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CUP 2020-0003; RECYCLED WATER PHASE III D-4; GEOTECHNICAL INVESTIGATION FOR RECYCLED WATER PHASE 3 D-4 STORAGE RESERVOIR; 2023-01-31
Carlsbad Municipal Water District Phase III Recycled Water Project Carlsbad, CA PROJECT NUMBER: 226816-0000111 NV5 West, Inc. 15092 Avenue of Science, Suite 200 San Diego, CA 92128 GEOTECHNICAL INVESTIGATION Revised January 31, 2023 Prepared For: Carlsbad Municipal Water District Ms. Shadi Sami, PE 5950 El Camino Real Carlsbad, California 92008-8802 226816-0000111 NV5.COM | i Ms. Shadi Sami, PE Rev. January 31, 2023 Carlsbad Municipal Water District Project Number 226816-0000111 5950 El Camino Real Carlsbad, California 92008-8802 Subject: Geotechnical Investigation Report Project: Carlsbad Municipal Water District Phase III Recycled Water Project Carlsbad, California Dear Ms. Sami: As requested, NV5 West, Inc. (NV5) is pleased to submit the results of the geotechnical investigation for the subject project. The purpose of this investigation was to evaluate the subsurface conditions for the proposed additional recycled water storage tank at the Carlsbad Municipal Water District (CMWD) D Tank site in Carlsbad, San Diego County, California. It is understood that the proposed project will consist of the construction of a new 1.5 MG, steel or prestressed concrete, recycled water storage tank. The new tank will have a shell height of approximately 40 feet and a diameter of approximately 86 feet. The proposed reservoir is planned to be located on an elevated pad at the site. Based on the subsurface exploration, subsequent testing of the subsurface soils, and engineering analyses, it was concluded that the construction of the proposed project is geotechnically feasible provided the recommendations contained herein are appropriately incorporated into the design and implemented during construction. The results of the geotechnical field explorations, laboratory tests, and geotechnical engineering recommendations and conclusions are presented herewith. It is recommended that the forthcoming project specifications, in particular, the earthwork/compaction sections, be reviewed by NV5 for consistency with our report prior to the bid process in order to avoid possible conflicts, misinterpretations, and inadvertent omissions, etc. It should also be noted that the applicability and final evaluation of recommendations presented herein are contingent upon construction phase field monitoring by NV5 in light of the widely acknowledged importance of geotechnical consultant continuity through the various design, planning and construction stages of a project. 226816-0000111 NV5.COM | ii NV5 appreciates the opportunity to provide this geotechnical engineering service for this project and looks forward to continuing our role as your geotechnical engineering consultant. Respectfully submitted, NV5 West, Inc. Gene Custenborder, CEG 1319 Carl Henderson PhD, GE, 2886 Senior Engineering Geologist CDO / VP – Geotechnical Services Paul Cunningham, PE, GE Senior Engineer PC/GC/CH:ma Distribution: (1) Addressee, via email 226816-0000111 NV5.COM | iii TABLE OF CONTENTS PAGE 1.0 INTRODUCTION ........................................................................................................................ 1 2.0 SCOPE OF SERVICES .............................................................................................................. 1 3.0 SITE AND PROJECT DESCRIPTION ........................................................................................ 2 4.0 FIELD EXPLORATION PROGRAM .......................................................................................... 3 5.0 LABORATORY TESTING .......................................................................................................... 3 6.0 GEOLOGY .................................................................................................................................. 4 6.1 Geologic Setting ............................................................................................................................... 4 6.2 Geologic Materials ........................................................................................................................... 4 6.3 Groundwater...................................................................................................................................... 5 6.4 Faults .................................................................................................................................................. 5 7.0 SEISMIC AND GEOTECHNICAL HAZARDS ............................................................................ 6 7.1 Fault Rupture .................................................................................................................................... 6 7.2 Seismic Shaking ............................................................................................................................... 6 7.3 Liquefaction and Seismically-Induced Settlement ..................................................................... 6 7.4 Landslides and Slope Instability .................................................................................................... 7 7.4.1 Slope Stability Analysis ............................................................................................................. 8 7.4.2 Slope Maintenance .................................................................................................................... 9 7.5 Subsidence ........................................................................................................................................ 9 7.6 Tsunamis, Inundation Seiches, and Flooding .............................................................................. 9 7.7 Expansive Soils ................................................................................................................................. 9 8.0 CONCLUSIONS ....................................................................................................................... 10 9.0 DESIGN RECOMMENDATIONS ............................................................................................ 10 9.1 General ............................................................................................................................................. 10 9.2 Earthwork ........................................................................................................................................ 10 9.3 Utility Trenching and Temporary Excavations ............................................................................ 12 9.4 Dewatering ...................................................................................................................................... 13 9.5 Trench Bottom Stability ................................................................................................................. 13 9.6 Conduit Bedding ............................................................................................................................. 14 9.7 Backfill Placement and Compaction ........................................................................................... 14 9.8 Foundations For Water Tank ........................................................................................................ 14 9.8.1 Design Parameters .................................................................................................................. 15 9.8.2 Settlement ................................................................................................................................. 15 9.8.3 Foundation Observation .......................................................................................................... 16 9.9 Foundations For Ancillary Structures .......................................................................................... 16 9.10 Seismic Design Parameters ......................................................................................................... 17 9.11 Pavements ...................................................................................................................................... 18 9.12 Soil Corrosion .................................................................................................................................. 19 226816-0000111 NV5.COM | iv 9.12.1 Caltrans Criteria ................................................................................................................... 19 9.12.2 ACI Criteria ............................................................................................................................ 20 9.12.3 Ferrous Pipes Criteria .......................................................................................................... 20 10.0 DESIGN REVIEW AND CONSTRUCTION MONITORING ..................................................... 21 10.1 Plans and Specifications ............................................................................................................... 21 10.2 Construction Monitoring ................................................................................................................ 21 11.0 LIMITATIONS .......................................................................................................................... 21 12.0 SELECTED REFERENCES ...................................................................................................... 22 FIGURES FIGURE 1 – SITE LOCATION MAP FIGURE 2 – GEOTECHNICAL BORING MAP FIGURE 3 – GEOLOGIC CROSS SECTION FIGURE 4 – GENERAL GEOLOGIC MAP FIGURE 5 – REGIONAL FAULT MAP FIGURE 6 – LATERAL SURCHARGE LOADS APPENDICES APPENDIX A – EXPLORATORY BORING LOGS APPENDIX B – LABORATORY TEST RESULTS APPENDIX C – ANALYSIS AND CALCULATIONS APPENDIX D – TYPICAL EARTHWORK GUIDELINES 226816-0000111 NV5.COM | 1 1.0 INTRODUCTION This updated report presents the results of NV5’s geotechnical investigation for an additional 1.5 MG recycled water storage tank at the Carlsbad Municipal Water District’s D Tank site in Carlsbad, San Diego County, California. The approximate location of the project area is shown in Figure 1, Site Location Map. The purpose of this study was to evaluate the subsurface conditions and to provide geotechnical recommendations for the design and construction of the proposed water tank. This report summarizes the data collected and presents our findings, conclusions and recommendations. This report has been prepared for the exclusive use of the client and their consultants to describe the geotechnical factors at the project site which should be considered in the design and construction of the proposed project. Prospective bidders should consider it only as a source of general information subject to interpretation and refinement by their own expertise and experience, particularly with regard to construction feasibility. Contract requirements as set forth by the project plans and specifications will supersede any general observations and specific recommendations presented in this report. 