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Geotechnical Evaluation Veterans Memorial Multi-Purpose Building Additions Chief Tecopa Cemetery 751 East Street Pahrump, Nevada Nye County 871 East Boothill Drive I Pahrump, Nevada 89060 December 30, 2021 I Project No. 304713002 Geotechnical I Environmental I Construction Inspection & Testing I Forensic Engineering & Expert Witness Geophysics I Engineering Geology I Laboratory Testing I Industrial Hygiene I Occupational Safety I Air Quality I GIS ---PAGE BREAK--- 6700 Paradise Road, Suite E I Las Vegas, Nevada 89119 I p. [PHONE REDACTED] I www.ninyoandmoore.com Brian O. Mundo, PG Senior Geologist Eric D. Elison, PE Principal Engineer Geotechnical Evaluation Veterans Memorial Multi-Purpose Building Additions Chief Tecopa Cemetery 751 East Street Pahrump, Nevada Ms. Tina Gancarz Nye County 871 East Boothill Drive I Pahrump, Nevada 89060 December 30, 2021 I Project No. 304713002 BOM/EDE/cas ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 i CONTENTS INTRODUCTION 1 SCOPE OF SERVICES 1 PROJECT DESCRIPTION 2 SITE CONDITIONS 2 BACKGROUND 2 GEOLOGY AND SOIL CONDITIONS 3 Potential Geologic Hazards 4 Ground Motions 4 SUBSURFACE EXPLORATION AND LABORATORY TESTING 5 GROUNDWATER 6 FINDINGS AND CONCLUSIONS 6 RECOMMENDATIONS 7 Demolition 7 Earthwork 8 10.2.1 Site Grading 8 10.2.2 Excavations Near Existing Foundations 10 10.2.3 Structural Fill and Backfill 10 10.2.4 Import Soil 11 10.2.5 Temporary Excavations 11 Structure Foundations 11 Settlement 12 Lateral Earth Pressures 12 Concrete Floor Slab Repair 13 New Concrete Floor Slabs 14 Exterior Concrete Flatwork 14 Concrete and Corrosion Considerations 15 10.9.1 Concrete 15 10.9.2 Buried Metal Pipes 16 Moisture Infiltration Reduction and Surface Drainage 16 ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 ii Observation and Testing 17 Plan Review 17 Pre-Construction Meeting 17 LIMITATIONS 17 REFERENCES 19 4 5 6 9 TABLES 1 – Faults in Site Vicinity 2 – Seismic Design Criteria 3 – Laboratory Test Results Summary 4 – Summary of Recommended Overexcavation Depths FIGURES 1 – Site Location 2 – Building Location 3 – Site Plan 4 – Partial Floor Slab Replacement Detail 5 – Lateral Earth Pressures for Yielding Retaining Walls 6 – Lateral Earth Pressures for Restrained Retaining Walls 7 – Retaining Wall Drainage Detail APPENDICES A – Exploratory Excavation Logs B – Laboratory Testing C – Chemical Test Result ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 1 INTRODUCTION In accordance with your request, Ninyo & Moore has performed a geotechnical evaluation at the Veterans Memorial Multi-Purpose Building Additions located at the Chief Tecopa Cemetery in Pahrump, Nevada (Figure Our evaluation was performed to assess subsurface soil conditions near the building addition areas and to provide design and construction recommendations regarding geotechnical aspects of the project. This report provides the finding, conclusions, and recommendations of our study. Ninyo & Moore previously performed a geotechnical evaluation at the subject building to evaluate existing floor slab damage. The findings of our previous evaluation are provided in the referenced report (Ninyo & Moore, 2021) and were utilized to aid in assessment of geotechnical conditions for the building additions. SCOPE OF SERVICES The scope of our services included the following: Review of pertinent background data, including our referenced previous reports and other referenced information. Data from our previous reports were used to the extent possible for this evaluation. Discussions with Nye County representatives. Performance of a site visit and geotechnical reconnaissance to document existing features and general site conditions. Coordination and mobilization for subsurface exploration and markout of existing utilities with Dig Alert/Underground Service Alert. Drilling, logging, and sampling of one exploratory boring to a depth of 25 feet. The purposes of the soil boring were to evaluate general subsurface conditions, and to collect soil samples for laboratory testing. Laboratory testing of collected soils to evaluate in-place moisture content and dry density, gradation, Atterberg limits, and expansion/collapse potential, expansion index, direct shear strength, solubility potential, and chemical conditions. Compilation and geotechnical analysis of accumulated data. Preparation of this report presenting our findings, conclusions, and geotechnical recommendations. ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 2 PROJECT DESCRIPTION The Veterans Memorial Multi-Purpose Building is located at the Chief Tecopa Cemetery in Pahrump, Nevada. As shown on Figure 2, the subject building is located in the northwest portion of the cemetery and is bordered by landscape gravel and concrete flatwork. The existing multi-purpose building is an approximately 1,300 square-foot, single-story, wood- frame structure founded on a continuous perimeter concrete foundation with overlying courses of concrete masonry unit (CMU) blocks. The exterior walls are constructed CMU blocks, stucco, and wood paneling. The interior concrete slab-on-grade floor is covered with carpet. Interior walls are covered with drywall and wood paneling. There are no water features (sinks, drains, or plumbing lines) in the multi-purpose building. Landscape irrigation lines near the exterior of the building are associated with watering for plants and trees. Based on our review of referenced plans, the proposed building additions will be constructed adjacent to the north and south sides of the existing building and are planned to be 240 and 1,040 square feet in size, respectively. It is anticipated that the single-story additions will be loaded and supported on conventional shallow spread foundations with concrete slab-on-grade floors. The area of proposed building additions is currently improved with decorative gravel, concrete flatwork, and an HVAC unit. Removal of these improvements will be needed prior to construction of the proposed building additions. Additional site improvements may include concrete flatwork. Site grading is anticipated to be relatively minimal. SITE CONDITIONS Improvements on the south (front) side of the building include concrete flatwork, a shaded entrance, and gravel landscaping. A 2-foot high planter, constructed on CMU blocks, extends along the west side of the building. Concrete flatwork and a heating, ventilation, and air- conditioning (HVAC) unit are located adjacent to the north side of the building. BACKGROUND Based on our review of referenced documents and discussions with Nye County representatives, we understand that the building was originally constructed in 1998 and is operated and maintained by The Town of Pahrump. In 2014, additional exterior improvements were constructed adjacent to the subject building, including concrete flatwork and a covered entrance on the south side of the building. ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 3 Floor slab and wall cracking were reported in the subject building in September 2020. A site inspection was performed at the subject building by Pete Fowler Construction Services on October 7, 2020. Their referenced report indicated that floor slab and wall cracking may be related to underlying soil movement. In December 2020, Ninyo & Moore performed a geotechnical inspection and subsurface evaluation of the existing building to assess the reported floor slab and wall cracking. Our evaluation included geotechnical site reconnaissance of the multi-purpose building and the exterior drainage conditions, as well as performance of level surveys on the floor slab and foundation stem walls. Shallow subsurface exploration and laboratory testing on obtained soil samples was also performed. As indicated in our referenced report (Ninyo & Moore, 2021), it is our opinion that the observed floor slab damage was caused by expansive soil and site drainage conditions. Infiltration of surface water into the subgrade soil also contributed to the movement and associated damage. GEOLOGY AND SOIL CONDITIONS The subject property is located in the central portion of the Pahrump Valley, which is located in the southern portion of the Great Basin and the Basin and Range geomorphic province. Pahrump Valley is generally bordered by mountain ranges. These mountains, which range in elevation up to approximately 11,000 feet (MSL), are composed primarily of Precambrian-age and Paleozoic- age sedimentary rocks. Large coalescing Quaternary-age alluvial fans extend outward into Pahrump Valley from the bordering mountain ranges. Surficial soils in the lower portions of the