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Geotech Report V1
L � (E IDI� IAN APPROVED aATL 06/22/22 : =r ';UMBER: n-zozz "111\ 4F . GEOTECHNICAL INVESTIGATION ALAMAR SUBDIVISION 4380 West Franklin Road Meridian, ID PREPARED FOR: Mr. Jeff Wrede Noble Rock Development 12805 West Engelmann Drive Boise, ID 83713 PREPARED BY: Atlas Technical Consultants, LLC 2791 South Victory View Way Boise, ID 83709 January 5, 2021 B202052g d CUEIDR IAy C APPROVED DATE--06/22/22 y View Way FILE NUMBER:H-zozz-.N bneatlas.corn January 5, 2021 Atlas No. B202052g Mr. Jeff Wrede Noble Rock Development 12805 West Engelmann Drive Boise, ID 83713 Subject: Geotechnical Investigation Alamar Subdivision 4380 West Franklin Road Meridian, ID Dear Mr. Wrede: 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 December 18, 2020. 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, Chris A. Park, PE Senior Geotechnical Engineer &.e" 13..,,, Elizabeth Brown, PE t)SAL Geotechnical Serv, 0c FoN��ti Jacob Schlador, P 18300 Geotechnical E in gr 1-5-2021 0 v �9Tf 0 F CUEIDR IAy APPROVED DATE: 06/22/22 FILE NUMBER: H-2022-000a CONTENTS 1. INTRODUCTION................................................................................................................. 1 1.1 Project Description..................................................................................................... 1 1.2 Authorization.............................................................................................................. 1 1.3 Scope of Investigation................................................................................................ 1 2. SITE DESCRIPTION.......................................................................................................... 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....................................................................................... 4 4.3 Soil and Sediment Profile........................................................................................... 5 4.4 Volatile Organic Scan................................................................................................. 5 S. SITE HYDROLOGY.................................................................................................... 5 5.1 Groundwater.............................................................................................................. 5 5.2 Soil Infiltration Rates.................................................................................................. 6 ;P►117_1%9[9PI_10I44W_111R19111*1Eel ZI_1Z117:7Xd0]JiIJil=1Z117_ 0Eel ZRm 6.1 Foundation Design Recommendations....................................................................... 7 6.2 Crawl Space Recommendations................................................................................ 8 6.3 Floor, Patio, and Garage Slab-on-Grade.................................................................... 8 7. CONSTRUCTION CONSIDERATIONS ......................................................................... 7.1 Earthwork...................................................................................................................9 7.2 Dry Weather............................................................................................................... 9 7.3 Wet Weather.............................................................................................................. 9 7.4 Soft Subgrade Soils...................................................................................................10 7.5 Frozen Subgrade Soils..............................................................................................10 7.6 Structural Fill.............................................................................................................11 7.7 Backfill of Walls.........................................................................................................12 7.8 Excavations...............................................................................................................12 7.9 Groundwater Control.................................................................................................12 8. GENERAL COMMENTS.....................................................................................................- 9. REFERENCES..................................................................................................................14 Atlas No. B202052g Page I i Copyright © 2020 Atlas Technical Consultants L ( E IDIAN> APPROVED DATE: 06/22/22 f I! E NUMBEN' H-2022-1 Tam e-T— Seismic Design Values................................................................................................4 Table 2 — Groundwater Data.......................................................................................................6 Table3 — Soil Bearing Capacity..................................................................................................7 APPENDICES Appendix I Warranty and Limiting Conditions Appendix 11 Vicinity Map Appendix III Site Map Appendix IV Geotechnical Investigation Test Pit Log Appendix V Geotechnical General Notes Appendix VI Important Information About This Geotechnical Engineering Report Atlas No. B202052g Page I ii Copyright © 2020 Atlas Technical Consultants CUEIDR IAy APPROVED DATE 06/22/22 FIEF NUMBER:H-2 IRODUCTION 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 development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in the provided recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. 