2.0 SCOPE OF SERVICES NV5’s scope of services for this project included the following tasks: Review of preliminary project plans, topographic maps, seismic hazard maps, geotechnical maps and literature pertaining to the vicinity of the project. A site reconnaissance to observe the general surficial site conditions and to select specific boring locations. Contacting Dig Alert to locate public utilities within the project site. Coordinating with entities having an interest in the field exploration activities including the design team, the drilling subcontractor (Baja Exploration), Underground Service Alert and agencies associated with one-call notification. Conducting a subsurface investigation, which included the drilling, logging and sampling of two (2) exploratory borings located within the project area to depths ranging between approximately27 to 30 ½ feet below ground surface (bgs). Soil samples obtained from the borings were transported to NV5’s in-house laboratory for observation and testing. Performing laboratory testing on selected representative bulk and relatively undisturbed soil samples obtained during the field exploration program to evaluate their pertinent geotechnical engineering properties. Performing an assessment of general seismic conditions and geotechnical hazards affecting the area and potential impacts on the subject project. Engineering evaluation of the data collected to develop geotechnical recommendations for the design and construction of the proposed project. 226816-0000111 NV5.COM | 2 Preparation of this report including reference maps and graphics, presenting our findings, conclusions and geotechnical design recommendations specifically addressing the following items: o Evaluation of general subsurface conditions and description of types, distribution, and engineering characteristics of subsurface materials. o Evaluation of project feasibility including excavatability, trench stability, and suitability of on-site soils for backfill. o Recommendations and geotechnical parameters to be used for the design of the project. 3.0 SITE AND PROJECT DESCRIPTION The project site is located in the southeast quadrant of the CMWD’s D tank site located on the east side of Black Rail Road in the City of Carlsbad (refer to Figure 1, Site Location Map). The tank site area is currently a relatively level graded pad at an elevation of approximately 375 feet above mean sea level. Based on preliminary information, it is understood that the proposed project will include grading of the existing pad and construction of a new steel or prestressed concrete, recycled water storage tank at CMWD’s D Tank site. The capacity of the new tank will be approximately 1.5 million gallons. The new tank will have a shell height of approximately 40 feet and a diameter of approximately 86 feet. The proposed water tank will rest on a flat graded pad approximately 8 feet above the existing ground elevation. It is anticipated that mass grading will be performed to achieve the proposed grade of the tank pad. Reference: “Grading Plans for Recycled Water Phase III: D-4 Reservoir”, prepared by NV5, Inc., signed 10/9/2022 0 0 L 37 1 .· ~- , ✓l " II / l7 -3•1 ---.-...--. I I' I o I I :r-- 226816-0000111 NV5.COM | 3 4.0 FIELD EXPLORATION PROGRAM Before starting NV5’s field exploration program, Underground Service Alert was notified of our drilling operations so that underground utility marking could be completed at the locations of exploration prior to excavation. Subsequently, the subsurface conditions were explored on March 1, 2019 by drilling, logging and sampling two (2) exploratory test borings (labeled B-1 through B-2) to maximum depths ranging between about 27 to 30.5 feet bgs by Baja Exploration using a CME-75 hollow stem auger drill rig. The approximate locations of the exploratory borings are presented on Figure 2, Geotechnical Boring Map. The soil conditions encountered in the test borings were visually examined, classified, and logged in general accordance with the Unified Soil Classification System by an NV5 geologist. The logs of the exploratory test borings are presented in Appendix A, Exploratory Boring Logs. Bulk and relatively undisturbed drive samples of the soils obtained from the borings were tagged in the field and transported to our laboratory for further classification and testing. The drive samples were obtained using the California Modified Split Spoon and Standard Penetration Test (SPT) samplers, as described below. Subsequent to logging and sampling, the borings were backfilled with drill cuttings and bentonite soil chips. California Modified Split Spoon Sampler The split barrel drive sampler was driven with a 140-pound hammer allowed to drop freely 30 inches in general accordance with ASTM D1587. The number of blows for the last two of three 6-inch intervals were recorded during sampling and are presented in the logs of borings. The sampler has external and internal diameters of approximately 3.0 and 2.4 inches, respectively, and the inside of the sampler is lined with 1-inch-long brass rings. The relatively undisturbed soil samples within the rings were removed, sealed, and transported to the laboratory for observation and testing. Standard Penetration Test (SPT) Sampler A split barrel sampler was driven with a 140-pound hammer allowed to drop freely 30 inches in general accordance with ASTM D1586. The numbers of blows for the last two of three, 6-inch intervals were recorded during sampling and are presented in the logs of borings (i.e., N-value). The sampler has external and internal diameters of 2.0 and 1.4 inches, respectively. The soil samples obtained in the interior of the barrel were measured, removed, sealed and transported to the laboratory for observation and testing. 5.0 LABORATORY TESTING Laboratory testing was performed on selected representative bulk and relatively undisturbed soil samples obtained from the exploratory borings, to aid in the material classifications and to evaluate engineering properties of the materials encountered (see Appendix B). The following tests were performed: In-situ density and moisture content (ASTM D2937 and ASTM D2216); 226816-0000111 NV5.COM | 4 Particle size analyses and No. 200-wash (ASTM D422 and ASTM D6913); Atterberg Limits (ASTM D4318); Direct Shear tests (ASTM D3080); Maximum dry density test (ASTM D1557); R-Value tests (ASTM D2844); Expansion index (ASTM D4829); and Corrosivity test series, including sulfate content, chloride content, pH-value, and resistivity (CTM 417, 422, and 643). Testing was performed in general accordance with applicable ASTM standards or California Test Methods. A summary of the laboratory testing program and the laboratory test results are presented in Appendix B, Laboratory Test Results. 6.0 GEOLOGY 6.1 GEOLOGIC SETTING The project is located in San Diego County within the coastal section of the Peninsular Ranges geomorphic province. This province is characterized by northwest-trending mountain ranges bordered by relatively straight-sided, sediment-floored valleys. The northwest trend is also reflected in the direction of the dominant geologic structural features, which consist of northwest-southeast trending faults and fault zones associated with the San Andreas and related fault systems. Two major northwest-trending fault zones traverse the San Diego metropolitan and the inland county areas: the Rose Canyon fault zone located to the west and the Elsinore fault zone located easterly of the site. Typical stratigraphy in the Peninsular Ranges includes Mesozoic (between approximately 250 and 65 million years old) igneous intrusive and metamorphic rocks exposed in the eastern portion of the province, Cenozoic (less than 65 million years old) marine and non-marine sedimentary units overlying Mesozoic basement rocks in coastal areas and Quaternary (less than approximately 2 million years old) alluvial deposits overlying older strata in valleys and larger drainages. The site is underlain at depth by very old paralic deposits underlain by Tertiary formational sedimentary units (Santiago Formation), although the Santiago Formation was not encountered at the depth investigated. 6.2 GEOLOGIC MATERIALS Geologic materials encountered during the subsurface exploration consisted of very old paralic deposits. Figure 4, General Geologic Map, presents the distribution of geologic units on a regional scale. Detailed descriptions of the earth materials encountered are presented on the exploratory boring logs in Appendix A, Exploratory Boring Logs. Generalized descriptions of the units encountered in the field exploration are provided below: • Quaternary-aged Very Old Paralic Deposits (Qvop) – Very old paralic deposits were encountered in both borings, B-1 and B-2, to the total depth explored (maximum of 30.5 feet below the existing ground surface. As encountered, the very old paralic deposits included a weathered “topsoil” layer consisting of brown, moist clayey sand that varied in thickness from approximately 3 to 6 feet. The topsoil layer was underlain by massive, dense formational materials which consisted of brown to orange brown, moist, medium dense to 226816-0000111 NV5.COM | 5 very dense silty sands and clayey sands. Drilling refusal was encountered in the paralic deposits in borings B-1 and B-2 at depths of 30.5 and 27 feet, respectively. These deposits generally have low compressibility and high shear strength characteristics. In addition, swell potential is considered to be low to very low. 6.3 GROUNDWATER Indications of static, near-surface groundwater table were not observed or encountered during the subsurface exploration to the total depth explored. It is anticipated that groundwater will not be a constraint during construction. However, experience indicates that near-surface groundwater conditions or localized seepage zones can develop in areas where no such groundwater conditions previously existed, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation, agricultural activity, storage facility leaks or unusually heavy precipitation. Seasonal variations in the groundwater levels should be anticipated. 