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Geotect Report V1SITE Z"CONSUILTING. ILILC Mr. Shawn Brownlee June 5,2014 Trilogy Development Page 1 of 29 2358 South Titanium Place 14046GIC01 Meridian, Idaho 83642 Re: Geotechnical Report Jump Creek I lump Creek Subdivision North Blackcat Road Meridian, Idaho Dear Shawn: As per your authorization, on May 20, 2014 this engineer observed the advancement of three hand auger borings on the property due south of your MDC property on the west side of Blackcat Road in Meridian, Idaho. The purpose of this investigation was to confirm that the previous recommendations provided for the Jump Creek Subdivision also apply to this additional parcel. It is our understanding that the parcels will be developed together and is now referred to as Jump Creek Subdivision. Based on the observed conditions, the property is acceptable from a geotechnical perspective for development as a residential subdivision and our prior recommendations for MDC Property are appropriate forJump Creek Subdivision. This report has been modified to include the additional exploration and changes all references to MDC to Jump Creek. 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. Respectfully submitted; Bob J. Arnold, PE 208-140-6276 * bjarnoldpe@tnsn.com * Post Office Box 190537 * Boise, Idaho 83719 "'SITE MUTING;,, IL1L;C TABLE OF CONTENTS INTRODUCTION............................................................................................................ 3 Purposeand Scope........................................................................................... 3 Authorization........................ ........................................................ 4 Warranty and Limitations ............ ................................................................ 4 RESEARCH & BACKGROUND......................................................................................... 5 General....................................................... .. ,......................................5 VicinityMap ......... ..... ... ....................................................................... . 5 FieldInvestigation ......... .................................................. ............................ 6 ObservedConditions .................................................. ................... ............. 6 DESIGN & CONSTRUCTION RECOMMENDATIONS......................................................... 8 GeneralEarthwork..................................................................... 8 Inspection& Testing........................................................................................... 9 Excavations........................................................................................................... 9 PavementSection ................ ............ .................. ..................................... 10 FoundationSystem ..................................................................... ..... 10 Slabon Grade Concrete............................................................................................ 11 StormWater.................................................................. ......... 12 UndergroundUtilities........................................................................................... 12 ContractorInspections .. ................................................................................ 13 GeneralComments ............................................................................................ 13 APPENDIX....................................................................................................................14 208-440-6276 * bjarnoidpeC&msn.com (2) Post Office Box 190537 * Boise, Idaho 83719 "SMITE MUTING, ILUC Geotechnical Report Jump Creek Subdivision North Blackcat Road - Meridian, Idaho INTRODUCTION Purpose and Scope This report presents the results of a geotechnical investigation & resulting recommendations for a residential subdivision to be constructed on a parcel located on the northwest corner of Blackcat Road & McMillan Road Meridian, Idaho. This assessment was performed on Ada County Parcels #SO428410000, # 50428449800, & #SO428449010. Ada County Assessor website indicated the parcels include approximately 80 acres and have been assigned street addresses 4940 W. McMillan Road & 5335 N. Blackcat Road, Meridian, Idaho. 