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PZ - Geotech Report T j r �! L-y� } _s i i � f GEOTECHNICAL INVESTIGATION EAGLE VIEW LANDING APARTMENTS Rolling Hills Drive Meridian, ID PREPARED FOR: Mr. Kameron Nauahi Brighton Development 2929 West Navigator Drive, Suite 400 Meridian, ID 83642 PREPARED BY: Atlas Technical Consultants, LLC April 8, 2021 2791 South Victory View Way B210684g Boise, ID 83709 �r T I �1 2791 South Victory View Way Boise, ID 83709 (208)376-4748 1 oneatlas.com April 8, 2021 Atlas No. B210684g Mr. Kameron Nauahi Brighton Development 2929 West Navigator Drive, Suite 400 Meridian, ID 83642 Subject: Geotechnical Investigation Eagle View Landing Apartments Rolling Hills Drive Meridian, ID Dear Mr. Nauahi: In compliance with your instructions, Atlas has conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on March 25, 2021. 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. Atlas would be pleased to continue our role as geotechnical engineers during project implementation. If you have any questions, please call us at (208) 376-4748. Respectfully submitted, 0-rvr� Gavin Marron, El Elizabeth Brown, PE Staff Engineer Geotechnical Services Manager Jacob Schlador, PE Geotechnical Engineer Page 1 MIN I CONTENTS 1. INTRODUCTION ...................................................................................................................1 1.1 Project Description........................................................................................................1 1.2 Authorization.................................................................................................................1 1.3 Scope of Investigation...................................................................................................1 2. SITE DESCRIPTION .............................................................................................................2 2.1 Site Access...................................................................................................................2 2.2 Regional Geology .........................................................................................................2 2.3 General Site Characteristics.........................................................................................2 2.4 Regional Site Climatology and Geochemistry...............................................................3 3. SEISMIC SITE EVALUATION...............................................................................................3 3.1 Geoseismic Setting.......................................................................................................3 3.2 Seismic Design Parameter Values ...............................................................................3 4. SOILS EXPLORATION .........................................................................................................4 4.1 Exploration and Sampling Procedures..........................................................................4 4.2 Laboratory Testing Program .........................................................................................5 4.3 Soil and Sediment Profile..............................................................................................5 4.4 Volatile Organic Scan ...................................................................................................6 5. SITE HYDROLOGY...............................................................................................................6 5.1 Groundwater.................................................................................................................6 5.2 Soil Infiltration Rates.....................................................................................................7 6. LATERAL EARTH PRESSURES..........................................................................................7 6.1 Retaining Wall Backfill Materials...................................................................................8 6.2 Retaining Wall Drainage...............................................................................................9 7. FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS...........................10 7.1 Foundation Design Recommendations.......................................................................10 7.2 Floor Slab-on-Grade ...................................................................................................11 8. PAVEMENT DISCUSSION AND RECOMMENDATIONS ..................................................12 8.1 Private Roadway Flexible Pavement Sections ...........................................................12 8.2 Public Roadway Flexible Pavement Section...............................................................13 8.3 Pavement Subgrade Preparation................................................................................14 8.4 Common Pavement Section Construction Issues.......................................................14 9. CONSTRUCTION CONSIDERATIONS ..............................................................................15 9.1 Earthwork....................................................................................................................15 9.2 Dry Weather................................................................................................................16 9.3 Wet Weather...............................................................................................................16 9.4 Soft Subgrade Soils....................................................................................................16 9.5 Frozen Subgrade Soils ...............................................................................................17 Atlas No. B210684g Page I i Copyright©2021 Atlas Technical Consultants �TrT�'7T�1 MIN I 9.6 Structural Fill...............................................................................................................17 9.7 Backfill of Walls...........................................................................................................18 9.8 Excavations.................................................................................................................19 9.9 Groundwater Control...................................................................................................19 10. GENERAL COMMENTS ...................................................................................................19 11. REFERENCES ..................................................................................................................20 TABLES Table 1 — Seismic Design Values .................................................................................................4 Table 2 — Groundwater Data.........................................................................................................6 Table 3 — Lateral Earth Pressure Values for Native Soil...............................................................8 Table 4 — Lateral Earth Pressure Values for Fill Materials............................................................9 Table 5 — Soil Bearing Capacity..................................................................................................10 Table 6 —AASHTO Flexible Pavement Specifications ............................................................... 13 Table 7 — Gravel Equivalent Method Flexible Pavement Specifications..................................... 13 APPENDICES Appendix I Warranty and Limiting Conditions Appendix II Vicinity Map Appendix III Site Map Appendix IV Geotechnical Investigation Test Pit Log Appendix V Geotechnical General Notes Appendix VI AASHTO Pavement Design Appendix VII Gravel Equivalent Method Pavement Design Appendix VIII R-value Laboratory Test Data Appendix IX Important Information About This Geotechnical Engineering Report Atlas No. B210684g Page i ii Copyright©2021 Atlas Technical Consultants �Y � 1. INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2018 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 structures 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. 1.1 Project Description The proposed development is in the southeastern portion of the City of Meridian, Ada County, ID, and occupies a portion of the NE'/4SW'/4 and NW'/4SE'/4 of Section 16, Township 3 North, Range 1 East, Boise Meridian. This project is expected to consist of four 4-story apartment structures and an office/fitness/pool structure. Total settlements are limited to 1 inch. Loads of up to 5,000 pounds per lineal foot for wall footings, and column loads of up to 150,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Atlas has not been informed of the proposed grading plan. 1.2 Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Kameron Nauahi of Brighton Development to Clinton Wyllie of Atlas Technical Consultants (Atlas), on March 11, 2021. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Brighton Development and Atlas. Our scope of services for the proposed development has been provided in our proposal dated March 11, 2021 and repeated below. 1.3 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. Atlas No. B210684g Page 11 Copyright©2021 Atlas Technical Consultants �Y � 2. SITE DESCRIPTION 2.1 Site Access Access to the site may be gained via Interstate 84 to the Eagle Road exit. Proceed south on Eagle Road approximately 0.8 mile to its intersection with Overland Road. From this intersection, proceed east on Overland Road 0.57 mile to Rolling Hills Drive. Continue north on Rolling Hills Drive 0.30 mile to the project site. The site occupies the east and west sides of Rolling Hills Drive. The location is depicted on site maps included in the Appendix. 2.2 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 Sunrise Terrace" as mapped by Othberg and Stanford (1993). The Sunrise terrace is the third terrace above the modern Boise River in the eastern Boise Valley, composed of sandy pebble and cobble gravel, and is about 115 feet above river level. Quaternary faulting has probably truncated and tilted this terrace along with older surfaces. The surface of this deposit is mantled with 3-7 feet of loess containing a weakly to moderately developed duripan. Based on stratigraphic correlation the Sunrise terrace may be correlative with the Wilder terrace further to the west. 2.3 General Site Characteristics The site to be developed is approximately 12.0 acres in size. The site consists of an undeveloped portion of land. During a review of historical photography, a number of residential structures were present in the central portion of the site as recently as 2020. However, these residential structures have since been demolished. The Ridenbaugh Canal runs north to south along the eastern property boundary. Rolling Hills Drive runs through the central portion of the site. The remainder of the site consists of agricultural land. Along the southern and eastern property boundaries, existing residential developments are in place. To the west agricultural land and undeveloped land is present. Vegetation on the site consists of agricultural crops, bunchgrass, and other native weeds and grasses. The site is relatively flat and level. However, a slight drop in elevation occurs from east to west. Additionally, slopes along the canal banks range from roughly 2 feet horizontal to 1 foot vertical (2:1). Atlas No. B210684g Page 12 Copyright©2021 Atlas Technical Consultants MEN I Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. The site is situated so that it is unlikely that it will receive any drainage from off-site sources. Stormwater drainage collection and retention systems are not in place on the project site and were not noted within the vicinity of the project site. 2.4 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 95°F, with daily extremes ranging from roughly -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. 3. SEISMIC SITE EVALUATION 3.1 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 7-16. 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. 3.2 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 0.199 is appropriate for the project site based on a Site Class D. The following section provides an assessment of the earthquake-induced earthquake loads for the site based on the Risk-Targeted Maximum Considered Earthquake (MCER). The MCER spectral response acceleration for short periods, Sms, and at 1-second period, SM1, are adjusted for site class effects as required by the 2018 IBC. Design spectral response acceleration parameters as presented in the 2018 IBC are defined as a 5% damped design spectral response acceleration at short periods, SDs, and at 1-second period, SD1• Atlas No. B210684g Page 13 Copyright©2021 Atlas Technical Consultants MEN I 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). Table 1 — Seismic Design Values Seismic Design Parameter Design Value Site Class D "Stiff Soil' Ss 0.292 (g) S, 0.106 (g) Fa 1.567 Fv 2.388 Sens 0.457 SM, 0.253 Sos 0.305 Sol 0.169 4. SOILS EXPLORATION 4.1 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. Test pit locations were selected by Mr. Kameron Nauahi of Brighton Development and provided to Atlas via a map and staked in the field. Actual test pit 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 was backfilled with loose excavated materials. Re-excavation and compaction of these 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 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. Atlas recommends that these logs not be used to estimate fill material quantities. Atlas No. B210684g Page 14 Copyright©2021 Atlas Technical Consultants MIN I 4.2 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 analysis of 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 in the Appendix. The laboratory testing program for this report included: Atterberg Limits Testing — ASTM D4318, Grain Size Analysis — ASTM C117/C136, and Resistance Value (R-value) and Expansion Pressure of Compacted Soils — Idaho T-8. 'oil 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. At ground surface in test pit 5 were clayey gravel with sand fill materials. These materials were dark brown, slightly moist, and medium dense. Fine to coarse-grained sand, fine to coarse gravel and 8-inch-minus cobbles were present throughout. Construction debris was encountered throughout these fill materials. At ground surface throughout the site and underlying the surficial fills in test pit 5 were fat clay soils and lean clay with sand soils. These soils were dark brown to light brown, dry to moist, and soft to hard. Fine to medium-grained sand was present throughout. Organic materials were measured to depths of roughly 1.2 feet, and disturbed materials as a result of plowing activities, usually reach a depth of 0.9 foot, if present. Underlying the clayey soils were typically sandy silt soils. These sandy silt soils were brown to light brown and dry to slightly moist. Consistencies commonly ranged from stiff to hard, with many of these firmer soil horizons containing varying degrees of calcium carbonate cementation (hardpan). Fine to medium-grained sand was present in portions of these horizons. At depth, throughout the site were poorly graded gravel sediments with varying amounts of silt content. Poorly graded gravels were light brown to gray brown, dry to slightly moist, and dense to very dense, with moderate cementation in the upper portion of these horizons. Fine to coarse-grained sand, fine to coarse gravel, and 8-inch minus cobbles were noted throughout. Competency of test pit sidewalls varied little across the site. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Atlas No. B210684g Page 15 Copyright©2021 Atlas Technical Consultants MIN I 4.4 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. 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. 5.1 Groundwater During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of 16.1 feet bgs. Soil moistures in the test pits were generally dry to moist throughout. In the vicinity of the project site, groundwater levels are controlled in large part by residential and commercial irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. Atlas has previously performed 8 geotechnical investigations within 0.50 mile of the project site. Information from these investigations has been provided in the table below. Table 2 — Groundwater Data January 2020 0.10 West Not Encountered to 36.3 January 2016 0.20 North Not Encountered to 9.6 September 2017 0.25 North Not Encountered to 16.1 September 2017' 0.36 Southwest 19.2 to 20.2 November 2017' 0.42 Southwest 16.1 December 2018 0.31 West Not Encountered to 16.3 December 2017' 0.47 Southwest 17.5 to 17.9 February 2016 0.33 South Not Encountered to 14.9 1.The test pits/borings where groundwater was encountered were adjacent to Fivemile and Eightmile Creeks. These creeks are located roughly 0.45 mile to the southwest of the project site. For construction purposes, groundwater depth can be assumed to remain greater than 20 feet bgs throughout the year. It should be noted that groundwater depths may be shallower near the vicinity Ridenbaugh Canal. Since this is an estimated depth and seasonal groundwater levels fluctuate, actual levels should be confirmed by periodic groundwater data collected from piezometers installed in test pits 1, 7, and 8. If desired, Atlas is available to perform this monitoring. Atlas No. B210684g Page 16 Copyright©2021 Atlas Technical Consultants �Y � 5.2 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, lean clay and fat clay 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; though calcium carbonate cementation may reduce this value to near zero. Poorly graded gravel with silt and sand typically exhibit infiltration values of 4 to 8 inches per hour and poorly graded gravel with sand sediments typically exhibit infiltration values in excess of 12 inches per hour; though calcium carbonate cementation may reduce this value to near zero. Due to the variability of soil types encountered throughout the site, Atlas recommends that infiltration testing be performed once the infiltration facility locations have been determined. However, for preliminary design purposes, an infiltration rate of 2 inches per hour can be assumed. 