1.1 Project Description The proposed development is in the western portion of the City of Meridian, Ada County, ID, and occupies a portion of the SE%SW'/4 of Section 10, Township 3 North, Range 1 West, Boise Meridian. This project will consist of construction of 45 two-story townhome structures to be developed on approximately 5.7 acres. Total settlements are limited to 1 inch. Loads of up to 4,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project. 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. Jeff Wrede of Noble Rock Development to Monica Saculles of Atlas Technical Consultants (Atlas), on December 7, 2020. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Noble Rock Development and Atlas. Our scope of services for the proposed development has been provided in our proposal dated November 24, 2020 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. The scope of work did not include design recommendations specific to individual structures. Atlas No. B202052g Page11 Copyright © 2020 Atlas Technical Consultants CUEIDR IAy APPROVED DATE 06/22/22 FILE NUMBER: H-nzz-DWI E DESCRIPTION Access Access to the site may be gained via Interstate 84 to the Ten Mile Road exit (Exit 42). Proceed north on Ten Mile Road approximately 0.8 mile to its intersection with Franklin Road. From this intersection, proceed west on Franklin Road 0.7 mile to the project site which lies on the north side of the road. 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 5.7 acres in size. Currently, a residence with associated outbuildings is present in the southern portion of the site. This residence fronts Franklin Road, which runs along the southern property boundary. Purdam Gulch Drain was present along the western property boundary. The remainder of the site consists of agricultural fields. Along the northern, eastern, and western property boundaries were existing agricultural fields and residential structures. To the south of the site are existing residential developments and undeveloped land. Vegetation on the site consists primarily of shrubs and grasses adjacent to the residence. The remainder of the site consists of mature trees, pasture grasses, bunchgrass, and other native weeds and grasses. The site is relatively flat and level. 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 Atlas No. B202052g Page12 Copyright © 2020 Atlas Technical Consultants (E IDI� IAN,— APPROVED DATE: 06/22/22 DATE 6/22/2za000a n place on the project site, but were noted in the form of curbs, gutters, and drop inlets FILE lanklin Road. 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 Soil 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 0.196 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, SMI, 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, SDI. 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). Atlas No. 13202052g Page13 Copyright © 2020 Atlas Technical Consultants (E IDI� IAN,— APPROVED DATE: 06/22/22 I Table 1 — Seismic Design Values H FILE NUMBER: - 2zpp^ AS Site Class - 141 D "Stiff Soil' Ss 0.286 (g) S1 0.105 (g) Fa 1.571 F 2.391 SMs 0.449 (g) Smi 0.250 (g) Sos 0.300 (g) Sol 0.167 (g) 4. SOILS EXPLORATION Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within ten 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. 1,2 Laboratory Testing Program In addition to 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. As to date, the R-value test results have not been completed and, therefore, have not been included within this report. Atlas will forward the results in the form of an addendum once the CBR value test results have been received. Atlas No. 13202052g Page14 Copyright © 2020 Atlas Technical Consultants CUEIDR IAy APPROVED DATE 06/22/22 FILE NUMBER: H-zozz- 1 lil and Sediment Profile Tile 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. Lean clays with sand were encountered at the surface of test pits 1, 2, and 4. Lean clays with sand were brown, slightly moist to moist, and stiff to very stiff, with fine-grained sand. Silts were found at the surface of test pit 3 and below the surficial soil in test pit 4. The silts were brown, slightly moist to moist, and stiff to very stiff, with fine-grained sand. Organic materials were measured to depths of roughly 1.5 feet. Sandy silt was observed below the surficial soil in test pit 1 and was found to be light brown, slightly moist, and stiff to very stiff, with fine-grained sand and intermittent weak to moderate calcium carbonate cementation throughout. Poorly graded sand with gravel was encountered below the fine-grained soils in test pit 1. This sediment was light brown to tan, slightly moist to wet, and loose to medium dense, with fine to coarse -grained sand and fine to coarse gravel. At depth, poorly graded gravel with sand sediments were exposed. Poorly graded gravels were light brown to gray, dry to saturated, and very loose to dense. Fine to coarse -grained sand, fine to coarse gravel, and 5-inch minus cobbles were noted throughout. Competency of test pit sidewalls varied little across the site. In general, fine grained soils remained stable while more granular sediments tended to slough. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. 