valley include Quaternary-age paleo-spring, lakebed, playa, stream, and eolian (wind-blown) deposits. Ground fissures, generally believed to be caused by erosion and differential stress resulting from regional subsidence due primarily to withdrawal of groundwater, are known to occur near faults in southern Nevada. Review of referenced geologic data does not indicate the presence of ground fissures at the project site and no ground fissures were observed during our field activities. As part of this study, Ninyo & Moore evaluated the referenced soils and geotechnical guidelines map (Pahrump Regional Planning District, 2004), soil data available from the United States Department of Agriculture, and published geologic maps. Review of this data indicates that the subject site is underlain by Quaternary-age native soil that is composed primarily of sand, silt, and clay. Ninyo & Moore’s laboratory test data from a referenced previous evaluation in the site vicinity ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 4 (Ninyo & Moore, 2004) indicated that the subject area is in underlain by soil that has the potential for low to moderate expansion, high settlement, and moderate solubility. Potential Geologic Hazards Ninyo & Moore's geotechnical study included an evaluation of the possible presence of geologic hazards such as faults and ground fissures in the site area. This evaluation included visual observation of the site for indications of adverse geologic features and review of published geologic and soils maps and literature, as well as other data listed in the References section of this report. Referenced geologic data were also reviewed to evaluate seismic activity levels, and associated potential earthquake hazards, for faults in the site vicinity. It should be noted that the fault seismic activity levels provided in this section were obtained/interpreted primarily from United States Geological Survey (USGS, 2020) data. Ground fissures, generally believed to be caused by erosion and differential stress resulting from regional subsidence due primarily to withdrawal of groundwater, are known to occur near faults in the southwest. Review of the referenced geologic data does not indicate the presence of ground fissures at the project site, and no ground fissures were observed during our field activities. Based on our field observations and review of referenced data, no faults traverse the project site. Review of referenced geologic data indicates that the nearest active faults a fault that has experienced ground surface rupture within the past 11,000 years) to the site is the Pahrump fault and the West Spring Mountains fault. The distances from the site to active faults are provided on Table 1. Table 1 – Faults in Site Vicinity Fault Seismic Activity Level* Approximate Distance from Project Site to Fault (miles) Pahrump fault Active 2.7 West Spring Mountains fault Active 3.3 Note: *From United States Geological Survey (USGS, 2021) data. Ground Motions Using the American Society of Civil Engineers (ASCE) 7 Hazard Tool (http://asce7hazardtool.online/) in general accordance with the 2018 IBC and the Southern Nevada Amendments to the 2018 IBC, estimated maximum considered earthquake spectral response accelerations for short (0.2 second) and long (1.0 second) periods were obtained for the subject site, which is located at approximately 36.20902 degrees north latitude and -115.99080 degrees west longitude. Due to a detailed seismic ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 5 site class evaluation not being performed for the project, Seismic Site Class D - default is appropriate for the subject site and the parameters in the following table are characteristic of the subject site for design purposes. Table 2 – Seismic Design Criteria Site Coefficients and Spectral Response Acceleration Parameters Values Site Class D Site Coefficient, Fa 1.382 Site Coefficient, Fv 2.212 Mapped Spectral Response Acceleration at 0.2-second Period, Ss 0.523g Mapped Spectral Response Acceleration at 1.0-second Period, S1 0.194g Spectral Response Acceleration at 0.2-second Period Adjusted for Site Class, SMS 0.722g Spectral Response Acceleration at 1.0-second Period Adjusted for Site Class, SM1 0.429g Design Spectral Response Acceleration at 0.2-second Period, SDS 0.482g Design Spectral Response Acceleration at 1.0-second Period, SD1 0.286g SUBSURFACE EXPLORATION AND LABORATORY TESTING Ninyo & Moore personnel performed subsurface exploration at the subject site on November 10, 2021, which included drilling, logging, and sampling of a 25-foot deep soil boring. The boring, and previous excavations by Ninyo & Moore, were located near the northeast corner of the building and were performed to evaluate subsurface conditions as well as to collect soil samples for laboratory testing. Soil encountered in the boring consisted of medium dense, clayey and silty sand and very stiff, sandy lean clay. At a depth of approximately 14 feet, medium dense silty gravel with sand was encountered. Dense, clayey sand and poorly graded gravel with silt and sand were logged from 21 to 25 feet. The boring was terminated at 25 feet and the hole was backfilled with a mixture of bentonite and excavated soil cuttings. The exploratory boring log is provided in Appendix A. Figure 3 indicates the locations of excavations performed by Ninyo & Moore at the subject site. Laboratory tests were performed on soil samples collected from the excavations to evaluate in- place moisture content and dry density. Laboratory test results performed on soil samples obtained from the exploratory boring indicated in-place moisture contents ranging from 0.8 to 7.5 percent and in-place dry densities ranging from 111.8 to 123.9 pounds per cubic foot (pcf). Laboratory test results performed on soil samples obtained from the previous interior slab cores indicated in-place moisture contents ranging from 7.0 to 13.9 percent and in-place dry densities ranging from 94.7 to 110.7 pcf. Other laboratory testing included gradation analysis, Atterberg Limits, swell/collapse potential, expansion index, direct shear, strength solubility potential and ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 6 chemical conditions. Results of in-place moisture content and dry density tests are provided on the logs in Appendix A and description of testing procedures utilized is provided in Appendix B. Laboratory chemical test results are presented in Appendix C. Laboratory tests were performed on representative samples of native soil obtained from the exploratory boring and cores. Results of these tests are summarized in the following table. Table 3 – Laboratory Test Results Summary Test Type Test Results Remarks Atterberg Limits Liquid Limit Plastic Limit Plasticity Index 47 16 31 Moderate plasticity Swell/Collapse Potential 0.2 percent collapse 0.1 and 1.4 percent swell Low collapse potential Low to moderate swell potential Expansion Index 56 Medium expansion potential Direct Shear Strength Friction Angle (peak) Cohesion (peak) 29 276 Chloride Content 0.026 percent Negligibly corrosive to buried metal Sodium Sulfate Content 0.027 percent Low chemical heave (salt heave) potential Sulfate Content 0.15 percent Moderately deleterious to concrete Sodium Content 0.0088 percent Total Salts (Solubility) 0.22 Low solubility potential Solubility 0.7 and 1.2 percent Low to moderate solubility potential GROUNDWATER Groundwater was not encountered in our excavations, which were advanced to 25 feet below the existing ground surface. Seasonal fluctuations in groundwater levels and surface water flow may occur. These fluctuations may be due to variations in ground surface topography, subsurface geologic conditions, rainfall, irrigation, and other factors. Evaluation of factors associated with groundwater fluctuations was beyond the scope of this study. FINDINGS AND CONCLUSIONS Based on the findings of this study, there are no known geotechnical or geologic conditions that would preclude construction of the proposed project improvements, provided the geotechnical recommendations presented herein are adequately implemented. Geotechnical design and construction considerations for the subject project include the following: ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 7 Demolition of portions of the existing building and nearby site improvements will be needed. Recommendations regarding demolition and disposal of demolished structures are provided in Section 10.1. There is a potential for damage to the existing building due to undermining and loss of lateral support for the building’s foundation during construction of