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 and hand auger. Soil samples were gathered and test pit & boring 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. 208-440-6276 * bjarno[dpe@rnsn.com ( 3) Post office Box 190537 * Boise, Idaho 93719 SITE ILTIING, LUC Authorization E-mail authorization to proceed with the original MCD geotechnical investigation was received from Mr. Shawn Brownlee on July 17, 2013. The Bews or southern two parcels were added to this project in March 2014. 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. 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. 208-440-6276 * biarnoldpe@msn.com (4) Post Office Box 190537 * Boise, Idaho 83719 SITE 4SUILTING., ILILC RESEARCH & BACKGROUND General As per your request, on July 29, 2013, this engineer observed the excavation of six test pits on MCD parcel located at 5335 North Blackcat Road, in Meridian, Idaho. On May 28, 2014 three hand augured borings were advanced on the southern or Bews property at 4940 West McMillan Road. At the time of exploration, the southern quarter of the MCD property was planted in corn that was irrigated in furrows flowing from east to west. The northern 3/4 of the property was a historical tree farm with many trees still present. The tree farm area was also farmland prior to 2004. Along Blackcat Road, a small parcel, approximately 150'x 200', includes a building used as a maintenance facility for farm equipment. The larger of the two Bews parcels was also planted at the time of our field investigation. This led to hand auger borings being located in the non farmed 2.6 acres parcel along McMillan Road and along the field access roads. At the time of this investigation, the surface was firm and stable but large holes are present in the tree farm area where trees have previously been harvested. These holes are hidden in surface weeds and grasses requiring a spotter to access this area with trucks and the backhoe. Vicinity Map Prior to our field investigations, a proposed development plan was provided by Bailey Engineering and 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. 208-440-6276 bjarnoldpe@msn.com (5) Post Office Box 190537 * Boise, Idaho 83719 "SITE MUTING, iLUC Field Investigation Six Test pits and three hand auger borings were advanced at the selected locations to explore subsurface conditions and evaluate their consistency. The test pits were excavated with a tire - mounted, backhoe equipped with twenty-four inch bucket. R. P. Jones Drilling of Boise, Idaho supplied the backhoe and operator. Hand auger borings were advanced by our staff engineer and a soils technician. Our engineer gathered representative samples from the test pit spoil piles and from the hand auger 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), 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 Test Pits TP-1 and TP-2 were located adjacent to a field access road along the south end of the property. Test pits TP-3 to TP-6 were located within the tree farm area. Borings HA-1 to HA-3 were advanced along the edges of the southern field where access could be gained without disrupting irrigation. All test pits and borings were backfilled after sampling was completed. Piezometers were installed in the borings to allow for future groundwater measurements. It is assumed that the root zone in the corn and grain field is as deep as the furrows / corrugates or approximately six inches. Grasses and weeds within the tree farm have a similar root depth. The trees can be expected to have roots up to 2.0-2.5 feet deep. It is unknown if a buried irrigation system is present within the tree farm. The client has reported that the tree farm was historically flood irrigated. 