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. Groundwater encountered did not exhibit obvious signs of contamination. 5. 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 encountered in test pits at depths ranging from 6.2 to 8.6 feet bgs. Soil moistures in the test pits were generally slightly moist to moist within surficial soils. Within the poorly graded sand and gavels, soil moistures graded from dry to Atlas No. B202052g Page 15 Copyright © 2020 Atlas Technical Consultants ( E IDIAN — APPROVED DATE: 06/22/22 FILE NUMBER: Hzzz as the water table was approached and penetrated. In the vicinity of the project site, ater levels are controlled in large part by agricultural irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. Atlas has previously performed 6 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 llllll`lllll7_ November 2019 Approximate�Date from Site (mile) 0.36 Northwest (feet bgs) 13.9 to 14.4 February 2018 0.18 West 5.6 to 7.0 March 2018 0.31 West 7.0 to 7.3 April 2019 0.48 Southwest 7.6 to 9.4 February 2018 0.46 Southeast 15.2 to 18.9 February 2018 0.39 East 7.7 to >15.2 For construction purposes, groundwater depth can be assumed to remain greater than 5 feet bgs throughout the year. 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, 3, and 4. If desired, Atlas is available to perform this monitoring. Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was not tested in the field. Of soils comprising the generalized soil profile for this study, lean clay with sand and silt 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 sand and gravel sediments typically exhibit infiltration values in excess of 12 inches per hour. Infiltration testing is generally not required within these sediments because of their free -draining nature. Ada County Highway District (ACHD) will require onsite percolation testing once the proposed locations of infiltration facilities are determined. The quantity of testing will be dependent on the size and number of infiltration facilities planned, and can be determined from Section 8000 of the ACHD Policy Manual. The estimated infiltration rates listed above are to be considered preliminary and are only provided to determine feasibility for onsite infiltration. FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed development. Two requirements must be met in the design of foundations. First, the applied bearing stress must be Atlas No. 13202052g Page16 Copyright © 2020 Atlas Technical Consultants (E IDI� IAN;— APPROVED DATE: 06/22/22 FILE NUMBER: H-2022- 1 the ultimate bearing capacity of foundation soils to maintain stability. Second, total and I'al settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the structure be founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed 1 inch if the following design and construction recommendations are observed. Presently, there are approximately 45 townhomes proposed for the project site. The following recommendations are not specific to the individual structures, but rather should be viewed as guidelines for the subdivision -wide development. 6.1 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 3 — Soil Bearing Capacity Footings must bear on competent, undisturbed, 1,5001bs/ft2 native lean clay with sand soils, silt soils, sandy silt Not Required for Native soils, or compacted structural fill. Existing organic A 1/3increase is allowable material must be completely removed from below Soil for short-term loading, foundation elements.' Excavation depths ranging 95% for Structural Fill which is defined by from roughly 0.5 to 1.5 feet bgs should be seismic events or anticipated to expose proper bearing soils.2 designed wind speeds. '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. The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native lean clay with sand, silt, and sandy silt soils and 2) 0.45 for footings bearing on native poorly graded sand with gravel, poorly graded gravel with sand, and granular structural fill. A passive lateral earth pressure of 350 pounds per square foot per foot (psf/ft) should be used for native lean clay with sand, silt, and sandy silt soils. For compacted native poorly graded sand with gravel, poorly graded gravel with sand, and sandy gravel fill, a passive lateral earth pressure of 496 psf/ft should be used. Footings should be proportioned to meet either the stated soil bearing capacity or the 2018 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately '/2 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 Atlas No. 13202052g Page17 Copyright © 2020 Atlas Technical Consultants (E IDI� IAN,— APPROVED L �Jnt avation and backfilling with structural fill. To minimize the effects of slight differential 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 24 inches below finished grade. Based on the soil types encountered onsite, foundation drains are not needed. 6.2 Crawl Space Recommendations All residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. Bottom of crawl spaces must be elevated at least 2 feet above seasonal high groundwater elevation. Atlas recommends that roof drains carry stormwater at least 10 feet away from each residence. Grades should be at least 5 percent for a distance of 10 feet away from all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls should be placed and compacted in a controlled manner. 