6.4 FAULTS The numerous faults in southern California include active, potentially active, and inactive faults. As used in this report, the definitions of fault terms are based on those developed for the Alquist-Priolo Special Studies Zones Act of 1972 and published by the California Division of Mines and Geology (Hart and Bryant, 1997). Active faults are defined as those that have experienced surface displacement within Holocene time (approximately the last 11,000 years) and/or have been included within any of the state-designated Earthquake Fault Zones (previously known as Alquist-Priolo Special Studies Zones). Faults are considered potentially active if they exhibit evidence of surface displacement since the beginning of Quaternary time (approximately two million years ago) but not since the beginning of Holocene time. Inactive faults are those that have not had surface movement since the beginning of Quaternary time. Review of geologic maps and literature pertaining to the general site area indicates that the site is not located within a state-designated Earthquake Fault Zone. Review of the State of California, Special Studies Zones indicates that the project site does not lie within an identified earthquake fault zone. In addition, there are no known major or active faults mapped on the project site. Evidence for active faulting at the site was not observed during the subsurface investigation. The relative location of the site to known active faults in the region is depicted on Figure 5, Regional Fault Map. The distance from the site to the projection of traces of surface rupture along major active earthquake fault zones, that could affect the site are listed in the following Table 1. Table 1 - Distance from the Site to Major Active Faults Fault Name Distance From the Site Newport Inglewood Connected 5.4 miles Rose Canyon 5.4 miles Newport-Inglewood (Offshore) 8.9 miles Coronado Bank 21 miles Palos Verdes Connected 21 miles Elsinore 23 miles 226816-0000111 NV5.COM | 6 Palos Verdes 38 miles San Joaquin Hills 40 miles Earthquake Valley 41 miles San Jacinto 48 miles Chino 52 miles San Andreas 64 miles 7.0 SEISMIC AND GEOTECHNICAL HAZARDS The principal seismic considerations for most structures in southern California are damage caused by surface rupturing of fault traces, ground shaking, seismically induced ground settlement and liquefaction. Potential impacts to the project due to faulting, seismicity and other geologic hazards are discussed in the following sections. 7.1 FAULT RUPTURE The project site is not located within an Earthquake Fault Zone delineated by the State of California for the hazard of fault surface rupture. The surface traces of known active or potentially active faults are not known to pass directly through the site. The Alquist-Priolo (AP) mapped Newport-Inglewood- Rose Canyon fault zone is located approximately 5.4 miles to the west and does not trend towards the Site. Based on the distance to the mapped trace of the fault and the distance to other faults in the vicinity of the site, the potential for damage due to surface rupture of faults at the project site is considered low. 7.2 SEISMIC SHAKING The project alignment is located in southern California, which is considered a seismically active area, and as such the seismic hazard most likely to impact the site is ground shaking resulting from an earthquake along one of the known active faults in the region. The seismic design of the project may be performed using seismic design recommendations in accordance with the 2016 California Building Code (CBC). Recommended seismic design parameters are presented in Section 9.10 of this report. 7.3 LIQUEFACTION AND SEISMICALLY-INDUCED SETTLEMENT Liquefaction of soils can be caused by ground shaking during earthquakes. Research and historical data indicate that loose, relatively clean granular soils are susceptible to liquefaction and dynamic settlement, whereas the stability of the majority of clayey silts, silty clays and clays are not adversely affected by ground shaking. Liquefaction is generally known to occur in saturated cohesionless soils at depths shallower than approximately 50 feet. Dynamic settlement due to earthquake shaking can occur in both dry and saturated sands. The project alignment appears to be underlain (beneath anticipated groundwater depths) predominately by moderately consolidated paralic deposits and formational sedimentary materials which are not considered to be susceptible to liquefaction. Therefore, the potential for liquefaction and the associated ground deformation occurring beneath the structural site areas is considered low. 226816-0000111 NV5.COM | 7 Seismic settlement is often caused when loose to medium-dense granular soils are densified during ground shaking.The primarily dense natural formational materials encountered in the exploratory borings are not considered to be susceptible to seismic settlement. 7.4 LANDSLIDES AND SLOPE INSTABILITY The proposed tank pad location is located on relatively flat ground. Indications of deep-seated landslides or slope instability were not observed during our investigation. Additionally there are no known landslides on or near the project site, and the site is not located in the path of any known landslides. Graded slopes and hillsides associated with existing residential developments are present approximately 100 to 150 feet away (laterally) from the southeastern and eastern sides of the proposed tank site. The geologic materials (formational) that comprise the majority of the hillside and slope areas are characterized as having a “dense to very dense” apparent density with high shear strength characteristics and are not known to be prone to landsliding. As a part of our investigation, NV5 performed a computer-assisted slope stability analysis to calculate the stability for the eastern slope (longest) from the top of the proposed tank fill to the bottom of the slope, extending past the property line into the residential area to the east of the site. The slope model used was based on the plans presented by the civil engineer and from the material properties determined from our laboratory testing. Our analysis was performed using the Rocscience program “Slide2”, version 9.012 software. The stability of a slope is evaluated by calculating its "factor of safety". The factor of safety is a ratio obtained by dividing the resisting forces (i.e., the strength of the material comprising the slope) by the driving forces (resulting from the slope gradient, groundwater, or earthquake loading). If the factor of safety is greater than 1, the slope is theoretically stable. A factor of safety less than 1 means the slope is theoretically unstable, and a factor of safety equal to 1.0 or less indicates impending failure. Typically, when evaluating slope stability, minimum factors of safety of 1.5 is considered to account for variability in groundwater, subsurface soil and rock conditions, and laboratory test results. Factors of safety as low as 1.1 can be considered for temporary slopes and dynamic loads such as seismic or equipment vibration. Our slope stability analysis was based on boring and laboratory test data and assumptions, including: 1. Strength data variables - The strength of the material making up the slope was estimated by considering the lower bound, or residual strength of direct shear testing, soil/rock conditions observed and collected during our field exploration and our experience in the area. 2. A completely full water tank, with no freeboard, and assuming a uniform load of 2,500 psf within the tank area, applied at the bottom of the foundation. 3. NV5 analyzed for earthquake loading (horizontal acceleration) to evaluate how the slope would behave under pseudo-static conditions from earthquakes. A horizontal seismic acceleration value of 0.18g was used in our analysis. 226816-0000111 NV5.COM | 8 7.4.1 Slope Stability Analysis NV5 performed our analysis for global stability of the slopes using the tallest cross section, shown in Figure 3, Geologic Cross Section. Soil parameters for the existing soil were selected based on the results of laboratory tests (shear strength) performed on soil samples obtained from borings completed near the slope. The results of the laboratory samples were aggregated and assessed for lower bound strength parameters. The engineered fill material is assumed to have the minimum parameters shown in the table below. The material should consist of a granular material meeting the following requirements: EI<50 Less than 50% fines Some material from the slope may be re-used if mixed with sufficient granular materials to meet the requirements above and minimum strength parameters used in the stability analysis. The selected parameters used in the stability analysis are shown in Table below. Table 2 - Recommended Geotechnical Parameters for Soil Layers Material Type In-situ Total Unit Weight (pcf) Cohesion (psf) Phi (degrees) Eng. Fill - Granular 125 50 34 Very Old Paralic (Qvop) Formation 120 0 36 The seismic coefficient, Keq = 0.18g, for analysis was assessed using the recommendations from Special Publication 117A Guidelines for Evaluating and Mitigating Seismic Hazards in California published by Southern California Earthquake Center (SCEC) in 2008. Per SCEC SP 117A guidance, Figure 1 of SP 117A was used for the selection of the seismic coefficient Keq, using the 10% Probability of Exceedance in 50 years (475 yr return period), and the following values: soft rock maximum horizontal acceleration, MHAr, of 0.45g modal magnitude M=6.9 distance R less than 10 km Using the chart for 15-cm threshold displacement: feq = 0.40 and Keq = feq x MHAr = 0.40 (0.45g) = 0.18g. Global slope stability analyses were performed using the parameters listed above and the Janbu Simplified, Spencers Methods and GLE/Morganstern-Price method implemented in the computer program SLIDE2 by Rocscience. The table below shows the lowest computed results of both the static and pseudo-static factors of safety against a minimum factor of safety of 1.5 for static case and 1.1 for pseudo-static cases. 226816-0000111 NV5.COM | 9 Table 3 – Global Stability Analysis Results Case Lowest Calculated Factor of Safety Required Minimum Factor of Safety Static 1.86 1.5 Pseudo-Static (Seismic) 1.19 1.1 Based on the analysis, the additional fill slope and tank placement is anticipated to be stable under static and pseudo static cases assuming fill material meets the strength and material parameters outlined above. Slide2 output graphics are presented in Appendix C – Analysis and Calculations, showing typical failure planes, factors of safety and material properties for each case list above. It is NV5’s opinion that the potential damage to the proposed project due to landslides, lateral spreading or slope instability from a global or surficial standpoint is considered low provided the recommendations provided in this report are followed. From a geotechnical standpoint, it does not appear this tank project will impact the adjacent off-site properties. 7.4.2 Slope Maintenance Uninterrupted runoff over the top and down exposed slopes should not be allowed and can be controlled by installation and proper maintenance of top-of-slope berms, intermediate slope terrace drains, down-drains, etc. Paved slope drains should be periodically cleared of any significant runoff sediments, debris, vegetation, over-gown, etc. in order to maintain proper performance. 