208-440-6276 * biarnoldpe@msn.com (6) Post Office Box 190537 * Boise, Idaho 83719 SITE IL'TING, ILILC At the time of excavation, groundwater was observed entering the test pits at between 6.0 and 7.0 feet below the existing ground surface. In each test pit the groundwater rose approximately one foot prior to the test pit being backfilled. The surface soil varied from 3.5 to 5.5 feet deep in the six test pits. It appears that groundwater may have historically risen as high as the bottom of the surface (silt /clay) soil layer. It is noted that groundwater in the western most monitoring wells at the Bridgetower project, directly across Blackcat Road from the onsite building, was measured at 2.0 feet below the surface in October 2011. Groundwater in the next two nearest wells at Bridgetower was measured at 4.0 feet below the ground surface. These wells are shown on the aerial photo in the appendix. Hand auger borings were advanced as deep as possible on the southern parcels. All three borings were terminated when large gravel was encountered and auguring was blocked. It is noted that the northeast monitoring well was destroyed shortly after installation. The west well was also ran over and filled with soil to 4.5' below adjacent grade. New wells will be installed at these locations. The surface soils consist mostly of lean clay or elastic silt or sandy silts. The clay soils observed were typically less than two feet thick and therefore will be completely penetrated by road construction. Below the surface layer, the upper 3.5 — 5.5 feet is a low plasticity or elastic silt. In test pits TP-1, TP-2 and TP-6 and in borings HA-1, HA-2 & HA-3 a thin cemented layer was encountered below the surface soils. This layer is identified as hardpan on the test pit logs but was very weakly cemented and easily excavated / augured. Gravels were contacted at 4.5 to 5.5 feet in all locations. The top of the sand and gravel is very silty. Free draining materials were encountered in the bottom of each test pit. The average depth to free draining materials is approximately 6.5 to 7.0 feet. At this depth gravels are too large to hand auger. On June 6, 2014 the southernmost monitoring well, HA-1 was measured to be 6.8 feet deep and dry. HA-2 & HA-3 were dry when installed on May 20, 2014 to 6.0' and 6.5' feet respectfully but have since been destroyed. 208-440-6276 * bjarnoldpe@msn.com (7) Post Office Box 190537 * Boise, Idaho 83719 rSITE MUTING, ILLC DESIGN & CONSTRUCTION RECOMMENDATIONS General Earthwork All soils encountered on the property are acceptable for filling of residential lots. Therefore, materials removed from the street sections and subsurface stormwater storage areas can be utilized as structural fill. The only exception is the surface soil that contains excessive organic materials. Removal of the majority of the organic materials will require grubbing of approximately four to six inches of surface soils. Deeper excavation may be required in the tree farm and areas along the property boundaries 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. If used for fill, the surface soils will require moisture contents within two percent of optimum for effective compaction. These soils will easily 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. Structural fill is to extend laterally outside foundations a distance equal to the depth of structural fill. 208-440-6276 * bjarnoldpe@msn.com (8) Post Office Box 190537 * Boise, Idaho 83719 SITE M UTII NG, ILILC Structural fill should be placed in uniform, thin horizontal lifts, moisture conditioned as necessary, and compacted to the above requirements. 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 10000 square feet of surface area or one test per lot, whichever is greater. It is noted that structural fill can pass compaction tests and still be unacceptable if pumping, rutting or deflecting under vehicle or foot traffic. 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. 