6.3 Floor, Patio, and Garage Slab -on -Grade Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor -supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of the maximum dry density as determined by ASTM D1557. A free -draining granular mat 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 %-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. 7. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native lean clay with sand soils, silt soils, sandy silt soils, or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Atlas No. 13202052g Page18 Copyright © 2020 Atlas Technical Consultants CUEIDR IAy APPROVED DATE 06/22/22 FILE NUMBER: H-zozz- 1 x essively 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. Mature trees, brush, and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed 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 is 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 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. 7.2 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. 7.3 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 Atlas No. B202052g Page19 Copyright © 2020 Atlas Technical Consultants CUEIDR IAy APPROVED DATE: 06/22/22 DATE.- 06/BER:22/22000a le moisture content, and eventually deform or rut. Additionally, constant low temperatures FILpossibility of drying soils to near optimum conditions. 7.4 Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. 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 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. • 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. 7.5 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. Atlas No. B202052g Page110 Copyright © 2020 Atlas Technical Consultants CUEIDR IAy APPROVED DATE 06/22/22 FILE NUMBER: H-zozz- 1 1ructural Fill oils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System (USCS) (ASTM D2487). Use of silty soils (USCS designation of GM, SM, and ML) as structural fill may be acceptable. However, use of silty soils (GM, SM, and MIL) 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. Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6-inch minus select, clean, granular soil with no more than 50 percent oversize (greater than 3/4-inch) material and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture -conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footings for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. All fill materials must be monitored during placement and tested to confirm compaction requirements, outlined below, have been achieved. Each layer of structural fill must be compacted, as outlined below: • Below Structures and Rigid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D1557. • Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D1557 or 95 percent of the maximum dry density as determined by ASTM D698. The ASTM D1557 test method must be used for samples containing up to 40 percent oversize (greater than %-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. Atlas No. B202052g Page111 Copyright © 2020 Atlas Technical Consultants CUEIDR IAy APPROVED DATE: 06/22/22 FILE NUMBER: H-2022-MN ckfill of Walls aS�i-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. :xcavations 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 (1'/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; however, sloughing of fill materials and native granular sediments from test pit sidewalls was observed, particularly after penetration of the water table. For deep excavations, native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby undermining upper soil layers. This is especially true when excavations approach depths near the water table. Care must be taken to ensure that excavations are properly backfilled in accordance with procedures outlined in this report. 7.9 Groundwater Control Groundwater was encountered during the investigation but is anticipated to be below the depth of most construction. Excavations below the water table will require a dewatering program. Dewatering will be required prior to placement of fill materials. Placement of concrete can be accomplished through water by the use of a treme. 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. Atlas No. B202052g Page112 Copyright © 2020 Atlas Technical Consultants �E IDR IAy L-- APPROVED DATE 06/22/22 DA BER flUM/22000a recautions may be required for control of surface runoff and subsurface seepage. It is FILEInded 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. 8. GENERAL COMMENTS Based on the subsurface conditions encountered during this investigation and available information regarding the proposed development, the site is adequate for the planned construction. When plans and specifications are complete, and if significant changes are made in the character or location of the proposed structure, consultation with 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. B202052g Page113 Copyright © 2020 Atlas Technical Consultants CUEIDR IAy APPROVED DATE 06/22/22 FILE NUMBER: H-zozz1 FERENCES - me�ncan Concrete Institute (ACI) (2015). Guide for Concrete Floor and Slab Construction: ACI 302.1 R. Farmington Hills, MI: ACI. American Society of Civil Engineers (ASCE) (2013). Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-10. Reston, VA: ASCE. American Society for Testing and Materials (ASTM) (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 (2015). International Building Code, 2015. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2017). Idaho Standards for Public Works Construction, 2017. Boise, ID: Author. Othberg, K. L. and Stanford, L. A., Idaho Geologic Society (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. B202052g Page114 Copyright © 2020 Atlas Technical Consultants CUEIDR IAy C APPROVED DATE 06/22/22 FILE NUMBER: H-2,22 1 [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. 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 Atlas No. B202052g Page115 Copyright © 2020 Atlas Technical Consultants �E IDR IAy L- APPROVED DATE 06/22/22 DA BER flUM/22000a nals or contractors. Locations of exploratory sites referenced within this report should FILElidered 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 geoenviron mental 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. B202052g Page116 Copyright © 2020 Atlas Technical Consultants Vicinity Map Figure 1 (E IDI� IAN — MAP NOTES: �J N • Delorme Street Atlas APPROVED • Not to Scale DATE: 06/22/22 WCHERRY LN FILE NUMBER: "-zozz-000a -' LEGEND Approximate Site Location Sanm Site Location • E FRANKLIN RD W FRANKLIN Rp W FRANKLIN RD '5 30 55 30 Alamar Subdivision 4380 West Franklin Road Meridian, ID Modified from Delorme by: JBS January 5, 2021 Drawing: B202052g 2791 S. Victory View Way Phone: (208) 376-4748 Boise, ID 83709 Fax: (208) 322-6515 Web: oneatlas.com Site Map Figure 2 CUE IDIAN> \ N ® NOTES: • Not to Scale \ APPROVED \ �. DATE: 06/22/22 FILE NUMBER: 1 l/O/v LEGEND 414 Approximate Site — — Boundary I Approximate Atlas Test Pit Location d Approximate Atlas Test I TP-3 — — — — \ Pit Location F� ® with Piezometer Existing Structures I I \ \ Approximate Irrigation Canal Locations � I I \ I TP-2 \ 8 z \ < o I I I \ J I w \ ZD CD Z Q \ iE o OfIaf I I I a a ❑ LU E N Alamar Subdivision 4380 West Franklin Road Meridian, ID I Drawn by: JBS I E TP-1 January 5, 2021 ® i Drawing: B202052g — — — — — — — — — — — — — — — — — — — — — EVE C /l — — — — — — — — — — — — — — — — — — — — — — — FRANKLIN — — — — — — — — — — ROAD — — — — — — — — — — — — — — — — — — — — — 2791 S. Victory View Way Phone: (208) 376-4748 Boise, ID 83709 Fax: (208) 322-6515 Web: oneatlas.com (E IDI� IAN,_- APPROVED DATE: 06/22/22 FILE NUMBER:H-z022-1 lendix IV GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-1 Latitude: 43.605066 Date Advanced: December 18, 2020 Longitude:-116.447826 Excavated by: Turn of the Century Homes Depth to Water Table: 8.6 feet bgs Logged by: Brian Ronan, El Total Depth: 11.2 feet bgs Depth Field Description and USCS Soil aL Sample Depth Qp Lab .. bgs) Test ID Lean Clay with Sand (CL): Brown, moist, stiff, 0.0-1.4 with fine-grained sand. 1.5-1.75 --Organic material throughout Sandy Silt (ML): Light brown, slightly moist, 1.4-3.3 stiff to very stiff, with fine-grained sand. --Intermittent weak to moderate calcium carbonate cementation throughout. Poorly Graded Sand with Gravel (SP): Light 3.3-6.4 brown to tan, slightly moist to wet, loose to medium dense, with fine to coarse -grained sand and fine to coarse gravel. Poorly Graded Gravel with Sand (GP): Light brown to gray, wet to saturated, loose to 6.4-11.2 medium dense, with fine to coarse -grained sand, fine to coarse gravel, and 4-inch-minus cobbles. Notes: See Site Map for test pit location. Piezometer installed to a depth of 11.2 feet bgs. Test Pit Log #: TP-2 Date Advanced: December 18, 2020 Excavated by: Turn of the Century Homes Logged by: Brian Ronan, El Latitude: 43.606079 Longitude:-116.4547853 Depth to Water Table: 8.4 feet bgs Total Depth: 10.0 feet bgs Wepthlpr Field Description and USCS Soil anjoSampMFS-ample Depth e. Lab .. .. Test ID Lean Clay with Sand (CL): Brown, slightly 0.0-5.4 moist to moist, stiff to very stiff, with fine- 1.5-2.5 grained sand. --Organic material to 1.5 feet bgs. Poorly Graded Gravel with Sand (GP): Light 5.4-10.0 grayish -brown, wet to saturated, loose to very loose, with fine to coarse -grained sand, fine to coarse gravel, and 5-inch-minus cobbles. Notes: See Site Map for test pit location. Atlas No. 13202052g Page119 Copyright © 2020 Atlas Technical Consultants E IDIAN - APPROVED LMTL 06/22/22 FILE NUMBER: H-za22-000' Log #: TP-3 Date Advanced: December 18, 2020 Excavated by: Turn of the Century Homes Logged by: Brian Ronan, El Notes: See Site Map for test pit location. Piezometer installed to a depth of 7.2 feet bgs Latitude: 43.606895 Longitude:-116.447563 Depth to Water Table: 6.3 feet bgs Total Depth: 7.2 feet bgs Lab Test ID Moisture (%) Sieve Analysis (° ssin #4 #10 #40.j__ Test Pit Log #: TP-4 Date Advanced: December 18, 2020 Excavated by: Turn of the Century Homes Logged by: Brian Ronan, El Latitude: 43.607591 Longitude:-116.447992 Depth to Water Table: 6.2 feet bgs Total Depth: 9.5 feet bgs e. .. .. Lean Clay with Sand (CL): Brown, slightly 0.0-0.9 moist to moist, stiff. 1.5 --Organic material throughout. 