7.5 SUBSIDENCE The project site is not located in an area of known ground subsidence due to the withdrawal of subsurface fluids. Accordingly, the potential for subsidence occurring at the site due to the withdrawal of oil, gas, or water is considered remote. 7.6 TSUNAMIS, INUNDATION SEICHES, AND FLOODING Elevations along the project alignment range from approximately 350 to 376 feet above mean sea level and the site is approximately 2 miles inland from the Pacific Ocean. Therefore, tsunamis (seismic sea waves) are not considered a hazard at the site. The site is not located near to or downslope of, any large body of water that could affect the site in the event of an earthquake-induced failure or seiche (oscillation in a body of water due to earthquake shaking). 7.7 EXPANSIVE SOILS Improvements including foundations and slabs in contact with earth materials with a high potential for expansion can be expected to be subject to distress based on the potential for volume change 226816-0000111 NV5.COM | 10 associated with highly expansive soil. Soils such as these should not be relied upon for foundation bearing. In addition, expansive soils are not typically suited for use as backfill for underground utilities. The project alignment is underlain predominantly by moderately consolidated paralic deposits consisting of silty sands and clayey sands. As evidenced by laboratory test results, these materials are generally considered to have a very low to low expansion index. The majority of the on-site soils should be generally suitable for re-use as engineered fill and/or trench backfill material if free of deleterious materials and brought to near-optimum moisture conditions (either by wetting or drying as-necessary). 8.0 CONCLUSIONS Based on the data obtained from the subsurface exploration, the associated laboratory test results, engineering analyses, and experience with similar site conditions, it is NV5’s opinion from a geotechnical standpoint that construction of the proposed water tank is feasible and will not adversely affect off-site properties, provided the recommendations in this report are incorporated into the design plans and implemented during construction. The following sections present detailed recommendations and parameters pertaining to the geotechnical engineering design for this project. 9.0 DESIGN RECOMMENDATIONS 9.1 GENERAL Minor amounts of localized topsoil materials consisting of clayey sand and silty sand were encountered to depths of approximately 3 to 6 feet below the existing ground surface at the proposed project site. This topsoil material is not considered capable of reliable support of the proposed water tank in its present condition. Relatively dense, natural, silty and clayey sand materials were encountered below the existing topsoil layer to the maximum depth explored. These soils are considered suitable for supporting the proposed water tank and associated improvements. It is our understanding that the new tank foundation will be constructed on an elevated graded pad. Prior to excavation of the ringwall, the tank pad should be treated as in accordance with the following: • To create uniform bearing support for the tank, the existing topsoil materials (encountered to a maximum depth of 6 feet below the existing ground surface) should be removed and properly recompacted in accordance with the earthwork recommendations provided in the following sections. 9.2 EARTHWORK Project earthwork should be performed in accordance with the following recommendations presented herein. Site grading should be performed in accordance with the following recommendations and the Typical Earthwork Guidelines provided in Appendix D. In the event of a conflict, the recommendations presented herein supersede those of Appendix D. • Clearing and Grubbing - Prior to grading, the project area should be cleared of all significant surface vegetation, demolition rubble, trash, debris, etc. Any buried organic debris or other unsuitable contaminated material encountered during subsequent excavation and grading 226816-0000111 NV5.COM | 11 work should also be removed. Removed material and debris should be properly disposed of offsite. Holes resulting from removal of buried obstruction which extend below finished site grades should be filled with properly compacted soils. Any utilities within tank footprint should be appropriately abandoned. • Site Grading - The water tank should be founded entirely on a uniformly compacted fill pad. A cut-fill transition condition should not be allowed underlying the tank. In order to create a uniform bearing condition for the proposed water tank, including any adjacent perimeter hardscape features (i.e., walls, walkways, etc.), all areas to receive surface improvements or fill soils should be treated as follows: o Tank Pad: To create uniform bearing support for the tank, the existing topsoil materials should be removed to a project elevation of 372.0. The base of the excavation should be scarified in place to a depth of 8 inches, moisture conditioned within 2 percent above optimum moisture content (unless otherwise directed by the Geotechnical Engineer) and compacted to at least 95 percent relative compaction based on ASTM D1557. Additional lifts should be moisture conditioned to within 2 percent above the optimum moisture content and placed in uniform lifts, approximately 8 inches in loose thickness and compacted to a minimum of 95 percent relative compaction based on ASTM D1557. The removal should extend at least 5 feet outside of the perimeter of any proposed fills. Excavated “topsoil” noted above may be placed back as compacted fill, when placed in a manner as noted within this section. o Excavatability: Based on our subsurface exploration, it is anticipated that the on-site soils can be excavated by modern conventional heavy-duty excavating equipment in good operating conditions. o Structural Fill Placement: Areas (besides the water tank pad) to receive fill and/or surface improvements should be scarified to a minimum depth of 6 inches, brought to near-optimum moisture conditions, and compacted to at least 95 percent relative compaction, based on laboratory standard ASTM D1557. Fill soils should be brought to near-optimum moisture conditions and compacted in uniform lifts to at least 95 percent relative compaction (ASTM D1557). Rocks with a maximum dimension greater than 4 inches should not be placed in the upper 3 feet of pad grade. The optimum lift thickness to produce a uniformly compacted fill will depend on the size and type of construction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in loose thickness. Placement and compaction of fill should be observed and tested by the geotechnical consultant. o Graded Slopes: Graded slopes should be constructed at a gradient of 2 to 1 (horizontal to vertical) or flatter. To reduce the potential for surface runoff over slope faces, cut slopes should be provided with brow ditches and berms should be constructed at the top of fill slopes. o Import Soils: If import soils are needed, proposed import should be sampled and tested for suitability by NV5 prior to delivery to the site. Imported fill materials should consist of clean granular soils free from vegetation, debris, or rocks larger than 3 inches maximum dimension. The Expansion Index value should not exceed a maximum of 20 (i.e., essentially non-expansive). 226816-0000111 NV5.COM | 12 9.3 UTILITY TRENCHING AND TEMPORARY EXCAVATIONS Excavation of the on-site soils may be achieved with conventional heavy-duty grading equipment. Temporary, unsurcharged, excavation walls may be sloped back at an inclination of 1:1(H:V) within fill and natural materials. Utility trench excavations should be shored in accordance with guidelines and regulations set forth by Cal-OSHA. For planning purposes, the alluvial and formational soils may be considered a Type C soil, as defined by the current Cal-OSHA soil classification. Stockpiled (excavated) materials should be placed no closer to the edge of a trench excavation than a distance defined by a line drawn upward from the bottom of the trench at an inclination of 1:1 (H:V), but no closer than 4 feet. All trench excavations should be made in accordance with Cal-OSHA requirements. Temporary, shallow excavations with vertical side slopes less than 4 feet high will generally be stable, although due to the characteristics of the soil materials, there is a potential for localized sloughing. In these soil types, vertical excavations greater than 4 feet high should not be attempted without proper shoring to prevent local instabilities. For vertical excavations less than about 15 feet in height, cantilevered shoring may be used. Cantilevered shoring may also be used for deeper excavations; however, the total deflection at the top of the wall should not exceed one inch. Therefore, shoring of excavations deeper than about 15 feet may need to be accomplished with the aid of tied back earth anchors. The actual shoring design should be performed by a registered civil engineer in the State of California experienced in the design and construction of shoring under similar conditions. Once the final excavation and shoring plans are complete, the plans and the design should be reviewed by NV5 for conformance with the design intent and geotechnical recommendations. The shoring system should further satisfy requirements of Cal-OSHA. In some areas, shoring may be accomplished with hydraulic shores and trench plates, soldier piles and lagging and/or trench boxes. The actual method of a shoring system should be provided and designed by a contractor experienced in installing temporary shoring under similar soil conditions. If soldier piles and lagging are to be used, we should be contacted for additional recommendations. Personnel from NV5 should observe the excavation so that any necessary modifications based on variations in the encountered soil conditions can be made. All applicable safety requirements and regulations, including Cal-OSHA requirements, should be met. Where sloped excavations are used, the tops of the slopes should be barricaded so that vehicles and storage loads are not located within 10 feet of the tops of excavated slopes. A greater setback may be necessary when considering heavy vehicles, such as concrete trucks and cranes. NV5 should be advised of such heavy loadings so that specific setback requirements may be established. If the temporary construction slopes are to be maintained during the rainy season, berms are recommended along the tops of the slopes, to prevent runoff water from entering the excavation and eroding the slope faces. For design of cantilevered shoring, a triangular distribution of lateral earth pressure may be used. It may be assumed that the drained soils, with a level surface behind the cantilevered shoring, will exert an equivalent fluid pressure of 32 pcf. Tied-back or braced shoring should be designed to resist a trapezoidal distribution of lateral earth pressure. The recommended pressure distribution, for the case where the grade is level behind the shoring, is illustrated in the following diagram with the maximum pressure equal to 32H in psf, where H is the height of the shored wall in feet. 226816-0000111 NV5.COM | 13 O.2H 0.2H 0.6H H = Height of Excavation (feet) 32H (psf) Any surcharge (live, including traffic, or dead load) located within a 1:1 (H:V) plane drawn upward from the base of the shored excavation should be added to the lateral earth pressures. The lateral load contribution of a uniform surcharge load located across the 1:1 (H:V) zone behind the excavation walls may be calculated by using Figure 6, Lateral Surcharge Loads. Lateral load contributions of surcharges can be provided once the load configurations and layouts are known. As a minimum, a 2-foot equivalent soil surcharge is recommended to account for nominal construction loads. 