fill used to
increase the elevation of slab on grade concrete should meet the compaction requirement
for structural fill. All slabs should be suitably reinforced to make them as rigid as
possible. Proper joints should be provided at the junctions of the slab and foundation
system so that independent movement can occur without causing damage.
Underground Utilities
Test pits revealed that deep utilities trenches will not require dewatering. It is not
anticipated that large backhoes will experience any difficulties excavating the onsite
materials. No bedrock formation was encountered on the subject property.
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 12 of 24 130721001.doc
Contractor Inspections
This report has been prepared with the intent to provide specific design information
to the developer and the civil engineering consultant. It is not intended to act as any
contractors"Due Diligence'or subsurface inspection prior to estimating construction costs
or actual construction. Contractors that estimate material quantities,material depths,or
the volume and depth to groundwater based solely upon this report do so at their own risk.
It is recommended that such values be confirmed as close as possible to the time/date of
construction at specific locations as detailed in design plans.
General Comments
After the plans and specifications for construction are completed,it is
recommended that this consultant be provided the opportunity to review the final design
and specifications. This review will confirm that the earthwork recommendations have
been properly interpreted and implemented. At that time,it may be necessary to submit
supplementary recommendations. This review is a part of this service and will not result in
additional invoicing unless additional research and recommendations are needed.
Testing and inspection services are recommended herein. Proper quality control
during construction is required to confirm materials and methods and thereby obtain a
desirable finished product.Monitoring and testing should also be performed to verify
suitability of materials used for structural fills and to confirm subgrade grubbing,stability,
and proper placement and compaction of fills. Any deviations from the herein described
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. Findings and recommendations within this report are for
specific application to the proposed construction described herein and apply only to the
property identified.
Appendix Follows
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE Civil Engineering
Geotechnical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 13 of 24 130721001.doc
APPENDIX
Aerial Photo with Test Pit Locations
Test Pit Logs(6)
Pavement Section Calc Sheet
R-Value
Soil Log Legend
Abbreviations&Acronyms
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE Civil Engineering
Geotechnical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 14 of 24 130721001.doc
AERIAL PHOTO
Approximate Test Pit Location
it
,r
,f
l
i
1p•Y i
Subject Property
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE Civil Engineering
Geotechnical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 15 of 24 130721001.doc
Test Pit Log
Test Pit#: TP-1 File: 130721001
Client: Don Newell Date Excavated: 07/25/13
Project: Sabala Property Excavated By: Tire mounted Backhoe
