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PZ - Kentucky Ridge 3 Geotech TAB 3 ENGINEERING SUPPORT DOCUMENTATION Bob J. Arnold PE Civil Engineering � Geotechnicai 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. NA Res ited; Boa mold Proj ° al Consultant Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713 ' . ` ` BobArnold, �� Civil Engineering �� u� J. �n��x��, x �� Geatechnical Eno/nopnnu Materials Testing u Inspection Services 208-440 6276 TABLE OF CONTENTS INTRODUCTION.................................................................................................... 3 Purposeand Scope..................................................................................... 3 Authorization........................................ ------------------ 3 Warrantyand Limitations............................................................................. 4 VicinityMap ................................................................................................. 4 RESEARCH & BACKGROUND............................................................................. 5 G8DeroL---------------------------------- 5 Field Investigation-----------------------------. 5 Observed CoDddjoDo---------------------------.. 8 DESIGN & CONSTRUCTION RECOMMENDATIONS.......................................... 7 GeneralEarthwork....................................................................................... 7 Inspection & T8otng---------------------------- 8 ExCovoUono --------------------------------. S Pavement Section ----------------------------- S FoundationSystem...................................................................................... 10 StormWater................................................................................................ 10 Slab on Grade Conor8be-------------------------- 11 Underground UU|iUes---------------------------' 11 Contractor Inspections................................................................................. 12 General Comments ----------------------------. 12 APPENDIX............................................................................................................. 13 Bob J. Arnold P E Civil Engineering � Geotechnical 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 Civil Engineering � Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 bjarnoidpe@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 Civil Engineering Geotechnical Engineering Materials Testing&Inspection Services 208-440-6276 bjarnoidpe@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 Civil Engineering 7 Geotechnical 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 Civil Engineering � Geotechnical Engineering Materials Testing 8:Inspection Services 208-440-6276 bjarnoidpe@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 Geotechnicai CcalEngineering 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 Civil Engineering Geotechnical 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 Civil Engineering � Geotechnicai 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 Civil Engineering � Caeotechnicai Engineering Materials Testing&Inspection Services 208-440-6276 bjarnoidpe@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 Civil Engineering � Geotechnical 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, G Civil Enggineeringg Geotechnical En ineerin 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 � Geotechnica i 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 ' t s o 0 <v �s ry a. e a i Subject Property Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713 Bob J. Arnold PE Civil Engineering � Geotechnicai 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 LL 0.0 Rootzone in Black, Silt 0.5 0.5 Moist, Brown, SILT ML Bag 100 92 71 57.6 20.9 14.5 42.8 ( ) 1.0 2.0 2.0 Moist, Light Brown, Sandy Silt 7.0 7.0 Moist, Brown, Clean, Sand Bag 100 98 30 2.1 5.7 NP NP 7.o 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 P E 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 LL 0.0 Rootzone in Moist, Black Silt 0.8 0.8 Moist, Dark Brown, Silt 1.5 1.5 Moist, Light Brown, Bag 100 99 95 89.9 22.4 20.2 51.5 - ELASTIC SILT (MH) 2.5 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 � Geotechnica l 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 LL 0.0 Rootzone in Moist, Black Silt 0.5 0.5 Moist, Brown, Silt 1.5 1.5 Moist, Cemented, Silt& Sand Bag 70 81 45 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 Back—hoe Location: SW Corner, North Pasture Logged By: BA/ CJ Sample # # # # DEPTH SOILS DESCRIPTION T e 4 10 40 200 M PI LL 0.0 Rootzone in Moist, Black CLAY 0.7 0.7 Moist, Black, CLAY (CH) Bag 99 97 89 82.0 23.0 25.9 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 LL 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 T e 4 10 40 200 M PI LL 0.0 Rootzone in Moist, Brown, Clay 0.8 0.8 Moist, Brown, CLAY CH Bag 100 99 92 88.0 25.5 25.7 55.0 ( ) 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 P E 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 Calc 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 Agqreqate 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 e Bob J. Arnold Civil Engineering , PE Geotechnical 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) P GE MATERIALS T.—'Z' RE TESTING & R-VALUE C-0 �,P,ALLI INSPECTIONj— J Conalniction Materials resting J Special inspections R-Valtie Test Data Source and Descri tint. Sam Ictl:utd Delivered b1 the Client--Vich7 Pmjcct-Lean Clay 0btiujied. July 3t-,2013 Sam�fle TD: 13-7343 ASTM D75: Aa—sirm T2: AS'l M D42 I AASHTO T87: X Test Standard: As,r.M D2844, AASI f 0 1190: 1611("18. X Sample A B C _L)ai Density, NA NA %oisture Content(%) NA ---------- NA NA .............. Expansion Pressure(psi) NA NA NA Exudation Pressure(psi NA NA R-Value I NA WA 11-Value @,200 psi Exudation Pressure=Less than 5** ASTNI D2844 Note 2, occasionally, v,niatcrial from very plastic elay-test spectmems will extrude from under the mold and around w follower during the loading opei-ation,if this ciccir.,when the 800-psi point is reached and fewer than five fights are Fiflued, w oil should he reported as less than 5 R-val- R-Value @ Exudation Pressure 5.0 40 3,0 20 0.0 300 250 200 150 100 Exudation Pressure(psi) 2791 5 Victory"all IN-1,Baiso 10 13109-208 311AII6•—218�312-6115 --t-H r—*m-tj I -—-- - - Bob J.Arnold,PE 14355 Battenberg Drive Boise,Idaho 83713 Bob J. Arnold, G Civil Enggineeringg Geotechnical En ineerin 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 MAJOR - TYPICAL 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 Poor ly-graded gravel, gravel sand mixture, little or rno on 5-12%4500 GM Silty gravel,gravel-sand-silt mixtures >12%-#500 GC Clayey gravel,gravel-sand-clay mixtures SAND & <5%-#500 SW Well-graded sand,gravelly sand,little or no fines. SANDY SOILS >50%-#4 SP Poorly-graded sand,gravelly sand,little or no fines >12%-#500 SM Silty sand,sand-silt mixtures Cla SC yey and,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 J 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% CHT-11 Fat clay-high plasticity ORGANIC IF_0_H7F0_rganIc clay-med.or high plasticity:organic silt HIGHLY 1:11 Peat,humus,swamp soil with high organic content ORGANIC SOILS 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