9.4 DEWATERING Groundwater was not encountered to the maximum depth explored of approximately 30.5 feet below the existing ground surface. Dewatering is not generally anticipated during the proposed construction. However, any cases of localized seepage or heavy precipitation should be monitored during construction. If necessary, dewatering may be achieved by means of excavating a series of shallow trenches directed by gradient (i.e., gravity) to sumps with pumps. In any case, the actual means and methods of any dewatering scheme should be established by a contractor with local experience. It is important to note that temporary dewatering, if necessary, will require a permit and plan that complies with the State of California San Diego Regional Water Quality Control Board regulations. If excessive water is encountered, NV5 should be contacted to provide additional recommendations for temporary construction dewatering. Based on the subsurface exploration the onsite soils maybe considered to be relatively permeable. 9.5 TRENCH BOTTOM STABILITY The bottom of onsite excavations may likely expose moderately consolidated silty sands and clayey sands. These soils should provide a suitable base for construction of pipelines provided design is based upon the recommendations provided herein. For the design of flexible conduits, a modulus of soil reaction (E’), of 1,000 pounds per square inch (psi) is recommended. While groundwater was not encountered, if these soils become wet or saturated they may be prone to settlement due to construction activities such as placement and compaction of backfill soils. Buried improvements underlain by these soils could also be damaged or subjected to unacceptable settlement due to subsidence of these soils. If wet or unusually soft conditions are encountered in the 226816-0000111 NV5.COM | 14 trench bottom, the bottom of the excavations will need to be stabilized. A typical stabilization method includes overexcavation of the soft or saturated soil and replacement with properly compacted fill, gravel or lean concrete to form a "mat" or stable working surface in the bottom of the excavation. There are other acceptable methods that can be implemented to mitigate the presence of compressible soils or unstable trench bottom conditions, and specific recommendations for a particular alternative can be discussed based on the actual construction techniques and conditions encountered. 9.6 CONDUIT BEDDING It is recommended that conduit bedding materials be placed in the trench to provide uniform support and protection. This zone shall be compacted to a minimum of 90% relative compaction. Care should be taken by the contractor during placement of the pipe bedding so that uniform contact between the bedding and conduit is attained. Bedding should be placed in loose lift thicknesses not exceeding 8 inches and compacted by mechanical means to attain a relative compaction of 90 percent based on ASTM D1557. There should be sufficient clearance along the sides of the conduits to allow for compaction equipment. The bedding should be compacted under the haunches and alongside the conduit. Mechanical compaction and hand tamping should be performed carefully as to not damage the conduits. Backfill material should be compacted in accordance with the recommendations in Section 9.2 of this report. 9.7 BACKFILL PLACEMENT AND COMPACTION The majority of the on-site soils should generally be suitable for use as backfill material. Backfill should be placed in loose lifts not exceeding 8 inches in thickness and compacted to at least 90 percent of the maximum dry density (unless noted otherwise to a higher compaction requirement) as evaluated by the latest version of ASTM D1557. Trench backfill should be compacted in uniform lifts (not exceeding 8 inches in loose lift thickness) by mechanical means to at least 90 percent relative compaction (ASTM D1557). Imported backfill should consist of granular, non-expansive soil with an Expansion Index (EI) of 20 or less and should not contain any contaminated soil, expansive soil, debris, organic matter, or other deleterious materials. The Sand Equivalent (SE) of the imported material shall be 20 or greater. Import material should be evaluated for suitability by the geotechnical consultant prior to transport to the site. The upper 12 inches of subgrade soil and all rock base should be compacted to at least 95 percent. The moisture content of the backfill should be maintained within 2 percent of optimum moisture content during compaction. All backfill should be mechanically compacted. Flooding or jetting is not recommended and should not be allowed. 9.8 FOUNDATIONS FOR WATER TANK The tank pad foundation should be founded entirely in compacted fill material prepared in accordance with the recommendations in Section 9.2 of this report. Recommendations for the design and construction of foundation system are presented below. 226816-0000111 NV5.COM | 15 9.8.1 Design Parameters The tank pad foundation should be designed using the geotechnical design parameters presented in the following Table 4. Footings should be designed and reinforced in accordance with the recommendations of the structural engineer and should conform to the latest edition of the California Building Code. Concrete slabs should have a minimum thickness of 4 inches. Table 4 - Geotechnical Design Parameters Ringwall Footing for Proposed Water Tanks Ringwall Foundation Dimensions Continuous ringwall foundation at least 24 inches in width and at least 24 inches below the lowest adjacent grade Allowable Bearing Capacity (dead-plus-live load) 4,000 pounds per square foot (psf) A one-third (1/3) increase is allowed for transient live loads from wind or seismic forces. Reinforcement Reinforce in accordance with requirements as provided by the project Structural Engineer. Allowable Coefficient of Friction 0.45 Allowable Lateral Passive Pressure Resistance (Equivalent Fluid Pressure) 325 pounds per cubic foot (pcf) One third (1/3) increase in passive pressure resistance may be used for wind and seismic loads. The total allowable lateral resistance may be taken as the sum of the frictional resistance and the passive resistance, provided that the passive bearing resistance does not exceed two- thirds (2/3) of the total allowable resistance. 9.8.2 Settlement Estimated settlements will depend on the foundation size and depth, and the loads imposed and the allowable bearing values used for design. For preliminary design purposes, the total static settlement for the continuous ringwall foundation loaded to accordance with the allowable bearing capacities recommended above is estimated to be less than 1 inch. Differential settlements will depend on the foundation size and depth, and the loads imposed. However, based on our knowledge of the project, differential static settlements are anticipated to be 0.5 inch or less 226816-0000111 NV5.COM | 16 9.8.3 Foundation Observation To verify the presence of satisfactory materials at design elevations, footing excavations should be observed by a geotechnical engineer to be clean of loosened soil and debris before placing steel or concrete and probed for soft areas. 9.9 FOUNDATIONS FOR ANCILLARY STRUCTURES A shallow foundation system may be used for support of relatively lightly loaded ancillary structures, such as site screen walls, light standards, etc. The foundations for each feature should be supported entirely in formational soil or on compacted fill prepared in accordance with the recommendations in Section 9.2 of this report. Footings should be designed and reinforced in accordance with the recommendations of the structural engineer and should conform to the latest edition of the California Building Code. Recommendations for the design and construction of these shallow foundations are presented in the following Table 5. Table 5 - Geotechnical Design Parameters Spread Footing Foundations for Ancillary Structures Foundation Dimensions At least 12 inches below the lowest adjacent grade and at least 12 inches in width Allowable Bearing Capacity (dead-plus-live load) 3,000 pounds per square foot (psf). The allowable bearing value may be increased by one-third (1/3) for transient live loads such as from wind or seismic forces. Estimated Static Settlement (Total/Differential) Less than 1-inch/ less than ½-inch Allowable Coefficient of Friction 0.45 Allowable Lateral Passive Pressure Resistance 325 pounds per cubic foot (pcf) One-third (1/3) increase in passive pressure resistance may be used for wind and seismic loads. The total allowable lateral resistance may be taken as the sum of the frictional resistance and the passive resistance, provided that the passive bearing resistance does not exceed two- thirds (2/3) of the total allowable resistance. 