208-440-6276 * bjarnoldpe@msn.com (9) Post Office Box 190537 * Boise, Idaho 83719 SITE 4SU L'TING, ILIUC Pavement Section A pavement section has been calculated based upon a laboratory generated R-Value of R=8 and Traffic Indexes of TI=6 & TI=8. Calculation sheets are included in the appendix. Based upon this data the following pavement sections are recommended. Material Layer Residential Street T1=6 Collector Street Tl=8 Asphaltic Concrete 2.S" 3.0" Base Coarse (%" minus) 4.0" 4.0" Sub base (Pitrun) 12.0" 17.0„ 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 Blackcat Road right of way. Materials meeting the requirements of ISPWC or ACHD will be required for any work within this project. Foundation System The proposed single family residences may be supported on conventional, continuous and isolated pad foundations founded upon the native soils or upon structural fill extending to these native soils. Based upon proper placement and compaction of 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. 208-440-6276 * biarnoldpe@msn.com (10) Post Office Box 190537 * Boise, Idaho 83719 S111''E :'!1'IING, ILILC 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 0.5 feet of granular structural fill materials. Any additional fill used to increase the elevation of slab on grade concrete should meet the requirement for structural fill. After construction of the building pad, a six inch granular mat should be provided below the floor slabs. The 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 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. 208-440-6276 * bjarnotdpe@msn.com (11) Post office Box 190537 * Boise, Idaho 83719 'SITE NSUILTING, , iLLC 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 present 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 = 6 inch/hour is to be used for design. Extension to free draining conditions is to be confirmed at the time of construction. This consultant provided consulting services on Phase II of Oak Creek Subdivision, located to the south across McMillan Road. This development includes standard infiltration trenches with 4.5' of drain rock and 3.0' of filter sand. Underground Utilities Test pits revealed that deep utilities trenches may 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. Sloughing of trenches can be expected when working below the groundwater surface. 208-440-6276 * bjarnoldpe@msn.com (12) Post Office Box 190537 Boise, Idaho 83719 ITE MUTING, ILUC 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 208-440-6276 * bjarnoldpe@msn.com ( 13) Post Office Box 190537 * Boise, Idaho 83719 SITE 4SU IL'T I I! G, ILILC APPENDIX Aerial Photo with Test Pit/Boring Locations Test Pit Logs (5) Hand Auger Boring Logs (3) Pavement Section Calc Sheets (2) R-Value Soil Log Legend Abbreviations & Acronyms 208-440-6276 * bjarnoidpe@msn.com (14) Post Office Box 190537 * Boise, Idaho 83719 No Text Test Pit #: Client: Project: Location: SITE IL'TIII IG,, ILUC Test Pit Log TP-1 File: Trilogy Development Date Excavated: Jump Creek Subdivision Excavated By: SW Corner Logged By: 14046GIO01 07/29/13 Tire mounted Backhoe Bob Arnold Sample # # # # DEPTH SOILS DESCRIPTION Type 4 10 40 200 M I Pl LL 0.0 Moist, Brown, Silt 2.0 2.0 Wet, Brown, Sandy, SILT (ML) gag 99 93 54.7 22.9 NP NP 2.5 3.5 3.5 Hardpan, (very weakly cemented silt - and sandy silty 5.5 5.5 Gravel Contact 5.5 Saturated, Silty, Sand & Gravel 8.0 Notes Terminated due to sloughing Groundwater entering Test Pit @ 6.0' 208-440-6276 * b.arnoldpe@msn.com (16) Post Office Box 190537 * Boise, Idaho 83719 zN I'TE SU IL'1 I NG,, ILIL`� Test Pit Log Test Pit #: TP-2 File: Client: Trilogy Development Date Excavated: Project: Jump Creek Subdivision Excavated By: Location: Center South End Logged By: 14046GIO01 07/29/13 Tire mounted Backhoe Bob Arnold Sample Q # 0 # DEPTH SOILS DESCRIPTION Type 4 10 40 ZOO M PI LL 0.0 Moist, Brown, Silt 2.0 2..0 Moist, Brown, Elastic, Silt Bkt iD0 99 98 92.4 Z1.7 3.2 26.5 2.5 4.5 R-Value — R=8 4.5 Hardpan 