adjacent footings for the planned new portion of the building. We strongly emphasize that the contractor for the project take adequate precautions during construction so that movement of the existing building does not occur. Precautions may include placement of shoring, installation of sacrificial jacks, underpinning, and/or performance of soil removal adjacent to the foundation in limited independent sections. To reduce the potential for future movement/settlement of existing foundations, new foundations constructed adjacent to existing foundations should be constructed at or below the footing bottom elevation of the existing footing. Based on the findings of our subsurface evaluation and laboratory test results, on-site native soils have a potential for moderate solubility, moderate swell, and medium expansion. Sampling and testing of representative samples of on-site soil to be utilized as structural fill or backfill for this project should be performed during grading operations to evaluate solubility and expansion. Excavated on-site soils may need to be blended with low solubility on-site soils and/or import soil prior to being used as structural fill and/or backfill to meet the recommendations presented in Section 10.2.3. Review of published geologic data and our field observations do not indicate the presence of adverse on-site geologic hazards, such as faults and ground fissures, which may affect proposed site development. Groundwater was not encountered in our exploratory excavations. Based on our previous subsurface explorations in the site vicinity, there is a low potential for liquefaction of the subsurface soils. During our field activities indications of underground utilities were observed at the site or in the vicinity of the site. Existing utilities should be located and mapped prior to project construction and re-located or abandoned as needed. Contractors performing excavations for the project should follow state-mandated Call Before You Dig/Dig Alert procedures and coordinate with utility companies prior to excavating RECOMMENDATIONS The following recommendations are intended for incorporation into the design and construction of the subject project. Demolition We understand that the project will include demolition of portions of the existing building and associated site improvements, including portions of the perimeter walls of the building, exterior concrete flatwork, and landscape areas, including the west retaining wall. In addition, it is our understanding that a damaged portion of the existing concrete floor slab in the northeast corner of the building will be removed and reconstructed. Care should be exercised during demolition to ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 8 see that debris and otherwise unsuitable material, as well as any undocumented/non-engineered fill, have been adequately removed and replaced with structural fill in proposed structure and improvement areas. Remnants from demolition activities should be removed from the site. Demolition of existing improvements should include rerouting, removal, or in-place abandonment of underground utilities, as needed. Existing utilities should be adequately capped or rerouted at the project perimeter in accordance with the requirements of the governing authorities and the recommendations of the geotechnical consultant at the time of demolition. Abandoned underground utility pipes should be removed from the site, or, if the pipes are left in place, they should be filled with flowable fill, such as grout or controlled low strength material (CLSM). The contractor should take adequate precautions when grading the site to reduce the potential for damage to utilities. Earthwork The following subsections provide recommendations for earthwork, including site grading, excavations near existing foundation, structural fill and backfill, import soil, and temporary excavations. 10.2.1 Site Grading Prior to grading, proposed structure and improvement areas should be cleared of any surface obstructions, including underground utilities, concrete flatwork, and appreciable debris, organics (including lawn, shrubs, trees, and tree roots), and other deleterious material. Materials generated from clearing operations should be removed from the project site for disposal (e.g. at a legal landfill site). We recommend that the full depth of any on-site undocumented fill and surficial loose and/or disturbed native soils be removed from proposed structure and improvement areas, including building walls and exterior concrete flatwork, as needed. The excavated soils may be processed and stockpiled for later use as structural fill or backfill, provided they comply with the recommendations presented in this report. Based on the findings of our subsurface explorations and laboratory test results, some of the near-surface native soils have a potential for moderate solubility, moderate swell, and medium expansion. Accordingly, to adequately reduce the potential for future soil-related movement and possible associated damage, we recommend that near-surface native soils in areas of proposed structures and improvements be overexcavated and replaced with structural fill. Surface preparation and overexcavation should extend 5 feet beyond the exterior edges of the building lines and 2 feet beyond wall foundations, exterior concrete flatwork, and pavement areas where possible. The following table summarizes ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 9 recommended overexcavation depths needed to provide an adequate layer of structural fill beneath proposed project improvements. Table 4 – Summary of Recommended Overexcavation Depths Proposed Improvement Recommended Overexcavation Depth* Conventional Spread Footings 24 inches below existing grade or 18 inches below foundation bottom elevations, whichever extends lower in elevation. Concrete Slab-on-Grade Floors/ Exterior Concrete Flatwork and Paved Parking and Access Areas 18 inches below existing grade or 12 inches below supportive gravel (Type II Aggregate Base), whichever extends lower in elevation. Note: *Overexcavation depth may include approximately 6 inches of scarified, moisture-conditioned, and compacted subsurface soils. Existing fill and any loose, soft, and/or disturbed soils should be removed from proposed structure and improvement areas. The geotechnical consultant should observe areas to receive fill at the time of grading to assess the suitability of the exposed material and to evaluate if removals down to more competent soils are needed. After the removals described above have been made, the exposed native soils should be scarified to approximately 6 inches, moisture-conditioned to generally above optimum, and compacted to 95 percent relative compaction, as evaluated by American Society for Testing and Materials (ASTM) Standard D 1557. Some shrinkage should be anticipated when on-site soils are excavated, processed, and compacted. For planning purposes, an estimated shrinkage factor of approximately 20 percent may be used for soils. If pumping subgrade conditions are encountered, subgrade stabilization methods may be considered, such as additional soil overexcavation, incorporating rock fill, or placement of geogrid. Ninyo & Moore’s laboratory test results indicated that the native soils encountered in our explorations borings are generally suitable for use as structural fill and backfill material. However, our laboratory test results indicated that on-site soils have a potential for moderate solubility, moderate swell, and medium expansion. Sampling and testing of representative on-site soil to be utilized as structural fill and backfill for this project should be performed during grading operations to evaluate solubility potential. Prior to use as structural fill and/or backfill, excavated on-site soils may need to be blended with low solubility and low expansive soil that is either on-site or imported. The excavated on-site soils may be used as structural and backfill provided they comply with the recommendations presented in Section 10.2.3. ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 10 10.2.2 Excavations Near Existing Foundations The proposed improvements may include construction of new foundations adjacent to the existing foundations. Excavations should not undermine existing foundations and should not extend below a plane that extends downward and outward from the bottom edge of existing foundations on a 1:1 (horizontal:vertical) slope. Alternatively, the soils beneath the foundations of the existing structure should be appropriately shored during excavation activities. In areas where new foundations are constructed parallel to existing foundations, and/or where the 1:1 excavation criteria cannot be met, the excavations should be performed in relatively small (10 linear feet), independent stages to reduce the potential for undermining of existing footings. Staged excavations should not remain open for extended periods of time and should be adequately backfilled with structural fill prior to subsequent excavations. The geotechnical consultant should observe the exposed soils during excavations along the base of existing footings to assess the suitability and stability of the exposed soil. The project’s contractor should take precautions to avoid damage to existing structures during earthwork and construction operations. These precautions may include monitoring of the existing building and other site improvements for movement, cracking, etc. Precautionary measures should be reviewed and approved by the owner’s representative. 10.2.3 Structural Fill and Backfill The findings of our study indicate that tested native soil samples generally are suitable for re- use as structural fill and backfill. However, a potential for moderate solubility, moderate swell, and medium expansion were encountered. Additional soil sampling and laboratory testing should be performed during earthwork operations to evaluate whether on-site soils meet recommendations provided in this section for use as structural fill/backfill. Structural fill and backfill soils should not contain significant amounts of organic matter, debris, other deleterious matter, or rocks or hard chunks larger than approximately 4 inches nominal diameter. These soils should have a low solubility potential of 1.0 percent or less, as evaluated by Technical Guideline TG-19-2007 (CCDB, 2007), and a very low to low expansion potential (Expansion Index, EI, less than 50, as evaluated by ASTM D 4829). Soils used as structural fill and backfill should be moisture-conditioned to approximately optimum moisture content and placed and compacted in uniform horizontal lifts to a relative compaction of 95 percent, as evaluated by the ASTM D 1557. Fill placed deeper than 5 feet below finished grade should be compacted to 95 percent relative compaction. The optimal lift thickness of fill will depend on the type of soil and compaction equipment used, but should ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 11 generally not exceed approximately 8 inches in loose thickness. Placement and compaction of structural fill should be performed in accordance with the referenced Clark County (2003) Uniform Standard Specifications for Public Works Construction Earthwork operations should be observed and compaction of structural fill and backfill materials should be tested by the project’s geotechnical consultant. Typically, one field test should be performed per lift for each approximately 500 cubic yards of fill placement in structural areas. Additional field tests may also be performed in structural and non-structural areas at the discretion of the geotechnical consultant. 10.2.4 Import Soil Import soil should consist of coarse-grained material (50 percent or more retained on the No. 200 sieve) with a low solubility potential of 1.0 percent or less, as evaluated by Technical Guideline TG-19-2007 (CCDB, 2007), a low sulfate content (less than 0.1 percent), and a very low to low expansion potential (EI less than 50, as evaluated by ASTM D 4829). Import soil should not contain significant amounts of organic matter, debris, other deleterious matter, or rocks or hard chunks larger than approximately 4 inches nominal diameter. We further recommend that proposed import material be evaluated by the project’s geotechnical consultant at the borrow source for its suitability prior to importation to the project site. Import soil should be moisture-conditioned and placed and compacted in accordance with the recommendations set forth in the previous section. 10.2.5 Temporary Excavations Temporary slope surfaces should be kept moist to retard raveling and sloughing. Water should not be allowed to flow over the top of excavations in an uncontrolled manner. Stockpiled material and/or equipment should be kept back from the top of excavations a distance equivalent to the depth of the excavation or more. Workers should be protected from falling debris, sloughing, and raveling in accordance with Occupational Safety and Health Administration (OSHA) regulations (OSHA, 2016). Temporary excavations should be observed by the project’s geotechnical consultant so that appropriate additional recommendations may be provided based on the actual field conditions. Temporary excavations are time sensitive and failures are possible. Structure Foundations Structure foundations consisting of spread footings should extend 18 inches or more below the lowest adjacent finished grade and bear on a zone of adequately placed and compacted structural fill (reworked native or import soils), as described in Table 4, Section 8.2.1 of this report. Structure ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 12 footings should have a width of 12 inches or more. Footings should be reinforced in accordance with the project structural engineer’s recommendations. From a geotechnical standpoint, we recommend that footings be reinforced with two No. 4 or larger reinforcing bars, one placed near the top and one near the bottom of the footings. Additional reinforcement may be recommended by the structural engineer. An allowable bearing capacity of 1,600 pounds per square foot (psf) may be used for conventional spread footings with an embedment depth of 18 inches below adjacent finished grade and a width of 12 inches. The allowable bearing capacity may be increased by 300 psf for each additional 1 foot of width and 700 psf for each additional 1 foot of embedment up to 3,000 psf. The allowable bearing capacity, which was developed considering a factor of safety of 2.5, may be increased by one-third for short duration loads, such as wind or seismic. Lateral resistance for footings is presented in Section 8.5. Seismic parameters for design of structures at the site are provided in Table 2 in Section 6.3 and on Figure 3 and Figure 4. Foundations should be designed and constructed in accordance with the recommendations of a qualified Due to the potential for damaging differential settlement, structure footings should not bear on both cemented soils (caliche) and non-cemented soils. If both cemented and non-cemented soils are present at the footing base, the cemented soils should be overexcavated 12 inches and replaced with compacted structural fill or the non-cemented soils may be overexcavated down to expose cemented soils and the resulting excavation may be backfilled with lean mix concrete (or an approved equivalent) up to the footing base elevation. Settlement Based on our evaluation of spread footing bearing capacity, we anticipate that settlement of foundation material will be on the order of 1 inch or less. We estimate footing differential settlement of about ½-inch over a horizontal span of about 40 feet. Lateral Earth Pressures Retaining walls that are not restrained from movement at the top and having level, granular backfill behind the wall may be designed using an “active” lateral earth pressure as indicated on Figure 5. Retaining walls that are restrained from movement at the top and having level, granular backfill behind the wall may be designed using an “at-rest” lateral earth pressure as indicated on Figure 5. The locations of the resultant forces due to these lateral earth pressures are also provided on Figure 5 and Figure 6. These lateral earth pressure values assume compaction within about 5 feet of the wall will be accomplished with relatively light compaction equipment and that very low to ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 13 low expansive backfill will be placed behind the wall. These values also assume that retaining walls will have a height of approximately 10 feet or less. Ninyo & Moore evaluated “active” and “at-rest” dynamic lateral earth pressures due to seismic loading based on the referenced Southern Nevada Amendments to the 2018 International Building Code (SNBO, 2018). Ninyo & Moore recommends that retaining walls that are not restrained from movement at the top be designed using an “active” resultant force due to seismic loading as indicated on Figure 5. Retaining walls that are restrained from movement at the top should be designed using an “at-rest” resultant force due to seismic loading as indicated on Figure 6. Retaining walls should also be designed to resist an “active” and “at-rest” surcharge pressure as shown on Figure 5 and Figure 6. The value for represents the pressure induced by adjacent light loads, uniform slab, or traffic loads plus any adjacent footing loads. Measures should be taken so that hydrostatic pressure does not build up behind retaining walls. Drainage measures, as indicated on Figure 7, should include free-draining granular backfill material and perforated drain pipes, or weepholes lined with polyvinyl chloride (PVC) pipe. Drain pipes should outlet away from structures and retaining walls should be waterproofed in accordance with the recommendations of a qualified civil engineer or architect. For passive resistance to lateral loads, we recommend that a passive lateral earth pressure as shown on Figure 5 be used up to a value of 2,500 psf. This value assumes that the ground surface is horizontal for a distance of 10 feet, or three times the height generating the passive pressure, whichever is more. We recommend that the upper 12 inches of soil not protected by pavement or a concrete slab be neglected when calculating passive resistance. For frictional resistance to lateral loads, we recommend that a coefficient of friction of 0.37 be used between soil and soil contacts and/or between soil and cast-against-grade concrete contacts. Passive and frictional resistances may be used in combination, provided the passive resistance does not exceed one- half of the total allowable resistance. Concrete Floor Slab Repair As indicated in our previous evaluation (Ninyo & Moore, 2021), to repair areas of extensive floor slab damage, we recommend that damaged floor slab areas be removed and reconstructed. After the slab is removed, the upper 18 inches of soil should be removed and replaced with structural fill. After the recommended removals, the bottom of the excavated area should be evaluated by the geotechnical engineer. Additional removals may be needed if soft, wet, unstable, or otherwise ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 14 unsuitable soil conditions are present. Placement of structural fill soils are provided in Section 10.2.3. Floor slab concrete and reinforcement used for the repair area is described in Section 10.7. Reinforcement should be dowelled into the existing adjacent floor slab/foundation, as shown on Figure 4. New Concrete Floor Slabs New concrete slab-on-grade floors should be designed by the project’s structural engineer based on anticipated loading conditions. Ninyo & Moore recommends that conventional concrete slab- on-grade floors for this project be founded on 6 inches of Type II Aggregate Base overlying a zone of adequately placed and compacted structural fill, as described in Table 2, Section 10.2.1 of this report. The structural fill thickness may include 6 inches of scarified and recompacted soils. Aggregate base underlying concrete slab-on-grade floors should be compacted to 95 percent of the laboratory maximum dry density (ASTM D 1557). Floor slabs should be 6 inches or more in thickness and reinforced with No. 4 steel reinforcing bars placed at 18 inches on-center both ways. Reinforcement of the slab should be placed at mid- height. We recommend that “chairs” be utilized to aid in the placement of the reinforcement. Increased slab thickness and reinforcement may be recommended by the structural engineer. As a means to reduce shrinkage cracks, we recommend that conventional slab-on-grade floors be provided with control joints in accordance with the recommendations of a qualified structural engineer. Recommendations regarding concrete utilized in construction of floor slabs are provided in a subsequent section of this report. Ninyo & Moore recommends that a moisture barrier be provided by a membrane placed beneath concrete slab-on-grade floors, particularly in areas where moisture-sensitive flooring is to be used. The membrane should consist of visqueen 10 mils in thickness, or an appropriate equivalent. The visqueen may overlie or underlie the previously described compacted base material. Exterior Concrete Flatwork Exterior concrete flatwork, such as walkways and larger slabs, should be founded on 6 inches of Type II Aggregate Base overlying a zone of adequately compacted structural fill (reworked fill and/or native, or import soils), as described in Table 2, Section 10.2.1 of this report. The structural fill thickness may include 6 inches of scarified and recompacted soils. Type II Aggregate Base should be compacted to 95 percent relative compaction, as evaluated by ASTM D 1557. ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 15 Concrete flatwork should be 4 inches thick. To reduce the potential for shrinkage cracks, the flatwork should be constructed with control joints spaced approximately 5 feet apart for walkways and approximately 10 feet on-center each way for larger slabs. Crack control joint spacing should be in accordance with recommendations of a qualified structural engineer. Reduced joint spacing may be recommended by the structural engineer. Formation of shrinkage cracks in concrete slabs, and other cracks due to minor soil movement, may be further reduced by utilizing steel reinforcement, such as welded wire mesh. However, due to the inherent difficulty in positioning welded wire mesh in the middle of concrete flatwork, other crack control methods should be considered, such as placement in the concrete of No. 3 steel reinforcing bars at approximately 24 inches on-center each way. Reinforcement of the flatwork should be placed at approximately mid-height in the concrete utilizing “chairs.” Exterior concrete flatwork, curbs, and gutters should be constructed in accordance with the recommendations of the project’s civil or structural engineer and governing agency requirements. Recommendations regarding concrete utilized in construction of proposed improvements are provided in Section 8.8. Concrete and Corrosion Considerations The corrosion potential of on-site soils to concrete was evaluated in the laboratory using representative samples obtained from the exploratory borings. Laboratory testing was performed to assess the effects of sulfate on concrete and soil resistivity on buried metal. Results of these tests are presented in Appendix C. Recommendations regarding concrete to be utilized in construction of proposed improvements and for buried metal pipes are provided in the following sections. 10.9.1 Concrete Chemical tests performed on selected samples of on-site soils indicated sulfate contents of 0.15 percent by weight. Based on review of the referenced International Building Code (ICC, 2018) and American Concrete Institute manual (ACI, 2005), the tested soil is considered moderately deleterious to concrete. Accordingly, we recommend that concrete in contact with on-site soils, along with subsurface walls up to 12 inches above finished grade, contain Type V cement and have a design compressive strength of 4,500 pounds per square inch (psi) with a water-cement ratio of 0.45 by weight. In addition, it is recommended that reinforcing bars in cast-against-grade concrete, with the exception of slab-on-grade floors and exterior concrete flatwork, be covered by approximately 3 inches or more of concrete. Concrete should be placed with an approximate 4-inch slump and good densification ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 16 procedures should be used during placement to reduce the potential for honeycombing. Concrete samples should be obtained, as indicated by ACI manual Section 318 (ACI, 2005), and the slump should be tested at the site by the project’s geotechnical consultant. Structural concrete should be placed in accordance with American Concrete Institute (ACI, 2005) and project specifications. 