226816-0000111 NV5.COM | 17 9.10 SEISMIC DESIGN PARAMETERS Preliminary seismic parameters were developed for the project site based on the 2019 California Building Code (CBC) and ASCE 7-16 guidance document. Using the California SEA U.S. Seismic Design Maps Online Calculator (https://seismicmaps.org/) based on the following site coordinates: Latitude = 33.111985 degrees, and Longitude = -117.286392 degrees. The earthquake hazard level of the Maximum Considered Earthquake (MCE) is defined in ASCE 7-16 as the ground motion having a probability of exceedance of 2 percent in 50 years. The preliminary seismic design parameters for the project site are presented in Table 6 below. Site Class C was selected based on average blowcounts greater than 50/foot within the upper 100 feet per ASCE 7-16; calculations are provided in Appendix C – Analysis and Calculations. Table 6 - Recommended 2019 CBC Seismic Design Parameters Design Parameter Recommended Value Reference Site Class C ASCE 7-16 Section 11.4.2 Mapped Spectral Accelerations for short periods, SS 1.022g ASCE 7-16 Section 11.4.3 Mapped Spectral Accelerations for 1-sec period, S1 0.37g ASCE 7-16 Section 11.4.3 Short-Period Site Coefficient, Fa 1.2 ASCE 7-16 Section 11.4.3 Long-Period Site Coefficient, Fv 1.5 ASCE 7-16 Section 11.4.3 (1) MCER (5% damped) spectral response acceleration for short periods adjusted for site class, SMS 1.226g ASCE 7-16 Section 11.4.3 (1) MCER (5% damped) spectral response acceleration at 1-second period adjusted for site class, SM1 0.556g ASCE 7-16 Section 11.4.3 Design spectral response acceleration (5% damped) at short periods, SDS 0.817g ASCE 7-16 Section 11.4.3 Design spectral response acceleration (5% damped) at 1-second period, SD1 0.370g ASCE 7-16 Section 11.4.3 Seismic Design Category D ASCE 7-16 Section 11.6 (2) MCEG Peak Ground Acceleration adjusted for site class effects, PGAM 0.538g ASCE 7-16 Section 11.8.3 (1) MCER = Risk-adjusted Maximum Considered Earthquake (2) MCEG = Geometric-mean Maximum Considered Earthquake 226816-0000111 NV5.COM | 18 9.11 PAVEMENTS Design of asphalt concrete pavement sections depends primarily on support characteristics (strength) of soil beneath the pavement section and on cumulative traffic loads within the service life of the pavement. Strength of the pavement subgrade is represented by R-value test. An R-value test was performed on representative samples of the near-surface soil and showed a result of 15. A summary of test results are included in Appendix B. Traffic loads within service life of a pavement are represented by a Traffic Index (TI), which is calculated based on anticipated traffic loads and on the projected number of load repetitions during the design life of the pavement. The design TI value should be verified by the project Civil/Traffic Engineer prior to construction. Preliminary pavement section recommendations were developed using an assumed design R-value of 15 and Traffic Index (TI) values assumed for light auto loading. Based on these design parameters, analysis in accordance with California Department of Transportation (Caltrans) Highway Design Manual, and assuming compliance with site preparation recommendations, NV5 recommends the preliminary structural pavement section presented in the following table. Table 7 - Preliminary Pavement Sections (Assumed R-value = 15) Location Flexible Pavement (inches) Rigid Pavements (inches) Hot-Mix Asphalt (HMA) Aggregate Base (AB) Jointed Plain Portland Cement Concrete (JPCP) Aggregate Base (AB) Light Auto Drivelane (TI=5) 3.0 8.0 6.0 6.0 Assuming that the near-surface on-site and potential import soils to raise grades will be thoroughly mixed and compacted during grading operations, it is recommended that R-value testing be performed on representative soil samples after rough grading operations on the upper 2 feet to confirm applicability of the above pavement sections. If the paved areas are to be used during construction, or if the type and frequency of traffic is greater than assumed in the design, the pavement section should be re-evaluated for the anticipated traffic. The upper 12 inches of subgrade soils should be moisture conditioned to at least 2 percent above the optimum moisture content (unless otherwise directed by the geotechnical engineer) and compacted to a minimum dry density of 95 percent of the materials maximum density as determined by the ASTM D1557 test procedure. The aggregate base should conform to Class II aggregate base in accordance with the most recent Regional Supplement to Greenbook Standard Specifications for Public Works Construction. The base course should also be compacted to a minimum dry density of 95 percent. Field and lab testing should be used to check compaction, aggregate gradation, and compacted thickness. The asphalt pavement should be compacted to 95 percent of the unit weight as tested in accordance with the Hveem procedure (ASTM D1560). The maximum lift thickness should be 4.0 inches. The asphalt material shall conform to Type III, Class B2 or B3 of the Standard Specifications for Public 226816-0000111 NV5.COM | 19 Works Construction and the supplement. An approved mix design should be submitted 30 days prior to placement. The mix design should include proportions of materials, maximum density and required lay-down temperature range. Field and lab testing should be used to verify oil content, aggregate gradation, compaction, compacted thickness, and lay-down temperature. Control joints are required for the Portland cement concrete pavement (rigid) at a maximum of 15 feet spacing each way and should be constructed immediately after concrete finishing. The performance of pavements is highly dependent upon providing positive surface drainage away from the edge of the pavement. The ponding of water on or adjacent to pavement areas will likely cause failure of the subgrade and resultant pavement distress. Where planters are proposed, the perimeter curb should extend at least 6 inches below the subgrade elevation of the adjacent pavement. In addition, experience indicates that even with these provisions, a saturated subgrade condition can develop as a result of increased irrigation, landscaping and surface runoff. A subdrainage system should be considered along the perimeter of pavement subgrade areas to reduce the potential of this condition developing. The subdrain system should be designed to intercept irrigation water and surface runoff prior to entry into the pavement subgrade and carry the water to a suitable outlet. 9.12 SOIL CORROSION 9.12.1 Caltrans Criteria The California Department of Transportation (Caltrans) Corrosion Guidelines (Version 3.2, dated March 2021) considers a site to be corrosive to structural elements “if one or more of the following conditions exist for the representative soil and/or water samples taken at the site: Chloride concentration is 500 ppm or greater, sulfate concentration of 1,500 ppm or greater, or the pH of 5.5 or less”. Minimum resistivity in soil or water is considered an indicator parameter and is not used to define a corrosive soil environment. Caltrans’ Guidelines state that a “minimum resistivity value for soil and/or water less than 1,100 Ohm-cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion”. Representative samples of the site soils obtained from the borings were tested to evaluate the corrosion potential. The tests include pH, electrical resistivity, and soluble chloride and sulfate concentrations. Results of the corrosivity tests performed are summarized in the table below and presented in Appendix B – Laboratory Testing. Table 8 - Corrosivity Test Results Test Location Material Type Depth (feet) pH Minimum Resistivity (ohm-cm) Water Soluble Sulfate Content (ppm) Water Soluble Chloride Content (ppm) B-1 Clayey SAND (SC) 3 - 5 7.6 2100 54 64 B-2 Clayey SAND (SC) 8 - 10 5.9 1400 33 64 226816-0000111 NV5.COM | 20 General recommendations to address the corrosion potential of the on-site soils are provided below. If additional recommendations are desired, it is recommended that a corrosion specialist be consulted. Based on experience and the Caltrans Corrosion Guidelines, the site soils are not considered to be corrosive to steel based on the water-soluble chloride concentrations. The sulfate test results do not suggest the potential for site soils to be corrosive to steel and concrete foundations. 9.12.2 ACI Criteria Based on a review of the American Concrete Institute (ACI) 318, Section 19.3, the following is noted: Per Table 19.3.1.1 and Table 19.3.2.1 – Sulfate Content Test Results o The tested site soils in a “Class S0” Exposure Category. A minimum compressive strength of 2,500 psi would be required with no specific requirement for water cement ratio. Per Table 19.3.2.1 – Per Chloride Content Test Results o The tested site soils are in a “Class C1” Exposure Category (assuming some moisture exposure is likely). A minimum concrete compressive strength of 2,500 psi would be required with no specific requirement for water cement ratio. The maximum water-soluble ion content in non-prestressed concrete is 0.30 percent by weight of cement. 9.12.3 Ferrous Pipes Criteria As indicated in the 2006 edition (second edition) of “Corrosion Basics - An Introduction”, a general guideline for soil resistivity and corrosion-severity ratings is presented in the following Table 9. Table 9 - Corrosivity Test Results Soil Resistivity Corrosivity <1,000 ohm-cm Extremely Corrosive 1,000 to 3,000 ohm-cm Highly Corrosive 3,000 to 5,000 ohm-cm Corrosive 5,000 to 10,000 ohm-cm Moderately Corrosive 10,000 to 20,000 ohm-cm Mildly Corrosive >20,000 ohm-cm Essentially Noncorrosive Soil resistivity is not the only parameter affecting the risk of corrosion damage; and a high soil resistivity will not guarantee the absence of serious corrosion. For example, the American Water Works Association (AWWA) has developed a numerical soil-corrosivity scale, applicable to cast-iron alloys. The soil resistivity test results suggest the potential for soils to be highly corrosive to ferrous pipes. 226816-0000111 NV5.COM | 21 Any imported soils should be evaluated for corrosion characteristics if they will be in contact with buried or at-grade structures and appropriate mitigation measures should be included in the structure design. It is recommended that a corrosion specialist be contacted to determine if mitigation measures are necessary. 10.0 DESIGN REVIEW AND CONSTRUCTION MONITORING Geotechnical review of plans and specifications is of paramount importance in engineering practice. Observation and testing of the backfill, subgrade and base will be important to the performance of the proposed project. The following sections present our recommendations relative to the review of construction documents and the monitoring of construction activities. 10.1 PLANS AND SPECIFICATIONS The design plans and specifications will be reviewed and approved by NV5 prior to construction, as the geotechnical recommendations may need to be re-evaluated in the light of the actual design configuration. This review is necessary to evaluate whether the recommendations contained in this report and future reports have been properly incorporated into the project plans and specifications. 10.2 CONSTRUCTION MONITORING Site preparation, removal of unsuitable soils, assessment of imported fill materials, backfill placement, bottom of foundation excavation and other earthwork operations should be observed and tested. The substrata exposed during the construction may differ from that encountered in the test borings. Continuous observation by a representative of NV5 during construction allows for evaluation of the soil/rock conditions as they are encountered and allows the opportunity to recommend appropriate revisions where necessary. 