6. LATERAL EARTH PRESSURES Retaining, below-grade, or basement walls will be subject to lateral earth pressures. The magnitude of earth pressure is a function of both type and compaction of backfill behind walls within the "active" zone, and allowable rotation of the top of the wall. The active zone is defined as the wedge of soil between the surface of the wall and a plane inclined 31 degrees from vertical passing through the base of the wall. All clayey soils must be completely removed from within the active zone. The following recommendations should be used when dealing with lateral earth pressures on a gravity block: 1) a sliding frictional coefficient of 0.35 is appropriate considering native sandy silt soils, and 2) a sliding frictional coefficient of 0.45 is appropriate considering granular structural fill under typical conditions. A state of plastic equilibrium is when the subject material is considered to be 1) homogeneous and unbounded and 2) at the point of incipient instability. This state is evaluated on the basis of unit weight, mechanical properties, and the definition of instability. For the purpose of this report, it is assumed that native relatively free draining soils and imported granular fill material will be the materials of concern regarding lateral earth pressures. If other materials are considered for use, Atlas must be contacted to provide alternate lateral earth pressure information. Furthermore, changes in natural soil moisture, such as can be imposed by site stormwater systems, can change the values listed below. Atlas No. B210684g Page 17 Copyright©2021 Atlas Technical Consultants Below-grade restrained walls, such as basement walls, should be designed based on at-rest pressures. Active pressures are appropriate under conditions where the wall moves or rotates away from the soil mass at failure. Passive pressures are used for conditions where the wall moves toward the soil mass at failure. Rotation, or lateral movement, of the top of the wall equal to 0.002 times the height of the wall will be necessary for on-site soil backfill to achieve an "active" loading condition. Lateral movement of the top of the wall equal to 0.001 times the height of the wall will be necessary for the "active" pressure condition for imported granular structural backfill. 6.1 Retaining Wall Backfill Materials For lateral earth pressure analysis, Atlas anticipates that the soils of interest will be the onsite native sandy silt soils. Clayey soils are not suitable for use as backfill on the soil side of walls. Seismic lateral earth pressures have also been provided in the following tables, and were calculated per the Whitman method. For sandy silt soils,the following values are applicable under non-surcharged, drained conditions. Table 3 — Lateral Earth Pressure Values for Native Soil Soil Type: Sandy Silt Internal Friction Angle: 28 ° Dry Unit Weight: 105 pcf Cohesion: 200 psf Bouyant Unit Weight: 68 pcf Natural Void Ratio: 0.7 Natural Moisture: 15 % Ground Acceleration2: 0.199 Backfill Slope: 0 ° At rest lateral earth pressure: 64 pcf Ko= 0.53 Active lateral earth pressure: 44 pcf' Ka= 0.36 Passive lateral earth pressure: 334 pcf' Kp= 2.77 Seismic active lateral earth pressure: 62 pcf' Kae= 0.51 Seismic passive lateral earth pressure: 268 pcf' K e= 2.22 'Lateral earth pressure values are in pounds per square foot,per foot of wall(psf/ft). Alternately,the values presented may also be considered as equivalent fluid with units of pounds per cubic foot(pcf). 2Ground acceleration obtained from the USGS Seismic Design Maps. Imported, compacted, structural material, which is must be used to backfill the soil side of walls, must demonstrate the following characteristics: Atlas No. 13210684g Page 18 Copyright©2021 Atlas Technical Consultants �Y � Table 4— Lateral Earth Pressure Values for Fill Materials Soil Type: Compacted Sandy Gravel Fill Internal Friction Angle: 35 ° Dry Unit Weight: 128 pcf Cohesion: N/A Bouyant Unit Weight: 83 pcf Natural Void Ratio: 0.4 Natural Moisture: 5 % Ground Acceleration2: 0.199 Backfill Slope: 0 ° At rest lateral earth pressure: 57 pcf Ko= 0.43 Active lateral earth pressure: 36 pcf' Ka= 0.27 Passive lateral earth pressure: 496 pcf' Kp= 3.69 Seismic active lateral earth pressure: 56 pcf' Kae= 0.42 Seismic passive lateral earth pressure: 397 pcf' K e= 2.96 'Lateral earth pressure values are in pounds per square foot,per foot of wall(psf/ft). Alternately,the values presented may also be considered as equivalent fluid with units of pounds per cubic foot(pcf). 2Ground acceleration obtained from the USGS Seismic Design Maps. Please note that the values for seismic lateral earth pressures are calculated using both the static and seismic coefficients. The effect of seismic conditions alone is the difference between the static and seismic lateral earth pressures presented above. Also, the expected pressure diagram is considered to be an inverted triangular force, with the maximum force at the ground surface. In the case that another material is used for backfill, Atlas should be consulted for alternate lateral earth pressure values. Granular structural fill should consist of 4-inch-minus select, clean, granular soil with no more than 30 percent oversize (greater than 3/4-inch) material and no more than 5 percent non-plastic fines (passing the No. 200 sieve). Retaining wall and basement backfill must be placed in accordance with recommendations in the Structural Fill section of this report and must be properly compacted and tested. Lateral earth pressure values do not incorporate specific factors of safety, and are only applicable for non-surcharged, drained conditions. Factors of safety, if applicable, should be integrated into the structural design of the wall. The preceding values are presented for idealized conditions relating to simple shallow structures. For complex structures, deep structures, or structures with significant perimeter landscaping, a soils engineer should be retained as part of the design team in developing appropriate project design parameters and construction specifications. 6.2 Retaining Wall Drainage Atlas recommends that a drainage system be incorporated into the retained soil mass. This can be accomplished by installing wall and toe drains as a part of each soil-supporting wall system. In areas where there is potential for significantly high soil moistures within the supported soil mass, installation of drains within the soil mass is recommended. Particular consideration of roof drain effluent and irrigation water must be made. Further, these drainage systems must be separate from other retaining wall/foundation systems. If the granular structural fill option to reduce lateral pressures is used, a compacted low permeability soil cap is recommended within the upper 2 feet of the surface to limit surface water infiltration behind the walls. Atlas No. 13210684g Page 19 Copyright©2021 Atlas Technical Consultants MIN I 7. FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed structures. 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 structures 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. 7.1 Foundation Design Recommendations Based on data obtained from the site and test results from various laboratory tests performed, Atlas recommends the following guidelines for the net allowable soil bearing capacity: Table 5—Soil Bearing Capacity Footing Depth ASTM D1557 Net Allowable Soil Subgrade Compaction Bearing Capacity Footings must bear on competent, undisturbed, native sandy silt soils or compacted structural fill. Not Required for Native Existing lean clay with sand soils, fat clay soils, and Soil fill materials must be completely removed from 2,000Ibs/ft2 below foundation elements.' Excavation depths 95%for Structural Fill ranging from roughly 1.2 to 3.3 feet bgs should be anticipated to expose proper bearing soils.2 'It will be required for Atlas personnel to verify the bearing soil suitability for each structure at the time of construction. 