10.9.2 Buried Metal Pipes Ninyo & Moore recommends that corrosion reduction methods be implemented for this project for buried metal pipes. These corrosion reduction methods may include utilization of protective coatings, pipe sleeving, and/or appropriate cathodic protection as recommended by a qualified corrosion engineer. Where permitted by jurisdictional building codes, the use of plastic pipes for buried utilities should also be considered. Moisture Infiltration Reduction and Surface Drainage Infiltration of water into subsurface soils can lead to soil movement and associated distress, and chemically and physically related deterioration of concrete structures. To reduce the potential for infiltration of moisture into subsurface soils at the site, we recommend the following: Positive drainage should be established and maintained away from the proposed building additions and the existing building. Positive drainage may be established by providing a surface gradient of 2 percent away from buildings for a distance of 10 feet measured perpendicular from building perimeters, where possible. As shown on Figure 3, potential water ponding areas were noted near the southwest, southeast, and northeast corners of the existing building. Tightlining of the roof downspouts at the southwest and southeast corners of the building so they discharge 10 feet or more away from the building’s foundation. Currently, these downspouts discharge onto concrete splash-blocks adjacent to the building’s foundation and into potential water ponding areas. Adequate surface drainage should be provided to channel surface water away from on-site structures and to a suitable outlet such as a storm drain or the street. Adequate surface drainage may be enhanced by utilization of graded swales, area drains, and other drainage devices. Surface run-off should not be allowed to pond near structures. Building roof drains should have downspouts tightlined to an appropriate outlet, such as a storm drain or the street. If tightlining of the downspouts is not practicable, they should discharge 5 feet or more away from the building or onto concrete flatwork or asphalt that slopes away from the structure. Downspouts should not be allowed to discharge onto the ground surface adjacent to building foundations. Ninyo & Moore recommends that low-water use (drip irrigated) landscaping be utilized on site, particularly within 5 feet of the building and exterior site improvements, including areas of concrete flatwork and masonry block walls. We understand that the retaining wall on the east side of existing building will be removed as part of the planned improvements. Irrigation heads should be oriented so that they spray away from building and block wall surfaces. ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 17 Observation and Testing A qualified geotechnical consultant should perform appropriate observation, testing, and inspection services during grading and construction operations. These services should include observation of removal of soft, loose, or otherwise unsuitable soils, evaluation of subgrade conditions where soil removals are performed, and performance of observation and testing services during placement and compaction of structural fill and backfill soils. The geotechnical consultant should also perform observation, testing, and inspection services during placement of concrete, mortar, grout, asphalt concrete, and steel reinforcement. Plan Review The recommendations presented in this report are based on preliminary design information for the proposed project, as provided by Nye County personnel, and on the findings of our geotechnical evaluation. When finished, project plans and specifications should be reviewed by the geotechnical consultant prior to submitting the plans and specifications for permitting and bid. Additional field exploration and laboratory testing may be needed upon review of the project design plans. Pre-Construction Meeting We recommend that a pre-construction meeting be held. The owner or the owner’s representative, the architect, the civil engineer, the contractor, and the geotechnical consultant should be in attendance to discuss the plans and the project. LIMITATIONS The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical report have been conducted in general accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in the project area. No warranty, expressed or implied, is made regarding the conclusions, recommendations, and opinions presented in this report. There is no evaluation detailed enough to reveal every subsurface condition. Variations may exist and conditions not observed or described in this report may be encountered during construction. Uncertainties relative to subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface evaluation will be performed upon request. Please also note that our evaluation was limited to assessment of the geotechnical aspects of the project, and did not include evaluation of structural issues, environmental concerns, or the presence of hazardous materials. ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 18 This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. Ninyo & Moore should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document. This report is intended for design purposes only. It does not provide sufficient data to prepare an accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant perform an independent evaluation of the subsurface conditions in the project areas. The independent evaluations may include, but not be limited to, review of other geotechnical reports prepared for the adjacent areas, site reconnaissance, and additional exploration and laboratory testing. Our conclusions, recommendations, and opinions are based on an analysis of the observed site conditions. If geotechnical conditions different from those described in this report are encountered, our office should be notified and additional recommendations, if warranted, will be provided upon request. It should be understood that the conditions of a site could change with time as a result of natural processes or the activities of man at the subject site or nearby sites. In addition, changes to the applicable laws, regulations, codes, and standards of practice may occur due to government action or the broadening of knowledge. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which Ninyo & Moore has no control. This report is intended exclusively for use by the client. Any use or reuse of the findings, conclusions, and/or recommendations of this report by parties other than the client is undertaken at said parties’ sole risk. ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 30, 2021 19 REFERENCES American Concrete Institute (ACI), 2005, ACI Manual of Concrete Practice. American Society for Testing and Materials (ASTM), 2005, Annual Book of ASTM Standards, Section 4 - Construction: Volume 04.08, Soil and Rock D 420 to D 5779. dePolo, C.M., Ramelli, A.R., and Bell, J.W., 1999, Geologic Map of the Pahrump Quadrangle, Nevada: Nevada Bureau of Mines and Geology, Open-File Report 99-14, Scale 1:24,000. Google Earth Website, 2019, Aerial photographs of the Pahrump area, Nye County, Nevada: http://earth.google.com. Hoffard, J.L., 1991, Quaternary Tectonics and Basin History of Pahrump and Stewart Valleys, Nevada and California: State of Nevada, Agency for Nuclear Projects, Nuclear Waste Projects, Report Number NWPO-TR-017-91. International Code Council (ICC), 2018, International Building Code (IBC). Ninyo & Moore proprietary in-house data. Ninyo & Moore, 2004, Geotechnical Evaluation, Pahrump Master Plan Update, Pahrump, Nevada: dated April 20. Ninyo & Moore, 2021, Geotechnical Evaluation, Veterans Memorial Multi-Purpose Building, Chief Tecopa Cemetery, 751 East Street, Pahrump, Nevada: dated January 19. Nye County, Floor Plan, Veterans Memorial, Chief Tecopa Cemetary, Pahrump, Nevada, Sheets A-1 and A-2: dated September 29 Occupational Safety and Health Administration (OSHA), 2021, OSHA Standards for the Construction Industry, 29 CFR Part 1926: dated January. Pahrump Regional Planning District, 2003, Master Plan Update: dated November 1. Pahrump Regional Planning District, 2004, Soils and Geotechnical Map: dated June 18. Pete Fowler Construction Services, 2020, 751 East Street, Pahrump, Nevada: dated October 15. State of Nevada, Division of Water Resources, 2021, Water Well Database: World Wide Web, http://water.nv.gov/. United States Department of Agriculture (USDA), Natural Resources Conservation Service, 2003, Electronic Geographic Information System Data, Draft Soil Survey of Nye County, Nevada, Southwest Part (Project NV785). United States Geological Survey (USGS), 2021, Quaternary Faults and Fold Database of the United States: http://earthquakes.usgs.gov/qfaults/. ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 27, 2021 FIGURES ---PAGE BREAK--- 1_304713002_SL.mxd 11/9/2021 AOB NOTE: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE. I SOURCE: ESRI WORLD TOPO, 2020 MAP INDEX Nye County CALIFO RNI A !o 0 1,500 3,000 FEET VETERANS MEMORIAL MULTI-PURPOSE BUILDING ADDITION CHIEF TECOPA CEMETERY, PAHRUMP, NEVADA 304713002 I 12/21 SITE LOCATION FIGURE 1 SITE " £ ¤ 95 15 ---PAGE BREAK--- LEGEND SITE BOUNDARY EAST STREET 2_304713002_BL.mxd 11/9/2021 AOB NOTE: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE. I SOURCE: GOOGLE EARTH, 2020 BUILDING LOCATION FIGURE 2 !o 0 120 240 FEET VETERANS MEMORIAL MULTI-PURPOSE BUILDING ADDITION CHIEF TECOPA CEMETERY, PAHRUMP, NEVADA 304713002 I 12/21 RAINDANCE DRIVE BUILDING LOCATION ---PAGE BREAK--- SITE PLAN FIGURE 3 NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. 