5.0 5.0 Gravel Contact 5.0 Saturated, Brown, CLAYEY, Bag 94 89 74 58.6 14.9 11.3 29.6 - Sand & Gravel 5.0 10.0 (Fines classify as CL) Notes Terminated due to sloughing Groundwater entering Test Pit @ 6.0' 208-440-6276 * biarnoldpe@msn.com (17) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSUIL'TING, ILUC Test Pit Log Test Pit #: TP-3 File: Client: Trilogy Development Date Excavated: Project: lump Creek Subdivision Excavated By: Location: Center, W Side, Logged By: North of Tree Farm 14046G1001 07/29/13 Tire mounted Backhoe Bob Arnold Sample # # # # DEPTH SOILS DESCRIPTION Type 4 20 40 Zo0 M P! LL 0.0 Dry, Brown, CLAY (CL) Bag 98 95 89 77.0 11.6 8.4 29.3 2.0 2.5 2.5 Moist, Brown, Silt - (wetter with depth) 4.5 4.5 Gravel Contact 4.5 Saturated, Silty, Sand & Gravel 8.0 Notes Terminated due to sloughing Groundwater entering Test Pit at 6.5' 208-440-6276 * bjarnoldpe@msn.com (18) Post Office Box 190537 * Boise, Idaho 83719 Test Pit M Client: Project: Location: SITE LONSUILTING,y ILLS Test Pit Log TP-4 File: Trilogy Development Date Excavated: Jump Creek Subdivision Excavated By: Center of Site Logged By: 14046GIO01 07/29/13 Tire mounted Backhoe Bob Arnold Sample # # # # DEPTH SOILS DESCRIPTION Type 4 10 40 200 M Pi LL 0.0 Dry, Brown, SILT (ML) gag 100 97 88 82.4 18.5 5.6 28.5 1.0 1.5 1.5 Moist, Light Brown, Silt 3.0 3.0 wet, Dark Brown, SILT (ML) Bag 100 92 77 68.9 17.6 6.6 29.1 4.0 5.0 5.0 Contact with Silty Gravel 5.0 Saturated, Silty Sand and Gravel 10.0 Notes Terminated due to sloughing Groundwater entering Test Pit at 7.0' 208-440-6276 * bjarnoldpe@msn.com (19) Post Office Box 190537 * Boise, Idaho 83719 Test Pit #: Client: Project: Location SITE ILTIING;, ILILC Test Pit Log TP-5 Trilogy Development Jump Creek Subdivision Center north end File: Date Excavated: Excavated By: Logged By: 14046GIO01 07/29/13 Tire mounted Backhoe Bob Arnold Sample # # # # DEPTH SOILS DESCRIPTION Type 4 10 40 200 M I PI LL o.o Dry, Light Brown, Slit 2.0 2.0 Moist, Dark Brown, SILT (ML) Bag 100 95 85 69.9 16.6 5.6 27.9 - ¢.a 5.0 5.0 Hardpan 5.5 5.5 Gravel Contact 5.5 Saturated, Silty Sand and Gravel 8.0 Notes Terminated due to sloughing Groundwater entering Test Pit at 7.0' 208-440-6276 * bjarnoldpe@msn.com (20) Post Office Box 190537 * Boise, Idaho 83719 Test Pit #: Client: Project: Location: SITE 1LTIING_, IL IC Test Pit Log TP-6 Trilogy Development Jump Creek Subdivision Northwest Corner File: 14046GIO01 Date Excavated: 07/29/13 Excavated By: Logged By: Tire mounted Backhoe Bob Arnold Sample # # # # DEPTH SOIL5 DESCRIPTION Type 4 10 40 200 M PI LL 0.0 Dry, Brown, Silt 2.0 2.D Moist, Dark Brown, SILT (ML) Bag 100 99 97 85.5 19.7 3.2 26.8 3.0 4.0 4.0 Moist, Brown, Elastic Silt 5.0 5.5 Gravel Contact 5.5 Saturated, Silty Sand and Gravel 8.0 Notes Terminated due to sloughing Groundwater entering Test Pit at 7.0' 208-440-6276 * bjarnoldpe@msn.com (21 ) Post Office Box 190537 * Boise, Idaho 83719 SITE 'CONSU L'Tl1IN G. ILUC Hand Auger Log Test Pit #: Hand Auger —1 File #: 14001GIO01 Client: Trilogy Date Excavated: 5/20/14 Project: Location Jump Creek Subdivision South end of Bews Excavated By: Logged By: Hand Tools KA/BA Sample # # # # DEPTH SOILS DESCRIPTION Type 4 10 40 200 M PI LL 0.0 Dry, Brown, CLAY (CL) - (No rootzone present in access road) Bag 100 99 96 84.2 19.8 11.0 31.8 3.0 3.0 Brown, Moist, SILT (ML) Bag 97 76 49 Z9.6 27.7 NP NP 4.5 4.5 Hardpan, weakly cemented silt 5.0 5.0 Gravel Contact, weakly cemented at top - Grades cleaner with depth. 7.0 Too big to auger at 7.0' 7.0 Bottom of Boring — Auger Refusal Piezometer installed 208- 40-6276 * bjarnofdpe@msn.com (22) Post Office Box 190537 * Boise, Idaho 83719 z�SI'TE 0` U L'T111NG. ILILC Hand Auger Log Test Pit #: Hand Auger -- 2 File #: Client: Trilogy Date Excavated: Project: Jump Creek Subdivision Excavated By: Location: West Center of Bews Logged By: 14001GIO01 5/20/14 Hand Tools KA/BA sample # # # # DEPTH SOILS DESCRIPTION Type 4 10 40 200 M PI LL 0.0 Dry, Brown, CLAY (CL) - (No rootzone present in access road) Bag 100 99 94 82.5 26.2 14.2 35.9 2.5 2.5 Brown, Moist, SILT Bag 4.0 4.0 Hardpan 4.5 4.5 Gravel Contact, weakly cemented at top - Grades cleaner with depth. 