2Depending 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 may be required. Footings should be proportioned to meet either the stated soil bearing capacity or the 2018 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately '/z 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, Atlas recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom of external footings should be 30 inches below finished grade. Atlas No. B210684g Page110 Copyright©2021 Atlas Technical Consultants �Y � 7.2 Floor Slab-on-Grade For raft or mat slabs bearing on native sandy silt soils, a modulus of subgrade reaction, k value, of 120 pounds per cubic inch (pci) may be used for the slab design based on correlation to values typically resulting from a 1 foot by 1 foot plate load test. Additionally, for raft or mat slabs bearing on at least 12 inches of compacted structural fill material, a k value of 200 pci may be used. However, depending on how the slab load is applied, the value will need to be geometrically modified. The values should be adjusted for larger areas using the following expression: Modulus of Subgrade Reaction: ks = k B+1 Z ( 2B ) where: ks = coefficient of vertical subgrade reaction for loaded area, k= coefficient of vertical subgrade reaction for a 1 square foot area, and B = effective width of area loaded, in feet. Uncontrolled fill, which contained debris, and plow zones were encountered through portions of the site. Atlas recommends that these fill materials and plow zones be removed to a depth of at least 1 foot below existing grade. If fill materials and/or plow zones remain after excavation, the exposed subgrade must be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557. However, any fill materials containing debris must be removed from slab-on-grade elements. The excavated fill materials can be replaced in accordance with the Structural Fill section provided that all organic material and/or debris is completely removed. Once final grades have been determined, Atlas is available to provide additional recommendations. Native clay soils are moderately plastic and will be susceptible to shrink/swell movements associated with moisture changes. The clay soils, if exposed, should be scarified to a depth of 6 inches and compacted between 92 to 98 percent of the maximum dry density as determined by ASTM D698. The moisture content should be within 2 percent of optimum. Structural fill should be placed as soon as possible after compaction of clay soils in order to limit moisture loss within the upper clays. Ground surfaces should be sloped away from structures at a minimum of 5 percent for a distance of 10 feet to provide positive drainage of surface water away from buildings. Grading must be provided and maintained following construction. 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. Atlas No. B210684g Page 111 Copyright©2021 Atlas Technical Consultants A free-draining granular mat should be provided below slabs-on-grade to provide drainage and a uniform and stable bearing surface. 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 302.1 R and ASTM E1745 publications. Upon request, Atlas can provide further consultation regarding installation. 8. PAVEMENT DISCUSSION AND RECOMMENDATIONS Atlas has made assumptions for traffic loading variables based on the character of the proposed construction. For public roadways, Atlas has used a traffic index of 6 to determine the necessary pavement cross-section for the site. The Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. Atlas collected a sample of near-surface soils for Resistance Value (R-value) testing representative of soils to depths of 3 feet below existing ground surface. This sample, consisting of lean clay with sand collected from test pit 5, yielded a R-value of less than 5. An R-value of 4 was used for design calculations for the public roadways. The R-value was converted to a CBR value of 2 for design calculations for the private roadways. 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. 8.1 Private Roadway Flexible Pavement Sections The American Association of State Highway and Transportation Officials (AASHTO) design method has been used to calculate the following pavement sections. Calculation sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. Atlas recommends that materials used in the construction of asphaltic concrete pavements meet 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 recommended in the section on Construction Considerations. Atlas No. B210684g Page 112 Copyright©2021 Atlas Technical Consultants MIN I Table 6—AASHTO Flexible Pavement Specifications Pavement Section Component Driveways and Parking Driveways and Parking Light Duty Heavy Duty Asphaltic Concrete 2.5 Inches 3.0 Inches Crushed Aggregate Base 6.0 Inches 6.0 Inches Structural Subbase 14.0 Inches 16.0 Inches Compacted Subgrade See Pavement Subgrade See Pavement Subgrade Preparation Section Preparation Section 'It will be required for Atlas 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: Granular structural fill material complying with the requirements detailed in the Structural Fill section of this report except that the maximum material diameter is no more than 2/3 the component thickness. Gradation and suitability requirements shall be per ISPWC Section 801, Table 1. 8.2 Public Roadway 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. ACHD parameters for traffic index and substitution ratios, which were obtained from the ACHD Policy Manual, were also used in the design. A calculation sheet provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. Atlas 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 recommended in the section on Construction Considerations. Table 7 — Gravel Equivalent Method Flexible Pavement Specifications ComponentPavement Section Asphaltic Concrete 2.5 Inches Crushed Aggregate Base 6.0 Inches Structural Subbase 12.0 Inches Compacted Subgrade See Pavement Subgrade Preparation Section 'It will be required for Atlas 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. Atlas No. B210684g Page113 Copyright©2021 Atlas Technical Consultants �Y � • Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. • Structural Subbase: Granular structural fill material complying with the requirements detailed in the Structural Fill section of this report except that the maximum material diameter is no more than 2/3 the component thickness. Gradation and suitability requirements shall be per ISPWC Section 801, Table 1. 8.3 Pavement Subgrade Preparation Uncontrolled fill, which contained debris, and plow zones were encountered through portions of the site. Atlas recommends that these fill materials and plow zones be removed to a depth of at least 1 foot below existing grade. If fill materials and/or plow zones remain after excavation, the exposed subgrade must be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557. However, any fill materials containing debris must be removed from slab-on-grade elements. The excavated fill materials can be replaced in accordance with the Structural Fill section provided that all organic material and/or debris is completely removed. Once final grades have been determined, Atlas is available to provide additional recommendations. Native clay soils are moderately plastic and will be susceptible to shrink/swell movements associated with moisture changes. The clay soils, if exposed, should be scarified to a depth of 6 inches and compacted between 92 to 98 percent of the maximum dry density as determined by ASTM D698. The moisture content should be within 2 percent of optimum. Structural fill should be placed as soon as possible after compaction of clay soils in order to limit moisture loss within the upper clays. Ground surfaces should be sloped away from structures at a minimum of 5 percent for a distance of 10 feet to provide positive drainage of surface water away from buildings. Grading must be provided and maintained following construction. 8.4 Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, compacted (if indicated), inspected, 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 Atlas 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. Atlas anticipated that pavement areas will be subjected to moderate traffic. Subgrade clayey and silty soils near and above optimum moisture contents may pump during compaction. Pumping or soft areas must be removed and replaced with structural fill. Atlas No. B210684g Page 114 Copyright©2021 Atlas Technical Consultants MIN I 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. Atlas 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 Floor Slab-on-Grade section), and should be reinforced with welded wire fabric. Control joints must be on 12-foot centers or less. 9. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native lean clay with sand, sandy silt soils, or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. 