11.0 LIMITATIONS The recommendations and opinions expressed in this report are based on NV5’s review of background documents and on information developed during this study. It should be noted that this study did not evaluate the possible presence of hazardous materials on any portion of the site. Due to the limited nature of our field explorations, conditions not observed and described in this report may be present on the site. Uncertainties relative to subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface evaluation and laboratory testing can be performed upon request. It should be understood that conditions different from those anticipated in this report may be encountered during the proposed structure construction operations. Site conditions, including ground-water level, can change with time as a result of natural processes or the activities of man at the subject site or at nearby sites. Changes to the applicable laws, regulations, codes, and standards of practice may occur as a result of 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 NV5 has no control. 226816-0000111 NV5.COM | 22 NV5’s recommendations for this site are, to a high degree, dependent upon appropriate quality control of subgrade preparation, fill/backfill placement, etc. Accordingly, the recommendations are made contingent upon the opportunity for NV5 to observe grading operations and foundation excavations for the proposed construction. If parties other than NV5 are engaged to provide such services, such parties must be notified that they will be required to assume complete responsibility as the geotechnical engineer of record for the geotechnical phase of the project by concurring with the recommendations in this report and/or by providing alternative recommendations. 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. NV5 should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document. NV5 has endeavored to perform this study using the degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical professionals with experience in this area in similar soil/rock conditions. No other warranty, either expressed or implied, is made as to the conclusions and recommendations contained in this study. 12.0 SELECTED REFERENCES Anderson, J.G., 1979, Estimating the seismicity from geologic structure, for seismic-risk studies: Bulletin of the Seismological Society of America, v. 69, p. 135-158. ASTM, 2001, Soil and Rock: American Society for Testing and Materials: vol. 4.08 for ASTM test methods D-420 to D-4914; and vol. 4.09 for ASTM test methods D-4943 to highest number. Bird, P., and Rosenstock, R.W., 1984, Kinematics of present crust and mantle flow in southern California: Geological Society of America Bulletin, v. 95, p. 946-957. California Department of Conservation, Division of Mines and Geology, 2008, Guidelines for Evaluation and Mitigation of Seismic Hazards in California: Special Publication 117A, 108 pp. California Department of Conservation, Division of Mines and Geology, 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada: International Conference of Building Officials, dated February, Scale 1” = 4 km. California Department of Transportation, 2018, Corrosion Guidelines. Version 3.0, dated March. Campbell, K.W., 1997, Empirical Near-Source Attenuation Relationships for Horizontal and Vertical Components of Peak Acceleration, Peak Ground Velocity, and Psuedo-Absolute Acceleration Response Spectra: Seismological Research Letters, Vol. 68, No. 1, pp. 154-179. Campbell, K.W., 2000, Erratum, Empirical Near-Source Attenuation Relationships for Horizontal and Vertical Components of Peak Acceleration, Peak Ground Velocity, and Psuedo-Absolute Acceleration Response Spectra: Seismological Research Letters, Vol. 71, No. 3, pp. 353-355. Dziewonski, A.M., Ekström, G., and Salganick, M.P., 1993, Centroid moment tensor solutions for April- June 1992: Physical Earth Planet Interiors, v. 77, p. 151-163. 226816-0000111 NV5.COM | 23 Hart, E.W., and Bryant, W.A., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps: California Department of Conservation, Division of Mines and Geology Special Publication 42, 38 pp., Idriss, I.M. and Boulanger, R.W., 2008, Soil Liquefaction During Earthquakes, EERI, MNO-12, Oakland, CA Ishihara, K., 1985, Stability of Natural Deposits during Earthquakes: Proceedings, 11th International Conference on Soil Mechanics and Foundation Engineering, Volume 1, pp. 321-376. Kennedy, M.P., and Tan, S.S., 2007, Geologic Map of the Oceanside 30’ x 60’ Quadrangle, California. Regional Geologic Map Series, 1:100,000 Scale, Map No. 2. Petersen, M.D., and Wesnousky, S.G., 1994, Fault slip rates and earthquake histories for active faults in southern California: Bulletin of the Seismological Society of America, v. 84, no. 5, p. 1,608- 1,649. Petersen, M.D., Bryant, W.A., Cramer, C.H., Cao, T., Reichle, M.S., Frankel, A.D., Lienkaemper, J.J., McCrory, P.A., and Schwartz, D.P., 1996, Probabilistic seismic hazard assessment for the State of California: California Department of Conservation, Division of Mines and Geology Open-File Report 96-08 (also U.S. Geological Open-File Report 96-706), 33 p. Seed, R.B., K.O., Cetin, R.E.S., Moss, A., Kammerer, J., Wu, J.M., Pestana, M.F., Riemer, R.B., Sancio, J.D., Bray, R.E., Kayen, R.E., Faris, A., 2003, "Recent Advances in Soil Liquefaction Engineering: a unified and consistent framework,” Keynote Address, 26th Annual Geotechnical Spring Seminar, Los Angeles Section of the GeoInstitute, American Society of Civil Engineers, H.M.S. Queen Mary, Long Beach, California, USA Southern California Earthquake Center, 1999, Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction in California: dated March, 63 pp. Southern California Earthquake Center, 2002, Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Landslide Hazards in California: dated March, 127 pp. Wesnousky, S.G., 1986, Earthquakes, Quaternary faults, and seismic hazards in California: Journal of Geophysical Research, v. 91, no. B12, p. 12,587-12,631. 226818-0000111 NV5.COM | FIGURES Project No:226818-0000111 Drawn:SB Date:Mar 2019 Figure No. 1 NV5 An NV5 West, Inc. Company – Offices Nationwide 15092 Avenue of Science, Suite 200 San Diego, CA Tel: (858) 385-0500, Fax: (858) 385-0400 N Site Location Map Carlsbad Municipal Water District Phase III Recycled Water Project Carlsbad, California Reference: Google Earth 2019 0 1000 2000 3000 4000 5000 Approximate scale in feet Approximate Location Project Site t I NV 5 Project No:226818-0000111 Drawn:JR Date:Dec 2022 Figure No. 2 NV5 An NV5 West, Inc. Company – Offices Nationwide 15092 Avenue of Science, Suite 200 San Diego, CA Tel: (858) 385-0500, Fax: (858) 385-0400 N Geotechnical Boring Map Carlsbad Municipal Water District Phase III Recycled Water Project Carlsbad, California Reference: “As Built” Grading Plans, Sheet 3 Approximate scale in feet 0 16 32 48 64 80 MAP SYMBOLS Approximate location of geotechnical boring B-2 Approximate location of geologic cross section A A’ A’A B-2 B-1 0 -~-( / ,...._,_ /,, \1 1·0_/r 'J7 -~. I 198594 1$" DRAIN t I I NV 5 I l 0 D-4 WEI.DIE!) STEEL 382.9 ' S lORAGE RESrnVOIR F.IF'.=384.00' _fl 3l7,5ij' N: 119-85967..4 E: 6244372.2 I Project No:226818-0000111 Drawn:JR Date:Dec 2022 Figure No. 3 NV5 An NV5 West, Inc. Company – Offices Nationwide 15092 Avenue of Science, Suite 200 San Diego, CA Tel: (858) 385-0500, Fax: (858) 385-0400 Geologic Cross Section Carlsbad Municipal Water District Phase III Recycled Water Project Carlsbad, California Approximate Horizontal scale in feet 0 50 For Schematic Use Only-Not a Construction Drawing 25012562.5 187.50 LEGEND Approximate location of geotechnical boringB-2 Approximate location of proposed water tank Qvop Very old paralic deposits 330 340 350 360 370 380 390 Elevation (feet) 330 340 350 360 370 380 390 Elevation (feet) B-1 Projected 12' North B-2 Projected 34' North As Built Grade Qvop Qvop Proposed Water Tank Limits 40302010 Trend of Section A - A’ : W - E A A’ As Built Grade Proposed Engineered Fill Af Property Line Proposed Fill Limits Approx. Proposed Remedial Grading Limits Af Artificial Fill Horizontal to Vertical exaggeration ~ 2:1 (Formational) (Formational) Af Af (Topsoil)(Topsoil) NV 5 1 □ D D Figure No. 4 NV5 An NV5 West, Inc. Company – Offices Nationwide 15092 Avenue of Science, Suite 200 San Diego, CA Tel: (858) 385-0500, Fax: (858) 385-0400 N MAP SYMBOLS Reference:Geologic Map of the Oceanside 30' x 60' Quadrangle, San Diego County, California. Kennedy, K.P., Tan, S.S., 2007. Regional Geologic Map Series, scale 1:100,000. Map No. 2. Reference:Geologic Map of the Oceanside 30' x 60' Quadrangle, San Diego County, California. Kennedy, K.P., Tan, S.S., 2007. Regional Geologic Map Series, scale 1:100,000. Map No. 2. General Geologic Map Carlsbad Municipal Water District Phase III Recycled Water Project Carlsbad, California Project No:226818-0000111 Drawn:SB Date:Mar 2019 Approximate scale in feet 0 2000 4000 6000 8000 10,000 Approximate Location Project Site VERY OLD SURFICIAL UNITS l avop10-11 I Units 10-11 Very old paralic deposits SEDIMENTARY AND VOLCANIC BEDROCK UNITS 0 Santiago Formation (middle Eocene) NV 5 Tsa t I ■■■ For Schematic Use Only-Not a Construction Drawing Figure No. 5 NV5 An NV5 West, Inc. Company – Offices Nationwide 15092 Avenue of Science, Suite 200 San Diego, CA Tel: (858) 385-0500, Fax: (858) 385-0400 Map of southern California showing the geographic regions, faults and focal mechanisms of the more significant earthquakes. Regions: Death Valley, DV; Mojave Desert MD; Los Angeles, LA; Santa Barbara Channel, SBC; and San Diego, SD. Indicated Faults: Banning fault, BF; Channel Island thrust, CIT; Chino fault, CF; Eastern California Shear Zone, ECSZ; Elsinore fault, EF; Garlock fault, GF; Garnet Hill fault, GHF; Lower Pitas Point thrust, LPT; Mill Creek fault, MICF; Mission Creek fault, MsCF; Northridge fault, NF; Newport Inglewood fault, NIF; offshore Oak Ridge fault, OOF; Puente Hills thrust, PT; San Andreas fault (sections: Parkfield, Pa; Cholame, Ch; Carrizo; Ca; Mojave, Mo; San Bernardino, Sb; and Coachella, Co); San Fernando fault, SFF; San Gorgonio Pass fault, SGPF; San Jacinto fault, SJF; Whittier fault, WF; and White Wolf fault, WWF. Earthquake Focal Mechanisms: 1952 Kern County, 1; 1999 Hector Mine, 2; 1992 Big Bear, 3; 1992 Landers, 4; 1971 San Fernando, 5; 1994 Northridge, 6; 1992 Joshua Tree, 7; and 1987 Whittier Narrows, 8. Reference:Plesch, Anndreas et. al., 2007, Community Fault Model (CFM) for Southern California; in the Bulletin of the Seismological Society of America, Vol. 97, No. 6. pp. 1793-1802, dated December. Approximate Site Location Regional Fault Map Carlsbad Municipal Water District Phase III Recycled Water Project Carlsbad, California Project No:226818-0000111 Drawn:SB Date:Mar 2019 + 34° + N 1 100 km ------------------- 