0 FEET 10 20 N C-2 CONCRETE CORE TD=TOTAL DEPTH IN FEET LEGEND 3 304713002 SP.DWG AOB VETERANS MEMORIAL MULTI-PURPOSE BUILDING ADDITION CHIEF TECOPA CEMETERY, PAHRUMP, NEVADA 304713002 I 12/21 Geotechnical & Environmental Sciences Consultants C-2 C-1 MULTI-PURPOSE BUILDING HVAC GRAVEL GRAVEL DS DS TREE TREE CONCRETE FLATWORK POTENTIAL PONDING AREA ROOF RAIN GUTTER AND DOWNSPOUT DS FOUNDATION TEST PIT PROPOSED BUILDING ADDITIONS B-1 EXPLORATORY BORING TD=TOTAL DEPTH IN FEET TD=25.0 TD=2.2 2' HIGH PLANTER WALL TO BE REMOVED TD=2.2 TD=3.1 B-1 TD=25.0 ---PAGE BREAK--- CHAIR FLOOR SLAB REPAIR (CROSS SECTION) 10-MIL MOISTURE BARRIER TYPE II AGGREGATE BASE CLEAN SAND N0. 4 STEEL REINFORCING BARS DOWELLED 6 INCHES INTO EXISTING SLAB NEW CONCRETE SLAB 6 INCHES THICK EXISTING CONCRETE SLAB 6 INCHES 2 INCHES 45° 6 6 6 INCHES INCHES INCHES 18 INCHES INCHES 18 PARTIAL FLOOR SLAB REPLACEMENT DETAIL FIGURE 4 6 304713001 PFSR.DWG AOB Geotechnical & Environmental Sciences Consultants NO. 4 STEEL REINFORCING BARS PLACED 18 INCHES ON-CENTER BOTH WAYS, WITHIN MIDDLE ONE-THIRD OF SLAB HEIGHT 6 INCHES VETERANS MEMORIAL MULTI-PURPOSE BUILDING CHIEF TECOPA CEMETERY, PAHRUMP, NEVADA 304713002 I 12/21 ---PAGE BREAK--- H + a P p P D PASSIVE PRESSURE ACTIVE PRESSURE DYNAMIC PRESSURE RESULTANT 0.60H RESULTANT 0.33H RESULTANT 0.33D NOTES: ASSUMES NO HYDROSTATIC PRESSURE BUILD-UP BEHIND THE RETAINING WALL 1. 2. 3. 4. 6. SETBACK SHOULD BE IN ACCORDANCE WITH RECOMMENDED GEOTECHNICAL DESIGN PARAMETERS Equivalent Fluid Pressure Lateral Earth Pressure a P p P ASSUMES LEVEL, GRANULAR BACKFILL MATERIALS SECTION 1808.7 OF THE 2018 IBC 5. e R DRAINS AS RECOMMENDED IN THE RETAINING WALL DRAINAGE DETAIL SHOULD BE INSTALLED BEHIND THE RETAINING WALL DYNAMIC LATERAL EARTH PRESSURE RESULTANT IS BASED ON THE REFERENCED SOUTHERN NEVADA AMENDMENTS TO THE 2018 IBC (SNBO, 2018) H AND D ARE IN FEET e R Force Per Unit Width of Wall 2 Resultant q P SURCHARGE PRESSURE + SURCHARGE LOAD q P psf psf psf lbs/ft 40 350 9 0.33 H D H q LATERAL EARTH PRESSURES FOR YIELDING RETAINING WALLS WALMART EXPANSION 6973 BLUE DIAMOND ROAD, CLARK COUNTY, NEVADA 304730001 I 12/21 FIGURE 5 ---PAGE BREAK--- H + o P p P D PASSIVE PRESSURE AT-REST PRESSURE DYNAMIC PRESSURE RESULTANT 0.60H RESULTANT 0.33H RESULTANT 0.33D NOTES: ASSUMES NO HYDROSTATIC PRESSURE BUILD-UP BEHIND THE RETAINING WALL 1. 2. 3. DRAINS AS RECOMMENDED IN THE RETAINING WALL DRAINAGE DETAIL SHOULD BE INSTALLED BEHIND THE RETAINING WALL 4. DYNAMIC LATERAL EARTH PRESSURE RESULTANT IS 6. SETBACK SHOULD BE IN ACCORDANCE WITH RECOMMENDED GEOTECHNICAL DESIGN PARAMETERS Equivalent Fluid Pressure Lateral Earth Pressure o P p P ASSUMES LEVEL, GRANULAR BACKFILL MATERIALS SECTION 1808.7 OF THE 2018 IBC 5. e R BASED ON THE REFERENCED SOUTHERN NEVADA AMENDMENTS TO THE 2018 IBC (SNBO, 2018) H AND D ARE IN FEET e R Force Per Unit Width of Wall Resultant q P SURCHARGE PRESSURE + SURCHARGE LOAD q P psf psf psf 60 350 0.50 H D q e R lbs/ft 23 H 2 FIGURE 6 LATERAL EARTH PRESSURES FOR RESTRAINED RETAINING WALLS WALMART EXPANSION 6973 BLUE DIAMOND ROAD, CLARK COUNTY, NEVADA 304730001 I 12/21 ---PAGE BREAK--- SOIL BACKFILL COMPACTED TO 90% RELATIVE COMPACTION BASED ON ASTM D 1557 OUTLET 4-INCH DIAMETER PERFORATED SCHEDULE 40 PVC PIPE OR EQUIVALENT INSTALLED WITH PERFORATIONS DOWN; 1% GRADIENT OR MORE TO A SUITABLE 3/4-INCH OPEN-GRADED GRAVEL WRAPPED IN AN APPROVED GEOFABRIC 3 INCHES WALL FOOTING FINISHED GRADE RETAINING WALL 12 INCHES 6 INCHES OR MORE 12 INCHES VARIES NOTES: AS AN ALTERNATIVE, AN APPROVED GEOCOMPOSITE DRAIN SYSTEM MAY BE USED. GEOFABRIC FINISHED GRADE AT APPROXIMATELY 10' ON-CENTER. LINED WITH PVC PIPE. WEEP HOLES SHOULD BE 3" DIAMETER AND PLACED APPROXIMATELY 3" ABOVE THE LOWEST ADJACENT AS AN ALTERNATIVE TO USE OF 4" DIAMETER PVC BACKDRAINAGE PIPES, WEEP HOLES CAN BE CORED THROUGH THE WALL AND FINISHED GRADE RETAINING WALL DRAINAGE DETAIL WALMART EXPANSION 6973 BLUE DIAMOND ROAD, CLARK COUNTY, NEVADA 304730001 I 12/21 FIGURE 7 RETAINING WALL DD D-RW.DWG ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 27, 2021 APPENDIX A Exploratory Excavation Logs ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 27, 2021 APPENDIX A EXPLORATORY EXCAVATION LOGS Classification Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on the logs of the exploratory excavations in Appendix A. Field Procedure for the Collection of Relatively Undisturbed Samples Relatively undisturbed soil samples were obtained in the field using a modified split barrel drive sampler. The sampler, with an external diameter of 3.0 inches, was lined with 1-inch long, thin brass rings with inside diameters of 2.4 inches. The sample barrel was driven into the ground with the weight of a hammer in general accordance with ASTM D 3550. The driving weight was permitted to fall freely. The approximate length of the fall, the weight of the hammer, and the number of blows during driving are presented on the excavation logs as an index to the relative resistance of the materials sampled. The samples were removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. Bulk Samples Bulk samples of representative earth materials were obtained from the exploratory excavations. The samples were bagged and transported to the laboratory for testing. ---PAGE BREAK--- 0 5 10 15 20 9/6" 16/6" 26/6" 16/6" 21/6" 20/6" 17/6" 19/6" 21/6" 7/6" 10/6" 14/6" 2.0 7.5 0.8 121.0 111.8 123.9 SC SM SC CL GM NATIVE SOIL: Brown, dry, medium dense, clayey SAND; few gravel; gypsiferous. Brown, dry, medium dense, silty SAND with gravel; gypsiferous. Brown, moist, medium dense, clayey SAND; trace gravel. Brown, dry to moist, very stiff, sandy lean CLAY; trace gravel; gypsiferous. Increase in sand content. Light gray, dry, medium dense, silty GRAVEL with sand. FIGURE A- 1 VETERAN'S MEMORIAL MULTI-PURPOSE BUILDING ADDITION CHIEF TECOPA CEMETERY, PAHRUMP, NEVADA 304713002 I12/2021 DEPTH (feet) Bulk SAMPLES Driven BLOWS/FOOT MOISTURE DRY DENSITY (PCF) SYMBOL CLASSIFICATION U.S.C.S. DESCRIPTION/INTERPRETATION DATE DRILLED 11/10/21 BORING NO. B-1 GROUND ELEVATION 2,665' ± (MSL) SHEET 1 OF METHOD OF DRILLING Mobile B-59 Hollow-Stem Auger Drill Rig DRIVE WEIGHT 140 lbs. (Auto. Trip) DROP 30" SAMPLED BY BOM LOGGED BY BOM REVIEWED BY EDE 2 ---PAGE BREAK--- 20 25 30 35 40 8/6" 17/6" 28/6" 16/6" 19/6" 38/6" SC GP-GM NATIVE SOIL: (Continued) Brown, dry to moist, dense, clayey SAND with gravel. Light gray, dry, dense, poorly graded GRAVEL with silt and sand. Total Depth = 25.0 feet. Groundwater not encountered during drilling. Backfilled on 11/10/21. Notes: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents. FIGURE A- 2 VETERAN'S MEMORIAL MULTI-PURPOSE BUILDING ADDITION CHIEF TECOPA CEMETERY, PAHRUMP, NEVADA 304713002 I12/2021 DEPTH (feet) Bulk SAMPLES Driven BLOWS/FOOT MOISTURE DRY DENSITY (PCF) SYMBOL CLASSIFICATION U.S.C.S. DESCRIPTION/INTERPRETATION DATE DRILLED 11/10/21 BORING NO. B-1 GROUND ELEVATION 2,665' ± (MSL) SHEET 2 OF METHOD OF DRILLING Mobile B-59 Hollow-Stem Auger Drill Rig DRIVE WEIGHT 140 lbs. (Auto. Trip) DROP 30" SAMPLED BY BOM LOGGED BY BOM REVIEWED BY EDE 2 ---PAGE BREAK--- 0 1 2 3 4 5 6 0 1 2 3 4 5 6 SC FILL: Brown, damp to moist, medium dense, clayey SAND; few gravel. Total Depth = 1.5 feet. Groundwater not encountered during excavation. Backfilled on 12/16/2020. SCALE = 1 in./1 ft. FIGURE A-3 304713002 TEST PIT LOG VETERANS MEMORIAL MULTI-PURPOSE BUILDING CHIEF TECOPA CEMETERY PAHRUMP, NEVADA PROJECT NO. 12/21 DATE DEPTH (FEET) Bulk SAMPLES Driven Sand Cone MOISTURE DRY DENSITY (PCF) CLASSIFICATION U.S.C.S. DESCRIPTION DATE EXCAVATED 12/16/20 TEST PIT NO. TP-1 GROUND ELEVATION Not Measured LOGGED BY BOM METHOD OF EXCAVATION Manual LOCATION See Figure 3 ? CONCRETE FOUNDATION ---PAGE BREAK--- 0 1 2 3 4 5 6 0 1 2 3 4 5 6 9.8 7.0 110.7 94.7 SC SC CONCRETE FLOOR SLAB : Approximately 3-3/4 to 4 inches thick. FILL: Brown, moist, medium dense, clayey SAND; trace gravel. ALLUVIUM: Brown, moist, medium dense, clayey SAND; trace gravel; gypsiferous. Total Depth = 3.1 feet. Groundwater not encountered during excavation. Backfilled and patched on 12/16/2020. SCALE = 1 in./1 ft. FIGURE A-4 304713002 CORE LOG VETERANS MEMORIAL MULTI-PURPOSE BUILDING CHIEF TECOPA CEMETERY PAHRUMP, NEVADA PROJECT NO. 12/21 DATE DEPTH (FEET) Bulk SAMPLES Driven Sand Cone MOISTURE DRY DENSITY (PCF) CLASSIFICATION U.S.C.S. DESCRIPTION DATE EXCAVATED 12/16/20 CORE NO. C-1 GROUND ELEVATION Not Measured LOGGED BY BOM METHOD OF EXCAVATION 6" Diameter Core LOCATION See Figure 3 ---PAGE BREAK--- 0 1 2 3 4 