Location: NE Corner Logged By: BA/CJ
Sample # # # #
DEPTH SOILS DESCRIPTION Type 4 10 40 200 M PI ILL
0.0 Rootzone in Black,Silt
0.5
ML Bag 100 sz 71 57.6 zo.s 14.5 42.8
0.5 Moist, Brown,SILT
( ) 1.0
2.0
2.0 Moist, Light Brown,Sandy Silt
7.0
7.0 Moist, Brown,Clean,Sand Bag 100 sa 30 2.1 5.7 NP NP
7.0
12.0 Bag 100 97 31 3.0 9.0 NP NP
12.0
Notes No Groundwater Encountered
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE Civil Engineering
Geotechnical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 16 of 24 130721001.doc
Test Pit Log
Test Pit#: TP-2 File: 130721001
Client: Don Newell Date Excavated: 07/25/13
Project: Sabala Property Excavated By: Tire mounted Backhoe
Location: NW Corner Logged By: BA/CJ
Sample # # # #
DEPTH SOILS DESCRIPTION Type 4 10 40 200 M PI ILL
0.0 Rootzone in Moist,Black Silt
0.8
0.8 Moist, Dark Brown,Silt
1.5
1.5 Moist, Light Brown, Bag 100 ss ss ss.s 22.4 20.2 51.5
2.- ELASTIC SILT(MH)
4.0 Sandy at bottom'/2 foot
4.0 Gravel Contact
4.0 Moist, Brown,Sand&Gravel
- With silt&cobble
8.0
Notes No Groundwater Encountered
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE Civil Engineering
Geotechnical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 17 of 24 130721001.doc
Test Pit Log
Test Pit#: TP-3 File: 130721001
Client: Don Newell Date Excavated: 07/25/13
Project: Sabala Property Excavated By: Tire mounted Backhoe
Location: Center of North Pasture Logged By: BA/CJ
Sample # # # #
DEPTH SOILS DESCRIPTION Type 4 10 40 200 M PI ILL
0.0 Rootzone in Moist,Black Silt
0.5
0.5 Moist, Brown,Silt
1.5
1.5 Moist,Cemented,Silt&Sand Bag 70 61 as 7.0 10.3 NP NP
4.5
- Weak caliche hardpan bottom'/2 foot
5.0
(Cemented pieces is sieves)
5.0 Gravel Contact
5.0 Moist, Brown,Silty,Sand&Gravel
10.0
Notes No Groundwater Encountered
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE Civil Engineering
Geotechnical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 18 of 24 130721001.doc
Test Pit Log
Test Pit#: TP-4 File: 130721001
Client: Don Newell Date Excavated: 07/25/13
Project: Sabala Property Excavated By: Tire mounted Backhoe
Location: SW Corner,North Pasture Logged By: BA/CJ
Sample # # # #
DEPTH SOILS DESCRIPTION Type 4 10 40 200 M PI ILL
0.0 Rootzone in Moist,Black CLAY
0.7
0.7 Moist,Black,CLAY CH Bag 99 97 ss 82.0 23.0 zs.s 52.1
1.5
2.5
2.5 Moist,Tan to light Brown,Cemented
- Silt to Hardpan at bottom'/2 foot
4.5
4.5 Gravel Contact
4.5 Moist, Brown,Sand&Gravel
- With silt&cobble
8.0
Notes No Groundwater Encountered
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE Civil Engineering
Geotechnical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 19 of 24 130721001.doc
Test Pit Log
Test Pit#: TP-5 File: 130721001
Client: Don Newell Date Excavated: 07/25/13
Project: Sabala Property Excavated By: Tire mounted Backhoe
Location: NE Corner,South Pasture Logged By: BA/CJ
Sample # # # #
DEPTH SOILS DESCRIPTION Type 4 10 40 200 M PI ILL
0.0 Rootzone in Moist,Brown,Silt
0.5
0.5 Moist, Brown,Silt
1.8
1.8 Moist,Cemented,Silt&Sand
- over caliche hardpan bottom 1.5'
3.0
3.0 Cemented Silt&Gravel
4.5
4.5 Gravel Contact
4.5 Moist, Brown,Silty,Sand&Gravel
- With cobble
8.0
Notes No Groundwater Encountered
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE Civil Engineering
Geotechnical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 20 of 24 130721001.doc
