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PZ - Geotechnical Engineering ReportEnvironmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing Q Special Inspections GEOTECHNICAL ENGINEERING REPORT of Stapleton Subdivision 4435 South Meridian Road Meridian, ID Prepared for: C17 Development 4824 West Fairview Avenue Boise, ID 83706 MTI File Number 8181107g 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(o)mti-id.com A: TESTI INSPECTION 0 Environmental Services ❑ Geotechnical Engineering Mr. Laren Bailey C17 Development 4824 West Fairview Avenue Boise, ID 83706 208-336-5355 Dear Mr. Bailey: ❑ Construction Materials Testing Re: Geotechnical Engineering Report Stapleton Subdivision 4435 South Meridian Road Meridian, ID 7 August 2018 Page # 1 of 24 h181107g_geoteeh ❑ Special Inspections In compliance with your instructions, MTI has conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on 24 July 2018 and 26 Judy 2018. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided a PDF copy for your review and distribution. Often, questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI can provide materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748. Respectfully Submitted, Materials Testing c& Inspection Maren Tanberg, E.I.T. Staff Engineer jNAL o�eNS habeth 14 12,110Revieived by: Brown, P. `r��t�°� Geotechnical Serv1 T� Reviewed by: Moi6sacu Senior Geotechnical Engineer 2791 S Victory View Way •Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2018 Materials www.mti-id.com • mti@-mti-id.eom Testing &Inspection c 7 August 2018 Page # 2 of 29 b I 81107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering Ll Construction Materials Testing t7 Special Inspections TABLE OF CONTENTS INTRODUCTION...............................................................................................................................................................3 ProjectDescription.................................................................................................................................................3 Authorization..........................................................................................................................................................3 Purpose...................................................................................................................................................................3 Scopeof Investigation............................................................................................................................................3 Warrantyand Limiting Conditions.........................................................................................................................4 SITEDESCRIPTION..........................................................................................................................................................5 SiteAccess..............................................................................................................................................................5 RegionalGeology...................................................................................................................................................5 GeneralSite Characteristics....................................................................................................................................6 Regional Site Climatology and Geochemistry........................................................................................................6 SEISMICSITE EVALUATION............................................................................................................................................6 GeoseismicSetting.................................................................................................................................................6 SeismicDesign Parameter Values..........................................................................................................................6 SOILSEXPLORATION......................................................................................................................................................8 Exploration and Sampling Procedures....................................................................................................................8 LaboratoryTesting Program...................................................................................................................................8 Soiland Sediment Profile.......................................................................................................................................8 VolatileOrganic Scan.............................................................................................................................................9 SITEHYDROLOGY...........................................................................................................................................................9 Groundwater...........................................................................................................................................................9 SoilInfiltration Rates............................................................................................................................................10 FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS.............................................................10 Foundation Design Recommendations.................................................................................................................10 CrawlSpace Recommendations...........................................................................................................................11 Floor, Patio, and Garage Slab-on-Grade...............................................................................................................11 RecommendedPavement Sections.......................................................................................................................12 FlexiblePavement Section...................................................................................................................................12 Common Pavement Section Construction Issues.................................................................................................13 CONSTRUCTIONCONSIDERATIONS...............................................................................................................................14 Earthwork.............................................................................................................................................................14 DryWeather.........................................................................................................................................................14 WetWeather.........................................................................................................................................................14 SoftSubgrade Soils..............................................................................................................................................15 FrozenSubgrade Soils..........................................................................................................................................15 StructuralFill........................................................................................................................................................15 Backfillof Walls...................................................................................................................................................16 Excavations...........................................................................................................................................................17 