6.0 Too big to auger at 6.0' 6.0 Bottom of Boring — Auger Refusal Piezometer installed 208-440-6276 * bjarnoldpe@msn.com (23) Post Office Box 190537 * Boise, Idaho 83719 Test Pit #: Client: Project: Location: SITE Hand Auger Log Hand Auger— 3 Trilogy Jump Creek Subdivision NE Corner of Bews File #: Date Excavated: Excavated By: Logged By: 14001GIO01 5/20/14 Hand Tools KA/BA Sample # # # # DEPTH SOILS DESCRIPTION Type 4 10 40 200 M PI LL 0.0 Dry, Brown, CLAY - (No rootzone present in access road) Bag 2.5 2.5 Brown, Moist, SILT Bag 4.5 4.5 Hardpan 5.0 5.5 Gravel Contact, weakly cemented at top - Grades cleaner with depth. 6.5 Too big to auger at 6.5' 6.5 Bottom of Boring — Auger Refusal Piezometer installed 208-440-6276 * bjarnoldpe@msn.com ( 24) Post Office Box 190537 * Boise, Idaho 83719 SITE UIL'TliNG., ILL` DESIGN SECTION CALCULATIONS (ACHD R Value Method) Project: Jump Creek Subdivision File No.: 14046 Blackcat Road Cale By: B. Arnold Client: Trilogy Development Date: 08101113 Design Thickness Equation: T = 0.0032 (TI) (100-11)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 6 (By ACHD) GE : Gravel Equivalent R = R-Value = 8 (By Test) GE= 21.7 Inches ACHD ACP. 3/V Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 2.5 Inches ACE= 5.0 Inches 314" Road Base Thickness Desired = 4.0 Inches RBE 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE SB= 12.3 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 2.5 inches 314" Road Base = 4.0 inches Aggregate Subbase = 13.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 13.0 inches 208-440-6276 * bjarnoldpe@msn.com (25) Post Office Box 290537 * Boise, Idaho 83719 SITE IL'TILNG. ILL; DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: Jump CreekSubdivision File No.: 14046 Blackcat Road Calc By: B. Arnold Client: Trilogy Development Date: 08/01/13 Design Thickness Equation: T = 0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 8 (By ACHD) GE = Gravel Equivalent R = R-Value = 8 (By Test) GE= 28.8 Inches ACHD ACP, 3/4" Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 3.0 Inches ACE= 7.5 inches 314" Road Base Thickness Desired = 4.0 Inches RBE= 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE ACE-RBE SB= 16.9 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 3.0 inches 3/4!'Road Base = 4.0 inches Aggregate Subbase = 17.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 3.0 inches 3/4"' Road Base = 4.0 inches Aggregate Subbase = 17.0 inches 208-440-6276 * bjarnoldpe@msn.com (26) Post Office Box 190537 * Boise, Idaho 83719 SITE R Value (By MTI of Boise, Idaho) MATERALS `mw rsmr+WI �r.i krm amr_ra .U�w �sre�a cor_ coo-ar o flNS4aEtTION U Envirocir>.ental Servlce5 C1 Geotachrical:Erginee*g- ❑ E3 Spedal In pecttons ht Yalme-rest Data Seara�a3sd k�and R-\':ane @;?0V lazi tud�3ian H'Qessnm= S R S7a7�c Eznda6om Premure azsp m tau Ro 8.0 �.a a 4GdP 4CO 350 Sw �@ 290 S50 3EIQr ruv�aaaru, P,xss,:regps�q M915.VcfargM a:W;vf.Gaa--10E W.ZO@.Si�.'i�6.Pa2WS�ti H>L�iv�ir�dxE[i�A-Bdzc&¢alAm' —Si�rECt�ccria®S.u� DsR H> hatr 3H. �hH3 Sa aael �iS9hiLD-i5: li 3r1SHH7�'HT e14iiW Hi,�'+H: E1AS8110"lE&r 7eatSYamrdard= ?SH6HH]?S=H: 11 I iASHii e A 13 �' �� Qlbl£1')t IOd)t3 l 9S3 � 9a.4k � �. �a •a o.�a a_�x � tTal Erc�tot�Pacsseu�i i ;1E6 'DTQ 81a k-Yaoex l i S� ? 