Test Pit Log
Test Pit#: TP-6 File: 130721001
Client: Don Newell Date Excavated: 07/25/13
Project: Sabala Property Excavated By: Tire mounted Backhoe
Location: SW Corner,South Pasture Logged By: BA/CJ
Sample # # # #
DEPTH SOILS DESCRIPTION Type 4 10 40 200 M PI ILL
0.0 Rootzone in Moist,Brown,Clay
0.8
CH ees 100 ss sz 88.0 zs.s 25.7 55.0
0.8 Moist,Brown,CLAY
(CH) 1.0
2.5
2.5 Moist,Tan to Brown,Cemented
- Silt grades to very firm Caliche
5.0 Hardpan layer.
Unable to excavate with backhoe
Notes No Groundwater Encountered
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE Civil Engineering
Geotechnical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 21 of 24 130721001.doc
DESIGN SECTION CALCULATIONS
(ACHD R-Value Method)
Project:Sabala Property File No.:130721
Victory Road-Meridian Idaho Caic By:B.Arnold
Client:Don Newell Date:08/01/13
Design Thickness Equation:
T=0.0032(TI)(100-R)=GE(feet)
T=Design Thickness TI=Traffic Index= 6 (By ACHD)
GE=Gravel Equivalent R= R-Value= 5 (By Test)
GE= 1.82 feet
ACHD ACP, 3/4"Road Base and Appreciate Subbase
Actual Thickness Equivalent Thickness
ACHD Asphalt Concrete Thickness= 0.21 feet ACE= 0.42 feet
3/4"Road Base Thickness Desired= 0.35 feet RBE= 0.44 feet
Calculated Aggregate Subbase Thickness Equation:
Subbase Thickness=SB=GE-ACE-RBE
SB= 1.0 feet
CALCULATED DESIGN SECTION
ACHD Asphaltic Concrete= 0.21 feet
3/4"Road Base= 0.33 feet
Aggregate Subbase= 0.97 feet
RECOMMENDED DESIGN SECTION
Asphaltic Concrete= 2.5 inches
3/4"Road Base= 4.0 inches
Aggregate Subbase= 12.0 inches
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE GeotechCivil Engineering
nical Engineering
Materials Testing&Inspection services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 22 of 24 130721001.doc
R-Value
(By MTI of Boise, Idaho)
MATERIALS
TESTING 6 R-VALUE
INSPECTION
❑Environmental Services ❑Geotechnical Engineering ❑Constmctlon Matedals Testing ❑Special Inspections
R-Value Teat Data
Source and Descri do,: Sam ledmd D,hveodb the Climt-Vict Pmj=I-Lem Clay
Date Obtai,ed:1 JWY 31,2013
Sam le In' 13-7343
Sam a, aad Pre arado,: ASTM D75: AASHTO T2: ASTM D421: AASHTO T87: X
Test Slaadard: ASTM D2844: AASHTO TI90: Idaho Ti
X
Sam le A B C
Dry Density b/ NA NA NA
Moisture Content% NA NA NA
Ex ansion Pressure(psi) NA NA NA
Exudation Pressure(psi) NA NA NA
R-Value NA NA NA
R-Value @ 200 psi Exudation Pressure=Less than 5**
ASTM D2844 Note 2:Occmionslly,material from very plasti cl c ay-lest specimens will extrude from—de,the mold and around
the follower mm dung the loading op—tim.If Ihis occurs when the 800-psi poivt is reached and fewer than five lights are lighted,
the soil should be reported as less tits,5 R-value.
R-Value @ Exudation Pressure
5.0
4.0
3p
C 2p
10
o.p
300 25p 200 .tp
Exudation Pressure(psi)
2791 S.Helmy—Way,Wes ID e37W•208 37&74a•Fax 208 322-6515
tl-id.eom•mrftme-io—
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE Civil Engineering
Geotechnical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 23 of 24 130721001.doc
Soil Log Legend
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES
DIVISIONS DESCRIPTIONS
COARSE GRAVEL & <5%-#500 GW Well-graded gravel,gravel-sand mixture,little or no
GRAINED GRAVELLY fines.
SOILS SOILS
<50%-#500 <50%-#4
GP Poorly-graded gravel,gravel sand mixture,little or
no fines
GM Silty gravel,gravel-sand-silt mixtures
Clayey gravel,gravel-sand-clay mixtures
SAND 8 SW Well-graded sand,gravelly sand,little or no fines.
SANDY SOILS
>50%-#4
SP Poorly-graded sand,gravelly sand,little or no fines
Silty sand,sand-silt mixtures
SC Clayey sand,sand-clay mixtures
FINE SILTS AND INORGANIC ML Inorganic silt and very fine sand,rock flour,silty or
GRAINED CLAYS clayey fine sand or clayey silt with slight plasticity
SOILS LL<50%
>50%-#500
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 INORGANIC MH Elastic silt,micaceous or diatomaceous fine sand
CLAYS or silty soil.
LL>50%
CH 11 Fat clay-high plasticity
ORGANIC OH Organic clay-med.or high plasticity:organic silt
HIGHLY PT Peat,humus,swamp soil with high organic content
ORGANICOIL SS
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713
Bob J. Arnold, PE Civil Engineering
Geotechnical Engineering
Materials Testing&Inspection Services
208-440-6276 bjarnoldpe@msn.com
August 28,2013 Page 24 of 24 130721001.doc
Abbreviations and Acronyms
AASHTO American Association of State Highway&Transportation Officials
ASTM American Society for Testing and Materials
ACP Asphaltic Concrete Pavement
BH Bore Hole
IBC International Building Code
ISPWC Idaho Standard for Public Works Construction
ITD Idaho Transportation Department
NP Non Plastic
PCC Portland Cement Concrete
PCF Pounds per Cubic Foot
TP Test Pit
USCS Unified Soil Classification System
CL Clay
ML Silt
SM Sand
NOTHING FOLLOWS
Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713