GroundwaterControl............................................................................................................................................17 GENERALCOMMENTS..................................................................................................................................................17 REFERENCES.................................................................................................................................................................18 APPENDICES.................................................................................................................................................................19 AcronymList........................................................................................................................................................19 GeotechnicalGeneral Notes.................................................................................................................................20 Geotechnical Investigation Test Pit Log...............................................................................................................21 Gravel Equivalent Method — Pavement Thickness Design Procedures................................................................26 R -Value Test Data................................................................................................................................................27 Plate1: Vicinity Map............................................................................................................................................28 Plate2: Site Map...................................................................................................................................................29 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(a)mti-id.com Copyright.®2018 Materials Testing 8lnspecgon 7 August 2018 Page # 3 of 29 b81107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2015 International Building Code (IBC). Information in support of groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in the provided recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. Project Description The proposed development is in the southern portion of the City of Meridian, Ada County, ID, and occupies a portion of the NE'/4SEt/4 of Section 25, Township 3 North, Range I West, Boise Meridian. This project will consist of development of a residential subdivision approximately 35.75 acres in size. Total settlements are limited to I inch. Loads of up to 4,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project. MTI has not been informed of the proposed grading plan. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Laren Bailey of C17 Development to Maren Tanberg of Materials Testing and Inspection (MTI), on 2 June 2018. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between C17 Development and MTI. Our scope of services for the proposed development has been provided in our proposal dated 7 May 2018 and repeated below. Purpose The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in: • Preparing or verifying suitability of foundation design and placement • Preparing site drainage designs • Indicating issues pertaining to earthwork construction • Preparing residential pavement section design requirements Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiCa)-mti-id.com Copyright®Testing g&I2018 nspection MATERIALS TESTING & INSPECTION 7 August 2018 Page # 4 of 29 U181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Warranty and Limiting Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Limitations Not all of the proposed test pits could be advanced because of corn growing on the site at the time of the investigation. Per Mr. Laren Bailey, the remaining test pits will need to be advanced after the corn has been harvested. MTI attempted to advance hand borings in areas that were inaccessible because of the corn crop. However, calcium carbonate cementation caused refusal at shallow depths in the hand borings. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subject to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 ls www.mti-id.com • mtiftmti-id.com Copyright®InspMaterection Testingg&Inpecn n III 7 August 2018 Page # 5 of 29 h181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering a Construction Materials Testing ❑ Special Inspections Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase II/111 Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. SITE DESCRIPTION Site Access Access to the site may be gained via Interstate 84 to the Meridian Road exit. Proceed south on Meridian Road approximately 1.6 miles to its intersection with Harris Street. The site occupies the southwest corner of this intersection. Presently the site exists as agricultural crops and a vacant residence with associated outbuildings fronting Meridian Road. The location is depicted on site map plates included in the Appendix. Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by "Gravel of Amity Terrace" as mapped by Othberg and Stanford (1993). The Amity terrace is the fifth terrace above the modern Boise River and represents the first level of Quaternary incision by the Boise River. The terrace, which has been correlated with Deer Flat terrace deposits to the west, is modified extensively by erosion and faulting. Where little erosion has taken place the terrace is mantled with loess 1.6-7 feet thick. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyrig8 www.mti-id.com • mti(a)mti-id.com Testing &Inspectian 7 August 2018 Page # 6 of 29 b181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections General Site Characteristics This proposed development consists of approximately 35.75 acres of gently sloping terrain. The site slopes downward towards the northeast corner to the intersection of Meridian Road and Harris Street. The roadways are roughly 7 feet higher in elevation than the northeast most corner of the project site. From the northeast corner, the site slopes upward towards the center of the site at roughly 17 feet horizontal to I foot vertical (17:1) and flattens out towards the southwest portion of the site. Throughout the majority of the site, surficial soils consist of lean clays. Vegetation primarily consists of corn, bunchgrass, and other native grass varieties typical of arid to semi -arid environments. Regional drainage is north toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. Throughout the majority of the site, stormwater is unlikely to drain onto the site. However, the northeast corner of the site may receive stormwater drainage from roadways because of the slope from the intersection of Meridian Road and Harris Street to the low point of the site. Stormwater drainage collection and retention systems are not in place on the project site but do exist on the eastern portion of Harris Street in the form of curbs and drop inlets. Regional Site Climatology and Geochemistry According to the Western Regional Climate Center, the average precipitation for the Treasure Valley is on the order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49 inches. The monthly mean daily temperatures range from 21°F to 957, with daily extremes ranging from - 25°F to 111°F. Winds are generally from the northwest or southeast with an annual average wind speed of approximately 9 miles per hour (mph) and a maximum of 62 mph. Soils and sediments in the area are primarily derived from siliceous materials and exhibit low electro -chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface water, groundwater, and soils in the region typically have pH levels ranging from 7.2 to 8.2. SEISMIC SITE EVALUATION Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 20 of the American Society of Civil Engineers (ASCE) publication ASCE/SEI 7-10. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal hazards resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. Seismic Design Parameter Values The United States Geological Survey National Seismic Hazard Maps (2008), includes a peak ground acceleration map. The map for 2% probability of exceedance in 50 years in the Western United States in standard gravity (g) indicates that a peak ground acceleration of 0.195 is appropriate for the project site based on a Site Class D. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 als www.mti-id.com • mti(@rnti-id.com Copyright02018 speed Testing 8lnspection 7 August 2018 Page # 7 of 29 b181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering Q Construction Materials Testing ❑ Special Inspections The following section provides an assessment of the earthquake -induced earthquake loads for the site, including identification of the earthquake spectral response acceleration for short periods, &Is, and at I -second period, Snrr, adjusted for site class effects as required by the 2015 IBC based on the following equations: Where: SA,,; Fn Ss S,i = F" Si F, = Site coefficient defined in Table 1613.3.3(1) in the 2015 IBC. F, = Site coefficient defined in Table 1613.3.3(2) in the 2015 IBC. SS = The mapped spectral accelerations for short periods. Sr = The mapped spectral accelerations for 1 -second periods. The USGS National Seismic Hazards Mapping Project includes a program that provides values for ground motion at a selected site based on the same data that were used to prepare the USGS ground motion maps. The maps were developed using attenuation relationships for soft rock sites; the source model, assumptions, and empirical relationships used in preparation of the maps are described in Petersen and others (1996). The following values are based on a site specific Site Class of D. SS and S1 = Mapped Spectral Acceleration Values Site Class D Fa = 1.571 Fv = 2.397 Period {sec), 0.2 0.286 (Ss, Site Class D) 1.0 0.101 (S 1, Site Class D) Snrs = 0.449 Siin = 0.242 Design spectral response acceleration parameters as presented in the 2015 IBC are defined as a 5% damped design spectral response acceleration at short periods, SDs, and at 1 -second period, SDS, as calculated from the following equations: SDs = 2 3 Stirs Sot = 23 Snit 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(o)mti-id.com Copyright�2018Materials Testing 8lnspecspectionion - a 7 August 2018 Page # 8 of 29 bISI107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections For the proposed project site, the 5% damped design spectral response acceleration at short periods, as calculated using the program supplied by the USGS are as follows: SDs = 0.299 Sw = 0.161 SOILS EXPLORATION Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit and hand boring. Test pit and hand boring sites were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within fifteen feet. Upon completion of investigation, each test pit and hand boring was backfilled with loose excavated materials. Re -excavation and compaction of the test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit and hand boring number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented in the Appendix. MTI recommends that these logs not be used to estimate fill material quantities. Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysisof anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The laboratory testing program for this report included: Atterberg Limits Testing — ASTM D4318, Grain Size Analysis — ASTM C 117/C 136, and Resistance Value (R - value) and Expansion Pressure of Compacted Soils — Idaho T-8. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Appendix. The materials encountered during exploration were quite typical for the geologic area mapped as Gravel of Amity Terrace. Borderline lean clay with sand/silt with sand soils were encountered at ground surface except in test pit 2 where silt fill materials were encountered at ground surface and lean clay was encountered below the fill materials. The silt fill was brown, dry, soft, and contained fine to coarse-grained sand and organic material. The lean clay and silt soils were brown to light brown, dry to moist, stiff to hard, and contained fine to coarse-grained sand and calcium carbonate cementation. In hand boring 4, silty sand with gravel was encountered below the surficial borderline soils. The silty sand with gravel was brown, saturated, dense, and contained fine to coarse-grained sand and fine gravel. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti (2)mti-id.com Copyright®Testing g&I2018 nspection 7 August 2018 Page # 9 of 29 b181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Below the borderline lean clay with sand/silt with sand in test pit 1 was silty sand. The silty sand was light brown, dry dense to very dense, and contained fine to coarse-grained sand and calcium carbonate cementation. In test pit 2, silty sand was encountered below the borderline soils. The silty sand was light brown, dry, dense, and contained fine to coarse-grained sand. Below this sandy silt, poorly graded gravel with sand was encountered in test pit 2 and 3. The poorly graded gravel with sand was light brown, dry, loose to medium dense, and contained fine to coarse-grained sand, fine to coarse gravel, and 12 -inch -minus cobbles. In test pit 3, this gravel horizon contained calcium carbonate cementation. This gravel was bisected by a thin layer of poorly graded sand in test pit 2. The poorly graded sand was light brown, dry, loose to medium dense, and contained fine to coarse-grained sand. At depth in test pit 1, poorly graded sand with gravel was encountered. The sand was brown, dry, dense, and contained fine to coarse-grained sand and fine to coarse gravel. Competency of test pit sidewalls varied little across the site. In general, fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type of contamination. No groundwater was encountered; however, seepage from irrigation was encountered and did not contain obvious signs of contamination. SITE HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Groundwater During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of 12.5 feet bgs. However, perched water was present in hand borings I and 4 above the cemented soils and is likely from irrigation activates. In the vicinity of the project site, groundwater levels are controlled in large part by residential and agricultural irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. During previous investigations performed in August 2007, May 2014, and June 2107 within approximately V2- mile to the south, east, and west of the project site, no evidence of groundwater was noted within numerous borings and test pits advanced to depths as great as 21.5 feet bgs. Furthermore, according to United States Geological Survey (USGS) monitoring well data within the project site, groundwater was measured at depths ranging between 88 to 97 feet bgs, which equates to groundwater elevations of 2,624 to 2,615 feet above mean sea level (msl). 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 als www.mti-id.com • mtiAmti-id.com CopyrigMm20Unspe18 tion Testing 8lnspecfion MATERIALS 7 August 2018 TESTI NG & Page # 10 of 29 INSPECTION h181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Based on evidence of this investigation and background knowledge of the area, MTI estimates groundwater depths to remain greater than approximately 15 feet bgs throughout the year. However some perched water should be expected overlying the cemented soils on site. This depth can be confirmed through long-term groundwater monitoring. Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was not tested in the field. Given the absence of direct measurements, for this report an estimation of infiltration is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, borderline lean clay with sand/silt with sand soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Sandy silt soils will commonly exhibit infiltration rates from 2 to 4 inches per hour and silty sand sediments usually display rates of 4 to 8 inches per hour; though calcium carbonate cementation may reduce these values to near zero. Poorly graded sand and gravel sediments typically exhibit infiltration values in excess of 12 inches per hour; though calcium carbonate cementation may reduce this value to near zero. Infiltration testing is generally not required within these sediments because of their free -draining nature. It is recommended that infiltration facilities constructed on the site be extended into native non-cemented poorly graded gravel with sand sediments. Excavation depths of approximately 4.8 to 7.9 feet bgs should be anticipated to expose these non-cemented poorly graded gravel with sand sediments. Because of the high soil permeability, ASTM C33 filter sand, or equivalent, should be incorporated into design of infiltration facilities. An infiltration rate of 8 inches per hour should be used in design. Actual infiltration rates should be confirmed at the time of construction. FOUNDATIONS SLABS AND PAVEMENT DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed structure. Two requirements must be met in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the structure be founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed 1 inch if the following design and construction recommendations are observed. Presently, there are an unknown number lots proposed for the project site. The following recommendations are not specific to the individual structures but rather should be viewed as guidelines for the subdivision — wide development. Foundation Design Recommendations Based on data obtained from the site and test results from various laboratory tests performed, MTI recommends the following guidelines for the net allowable soil bearing capacity: 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiOmti-id.com Copyright®2018 Mater Testing &Inspection 7 August 2018 Page # 11 of 29 b181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Soil Footings must bear on competent, undisturbed, native borderline lean clay with sand/silt with sand Not Required for Native soils or compacted structural fill. Existing organic Soil and fill materials must be completely removed from below foundation elements.' Excavation depths 95% for Structural Fill ranging from roughly 0.5 to 1.4 feet bgs should be to ina soils.' 1,500 lb A 1/3 increase is allowable for short-term loading, which is defined by seismic events or designed wind N I 1 .,...: C.. ♦11„ 11,,.,..; ;1 4 ],;1;+ , r .• oonI n4,•n of — n4+1— 4imA of nnnet�•n�tinn ac yr uc uv iv�J a iv. .. . +.,.,+++++J+ ,.� ......� +..- .�...----. t, .... •- ..»-•»------, _.__ _...___ .. __ _.___._ _ _ ____ ______ _ ZDepending_on the time of year construction takes place the subgrade soils may be unstable because of high moisture contents If unstable conditions are encountered over -excavation and replacement with granular structural fill and/or use of geotextiles ma b� e required. The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native borderline lean clay with sand/silt with sand soils and 2) 0.45 for footings bearing on granular structural fill. A passive lateral earth pressure of 286 pounds per square foot per foot (psf/ft) should be used for borderline lean clay with sand/silt with sand soils. For compacted sandy gravel fill, a passive lateral earth pressure of 496 psf/ft should be used. Footings should be proportioned to meet either the stated soil bearing capacity or the 2015 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately % inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footings subgrade will require over -excavation and backfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in the character of supporting soils and seasonal moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom of external footings should be 24 inches below finished grade. Crawl Space Recommendations Considering the presence of shallow cemented soils across the site, all residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. MTI recommends that roof drains carry stormwater at least 10 feet away from each residence. Grades should be at least 5 percent for a distance of 10 feet away from all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls should be placed and compacted in a controlled manner. Floor, Patio, and Garage Slab -on -Grade Uncontrolled fill was encountered in portions of the site. to a sufficient depth to expose competent, native soils. identify these materials. MTI recommends that these fill materials be excavated MTI personnel must be present during excavation to 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 nls www.mti-id.com • mti comti-id.com Copylight02018 Maedi Testing 8lnspection MATERIALS TESTING £r INSPECTION 7 August 2018 Page # 12 of 29 b181107g_geotecb ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor -supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of the maximum dry density as determined by ASTM D1557. A free -draining granular mat (drainage fill course) should be provided below slabs -on -grade. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for 3/4 -inch (Type 1) crushed aggregate. The granular mat should be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D1557. A moisture -retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture -sensitive floor coverings. The moisture -retarder should be at least 15 -mil in thickness and have a permeance of less than 0.01 US perms as determined by ASTM E96. Placement of the moisture -retarder will require special consideration with regard to effects on the slab -on -grade and should adhere to recommendations outlined in the ACI 302.1R and ASTM E1745 publications. Upon request, MTI can provide further consultation regarding installation. Recommended Pavement Sections As required by Ada County Highway District (ACHD), MTI has used a traffic index of 6 to determine the necessary pavement cross-section for the site. MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. MTI collected a sample of near - surface soils for Resistance Value (R -value) testing representative of soils to depths of 1.5 to 2.0 feet below existing ground surface. This sample, consisting of borderline lean clay with sand/silt with sand soils collected from test pit 1, yielded a R -value of 13. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils section. Results of the test are graphically depicted in the Appendix. Flexible Pavement Section The Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation (ITD) Materials Manual, was used to develop the pavement section. ACRD parameters for traffic index and substitution ratios, which were obtained from the ACRD Policy Manual, were also used in the design. A calculation sheet provided in the Appendix indicates the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement section. MTI recommends that materials used in the construction of asphaltic concrete pavements meet the requirements of the ISPWC Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recornmended in the section on Construction Considerations. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(a)mti-id.com Copyright®2076 Materials Testing 8 Inspection gig:1=1111 9 ffil 7 August 2018 Page # 13 of 29 b181107g_geotecb ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections \Gravel Equivalent 1Vlethoq l+lexiple Pavement JpeclIlcations Asphaltic Concrete 2.5 Inches Crushed Aggregate Base 4.0 Inches Structural Subbase 12.0 Inches Compacted Subgrade 12.0 Inches to 95% of ASTM D698 for Existing Fill Materials 'It will be required for MTI personnel to verify subgrade competency at the time of construction. Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase: Material complying with requirements for granular structural fill (uncrushed) as defined in ISPWC. Common Pavement Section Construction Issues The Subgrade upon which above pavement sections are to be constructed must be properly stripped, inspected, compacted (if indicated) and proof -rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber -tired, fully loaded, tandem -axle dump truck or equivalent. Verification of Subgrade competence by MTI personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipated that pavement areas will be subjected to moderate traffic. Subgrade clays and silts near and above optimum moisture contents may pump during compaction. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates, as well as compacted native subgrade soils, in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. MTI recommends that rigid concrete pavement be provided for heavy garbage receptacles. This will eliminate damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP should be 6 inches thick on a 4 -inch drainage fill course (see FIoor Slab -on -Grade section), and should be reinforced with welded wire fabric. Control joints must be on 12 -foot centers or less. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti crm .mti-id.coCopyrightm 2018 Materials Testing 8lnspecspeclion MATERIALS TESTING £s INSPECTION 7 August 2018 Page # 14 of 29 b I 81107g_geotech ❑ Environmental Services L) Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native borderline lean clay with sand/silt with sand soils or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Corn crops, brush, and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed, and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by MTI personnel, and should be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks, underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fill section. MTI should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 10,000 square feet. Dry Weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation activities during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near -optimum moisture levels. Low -cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyrightm2 Materialswww.mti-id.com • mticDmti-id.com Testing &lrspedon MATERIALS 7 August 2018 TESTI NG & Page # 15 of 29 INSPECTION b s t l07g_geotecb ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing Q Special Inspections Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with soft subgrade conditions: • Track -mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber -tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking areas. • Soft areas can be over -excavated and replaced with granular structural fill. • Construction roadways on soft subgrade soils should consist of a minimum 2 -foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6 - inch thickness of clean, 2 -inch minimum, angular drain -rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete, the exposed subgrade should be ripped or disked to a depth of 1'/z feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. MTI is available to provide recommendations and guidelines at your request. Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non -frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near -optimal conditions prior to use as structural fill. The onsite, shallow lean clay and silt soils are susceptible to frost heave during freezing temperatures. For exterior flatwork and other structural elements, adequate drainage away from subgrades is critical. Compaction and use of structural fill will also help to mitigate the potential for frost heave. Complete removal of frost susceptible soils for the frill frost depth, followed by replacement with a non -frost susceptible structural fill, can also be used to mitigate the potential for frost heave. MTI is available to provide further guidance/assistance upon request. Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System (USCS) (ASTM D2487). Use of silty soils (USCS designation of GM, SM, and ML) as structural fill may be acceptable. However, use of silty soils GM, SM, and ML) as structural fill below footings is prohibited. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under certain conditions. Therefore, these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose) and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mTesting & tiAniti-id.com Copyright®2018 g&iMaterials Inspection 7 August 2018 Page # 16 of 29 b181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing U Special Inspections Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6 -inch minus select, clean, granular soil with no more than 50 percent oversize (greater than 3/4 -inch) material and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture -conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footings for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. All fill materials must be monitored during placement and tested to confirm compaction requirements, outlined below, have been achieved. Each layer of structural fill must be compacted, as outlined below: • Below Structures and Rigid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D1557. • Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D1557 or 95 percent of the maximum dry density as determined by ASTM D698. The ASTM D1557 test method must be used for samples containing up to 40 percent oversize (greater than 3/4 - inch) particles. If material contains more than 40 percent but less than 50 percent oversize particles, compaction of fill must be confirmed by proof rolling each lift with a 10 -ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as maximum density or "break over" point. The number of required passes should be used as the requirements on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. Backfill of Walls Backfill materials must conform to the requirements of structural fill, as defined in this report. For wall heights greater than 2.5 feet, the maximum material size should not exceed 4 inches in diameter. Placing oversized material against rigid surfaces interferes with proper compaction, and can induce excessive point loads on walls. Backfill shall not commence until the wall has gained sufficient strength to resist placement and compaction forces. Further, retaining walls above 2.5 feet in height shall be backfilled in a manner that will limit the potential for damage from compaction methods and/or equipment. It is recommended that only small hand - operated compaction equipment be used for compaction of backfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyri www.mti-id.com • mti6a mti-id.com ghtO t Testingg&lmpnspecfi s on 7 August 2018 Page # 17 of 29 b181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, Section 1926, Subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of 1% feet horizontal to 1 foot vertical (1'/z:1) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short- term conditions only, and will not be stable for long-term conditions. During the subsurface exploration, test pit sidewalls generally exhibited little indication of collapse; however, sloughing of fill materials and native granular sediments from test pit sidewalls was observed, particularly after penetration of the water table. For deep excavations, native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby undermining upper soil layers. This is especially true when excavations approach depths near the water table. Care must be taken to ensure that excavations are properly backfilled in accordance with procedures outlined in this report. Groundwater Control Groundwater was not encountered during the investigation and is anticipated to be below the depth of most construction. Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff be directed away from open excavations. Silty and clayey soils may become soft and pump if subjected to excessive traffic during time of surface runoff. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. GEN] JRAL COMMENTS Based on the subsurface conditions encountered during this investigation and available information regarding the proposed development, the site is adequate for the planned construction. When plans and specifications are complete and if significant changes are made in the character or location of the proposed structure, consultation with MTI must be arranged as supplementary recommendations may be required. Suitability of subgrade soils and compaction of structural fill materials must be verified by MTI personnel prior to placement of structural elements. Additionally, monitoring and testing should be performed to verify that suitable materials are used for structural fill and that proper placement and compaction techniques are utilized. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(@rnti-id.com Copyright®2018 Materials Testing &Inspection II I 7 August 2018 Page # 18 of 29 b181107g_geotech Q Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections REFERENCES Ada Comity Highway District (ACRD) (2017). Ada County Highway District Policy Manual (August 2017). [Online] Available: <http://www.achdidaho.org/AboutACHD/PolicyManual.aspx> (2018). American Concrete Institute (ACI) (2015). Guide for Concrete Floor and Slab Construction: ACI 302.1R. Farmington Hills, MI: ACI. American Society of Civil Engineers (ASCE) (2013). Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-10, Reston, VA: ASCE. American Society for Testing and Materials (ASTM) (2013). Standard Test Method for Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregates by Washing: ASTM C117. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2014). Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTM C136. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort: ASTM D698. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort: ASTM D1557. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2013). Standard Test Methods for Resistance Value (R -Value) and Expansion Pressure of Compacted Soils: ASTM D2844. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2011). Standard Practice for Classification of Soils for Engineering_ Purposes (_Unified Soil Classification System): ASTM D2487. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2010). Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils: ASTM D4318. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2011). Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs: ASTM El 745. West Conshohocken, PA: ASTM. Desert Research Institute. Western Regional Climate Center. [Online] Available: <http://www.wrec.dri.edu/> (2018). International Building Code Council (2015). International Building Code, 2015. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2017). Idaho Standards for Public Works Construction 2017. Boise, ID: Author. Othberg, K. L. and Stanford, L. A., Idaho Geologic Society (1992). Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain Idaho. (scale 1:100,000). Boise, ID: Joslyn and Morris. U.S. Department of Labor, Occupational Safety and Health Administration. CFR 29 Part 1926, Subpart P: Safety and Health Regulations for Construction, Excavations (1986). [Online] Available: <www.osha.gov> (2018). U.S. Geological Survey (2018). National Water Information System: Web Interface. [Online] Available: <Ilttp:Hwaterdata.usgs.gov/nwis> (2018). U.S. Geological Survey. (2011). U.S. Seismic Design Maps: Web Interface. [Online] Available: <https:Hearthquake.usgs.gov/designniaps/us/application.plip> (2018). 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 aterials www.mti-id.com • mtiCa�mti-id.com Copyright®2018 Testing &InspectMaediison 7 August 2018 Page # 19 of 29 b181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections APPENDICES ACRONYM LIST AASHTO: American Association of State Highway and Transportation Officials ACHD: Ada County Highway District ACI American Concrete Institute ASCE American Society of Civil Engineers ASTM: American Society for Testing and Materials bgs: below ground surface CBR: California Bearing Ratio D: natural dry unit weight, pcf ESAL Equivalent Single Axle Load GS: grab sample IBC: International Building Code LL: Liquid Limit M: water content MSL: mean sea level N: Standard "N" penetration: blows per foot, Standard Penetration Test NP: nonplastic OSHA Occupational Safety and Health Administration PCCP: Portland Cement Concrete Pavement PERM: vapor permeability PI: Plasticity Index PID: photoionization detector PVC: polyvinyl chloride QC: cone penetrometer value, unconfined compressive strength, psi QP: Penetrometer value, unconfined compressive strength, tsf Qu: Unconfined compressive strength, tsf RMR Rock Mass Rating RQD Rock Quality Designation R -Value Resistance Value SPT: Standard Penetration Test (140:pound hammer falling 30 in. on a 2:in. split spoon) USCS: Unified Soil Classification System USDA: United States Department of Agriculture UST: underground storage tank V: vane value, ultimate shearing strength, tsf 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiAmti-id.com CopyrightO Testing & Tes2018 ting Inspection 7 August 2018 Page # 20 of 29 b 81107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL GENERAL NOTES Coarse -Grained Soils SPT Blow Counts (N) Fine -Grained Soils SPT Blow Counts (N) Very Loose: < 4 Very Soft: < 2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff: 8-15 Very Dense: >50 Very Stiff: 15-30 Hard: >30 Description Field Test Dry Absence of moisture, dusty, dry to touch Moist Damp but not visible moisture Wet Visible free water, usually soil is below water table Description Field Test Weakly Crumbles or breaks with handling or slight finger pressure Moderately Crumbles or beaks with considerable finger pressure Strongly Will not crumble or break with finger pressure PARTICLE SIZE Boulders: >12 in. Coarse -Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm Cobbles: 12 to 3 in. Medium -Grained Sand: 0.6 to 0.2 mm Clays: <0.005 min Gravel: 3 in, to 5 mm Fine -Grained Sand: 0.2 to 0.075 min Coarse -Grained Soils <50% passes No.200 sieve Gravel & Gravelly Soils <50% coarse fraction passes No.4 sieve GW Well -graded gravels; gravel/sand mixtures with little or no fines GP Poorly -graded gravels; gravel/sand mixtures with little or no fines GM Silty gravels; poorly -graded gravel/sand/silt mixtures GC Clayey gravels; poorly -graded gravel/sand/clay mixtures Sand & Sandy Soils >50% coarse fraction passes No.4 sieve SW Well -graded sands; gravelly sands with little or no fines SP Poorly -graded sands; gravelly sands with little or no fines SM Silty sands; poorly -graded sand/gravel/silt mixtures SC Clayey sands; poorly -graded sand/gravel/clay mixtures Fine Grained Soils >50% passes No.200 sieve Silts & Clays LL < 50 ML Inorganic silts; sandy, gravelly or clayey silts CL Lean clays; inorganic, gravelly,sandy' or silty' low to medium -ph OL Organic, low -plasticity clays and silts Silts & Clays LL > 50 MH Inorganic, elastic silts; sandy, gravelly or clayey elastic silts CH Fat clays; high -plasticity, inorganic clays OH Organic, medium to high -plasticity clays and silts Highly Organic Soils PT Peat, humus, hydric soils with high organic content clays 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiCa�mti-id.com Copyright®Testing g&IMaterials Inspection MATERIALS 7 August 2018 TESTI NG & Page # 21 of 29 INSPECTION b t 8 t to7g_geoteeh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -1 Date Advanced: 24 July 2018 Logged by: Maren Tanberg, E.LT Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5682310 Longitude: -116.4001800 Depth to Water Table: Not Encountered Total Depth: 11.7 Feet bgs Borderline Lean Clay with Sand/Silt with 0.0-4.5 Sand (CL/ML): Brown, dry, very stiffto hand, Bulk 1.5-2.0 3.0-4.25 A with fine-grained sand. R -Value --Organic content noted to 0. S foot b