0 9 2 8 Silt (ML): Light brown, slightly moist, stiff to 1.25-3.0 very stiff. Poorly Graded Gravel with Sand (GP): Light 2 8 9 5 brown, dry to saturated, medium dense to dense, with fine to coarse -grained sand, fine Ito coarse gravel, and 4-inch-minus cobbles. Notes: See Site Map for test pit location. Piezometer installed to a depth of 9.5 feet bgs Atlas No. B202052g Page 120 Copyright © 2020 Atlas Technical Consultants (E IDI� IAN,_— APPROVED aaTL 06/22/22 I FIUNWKR:H�- Appendix V GEOTECHNICAL GENERAL NOTES Major Divisions Symbol Soil Descriptions Coarse- Grained Soils < Gravel & Gravelly Soils < 50% coarse GW Well -graded ravels; ravel/sand mixtures with little or no fines GP Poorly -graded ravels; ravel/sand mixtures with little or no fines GM Silty gravels; poorly -graded ravel/sand/silt mixtures GC Clayey gravels; poorly -graded gravel/sand/clay mixtures 50% passes No.200 sieve Sand & Sandy Soils > 50% coarse fraction SW Well -graded sands; gravelly sands with little or no fines SP Poorl - raded sands; gravelly sands with little or no fines SM Silty sands; poorly -graded sand/gravel/silt mixtures SC Clayey sands; poorly -graded sand/gravel/clay mixtures Fine- Grained Soils > 50% Silts & Clays LL < 50 ML Inorganic silts; sandy, gravellyor clayey silts CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium - plasticity clays OL Organic, low -plasticity clays and silts passes No.200 sieve Silts & Clays LL > 50 MH Inorganic, elastic silts; sandy, gravellyor clayey elastic silts CH Fat clays; high -plasticity, inorganic clays OH Organic, medium to high -plasticity clays and silts Highly Organic Soils PT Peat, humus, h dric soils with high organic content tive Density and Consistency Classification ._ III Coarse -Grained Soils SPT Blow Counts N Very Loose: < 4 Loose: 4-10 Medium Dense: 10-30 Dense: 30-50 Very Dense: > 50 Fine -Grained Soils SPT Blow Counts N Very Soft: < 2 Soft: 2-4 Medium Stiff: 4-8 Stiff: 8-15 Very Stiff: 15-30 Hard: > 30 Particle Boulders: Size > 12 in. Cobbles: 12 to 3 in. Gravel: 3 in. to 5 mm Coarse -Grained Sand: 5 to 0.6 mm Medium -Grained Sand: 0.6 to 0.2 mm Fine -Grained Sand: 0.2 to 0.075 mm Silts: 0.075 to 0.005 mm Clays: < 0.005 mm Moisture Description Content and Cementation Classification Field Test Dry Absence of moisture, dry to touch Slightly Moist Damp, but no visible moisture Moist Visible moisture Wet Visible free water Saturated Soil is usually below water table Description Field Test Weak Crumbles or breaks with handling or slight finger pressure Moderate Crumbles or breaks with considerable finger pressure Strong Will not crumble or break with finger pressure GS Acronym grab sample LL Liquid Limit M moisture content NP non -plastic PI Plasticity Index QP penetrometer value, unconfined compressive strength, tsf V vane value, ultimate shearing strength, tsf Atlas No. B202052g Page 121 Copyright © 2020 Atlas Technical Consultants `(E IDI� IAN,_ I I I I I I I( I m APPROVED DAM 06/22/22 FILE MARER:H�� eoteechnicol-Engineeping R The Geoprofessional Business Association (GBA) has prepared this advisory to help you — assumedly a client representative — interpret and apply this geotechnical-engineering report as effectively as possible. In that way, you can benefit from a lowered exposure to problems associated with subsurface conditions at project sites and development of them that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed herein, contact your GBA-member geotechnical engineer. Active engagement in GBA exposes geotechnical engineers to a wide array of risk -confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Understand the Geotechnical-Engineering Services Provided for this Report Geotechnical-engineering services typically include the planning, collection, interpretation, and analysis of exploratory data from widely spaced borings and/or test pits. Field data are combined with results from laboratory tests of sod and rock samples obtained from field exploration (if applicable), observations made during site reconnaissance, and historical information to form one or more models of the expected subsurface conditions beneath the site. Local geology and alterations of the site surface and subsurface by previous and proposed construction are also important considerations. Geotechnical engineers apply their engineering training, experience, and judgment to adapt the requirements of the prospective project to the subsurface model(s). Estimates are made of the subsurface conditions that will likely be exposed during construction as well as the expected performance of foundations and other structures being planned and/or affected by construction activities. The culmination of these geotechnical-engineering services is typically a geotechnical-engineering report providing the data obtained, a discussion of the subsurface model(s), the engineering and geologic engineering assessments and analyses made, and the recommendations developed to satisfy the given requirements of the project. These reports maybe titled investigations, explorations, studies, assessments, or evaluations. Regardless of the title used, the geotechnical-engineering report is an engineering interpretation of the subsurface conditions within the context of the project and does not represent a close examination, systematic inquiry, or thorough investigation of all site and subsurface conditions. Geotechnical-Engineering Services are Performed for Specific Purposes, Persons, and Projects, and At Specific Times Geotechnical engineers structure their services to meet the specific needs, goals, and risk management preferences of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil -works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Likewise, geotechnical-engineering services are performed for a specific project and purpose. For example, it is unlikely that a