5 6 0 1 2 3 4 5 6 13.9 106.1 SC SC CONCRETE FLOOR SLAB : Approximately 4 to 4-1/8 inches thick. FILL: Brown, moist, medium dense, clayey SAND; trace gravel. ALLUVIUM: Brown, moist, medium dense, clayey SAND; trace gravel; gypsiferous. Total Depth = 2.2 feet. Groundwater not encountered during excavation. Backfilled and patched on 12/16/2020. SCALE = 1 in./1 ft. FIGURE A-5 304713002 CORE LOG VETERANS MEMORIAL MULTI-PURPOSE BUILDING CHIEF TECOPA CEMETERY PAHRUMP, NEVADA PROJECT NO. 12/21 DATE DEPTH (FEET) Bulk SAMPLES Driven Sand Cone MOISTURE DRY DENSITY (PCF) CLASSIFICATION U.S.C.S. DESCRIPTION DATE EXCAVATED 12/16/20 CORE NO. C-2 GROUND ELEVATION Not Measured LOGGED BY BOM METHOD OF EXCAVATION 6" Diameter Core LOCATION See Figure 3 ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 27, 2021 APPENDIX B Laboratory Test Results ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 27, 2021 APPENDIX B LABORATORY TEST RESULTS In Place Moisture and Density The moisture content and dry density of ring-lined samples obtained from the exploratory excavations were evaluated in general accordance with ASTM D 2216 and ASTM D 2937, respectively. The test results are presented on the logs in Appendix A. Gradation Analysis Gradation analysis tests were performed on selected representative soil samples in general accordance with ASTM D 422. The test results were utilized in evaluating the soil classification in accordance with the USCS. The grain-size distribution curves are shown on Figures B-1 and B-2. Atterberg Limits Tests were performed on selected representative soil samples to evaluate the liquid limit, plastic limit, and plasticity index in general accordance with ASTM D 4318. The test results were utilized to evaluate the soil classification in accordance with the USCS. The test results and classifications are shown on Figure B-3. Collapse/Swell Potential Collapse/swell potential tests were performed on selected relatively undisturbed soil samples in general accordance with ASTM D 4546. The samples were inundated during testing to represent adverse field conditions. The percent of consolidation for each load cycle was recorded as a ratio of the amount of vertical compression to the original height of the sample. The results of the tests are summarized on Figure B-4. Expansion Index An expansion index tests was performed in general accordance with ASTM D 4829. The specimen was molded under a specified compactive energy at approximately 50 percent saturation. The prepared 1-inch thick by 4-inch diameter specimens were loaded with a surcharge of 144 pounds per square foot and inundated with water. Readings of volumetric swell were made for a period of 24 hours. The results of these tests are shown on Figure B-5. Direct Shear A Direct shear test was performed on an undisturbed sample in general accordance with ASTM D 3080 to evaluate the shear strength characteristics of selected materials. The sample was inundated during shearing to represent adverse field conditions. The results are shown on Figure B-6. Solubility Potential Two represented samples were tested for solubility potential in general accordance with test method SM 2540C. The results of the tests are summarized on Figure B-7. ---PAGE BREAK--- Coarse Fine Coarse Medium SILT CLAY 2' ¾" ½" ⅜" 4 8 16 30 50 200 PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 INDICATES NON-PLASTIC 28.6 SM 0.08 2.63 Soil Type Silty SAND with gravel Material Percent by Weight Fines 28.6 Sand 39.1 FINES Fine 1½" 1" 100 GRAVEL SAND U.S. STANDARD SIEVE NUMBERS HYDROMETER USCS Passing No. 200 Cc Cu D60 D30 D10 32.3 NP NP B-1 1.0-5.0 NP Gravel Plasticity Index Plastic Limit Liquid Limit Depth (ft) Sample Location Symbol 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 0.0001 0.001 0.01 0.1 1 10 100 PERCENT FINER BY WEIGHT GRAIN SIZE IN MILLIMETERS FIGURE B-1 GRADATION TEST RESULTS VETERANS MEMORIAL MULTI-PURPOSE BUILDING ADDITION CHIEF TECOPA CEMETERYPAHRUMP, NEVADA 304713002 I 12/21 304713002 SA B-1 @ 1.0 - 5.0.xlsx ---PAGE BREAK--- Coarse Fine Coarse Medium SILT CLAY 2' ¾" ½" ⅜" 4 8 16 30 50 200 PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 D30 D10 6.7 16 31 C-2 0.5-2.2 47 Gravel Plasticity Index Plastic Limit Liquid Limit Depth (ft) Sample Location Symbol USCS Passing No. 200 Cc Cu D60 FINES Fine 1½" 1" 100 GRAVEL SAND U.S. STANDARD SIEVE NUMBERS HYDROMETER Clayey SAND Material Percent by Weight Fines 44.5 Sand 48.8 44.5 SC 0.14 Soil Type 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 0.0001 0.001 0.01 0.1 1 10 100 PERCENT FINER BY WEIGHT GRAIN SIZE IN MILLIMETERS FIGURE B-2 GRADATION TEST RESULTS VETERANS MEMORIAL MULTI-PURPOSE BUILDING CHIEF TECOPA CEMETERY, PAHRUMP, NEVADA 304713002 I 12/21 304713001 Fig B-1 SA C-2 @ 0.5-2.2.xlsx ---PAGE BREAK--- NP - INDICATES NON-PLASTIC PERFORMED IN GENERAL ACCORDANCE WITH D 4318 SYMBOL LOCATION DEPTH (ft) LIQUID LIMIT PLASTIC LIMIT B-1 USCS 47 0.5 - 2.2 No. 40 Sieve) 1.0-5.0 NP NP NP USCS 16 C-2 CLASSIFICATION (Fraction Finer Than PLASTICITY INDEX 31 SM SC ML CH CH or OH CL or OL MH or OH ML or OL CL - ML 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 PLASTICITY INDEX, PI LIQUID LIMIT, LL FIGURE B-3 ATTERBERG LIMITS TEST RESULTS VETERANS MEMORIAL MULTI-PURPOSE BUILDING ADDITION PAHRUMP, NEVADA 304713002 I 12/2021 304713002 AL @ B-1.xlsx ---PAGE BREAK--- * Negative number indicates collapse. PERFORMED IN GENERAL ACCORDANCE WITH SECTION 1802.3.3 OF THE SOUTHERN NEVADA BUILDING CODE AMENDMENTS RESULTS INTERPRETED IN ACCORDANCE WITH TABLE 1808.6.1.1 OF THE SOUTHERN NEVADA BUILDING CODE AMENDMENTS Low Moderate -0.2 1.4 60 60 19.0 13.9 13.3 0.5-1.5 IN-PLACE MOISTURE (percent) IN-PLACE DRY DENSITY (pcf) SWELL POTENTIAL (percent) 81.4 113.6 21.2 EXPANSION POTENTIAL FINAL MOISTURE (percent) SURCHARGE (PSF) SAMPLE LOCATION C-1 SAMPLE DEPTH (ft) 0.5-1.5 Low 19.0 60 0.1 11.3 104.4 C-1 C-2 2.2-3.1 VETERANS MEMORIAL MULTI-PURPOSE BUILDING CHIEF TECOPA CEMETERY, PAHRUMP, NEVADA 304713002 I 12/21 FIGURE B-4 SWELL POTENTIAL TEST RESULTS 304713001 Fig B-6 SWELL C-1 - C-2.xlsx ---PAGE BREAK--- PERFORMED IN GENERAL ACCORDANCE WITH POTENTIAL (IN) INDEX EXPANSION Medium 19.2 0.056 56 FINAL VOLUMETRIC MOISTURE SWELL SAMPLE SAMPLE LOCATION C-2 DEPTH (FT) INITIAL COMPACTED MOISTURE DRY DENSITY (PCF) 0.5-2.2 EXPANSION 10.0 109.7 ASTM D 4829 FIGURE B-5 EXPANSION INDEX TEST RESULTS VETERANS MEMORIAL MULTI-PURPOSE BUILDING CHIEF TECOPA CEMETERY, PAHRUMP, NEVADA 304713002 I 12/21 UBC STANDARD 18-2 304713001 Fig B-4 EIC-2 @ 0.5-2.2.xlsx ---PAGE BREAK--- Ultimate 3.0-4.5 B-1 PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 SM 29 X 295 SM 276 B-1 Peak 3.0-4.5 Depth (ft) Sample Location Description Symbol Soil Type Friction Angle, (degrees) Cohesion, c (psf) Shear Strength 29 0 1000 2000 3000 4000 5000 6000 0 1000 2000 3000 4000 5000 6000 SHEAR STRESS (PSF) NORMAL STRESS (PSF) FIGURE B-6 DIRECT SHEAR TEST RESULTS VETERANS MEMORIAL MULTI-PURPOSE BUILDING ADDITION CHIEF TECOPA CEMETERY, PAHRUMP, NEVADA 304713002 I 12/2021 304713002 DS B-1 @ 3.0 - 4.5.xlsx ---PAGE BREAK--- PERFORMED IN GENERAL ACCORDANCE WITH TEST METHOD SM 2540C B-1 1.0 - 5.0 Silty Sand 0.2 Low C-2 0.5 - 2.2 Clayey Sand 0.7 Clayey Sand 1.2 C-1 0.5 - 1.5 SOLUBILITY SOLUBILITY POTENTIAL SAMPLE DEPTH (FT) SAMPLE LOCATION Moderate Low SOIL TYPE SOLUBILITY TEST RESULTS VETERANS MEMORIAL MULTI-PURPOSE BUILDING CHIEF TECOPA CEMETERY, PAHRUMP, NEVADA 304713002 I 12/21 FIGURE B-7 304713001 Fig B-5 SOLUBILITY.xls ---PAGE BREAK--- Ninyo & Moore I Veterans Memorial Multi-Purpose Building Additions, Pahrump, Nevada I 304713002 R I December 27, 2021 APPENDIX C Chemical Test Results ---PAGE BREAK--- (702) 321-8315 Phone (702) 597-2098 Fax 6245 Harrison Drive, Suite 4, Las Vegas, NV 89120 Email: [EMAIL REDACTED] CLIENT COMPANY NAME: CLIENT PROJECT NAME: VERITAS LAB ORDER ID: Ninyo and Moore Pahrump Cemetery V21K151 CLIENT PROJECT NUMBER: 304713002/ Lab B-1 CLIENT SAMPLE ID: VERITAS SAMPLE ID: DATE/TIME SAMPLED: DATE/TIME RECEIVED: B-1 1-5 V21K151-01 11/30/21 8:20 Matrix: Soil ANALYTICAL RESULTS Analysis: PARAMETER RESULT UNITS METHOD DATE ANALYZED Soil Solubility/Corrosion Parameters pH 7.94 pH Units 12/1/21 EPA 9045 D Redox Potential (ORP) 234 mV 12/1/21 SM 2580B Soluble Sodium 0.0088 % 12/1/21 EPA 6010B Soluble Sulfate 0.15 % 12/1/21 SM 4500-SO4 E Soluble Sulfide <0.50 mg/Kg 12/1/21 SM 4500-S2-D Total Soluble Sodium Sulfate 0.027 % 12/1/21 Calculation Total Soluble Salts (Solubility) 0.22 % 12/1/21 SM 2540C Soluble Chloride 0.026 % 12/1/21 SM 4500-Cl B Page 1 of 1 ---PAGE BREAK--- 6700 Paradise Road, Suite E I Las Vegas, Nevada 89119 I p. 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