9.1 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. It is recommended that organic or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. However, in areas where trees are/were present, deeper excavation depths should be anticipated. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone (plow depths) or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by Atlas 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. Atlas No. B210684g Page115 Copyright©2021 Atlas Technical Consultants �Y � Atlas 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. 9.2 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. 9.3 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. 9.4 Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. Throughout construction, soft areas may develop after the existing asphalt is removed and heavy rubber tired equipment drives over the site. In addition, areas where significant cracking has occurred will likely have soft subgrade soils because of moisture infiltration and will be prone to pumping and rutting. 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 and used to remove the existing asphalt and to perform any other necessary excavations. 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. Atlas No. B210684g Page116 Copyright©2021 Atlas Technical Consultants �Y � • 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'/2 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. Atlas is available to provide recommendations and guidelines at your request. 9.5 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 clayey and silty 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 full frost depth, followed by replacement with a non-frost susceptible structural fill, can also be used to mitigate the potential for frost heave. Atlas is available to provide further guidance/assistance upon request. 9.6 Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SIP 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. Atlas No. B210684g Page117 Copyright©2021 Atlas Technical Consultants 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 %-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. 9.7 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. Atlas No. B210684g Page118 Copyright©2021 Atlas Technical Consultants �Y � 9.8 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'/2 feet horizontal to 1 foot vertical (11/2:1) 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. 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. 9.9 Groundwater Control Excavations below the water table will require a dewatering program. It may be possible to discharge dewatering effluent to remote portions of the site, to a sump, or to a pit. This will essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage authorities. Should the scope of the proposed project change, Atlas should be contacted to provide more detailed groundwater control measures. 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. 10. GENERAL COMMENTS Based on the subsurface conditions encountered during this investigation and available information regarding the proposed structures 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 Atlas must be arranged as supplementary recommendations may be required. Suitability of subgrade soils and compaction of structural fill materials must be verified by Atlas 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. Atlas No. B210684g Page119 Copyright©2021 Atlas Technical Consultants rY --- 11. REFERENCES Ada County Highway District (ACHD) (2017). Ada County Highway District Policy Manual (August 2017). [Online]Available: <http://www.achdidaho.org/AboutACHD/PolicyManual.aspx> (2021). American Association of State Highway and Transportation Officials (AASHTO)(1993).AASHTO Guide for Design of Pavement Structures 1993. Washington D.C.: AASHTO. American Concrete Institute (ACI) (2015). Guide for Concrete Floor and Slab Construction: ACI 302.1 R. Farmington Hills, MI: ACI. American Society of Civil Engineers (2021). ASCE 7 Hazards Tool: Web Interface [Online] Available: <https://asce7hazardtool.online/> (2021). American Society of Civil Engineers (ASCE) (2013). Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-16. Reston, VA: ASCE. American Society for Testing and Materials (ASTM) (2017). Standard Test Method for Materials Finer than 75-um (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) (2017). 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)(2017). 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 E1745. West Conshohocken, PA: ASTM. Desert Research Institute.Western Regional Climate Center. [Online]Available:<http://www.wrcc.dri.edu/> (2021). International Building Code Council (2018). International Building Code, 2018. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2017). Idaho Standards for Public Works Construction, 2017. Boise, ID: Author. Atlas No. B210684g Page 120 Copyright©2021 Atlas Technical Consultants Othberg, K. L. and Stanford, L. A., Idaho Geologic Society (1993). 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> (2021). Atlas No. B210684g Page 121 Copyright©2021 Atlas Technical Consultants �Y � Appendix I WARRANTY AND LIMITING CONDITIONS Atlas 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. 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, Atlas 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 Atlas should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. Atlas No. B210684g Page 122 Copyright©2021 Atlas Technical Consultants 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 Atlas 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/III Environmental Site Assessment. If environmental services are needed, Atlas can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. Atlas No. B210684g Page 123 Copyright©2021 Atlas Technical Consultants MAP NOTES: -Delorme Street Atlas Ile -Not to Scale 0 LEGEND ■■o �t� ■s��0 i/ LocatIon Rolling Meridian,ID Modified 2791 S.Victory View Way Phone: ' ►: Site Map Figure 2 U � r.erExn LIMB y � owxE �- l.. '44 uclt Y l '•�� ~ LP III I it ' ,x I - I'll p 'Ynl inC. 2•.lass.�1� J LVIJ9M5� 4-. a _ tIsm s - — TP E„ °E TP-7 s 1 r<-' I; -s n -.�' ;-� I 1 � I TP-5 ..............._... N ! _�>o�E I I�.Letr,L M _ R I a • a cM IV I TP-4 - TP 6 Q _.. ash .1 ) Ix Ix lu I.-�5 .. � S _...._ _ �- -E,• I' I r m . r foar'st`i no� moves =1=.. - i,.�cl,:E ..o - -- � s=���--�o,=� f - - •---�' W TP-8 e r I Li I 1;r �•a v.I. na.g Er uu --� � .a.,.u W w> Eiaxlern —s afnw.0 To OVERLAND ROAD „. Jsne.n - Z J J 0 Of NOTES: LEGEND Eagle View Landing Apartments •Not to Scale Approximate Site Approximate Atlas Test Rolling Hills Drive Boundary Pit Location ® Meridian,ID with Piezometer 2791 S.Victory View Way Phone: (208)376-4748 Approximate Atlas Test Modified by:GJM Boise,ID 83709 Fax: (208)322-6515 Pit Location 8 April 5,2021 Web: oneatlas.com Drawing:B210684g rY --- Appendix IV GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-1 Latitude: 43.595542 Date Advanced: March 25, 2021 Longitude: -116.345261 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Gavin Marron, El Total Depth: 16.1 feet bgs Depth • •s) Sediment Classification • bgs) Test ID Fat Clay (CH): Dark brown, slightly moist to moist, medium stiff to very stiff, with fine- grained sand. 0.0-1.4 --Organics encountered to a depth of 0.4 foot 1.0-2.5 bgs. --Plow zone encountered to a depth of 0.9 foot bgs. Lean Clay with Sand (CL): Brown, slightly 1.4-3.2 moist, hard,with fine to medium-grained sand. 4.5+ Sandy Silt (ML): Light brown, dry, very stiff, 3.2-4.9 with fine to medium-grained sand. --Weak cementation encountered from 3.4 to 4.0 feet bgs. Poorly Graded Gravel with Sand (GP): Light brown to gray brown, dry to slightly moist, dense to very dense, with fine to coarse- 4.9-16.1 grained sand, fine to coarse gravel, and 8- inch-minus cobbles. --Moderate cementation encountered from 4.9 to 6.5 feet bgs. Notes:See Site Map for test pit location. Piezometer installed to a depth of 16.1 feet bgs. Atlas No. B210684g Page 126 Copyright©2021 Atlas Technical Consultants MIN I GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Latitude: 43.594211 Date Advanced: March 25, 2021 Longitude: -116.345214 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Gavin Marron, El Total Depth: 10.2 feet bgs Depth �ieldd Description and USCS Soil and am le Sample D=_ Lab . . . . Test ID e . Ali Fat Clay (CH): Dark brown, slightly moist to moist, stiff to very stiff, with fine-grained sand. 0.0-1.5 --Organics -rganics encountered to a depth of 0.6 foot 1.5-2.5 --Plow zone encountered to a depth of 0.9 foot bgs. Sandy Silt (ML): Light brown, slightly moist, stiff to very stiff, with fine to medium-grained 1.5-4.8 sand. 4.5+ --Weak cementation encountered from 2.5 to 3.5 feet bgs. Poorly Graded Gravel with Sand (GP): Light brown to gray brown, dry to slightly moist, dense to very dense, with fine to coarse- 4.8-10.2 grained sand, fine to coarse