s. Silty Sand (SM): Light brown, dry, dense to 4.5-7.9 Very dense, ivith fine to coarse-grained sand. --Weak calcium carbonate cementation noted throughout. Poorly Graded Sand with Gravel (SP): Brotit n, dry, dense, with fine to coarse - 7.9 -11.7 grained sand, fine to coarse gravel, and 6 - inch -minus cobbles. --Refusal because of space constraints from LabTestID M : -LL PI SieveAnal sis (%a. assin ) .: oho #4 #10 #�� #100 #2QQ A 21.2 31 8 99 99 93 88 78.0 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 els www.mti-id.com • mtina.mti-id.com Copyright®2018 Inspection Testing 8lnspectionon y 7 August 2018 Page # 22 of 29 b181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 24 July 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5656673 Longitude: -116.3949021 Depth to Water Table: Not Encountered Total Depth: 12.0 Feet bgs GS 1 2.5-3.0 2.25-4.0 Lab.'Test ID ,. M LL PI . Sieve�.Anal ss °/4 assin ; .:.. . , #10 44D #1A0;:#20b B 15.0 NP NP 86 82 71 60 48.7 2791 S Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiCWi-id.com Copyright®Testing & Tes2018 ting inspection Silt Fill (ML -FILL): Broivn, dry, soft, ivith 0.0-0.7 fine to coarse-grained sand' --Fill contained nianure and hay mixture. Borderline Lean Clay with Sand/Silt with 0.7-2.0 Sand (CL/ML): Brown, dry, very stiff, with fine-grained sand. 2.0-4.8 Silty Sand (SM): Light brown, dry, dense, ivith fine to coarse-grained sand. Poorly Graded Gravel with Sand (GP): Light 4.8-8.3 brown, dry, medium dense, with fine to coarse-grained sand, fine to coarse gravel, and 10-inch-minits cobbles. Poorly Graded Sand (SP): Light brown, dry, 8.3-10.5 loose to medium dense, with fine to coarse- grained sand. Poorly Graded Gravel with Sand (GP): Light brown, dry, loose to medium dense, ivith fine 10.5-12.0 to coarse-grained sand, fine to coarse gravel, and 10 -inch -minus cobbles. --Refitsal because of caving ivalls. GS 1 2.5-3.0 2.25-4.0 Lab.'Test ID ,. M LL PI . Sieve�.Anal ss °/4 assin ; .:.. . , #10 44D #1A0;:#20b B 15.0 NP NP 86 82 71 60 48.7 2791 S Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiCWi-id.com Copyright®Testing & Tes2018 ting inspection 7 August 2018 Page # 23 of 29 b181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -3 Date Advanced: 24 July 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5645295 Depth to Water Table: Not Encountered Borderline Lean Clay with Sand/Silt with 0.0-3.0 Sand (CL/ML): Light broivn to broi m, dry, hard, with fine-grained sand. --Organic content noted to L4 feet bgs. Poorly Graded Gravel with Sand (GP): Light brollm, dry, loose to very dense, ivith fine to coarse-grained sand, fine to coarse gravel, 3.0-12.5 and 12 -inch -minus cobbles. --Strong calcium carbonate cementation noted fi°otn 3.0 to 5.4 feet bgs. --Refttsal because of caving ivalls. Longitude: -116.3943787 Total Depth: 12.5 Feet bgs 4.5+ 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 als www.mti-id.com • mti(o)mti-id.com Copyight©g&Inspect2018 ion Testing 8lnspecfion wi-ft m g r 7 August 2018 Page # 24 of 29 b181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing U Special Inspections GEOTECHNICAL INVESTIGATION HAND BORING LOGS Hand Boring Log #: HB -1 Date Advanced: 26 July 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: MTI Personnel/Hand Auger Location: See Site Map Plates Latitude: 43.5662946 Longitude: -116.3976601 Depth to Water Table: Perched Water at 2.7 feet bgs Total Depth: 3.0 Feet bgs Borderline Lean Clay with Sand/Silt with Sand (CL/ML): Broi m to light broram, dry to saturated, stiff to hard, rl,ith fine-grained sand. 0.0-3.0 --Calcium carbonate cementation noted from 2.5 to 3.0 feet bgs. --Water noted at 2.7 feet bgs; likely perched f tom nearby irrigation. --Refusal on calcimn carbonate cementation. Hand Boring Log #: HB -2 Date Advanced: 26 July 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: MTI Personnel/Hand Auger Location: See Site Map Plates Latitude: 43.5647430 Longitude: -116.3979246 Depth to Water Table: Not Encountered Total Depth: 2.0 Feet bgs Borderline Lean Clay with Sand/Silt with 0.0-2.0 Sand (CL/ML): Broom, dry, stiffto hard, with fine to coarse-grained sand. --Refusal on calcium carbonate cementation. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 aterials www.mti-id.com • mti(o)mti-id.com Copyright®2018 Testing &Inspeedosspection 7 August 2018 Page # 25 of 29 U181107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION HAND BORING LOGS Hand Boring Log #: HB -3 Date Advanced: 26 July 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: MTI Personnel/Hand Auger Location: See Site Map Plates Latitude: 43.5667722 Depth to Water Table: Not Encountered Borderline Lean Clay with Sand/Silt with 0.0-1.8 Sand (CL/ML): Broivn, dry, stiffto hard, ti-vith fine to coarse-grained sand --Refusal on calcium carbonate cementation. Longitude: -116.3978716 Total Depth: 1.8 Feet bgs Hand Boring Log #: HB -4 Date Advanced: 26 July 2018 Logged by: Maren Tanberg, E.I.T. Excavated by: MTI Personnel/Hand Auger Location: See Site Map Plates Latitude: 43. 5681236 Longitude: -116.3944609 Depth to Water Table: Perched Water at 4.0 feet bgs Total Depth: 5.0 Feet bgs Borderline Lean Clay with Sand/Silt with 0.0-4.2 Sand (CL/ML): Broivn, diy to moist, stiff to very stiff, with fine-grained sand. Silty Sand with Gravel (SM): Brown, saturated, dense, ivith fine to coarse-grained 4.2-5.0 sand and fine gavel. --Water Doted at 4.0 feet bgs; likely perched fi°om nearby irrigation. --Refusal on gravel. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(a,mti-id.com Copyright®2078 Materials Testing &Inspection 7 August 2018 Page # 26 of 29 b I 81107g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing U Special Inspections GRAVEL EQUIVALENT METHOD — PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Stapleton Subdivision, Truck Access Average Daily Traffic Count: All Lanes & Both Directions Design Life: 20 Years Traffic Index: 6.00 Climate Factor: I R -Value of Subgrade: 13.00 Subgrade CBR Value: 6 Subgrade Mr: 9,000 R -Value of Aggregate Base: 80 R -Value of Granular Borrow: 60 Subgrade R -Value: 13 rxpansion Pressure of Subgrade: 0.38 Unit Weight of Base Materials: 130 Total Design Life 18 kip ESAL's: 33,131 ASPHALTIC CONCR 1E— Gravel Equivalent, Calculated: 0.384 Thickness: 0.1969231 Use=2.5 ! Inches Gravel Equivalent, ACTUAL: 0.41 CRUSHED AGGREGATE BASE: 1.95 Gravel Equivalent (Ballast): 0.768 Thickness: 0.329 Use=' 4 Inches Gravel Equivalent, ACTUAL: 0.773 SUBBASE: 4.00 Gravel Equivalent (Ballast): 1.670 Thickness: 0.897 Use= 12 Inches Gravel Equivalent, ACTUAL: 1.773 TOTAL Thickness: 1.542 Thickness Required by Exp. Pressure: 0.421 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti a,mti-id.com Copyright0 Testingg&i2018 Materials . 8 Inspection Design ACHD Depth Substitution Inches Ratios Asphaltic Concrete (at least 2.5): 2.50 1.95 Asphalt Treated Base (at least 4.2): 0.00 Cement Treated Base (at least 4.2): 0.00 Crushed Aggregate Base (at least 4.2): 4.00 1.10 Subbase (at least 4.2): 12.00 1.00 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti a,mti-id.com Copyright0 Testingg&i2018 Materials . 8 Inspection MATERIALS TESTI NG & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testi R -VALUE TEST DATA 7 August 2018 Page # 27 of 29 b181107g geotech ❑ Special Inspections Source and Description: TP -1: 1.5'-2.0', Borderline Lean Clay with Sand/Silt with Sand Date Obtained: 24 July 2018 Sample ID: 18-7644 Sampling and Pre aration. ASTM D75: AASHTO T2: X ASTM D421: AASHTO T87: X Test Standard: ASTM D2844: AASHTO T190: Exudation Pressure (psi) Idaho T8: X Sample A B C Dry Density (lb/ft3) 96.1 92.9 91.4 Moisture Content (%) 23.1 23.8 24.9 Expansion Pressure (psi) 1.50 0.60 0.15 Exudation Pressure (psi) 394 302 103 R -Value 1 16 15 11 R -Value @ 200 psi Exudation Pressure = 13 . • �■■■ilii•�.