208-440-6276 * bjarnoldpe@msn.com (27 ) Post Office Box 190537 * Boise, Idaho 83719 SITE ILTII NG, ILILC Soil Log Legend UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINFERING PURPneFci MAJOR DIVISIONS -�� GW TYPICAL DESCRIPTIONS Well -graded gravel, gravel -sand mixture, little or no fines. COARSE GRAINED SOILS < 50% - #500 GRAVEL & GRAVELLY SOILS <50%- #4 < 5%- #500 GP Poorly -graded gravel, gravel sand mixture, little or no fines 5-22%-950D >12%-#500 GM GC Silty gravel, gravel -sand -silt mixtures Clayeygravel,gravei-sand-clay mixtures SAND & SANDY SOILS >50%-#4 < 5%- #500 SW Well -graded sand, gravelly sand, little or no fines. SP Poorly -graded sand, gravelly sand, Tittle or no fines >12%-#500 5M Silty sand, sand -silt mixtures 5C Clayey sand, sand -clay mixtures FINE GRAINED SOILS > 50% - #500 SILTS AND CLAYS LE < 50% IL INORGANIC ML Inorganic silt and very fine sand, rack flour, silty or clayey fine sand or clayey silt with slight plasticity Lean clay -low to medium plasticity, graveliy clay, sandy clay, silty clay Organic silt and organic silty clay of low plasticity CL OL I ORGANIC SILTS AND CLAYS INORGANIC LL> 50% ORGANIC MH CH Elastic silF micaceous or diatomaceous finesand or silty soil. Fat clay- high plasticity OH Organic clay-med. or high plasticity: organic silt HIGHLY ORGANIC SOILS Peat humus, swamp soil with high organic content 208-440-6276 * biarnaldpe@msn.com (28) Post Office Box 190537 * Boise, Idaho 83719 SITE IL`T I ING,, ILUC Abbreviations and Acronyms AASHTO American Association of State Highway & Transportation Officials ASTM American Society for Testing and Materials ACP Asphaltic Concrete Pavement SH 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 208-440-6276 * bjarnoldpe@msn.com (29) Post Office Box 290537 * Boise, Idaho 83719 SITE ONSULTING, LLC Mr. Shawn Brownlee June 13, 2018 Trilogy Development Page 1 of 3 9839 West Cable Car Street, #101 File 18210-A Boise, Idaho 83709 Re: Groundwater Data Jump Creek #3 & #4 Meridian, Idaho Shawn: Attached is the current groundwater data table for this project which includes measurements performed since the wells were installed in mid May 2018. Ground elevation hubs have since been set and elevation supplied by ISGIBailey. The data table includes this information and reports groundwater elevations. The attached map indicates well locations. Bailey has requested that the missing well #22 be replaced. This will be done within the next week. We appreciate this opportunity to be of services. Please contact our office if additional information or services are required. Respectfully submitted, Bob J. Arnold, PE SITE Consulting, 208-440-6276 bjarnoldpe@msn.com * Post Office Box 190537 Boise, Idaho 83719 SITE ONSULTING, LLC GROUNDWATER DATA Jump Creek Subdivision - Meridian, Idaho Location TP-9 TP-10 TP-11 TP-12 3.29 TP-13 TP-14 TP-15 Casing Height 2.96 3.00 3.00 3.29 3.00 2.88 Hub Elevation 39.02 37.74 36.82 35.57 35.07 34.54 36.16 Casing Elevation 41.98 40.74 39.82 38.86 38.36 37.54 39.04 5125/18 JM 11.70 10.20 10.85 10.35 10.50 9.80 10.65 Water Elevation 30.28 30.54 28.97 28.51 27.86 27.74 28.39 5/30/18 JM 11.60 11.10 10.70 10.20 10.30 9.60 10.45 Water Elevation 30.38 29.64 29.12 28.66 28.06 27.94 28.59 Location TP-16 TP-17 TP-18 TP-19 TP-20 TP-21 TP-22 Casing Height 3.13 2.96 3.00 2.88 2.50 3.33 GONE Hub Elevation 36.43 38.56 37.77 39.10 40.11 39.38 GONE Casing Elevation 39.56 41.52 40.77 41.98 42.61 42.71 GONE 5/25/18 JM 10.80 12.55 12.00 12.60 12.85 11.85 GONE Water Elevation 28.76 28.97 28.77 29.38 29.76 30.86 GONE 5130/18 JM 10.70 12.25 11.70 12.20 11.90 11.60 GONE Water Elevation 28.86 29.27 29.07 29.78 30.71 31.11 GONE Location TP-23 TP-24 TP-25 TP-26 TP-27 Casing Height 3.33 2.96 2.88 4.00 2.96 Hub Elevation 38.56 38.96 36.88 34.28 34.40 Casing Elevation 41.89 41.92 39.76 38.28 37.36 5125/18 JM 12.30 12.50 11.10 11.20 9.60 Water Elevation 29.59 29.42 28.66 27.08 27.76 5130/18 JM 12.15 12.25 10.90 11.05 9.25 Water Elevation 29.74 29.67 28.86 27.23 28.11 208-440-6276 * bjarnoldpe@msn.com (2) Post Office Box 190537 * Boise, Idaho 83719 /SITE ONSULTING. LLC MONITORING WELL MAP jump CreeK subdivision - Meridian, Nano !' • g . m ®o o ©®e a _L s - g g % g � I g 3 g g g j 9 I o _ j � I ® .• k a ~° g g•• s• g .i 9 o e•• g• r e e 9 e• e e e l o e e_ ego 9 e j 4 o..•.mggeu eoee© u g — ® ------ .------- 9 s 1 9 ® � ® ®fie®ee®e eeeaeoe o :g i • s g g••_ o• 9 o g 9 9 9 9 � g j s• go ee®22 g ®� • I ® o®® 6® o m o o g ® � �'� e o e o e® 0 0 0 0 • g 1 s i• � • • Nothing follows 208-440-6276 * bjarnoldpe@msn.com (3) Post Office Box 190537 * Boise, Idaho 83719