gravel, and 8- inch-minus cobbles. --Moderate cementation encountered from 4.8 to 5.8 feet bgs. Notes:See Site Map for test pit location. Atlas No. B210684g Page 127 Copyright©2021 Atlas Technical Consultants MIN I GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-3 Latitude: 43.594506 Date Advanced: March 25, 2021 Longitude: -116.34445 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Gavin Marron, El Total Depth: 11.4 feet bgs Depth �ieldd Description and USCS Soil and am le Sample D=_ Lab . . . . Test ID e . Fat Clay (CH): Dark brown, dry to moist, stiff to very stiff, with fine-grained sand. 0.0-1.7 --Organics -rganics encountered to a depth of 0.5 foot 1.5-2.0 --Plow zone encountered to a depth of 0.7 foot bgs. Sandy Silt (ML): Light brown, slightly moist, very stiff, with fine to medium-grained sand. 1.7-4.2 --Weak cementation encountered from 2.5 to 4'5+ 3.5 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- GM): Light brown, dry to slightly moist, dense 4.2-11.4 to very dense, with fine to coarse-grained sand, fine to coarse gravel, and 6-inch-minus cobbles. Notes:See Site Map for test pit location. Atlas No. B210684g Page 128 Copyright©2021 Atlas Technical Consultants MIN I GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-4 Latitude: 43.595075 Date Advanced: March 25, 2021 Longitude: -116.344114 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Gavin Marron, El Total Depth: 13.5 feet bgs Depth �ieldd Description and USCS Soil and am le Sample D=_ Lab . . . . Test ID e . Fat Clay (CH): Dark brown to brown, slightly moist to moist, very stiff, with fine-grained 0.0-2.0 sand. GS 1.5-2.0 2.5-3.0 A --Organics encountered to a depth of 0.8 foot bgs. Sandy Silt (ML): Light brown, slightly moist, hard, with fine to medium-grained sand. 2.0-5.2 --Moderate cementation encountered from 3.5 4'5+ to 4.5 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- GM): Light brown, dry to slightly moist, dense to very dense, with fine to coarse-grained 5.2-13.5 sand, fine to coarse gravel, and 6-inch-minus cobbles. --Moderate cementation encountered from 5.2 to 6.1 feet bgs. Notes:See Site Map for test pit location. Lab Test ID Moisture LL P1 Sieve Analysis (% Passing) 1 1 11 11 A 30.7 68 35 100 100 97 93 88.9 Atlas No. B210684g Page 129 Copyright©2021 Atlas Technical Consultants MIN I GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-5 Latitude: 43.594783 Date Advanced: March 25, 2021 Longitude: -116.343244 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Gavin Marron, El Total Depth: 10.1 feet bgs Depth iieldd Description and USCS Soil and m le Sample D= Lab . . �A . . Test ID e . Clayey Gravel with Sand Fill (GC-FILL): Dark brown, slightly moist, medium dense, with fine to coarse-grained, fine to coarse gravel, and 0.0-1.5 8-inch minus cobbles. --Organics encountered to a depth of 0.8 foot bgs. --Construction debris encountered throughout. Lean Clay with Sand (CL): Light brown to 1.5-3.4 brown, slightly moist, hard, with fine to Bulk 2.0-3.0 4.5+ R- medium-grained sand. Value Sandy Silt (ML): Light brown, slightly moist, 3.4-5.4 very stiff, with fine to medium-grained sand. --Moderate cementation encountered from 3.4 to 4.0 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- GM): Light brown, dry to slightly moist, dense 5.4-10.1 to very dense, with fine to coarse-grained sand, fine to coarse gravel, and 4-inch-minus cobbles. Notes:See Site Map for test pit location. Atlas No. B210684g Page 130 Copyright©2021 Atlas Technical Consultants MIN I GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-6 Latitude: 43.594517 Date Advanced: March 25, 2021 Longitude: -116.342431 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Gavin Marron, El Total Depth: 8.5 feet bgs Depth �ieldd Description and USCS Soil and am le Sample D Lab . . . . Test ID e . Fat Clay (CH): Dark brown, dry to slightly moist, medium stiff to stiff, with fine-grained 0.0-1.2 sand. 0.75-1.0 --Organics encountered to a depth of 0.5 foot bgs. Sandy Silt (ML): Light brown, slightly moist, 1.2-6.1 hard, with fine to medium-grained sand. 4 5+ --Weak to moderate cementation encountered from 2.5 to 4.8 feet bgs. Poorly Graded Gravel with Sand (GP): Light 6.1-8.5 brown, slightly moist, dense, with fine to coarse-grained sand, fine to coarse gravel, and 6-inch-minus cobbles. Notes:See Site Map for test pit location. Atlas No. B210684g Page 131 Copyright©2021 Atlas Technical Consultants MIN I GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-7 Latitude: 43.595044 Date Advanced: March 25, 2021 Longitude: -116.342208 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Gavin Marron, El Total Depth: 14.5 feet bgs Depth �ieldd Description and USCS Soil and am le Sample D=_ Lab . . . . Test ID e . Ali Lean Clay with Sand (CL): Brown, dry to slightly moist, soft to stiff, with fine-grained 0.0-3.3 sand. GS 2.0-2.5 0.5-1.5 B --Organics encountered to a depth of 1.2 feet bgs. Sandy Silt (ML): Light brown, slightly moist, 3.3-5.0 very stiff, with fine to medium-grained sand. --Moderate cementation encountered throughout. Poorly Graded Gravel with Silt and Sand (GP- GM): Light brown, dry to slightly moist, very 5.0-14.5 dense, with fine to coarse-grained sand, fine to coarse gravel, and 6-inch-minus cobbles. --Moderate to strong cementation encountered from 5.0 to 7.0 feet bgs. Notes:See Site Map for test pit location. Piezometer installed to a depth of 14.5 feet bgs. • Test ID Moisture 1 #40 #100 #200 B 37 44 20 100 99 94 87 78.1 Atlas No. B210684g Page 132 Copyright©2021 Atlas Technical Consultants MIN I GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-8 Latitude: 43.594142 Date Advanced: March 25, 2021 Longitude: -116.341572 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Gavin Marron, El Total Depth: 15.4 feet bgs Depth �ieldd Description and USCS Soil and am le Sample D=_ Lab . . . . Test ID e . Ali Lean Clay with Sand (CL): Brown, dry to slightly moist, soft to stiff, with fine-grained 0.0-1.0 sand. 0.5-1.25 --Organics encountered to a depth of 0.6 foot bgs. Sandy Silt (ML): Light brown, slightly moist, hard, with fine to medium-grained sand. 1.0-6.3 --Moderate cementation encountered from 5.0 4'5+ to 6.3 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- GM): Light brown, dry to slightly moist, dense to very dense, with fine to coarse-grained 6.3-15.4 sand, fine to coarse gravel, and 8-inch-minus cobbles. --Moderate cementation from 6.3 to 7.0 feet bgs. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.4 feet bgs. Atlas No. B210684g Page 133 Copyright©2021 Atlas Technical Consultants MIN I GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-9 Latitude: 43.595350 Date Advanced: March 25, 2021 Longitude: -116.341136 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Gavin Marron, El Total Depth: 10.2 feet bgs Depth ield Description and USCS Soil an Ah ample Sample Da.L. Lab . . bgs) QP Test ID 19= �N - Fat Clay (CH): Dark brown, slightly moist, soft 0.0-1.2 to stiff, with fine-grained sand. 0.5-1.75 --Organics encountered to a depth of 0.4 foot bgs. Sandy Silt (ML): Light brown to brown, slightly moist, hard,with fine to medium-grained sand. 1.2-8.5 --Weak cementation encountered from 2.8 to 4'5+ 3.4 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 8.5-10.2 GM): Light brown, slightly moist, dense, with fine to coarse-grained sand, fine to coarse gravel, and 8-inch-minus cobbles. Notes:See Site Map for test pit location. Piezometer installed to a depth of 10.2 feet bgs. Atlas No. B210684g Page 134 Copyright©2021 Atlas Technical Consultants MIN I Appendix V GEOTECHNICAL GENERAL NOTES Unified Soil Classification System Major Divisions Symbol Soil Descriptions Gravel & GW Well-graded ravels; ravel/sand mixtures with little or no fines Coarse- Gravelly Soils GP Poorly-graded ravels; ravel/sand mixtures with little or no fines Grained < 50% GM Silty gravels; poorly-graded ravel/sand/silt mixtures Soils < coarse GC Clayey ravels; poorly-graded raded gravel/sand/clay mixtures 50% - Y Y 9 P Y-9 9 Y passes Sand & Sandy SW Well-graded sands; gravelly sands with little or no fines /° No.200 Soils > 50 SP Poorly-graded sands; gravelly sands with little or no fines sieve coarse SM Silty sands; poorly-graded sand/gravel/silt mixtures fraction SC Clayey sands; poorly-graded sand/gravel/clay mixtures Fine- ML Inorganic silts; sandy, gravellyor clayey silts Grained Silts & Clays CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium- Soils > LL < 50 plasticity clays 50% OL Organic, low-plasticity clays and silts passes Silts & Cl MH Inorganic, elastic silts; sandy, gravellyor clayey elastic silts ays No.200 CH Fat clays; high-plasticity, inorganic clays sieve LL > 50 OH Organic, medium to high-plasticity clays and silts Highly Organic Soils PT Peat, humus, h dric soils with high organic content Relative Density