��1■■■■■■■■1�■i■■■■■■■■■■■■ 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 als www.mti-id.com • mti aamti-id.com Copyright®2018 speMaton Testing & Inspecfion Vicinity Map Plate 1 MAP NOTES: • Delorme Street Atlas to Scale 3 ai r- _ i� .. 46 30 ° , d0,•Not 55 30 --a .• _ a E OVERLAND RD � r �"" p to �• "�� n v ' w�S.� s 4` LEGEND ¢ = El a otic rn #? Approximate Site Location L L �--• 2 ^! i 1 1,=�r'F j rte° E VICTORY RD '% .-., P n ' 1' `s rt1 5 _. r p n Site Locatio 9� z _, Zt r m N �y " -... in _ � m O N ,�.... .... 69 1" C � _ ,n_ r0� A O- r- Stai3leton Subdivision 4436 South Meridian Road Meridian, ID Modified from Delorme by: MJT a 30 July 2018 m Drawing:B181107g "I . COLUMBIA RD' a 1 ` MATERIALS ID TESTING & _ o �N z �_ INSPECTION �^ 2191 S. Victory Yew Way Phone: 2083764748 Boise, ID 83709-2835 Fax: 208322-6515 E-mafl: m8@m8-id.00m Site Map Plate 2 NOTES: Residential Area • Not to Scale HARRIS STREET i i RUMPLE LANE TP ----------------------------------------- ----- — -1 '----- HB4 ----------- LEGEND Approximate Site Boundary Approximate MTI Test Pit Location i Approximate MTI Hand Boring Location HB- Existing Structures M HB -1 o D X a o� N TP -2 i i Sta leton Subdivision 4435 South Meridian Road � Meridian, ID Drawn by: MJT Hg_ 27July 2018 ® Drawing: B181107g MATERIALS p TESTING & t INSPECTION i 27915. Victory View Way Phone: 2083764748 Boise, ID 83709-2835 Fax: 208 322.8515 E-mail: m0@m94d.com IandproDATA I a n d p ro DATA P D F Apr 05, 2018 - IandproDATA.com The materials available at this website are for informational Scale: 1 inch approx 400 feet purposes only and do not constitute a legal document. Laren Bailey From: Christy Little <Clittle@achdidaho.org> Sent: Friday, August 10, 2018 11:03 AM To: Laren Bailey Subject: RE: Stapleton Traffic Analysis There is no form. I've got it entered in Trakit under Stapleton. It's a $250 review fee. ($500 for regular TIS) You ca pay it next time you're in ... it's not holding anything up. Christy From: Laren Bailey [mailto:laren@congergroup.com] Sent: Friday, August 10, 2018 10:53 AM To: Christy Little Subject: Stapleton Traffic Analysis Christy, After our discuss ion about the traffic analysis for the Stapleton Project you had indicated that we would need to submit the report for review. What form do I need to use? Thank you Laren M. Bailey, MCRP, PMP DevCo, LLC Ph: (208) 336-5355 Cell: (208) 899-1155 laren@congergroup.com 1 \DAHp * *� Your Safety a Your Mobility Your Economic Opportunity �9larION `p August 31, 2018 Laren Bailey Devco, LLC 4824 West Fairview Avenue Boise, ID 83706 VIA EMAIL IDAHO TRANSPORTATION DEPARTMENT P.O. Box 8028 • Boise, ID 83707-2028 (208) 334-8300 • itd.idaho.gov Project Name STAPLETON SUBDIVISION Project Location Southwest corner of SH -69 and Harris Sheet Project Description A 36 acre parcel; approximately 200 residences RE: Stapleton Subdivision Dear Mr. Bailey, The Idaho Transportation Department (ITD) wanted to thank you for meeting with us on August 7, 2018 to discuss the proposed Stapleton Subdivision. Based on the information you provided at that meeting ITD has the following comments: 1.) The development is proposing a single direct access to SH -69 approximately 1,400ft south of the intersection of Harris Street and SH -69. This access location meets IDAPA minimum spacing requirement for driveway distance downstream from a public road intersection. 2.) ITD's understanding is the development will be phased. Phase 1 will include approximately 50 residences and take access only from SH -69. Phase 2 will include the remaining residences with additional access onto Harris Street. 3.) ITD will require a Traffic Impact Study (TIS) for the intersection of Harris Street / SH -69 and the development's direct access point to SH -69. The TIS needs to include analysis for the two phases. The first phase for development using only the SH -69 access point; the second phase at full build -out. 4.) The development is proposing to signalize the intersection of Harris Street and SH -69. Per IDAPA 39.03.42 SH -69 is a Regional Route and the development is situated in a transitional area. ITD does not currently have a \DANA * * Your Safety • Your Mobility IDAHO TRANSPORTATION DEPARTMENT 9 z P.O. Box 8028 • Boise, ID 83707-2028 vyN� Qti= Your Economic Opportunity (208) 334-8300 • itd.idaho.gov p9lAT1pN �eP corridor plan for the SH -69 corridor and therefore IDAPA identifies minimum signal spacing to be at the one-half mile. The proposed signalization is in alignment with IDAPA regulations. The TIS will need to include a signal warrant. If a signal is warranted, ITD would permit it as temporary until such time that a SH -69 corridor plan is completed with results showing whether a signal at the intersection of Harris and SH -69 is the desired permanent intersection treatment. If an alternative intersection treatment is identified in the corridor study, the signal may remain until that intersection treatment is funded and constructed. ITD does not currently have a funded corridor study. If you have any other questions or concerns, please contact me at erika.bowen@itd.idaho.gov or (208) 265-4312, extension #7. Sincerely, (f,j, -7� 1�,, Erika Bowen District Traffic Technical Engineer 1�1 HAWKINS � COMPANIES COM M ERC I A L D EVELOPERS October 8, 2018 TO: Mayor de Weerd and City Council of Meridian RE: Direct Access from Meridian Road In 2010, the Meridian City Council approved an annexation and zoning request (AZ -08-005) for a 73 acre mixed-use development. Original plans included residential, office and retail uses to be located on the property. In 2011, Council approved a 2 -year extension for the signing of the development agreement, so that Hawkins Companies could continue negotiations with ITD to secure access to the site from Meridian Road. In February of 2012, ITD issued a letter securing three (3) access points from Meridian Road: • A single right-in/right-out intersection on SH -69 approximately 660 -ft south of the Harris Street intersection; • A single right-in/right-out/left-in intersection on SH -69 approximately 1,320—ft. north of the Amity intersection; and, A single right-in/right-out intersection on SH -69 approximately 660 -ft. north of the Amity intersection. Hawkins Companies then submitted variance application VAR -12-001 to the city of Meridian to vary from the Uniform Development Code to allow access to Meridian Road. On May 8, 2012, Meridian City Council approved that variance to allow the three (3) access points to SH -69.. DevCo has entered into a Purchase and Sale Agreement to purchase approximately 35.7 acres of land from Hawkins Companies, with the intent of creating 228 residential lots. The original land use approval considered a mix of residential, office and retail uses, all parties recognize this is an overall reduction of intensity that was envisioned for this property. As such, DevCo has generated a site plan that eliminates the first access point described above (Right-in/Right-Out located 660 -ft. south of Harris Street). DevCo feels strongly that their residential subdivision will operate successfully and safely using Harris Street and the proposed % mile access (Right-In/Right-out/Left In) mentioned above. Hawkins Companies still intends to develop the balance of the property with an intense mix of office and retail uses. The shared access point with the Stapleton Subdivision is crucial for this property to be developed as a Regional, Mixed -Use center, as identified in the city of Meridian Comprehensive Plan. Hawkins Companies, and the mixed-use component of this development cannot be successful without this access point. Therefore, Hawkins Companies supports the Stapleton Subdivision annexation and zoning request, along with the subsequent relinquishment of that access point located 660 feet south of Harris Road. Respectfully submi to , Brandon Whallon, AICP Hawkins Companies El S