geotechnical- engineering study for a refrigerated warehouse will be the same as one prepared for a parking garage; and a few borings drilled during a preliminary study to evaluate site feasibility will not be adequate to develop geotechnical design recommendations for the project. Do not rely on this report if your geotechnical engineer prepared it: • for a different client; • for a different project or purpose; • for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations. Note, too, the reliability of a geotechnical-engineering report can be affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying the recommendations in it. A minor amount of additional testing or analysis after the passage of time - if any is required at all - could prevent major problems. Read this Report in Full Costly problems have occurred because those relying on a geotechnical- engineering report did not read the report in its entirety. Do not rely on an executive summary. Do not read selective elements only. Read and refer to the report in full. You Need to Inform Your Geotechnical Engineer About Change Your geotechnical engineer considered unique, project -specific factors when developing the scope of study behind this report and developing the confirmation -dependent recommendations the report conveys. Typical changes that could erode the reliability of this report include those that affect: • the site's size or shape; • the elevation, configuration, location, orientation, function or weight of the proposed structure and the desired performance criteria; • the composition of the design team; or • project ownership. As a general rule, always inform your geotechnical engineer of project or site changes - even minor ones - and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept for problems that arise because the geotechnical ed about developments the engineer otherwise ings" Related in This Report Opinions �1 begins, geotechnical engineers explore a site's subsurface using various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing is performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgement to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ - maybe significantly - from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team through project completion to obtain informed guidance quickly, whenever needed. This Report's Recommendations Are Confirmation -Dependent The recommendations included in this report - including any options or alternatives - are confirmation -dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgement and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions exposed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation -dependent recommendations if you fail to retain that engineer to perform construction observation. This Report Could Be Misinterpreted Other design professionals' misinterpretation of geotechnical- engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a continuing member of the design team, to: confer with other design -team members; help develop specifications; review pertinent elements of other design professionals' plans and specifications; and be available whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction - phase observations. Give Constructors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can shift unanticipated -subsurface -conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you've included the material for information purposes only. To avoid misunderstanding, you may also want to note that "informational purposes" means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect. Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. This happens in part because soil and rock on project sites are typically heterogeneous and not manufactured materials with well-defined engineering properties like steel and concrete. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled "limitations;' many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer shod respond fully and frankly. Geoenviron mental Concerns Are Not Covered The personnel, equipment, and techniques used to perform an environmental study - e.g., a "phase -one" or "phase -two" environmental site assessment - differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical-engineering report does not usually provide environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not obtained your own environmental information about the project site, ask your geotechnical consultant for a recommendation on how to find environmental risk -management guidance. Obtain Professional Assistance to Deal with Moisture Infiltration and Mold While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, the engineer's services were not designed, conducted, or intended to prevent migration of moisture - including water vapor - from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material -performance deficiencies. Accordingly, proper implementation of the geotechnical engineer's recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building -envelope or mold specialists on the design team. Geotechnical engineers are not building -envelope or mold specialists. GEOPROFESSIONAL BUSINESS GAFA ASSOCIATION Telephone: 301 /565-2733 e-mail: info@geoprofessional.orgwwwgeoprofessional.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 GBAs 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.