and Consistency ture Content • Cementation Coarse-Grained Soils SPT Blow Counts (N) Description Field Test Very Loose: < 4 Dry Absence of moisture, dry to touch Loose: 4-10 Slightly Moist Damp, but no visible moisture Medium Dense: 10-30 Moist Visible moisture Dense: 30-50 Wet Visible free water Very Dense: > 50 Saturated Soil is usually below water table Fine-Grained Soils SPT Blow Counts (N) Description Field Test Very Soft: < 2 Weak Crumbles or breaks with handling or Soft: 2-4 slight finger pressure Medium Stiff: 4-8 Moderate Crumbles or breaks with Stiff: 8-15 considerable finger pressure Very Stiff: 15-30 Strong Will not crumble or break with finger Hard: > 30 pressure Particle Size L Boulders: > 12 in. GS grab sample Cobbles: 12 to 3 in. LL Liquid Limit Gravel: 3 in. to 5 mm M moisture content Coarse-Grained Sand: 5 to 0.6 mm NP non-plastic Medium-Grained Sand: 0.6 to 0.2 mm PI Plasticity Index Fine-Grained Sand: 0.2 to 0.075 mm QP penetrometer value, unconfined compressive Silts: 0.075 to 0.005 mm strength, tsf Clays: < 0.005 mm V vane value, ultimate shearing strength, tsf Atlas No. B210684g Page 135 Copyright©2021 Atlas Technical Consultants �YO � Appendix VI AASHTO PAVEMENT DESIGN Pavement Section Design Location: Eagle View Landing, Light Duty Average Daily Traffic Count: 300 All Lanes&Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceability Index(Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 2 Subgrade Mr: 3,000 Calculation of Design-18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 87 2.0% 0.0008 617 Buses: 0 2.0% 0.6806 0 Panel&Pickup Trucks: 60 2.0% 0.0122 6,492 2-Axle,6-Tire Trucks: 2 2.0% 0.1890 3,352 Emergency Vehicles: 1.0 2.0% 4.4800 39,731 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 150 Total Design Life 18-kip ESALs: 50,192 Actual Log(ESALs): 4.701 Trial SN: 3.28 Trial Log(ESALs): 4.762 Pavement Section Design SN: 3.29 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 2.50 0.42 n/a Asphalt-Treated Base: 0.00 0.25 n/a Cement-Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 6.00 0.14 1.0 Subbase: 14.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 Atlas No. B210684g Page 136 Copyright©2021 Atlas Technical Consultants �YO � AASHTO PAVEMENT DESIGN Pavement Section Design Location: Eagle View Landing, Heavy Duty Average Daily Traffic Count: 300 All Lanes&Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceability Index(Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 2 Subgrade Mr: 3,000 Calculation of Design-18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 69 2.0% 0.0008 490 Buses: 4 2.0% 0.6806 24,144 Panel&Pickup Trucks: 60 2.0% 0.0122 6,492 2-Axle,6-Tire Trucks: 15 2.0% 0.1890 25,142 Emergency Vehicles: 1.0 2.0% 4.4800 39,731 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi Trailer Trucks: 1 2.0% 2.3719 21,035 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 150 Total Design Life 18-kip ESALs: 117,034 Actual Log(ESALs): 5.068 Trial SN: 3.69 Trial Log(ESALs): 5.074 Pavement Section Design SN: 3.70 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 3.00 0.42 n/a Asphalt-Treated Base: 0.00 0.25 n/a Cement-Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 6.00 0.14 1.0 Subbase: 16.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 Atlas No. B210684g Page 137 Copyright©2021 Atlas Technical Consultants Appendix VII GRAVEL EQUIVALENT METHOD PAVEMENT DESIGN Pavement Section Design Location: Eagle View Landing, Local Roadways Average Daily Traffic Count: All Lanes&Both Directions Design Life: 20 Years Traffic Index: 6.00 Climate Factor: 1 R-Value of Subgrade: 4.00 Subgrade CBR Value: 2 Subgrade Mr: 3,000 R-Value of Aggregate Base: 80 R-Value of Granular Borrow: 60 Subgrade R-Value: 4 Expansion Pressure of Subgrade: 1.40 Unit Weight of Base Materials: 130 Total Design Life 18 kip ESAL's: 33,131 ASPHALTIC CONCRETE: Gravel Equivalent,Calculated: 0.384 Thickness: 0.196923077 Use= 2.5 Inches Gravel Equivalent,ACTUAL: 0.41 CRUSHED AGGREGATE BASE: Gravel Equivalent(Ballast): 0.768 Thickness: 0.329 Use= 6 Inches Gravel Equivalent,ACTUAL: 0.956 SUBBASE: Gravel Equivalent(Ballast): 1.843 Thickness: 0.887 Use= 12 Inches Gravel Equivalent,ACTUAL: 1.956 TOTAL Thickness: 1.708 Thickness Required by Exp. Pressure: 1.551 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): 6.00 1.10 Subbase(at least 4.2): 12.00 1.00 Atlas No. B210684g Page 138 Copyright©2021 Atlas Technical Consultants Appendix VIII R-VALUE LABORATORY TEST DATA Source and Description: TP-5: 2.0'-3.0', Lean Clay with Sand Date Obtained: March 25, 2021 Sample ID: 21-008 Sampling and Preparation: ASTM D75: AASHTO T2: X ASTM AASHTO X D421: T87: Test Standard: ASTM AASHTO Idaho T8: X D2844: T190: Sample A B C Dry Density Ib/ft3 NA NA NA Moisture Content % NA NA NA Expansion Pressure psi NA NA NA Exudation Pressure (psi) NA NA NA R-Value NA NA NA R-Value @ 200 psi Exudation Pressure = Less than 5** ** ASTM D2844 Note 2: Occasionally, material from very plastic clay-test specimens will extrude from under the mold and around the follower ram during the loading operation. If this occurs when the 800-psi point is reached and fewer than five lights are lighted, the soil should be reported as less than 5 R-value. Atlas No. B210684g Page 139 Copyright©2021 Atlas Technical Consultants IMPOPIOnt InfOPM81100 Rhout M 0 Geolechnical-Engineeping SubWhile . . . . . . . . . . . . . .cost overruns, claims, and help. The Geoprofessional Business Association (GBA) will not likely meet the needs of a civil-works constructor or even a has prepared this advisory to help you—assumedly different civil engineer.Because each geotechnical-engineering study a client representative—interpret and apply this is unique,each geotechnical-engineering report is unique,prepared geotechnical-engineering report as effectively as solely for the client. possible. In that way, you can benefit from a lowered Likewise,geotechnical-engineering services are performed for a specific exposure to problems associated with subsurface project and purpose.For example,it is unlikely that a geotechnical- conditions at project sites and development of engineering study for a refrigerated warehouse will be the same as them that,for decades, have been a principal cause one prepared for a parking garage;and a few borings drilled during of construction delays, cost overruns, claims, a preliminary study to evaluate site feasibility will not be adequate to and disputes. If you have questions or want more develop geotechnical design recommendations for the project. information about any of the issues discussed herein, contact your GBA-member geotechnical engineer. Do not rely on this report if your geotechnical engineer prepared it: Active engagement in GBA exposes geotechnical • for a different client; engineers to a wide array of risk-confrontation • for a different project or purpose; techniques that can be of genuine benefit for • for a different site(that may or may not include all or a portion of everyone involved with a construction project. the original site);or before important events occurred at the site or adjacent to it; e.g.,man-made events like construction or environmental Understand the Geotechnical-Engineering Services remediation,or natural events like floods,droughts,earthquakes, Provided for this Report or groundwater fluctuations. Geotechnical-engineering services typically include the planning, collection,interpretation,and analysis of exploratory data from Note,too,the reliability of a geotechnical-engineering report can widely spaced borings and/or test pits.Field data are combined be affected by the passage of time,because of factors like changed with results from laboratory tests of soil and rock samples obtained subsurface conditions;new or modified codes,standards,or from field exploration(if applicable),observations made during site regulations;or new techniques or tools.If you are the least bit uncertain reconnaissance,and historical information to form one or more models about the continued reliability of this report,contact your geotechnical of the expected subsurface conditions beneath the site.Local geology engineer before applying the recommendations in it.A minor amount and alterations of the site surface and subsurface by previous and of additional testing or analysis after the passage of time-if any is proposed construction are also important considerations.Geotechnical required at all-could prevent major problems. engineers apply their engineering training,experience,and judgment to adapt the requirements of the prospective project to the subsurface Read this Report in Full model(s). Estimates are made of the subsurface conditions that Costly problems have occurred because those relying on a geotechnical- will likely be exposed during construction as well as the expected engineering report did not read the report in its entirety.Do not rely on performance of foundations and other structures being planned and/or an executive summary.Do not read selective elements only.Read and affected by construction activities. refer to the report in full. The culmination of these geotechnical-engineering services is typically a You Need to Inform Your Geotechnical Engineer geotechnical-engineering report providing the data obtained,a discussion About Change of the subsurface model(s),the engineering and geologic engineering Your geotechnical engineer considered unique,project-specific factors assessments and analyses made,and the recommendations developed when developing the scope of study behind this report and developing to satisfy the given requirements of the project.These reports may be the confirmation-dependent recommendations the report conveys. titled investigations,explorations,studies,assessments,or evaluations. Typical changes that could erode the reliability of this report include Regardless of the title used,the geotechnical-engineering report is an those that affect: engineering interpretation of the subsurface conditions within the context - the site's size or shape; of the project and does not represent a close examination,systematic inquiry,or thorough investigation of all site and subsurface conditions. the elevation,configuration,location,orientation, function or weight of the proposed structure and Geotechnical-Engineering Services are Performed the desired performance criteria; the composition of the design team;or for Specific Purposes, Persons, and Projects, . project ownership. and At Specific Times Geotechnical engineers structure their services to meet the specific As a general rule,always inform your geotechnical engineer of project needs,goals,and risk management preferences of their clients.A or site changes-even minor ones-and request an assessment of their geotechnical-engineering study conducted for a given civil engineer impact.The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical conspicuously that you've included the material for information purposes engineer was not informed about developments the engineer otherwise only.To avoid misunderstanding,you may also want to note that would have considered. "informational purposes"means constructors have no right to rely on the interpretations,opinions,conclusions,or recommendations in the Most Of the "Findings" Related in This Report report.Be certain that constructors know they may learn about specific Are Professional Opinions project requirements,including options selected from the report,only Before construction begins,geotechnical engineers explore a site's from the design drawings and specifications.Remind constructors subsurface using various sampling and testing procedures.Geotechnical that they may perform their own studies if they want to,and be sure to engineers can observe actual subsurface conditions only at those specific allow enough time to permit them to do so.Only then might you be in locations where sampling and testing is performed.The data derived from a position to give constructors the information available to you,while that sampling and testing were reviewed by your geotechnical engineer, requiring them to at least share some of the financial responsibilities who then applied professional judgement to form opinions about stemming from unanticipated conditions.Conducting prebid and subsurface conditions throughout the site.Actual sitewide-subsurface preconstruction conferences can also be valuable in this respect. conditions may differ-maybe significantly-from those indicated in this report.Confront that risk by retaining your geotechnical engineer Read Responsibility Provisions Closely to serve on the design team through project completion to obtain Some client representatives,design professionals,and constructors do informed guidance quickly,whenever needed. not realize that geotechnical engineering is far less exact than other engineering disciplines.This happens in part because soil and rock on This Report's Recommendations Are project sites are typically heterogeneous and not manufactured materials Confirmation-Dependent with well-defined engineering properties like steel and concrete.That The recommendations included in this report-including any options or lack of understanding has nurtured unrealistic expectations that have alternatives-are confirmation-dependent.In other words,they are not resulted in disappointments,delays,cost overruns,claims,and disputes. final,because the geotechnical engineer who developed them relied heavily To confront that risk,geotechnical engineers commonly include on judgement and opinion to do so.Your geotechnical engineer can finalize explanatory provisions in their reports.Sometimes labeled"limitations,' the recommendations only after observing actual subsurface conditions many of these provisions indicate where geotechnical engineers' exposed during construction.If through observation your geotechnical responsibilities begin and end,to help others recognize their own engineer confirms that the conditions assumed to exist actually do exist, responsibilities and risks.Read these provisions closely.Ask questions. the recommendations can be relied upon,assuming no other changes have Your geotechnical engineer should respond fully and frankly. occurred.The geotechnical engineer who prepared this report cannot assume responsibility or liabilityfor confirmation-dependent recommendations fyou Geoenvironmental Concerns Are Not Covered fail to retain that engineer to perform construction observation. The personnel,equipment,and techniques used to perform an environmental study-e.g.,a"phase-one"or"phase-two"environmental This Report Could Be Misinterpreted site assessment-differ significantly from those used to perform a Other design professionals'misinterpretation of geotechnical- geotechnical-engineering study.For that reason,a geotechnical-engineering engineering reports has resulted in costly problems.Confront that risk report does not usually provide environmental findings,conclusions,or by having your geotechnical engineer serve as a continuing member of recommendations;e.g.,about the likelihood of encountering underground the design team,to: storage tanks or regulated contaminants.Unanticipated subsurface • confer with other design-team members; environmental problems have led to project failures.If you have not • help develop specifications; obtained your own environmental information about the project site, review pertinent elements of other design professionals'plans and ask your geotechnical consultant for a recommendation on how to find specifications;and environmental risk-management guidance. • be available whenever geotechnical-engineering guidance is needed. Obtain Professional Assistance to Deal with You should also confront the risk of constructors misinterpreting this Moisture Infiltration and Mold report.Do so by retaining your geotechnical engineer to participate in While your geotechnical engineer may have addressed groundwater, prebid and preconstruction conferences and to perform construction- water infiltration,or similar issues in this report,the engineer's phase observations. services were not designed,conducted,or intended to prevent migration of moisture-including water vapor-from the soil Give Constructors a Complete Report and Guidance through building slabs and walls and into the building interior,where Some owners and design professionals mistakenly believe they can shift it can cause mold growth and material-performance deficiencies. unanticipated-subsurface-conditions liability to constructors by limiting Accordingly,proper implementation of the geotechnical engineer's the information they provide for bid preparation.To help prevent recommendations will not of itself be sufficient to prevent the costly,contentious problems this practice has caused,include the moisture infiltration.Confront the risk of moisture infiltration by complete geotechnical-engineering report,along with any attachments including building-envelope or mold specialists on the design team. or appendices,with your contract documents,but be certain to note Geotechnical engineers are not building-envelope or mold specialists. GEOPROFESSIONAL BUSINESS SEA ASSOCIATION Telephone:301/565-2733 e-mail:info@geoprofessional.org www.geoprofessional.org Copyright 2019 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with GBM specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of GBA,and only for purposes of scholarly research or book review.Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm,individual,or other entity that so uses this document without being a GBA member could be committing negligent or intentional(fraudulent)misrepresentation.