120° 116° NV 5 NV5 An NV5 West, Inc. Company – Offices Nationwide 15092 Avenue of Science, Suite 200, San Diego, CA Tel: (858) 385-0500, Fax: (858) 385-0400 Lateral Surcharge Loads Carlsbad Municipal Water District Phase III Recycled Water Project Carlsbad, CA Project No: 226818-0000111 Drawn: SB Date: Mar 2019 Figure No. 6 I .:i II C LJ.. 0 w :J _J ~ 0 0.2 0.4 0.6 0.8 1.0 0 H NV 5 ------------.... -.... .... ' ' LINE \ LOAD ·r ~ , ::-,,' ~:,' ~ ,u ~ ,,' r ,, m hp '/ ,. '/ ,' I 0.1 0.60 H , '/ , 0.3 0.60 H , I !,' , 0.5 0.56 H , !,' , I 0.7 0.48 H 'I , , I , , , 0.2 0.4 0.6 0.8 VALUE OF crh (~L) LINE LOAD QL FOR m ~ 0.4 . PRESSURE FROM LINE LOAD QL (BOUSSINESQ EQUATION MODIFIED BY EXPERIMENT) ' ' 1.0 0 H ' ' ' ' ' ' ' ' ' ' POINT I LOAD m Ph (~p) h p 0.2 0.78 0.59H 0.4 0.78 0.59H 0.3 0.45 0.48H 0.5 1.0 1.5 2.0 VALUE OF crh H2 (aP) POINT LOAD Op FOR m ~ 0.4 crh (t:)= 0.28 n2 (0.16 + n2)3 FOR m > 0.4 : crh (H2 )= 1.77m2n2 Op (m2 + n2)3 CT 1 h CTh cos2(1.10 ) SECTION a -a PRESSURE FROM POINT LOAD Op (BOUSSINESQ EQUATION MODIFIED BY EXPERIMENT) 226818-0000111 NV5.COM | APPENDIX A Exploratory Boring Logs 226818-0000111 NV5.COM | Logs of Exploratory Borings Bulk and relatively undisturbed drive samples were obtained in the field during our subsurface evaluation. The samples were tagged in the field and transported to our laboratory for observation and testing. The drive samples were obtained using the Modified California Sampler (CAL) and Standard Penetration Test (SPT) samplers as described below. Modified California Split Spoon Sampler The split barrel drive sampler is driven with a 140-pound hammer allowed to drop freely 30 inches in general accordance with ASTM D1587. The number of blows per foot recorded during sampling is presented in the logs of exploratory borings. The sampler has external and internal diameters of approximately 3.0 and 2.4 inches, respectively, and the inside of the sampler is lined with 1-inch-long brass rings. The relatively undisturbed soil sample within the rings is removed, sealed, and transported to the laboratory for observation and testing. Standard Penetration Test (SPT) Sampler The split barrel sampler is driven with a 140-pound hammer allowed to drop freely 30 inches in general accordance with ASTM D1586. The number of blows per foot recorded during sampling is presented in the logs of exploratory borings. The sampler has external and internal diameters of 2.0 and 1.4 inches, respectively. The soil sample obtained in the interior of the barrel is measured, removed, sealed and transported to the laboratory for observation and testing. Chart 1 Title: Project: Project No: 226818-0000111 Drawn: SB Date: Mar 2019 NV5 An NV5 West, Inc. Company – Offices Nationwide 15092 Avenue of Science, Suite 200 San Diego, CA 92128 Tel: (858) 385-0500, Fax: (858) 385-0400 Boring Log Legend Carlsbad Municipal Water District Phase III Recycled Water Project Carlsbad, California SAMPLE/SAMPLER TYPE GRAPHICS [I] AUGER SAMPLE ii.:I STANDARD PENETRATION SPLIT SPOON SAMPLER 0 BULK/ GRAB SAMPLE I MODIFIED CALIFORNIA SAMPLER [II] SHELBY TUBE SAMPLER [I] HQ ROCK CORE SAMPLE □ NQ ROCK CORE SAMPLE GROUNDWATER LEVEL GRAPHICS Y WATER LEVEL (during drilling operations) 'S]__ WATER LEVEL (immediately after drilling completion) '51-WATER LEVEL (additional levels after drilling completion) ~ OBSERVED SEEPAGE NOTES • The report and graphics key are an intergral part of these logs. All data and interpretations in this log are subject to the explanations and limitations stated in the report. • Lines separating strata on the logs represent approximate boundaries only. Actual transitions my be gradual or differ from those shown. • No warranty is provided as to the continuity of soil or rock conditions between individual sample locations. • Logs represent general soil or rock conditions observed at the point of exploration on the date indicated. • In general, Unified Soil Classification System (USCS) designationspresented on the logs were based on visual classification in thefield and were modified where appropriate based on gradation andindex property testing. • Fine grained soils that plot within the hatched area on the Plasticity Chart, and coarse grained soils with between 5 and 12% passing the No. 200 sieve require dual USCS symbols, ie., GW-GM, GP-GM, GW-GC, GP-GC, GC-GM, SW-SM, SP-SM, SW-SC, SP-SC, SC-SM. • If sampler is not able to be driven at least 6 inches then Y IX indicates Y number of blows required to drive the identified sampler X inches with a 140 pound hammer falling 30 inches. NV 5 UNIFIED SOIL CLASSIFICATION SYSTEM fASTM D 2487) I ·;;; 0 ~ 'It Cl) :5 C: Ill :5 ID !=' ..!!! .<£ (/) ni ·c fil E 0 ~ Ill ,:;; C: Ill :5 Cl) 0 6 (/J ..J 0 (/J C w z ~ t.:> w (/J 0:: ~ (.) It•· WELL-GRADED GRAVELS, CLEAN Cu?4 and 1 ·• GW GRAVEL-SAND MIXTURES WITH f GRAVEL 1sccs3 ··-I LITTLE OR NO FINES Cl) WITH p'v \ ·;;; <5% Cu<4 and/or O [')' POORLY-GRADED GRAVELS, ;;I; FINES 1>Cc>3 r, " GP GRAVEL-SANDMIXTURESWITH Cl) v~ L LITTLE OR NO FINES =f-----+-----t-~"1-----11----------------, ffi C 4 d It WELL-GRADED GRAVELS, :5 u? an ..:. GW-GM GRAVEL-SAND MIXTURES WITH ID 1sccs3 ·~ LITTLE FINES ..!!!!=' ... WELL-GRADED GRAVELS, GRAVELS Cu<4 andlor .,:_ ~ GW-GC GRAVEL-SAND MIXTURES WITH WITH 1>Cc>3 •· LITTLE CLAY FINES 5TO ~ 12% P ' POORLY-GRADED GRAVELS, FINES ~ ( GP-GM GRAVEL-SAND MIXTURES ~ Cu<4 and/or I/~ WITH LITTLE FINES gJ 1 >Cc>3 t-P+++ ,-.1----+-P_O_O_R_L-Y--G_RA_D_E_D_G_R-AV_E_L_S_,------, ~ ~ ?<; GP-GC GRAVEL-SAND MIXTURES WITH .,_ Vo'.) LITTLE CLAY FINES ~ t------+-----.... p---1,,.._\ __ __,i-----------------j ffi o~I< :5 ) ~ Cl) c~ o GRAVELS GM e. WITH ~ >12% w FINES GC ~ t.:> ~ ~ GC-GM CLEAN ~ SANDS Cu?6 and 1sCcs3 SW ... ~ WITH ! F<IN50E1/oS Cu<6 and/or){\ SP 'It 1>Cc>3 -·.-:•· SIL TY GRAVELS, GRAVEL-SILT-SAND MIXTURES CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES CLAYEY GRAVELS, GRAVEL-SAND-CLAY-SILT MIXTURES WELL GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE OR NO FINES POORLY-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE OR NO FINES Cl) ~\~ :5 1------t------i;-• ..,;.,'?'1------11------------------1 ffi <1·:: ::6 -o o• • ~ ni ~ SAND "' WITH c: 5TO Cu?6 and 1sCcs3 SW-SM WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE FINES WELL-GRADED SANDS, SAND-GRAVEL MIXTURES WITH LITTLE CLAY FINES g 12% ·•.-:.• POORLY GRADED SANDS, ~ FINES · :, · SP-SM SAND-GRAVEL MIXTURES WITH ~ Cu>6 and/or::.-:.· LITTLE FINES $ --l-----+-----------------1 ffi 1<Cc>3 -:·:-:/ POORLY-GRADED SANDS, 8 _-:·-:~ SP-SC SAND-GRAVEL MIXTURES WITH o :::-/ LITTLE CLAY FINES ~l------+----+,;.,,~----11----------------i Ill ,:;; C: Ill :5 Cl) 0 6 (/J C z <( (/J SANDS WITH >12% FINES SM SIL TY SANDS, SAND-GRAVEL-SILT MIXTURES CLAYEY SANDS, SAND-GRAVEL-CLAY MIXTURES CLAYEY SANDS, SAND-SILT-CLAY MIXTURES I I INORGANIC SILTS AND VERY FINE SANDS, SILTY OR _ j ML CLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY Ul.J -~., ·* ~ INORGANIC CLAYS OF LOWTO MEDIUM PLASTICITY, SILTS AND CLAYS '// CL GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS 5 iii 8 (L1qu1d Limit ,.....,.,.'/.,....../_--1----------------------1 UJ EN less than 50) v.%1 I CL-ML INORGANIC CLAYS-SILTS OF LOW PLASTICITY, GRAVELLY co! ~v.%1--4----1-C_L_A_YS_._S_A_N_D_Y_C_L_A_YS_._S_IT_L_Y_C_LA_Y_S_,_L_EA_N_C_LA_Y_S ___ ___, r~~ ~--OL g~~~~ic!JT~ir°YRGANICSILTYCLAYS ~c:llll-------~-~---1-------------------~ Cl 1 ': I I MH ~J~g~~cE6~~sFl~~c;;ig~~ i~L T l1J-:;; ~ SILTS AND CLAYS H~------1----------------------1 Z ~ Ill (Liquid Limit CH INORGANIC CLAYS OF HIGH PLASTICITY U:: ~ E greater than 50) FAT CLAYS _,: ~ ORGANIC CLAYS & ORGANIC SIL TS OF ~ OH MEDIUM-TO-HIGH PLASTICITY Chart 2 Soil Classification Carlsbad Municipal Water District Phase III Recycled Water Project Carlsbad, California Title: Project: Project No: 226818-0000111 Drawn: SB Date: Mar 2019 NV5 An NV5 West, Inc. Company – Offices Nationwide 15092 Avenue of Science, Suite 200 San Diego, CA 92128 Tel: (858) 385-0500, Fax: (858) 385-0400 S:ZRAI N ~IZE DESCRIPTION SIEVE GRAIN APPROXIMATE SIZE SIZE SIZE Boulders >12 in. >12 in. (304.8 mm.) Larger than basketball-sized Cobbles 3-12 in. 3 -12 in. (76.2 -304.8 mm.) Fist-sized to basketball-sized Gravel coarse 3/4 -3 in. 3/4 -3 in. (19-76.2 mm.) Thumb-sized to fist-sized fine #4 - 3/4 in. 0.19 -0.75 in. (4.75-19 mm.) Pea-sized to thumb-sized ~ coarse #10 -#4 0.079 -0.19 in. (2 -4.75 mm.) Rock salt-sized to pea-sized Sand medium #40 -#10 0.017 -0.079 in. (0.43 - 2 mm.) Sugar-sized to rock salt-sized fine #200 -#40 0.0029 - 0.017 in. (0.074 -0.43 mm.) Four-sized to sugar-sized Fines Passing #200 <0.0029 in. (0.074 mm.) Flour-sized and smaller 0 ANGULARITY DESCRIPTION CRITERIA Angular Particles have sharp edges and relatively plane 0 © fJP sides with unpolished surfaces Q Particles are similar to angular description but have ( Subangular rounded edges Subrounded Particles have nearly plane sides but have 0 8 © @, well-rounded edges Rounded Particles have smoothly curved sides and no edges Rounded Subrounded Subangular Angular PLASTICITY MOISTURE CONTENT DESCRIPTION CRITERIA DESCRIPTION CRITERIA Non-plastic A 1/8-in. (3 mm.) thread cannot be rolled at Dry Absence of moisture, dusty, dry to the touch any water content. Moist Damp but no visible water The thread can barely be rolled and the lump Low (L) or thread cannot be formed when drier than Wet Visible free water, usually soil is below groundwater table the plastic limit. The thread is easy to roll and not much time REACTION WITH HYDROCHLORIC ACID is required to reach the plastic limit. Medium (M) The thread cannot be rerolled after reaching the plastic limit. The lump or thread crumbles DESCRIPTION CRITERIA when drier than the plastic limit. None No visible reaction It takes considerable time rolling and kneading Weak Some reaction, with bubbles forming slowly to reach the plastic limit. The thread can be High (H) rerolled several times after reaching the plastic Strong Violet reaction, with bubbles forming immediately limit. The lump or thread can be formed without crumbling when drier than the plastic limit. CONSISTENCY -FINE-GRAINED SOIL APPARENT DENSITY -COARSE-GRAINED SOIL CONSISTENCY SPT-N 60 CRITERIA MODIFIED CALIFORNIA (#blows/0. 3m) APPARENT DENSITY SPT-N60 SAMPLER Thumb will penetrate soil more (#blows/0.3m) (#blows/0.3m) Very Soft <2 than 1 in. (25 mm.) Very Loose <4 <8 Soft 2-4 Thumb will penetrate soil about Loose 4-10 8-20 1 in. (25 mm.) Thumb will indent soil about Medium Dense 11 -30 21 -60 Medium Stiff 5-8 1/4-in. (6 mm.) Dense 31 -50 61 -100 Stiff 8-15 Can be imprinted with Very Dense >50 >100 considerable thumbnail pres. Very Stiff 15-30 Thumb will not in dent soil but readilv indented with thumbnail STRUCTURE Hard >30 Thumbnail will not indent soil DESCRIPTION CRITERIA Stratified Alternating layers of varying material or color with layers at least CEMENTATION 1/4-in. (6 mm.) thick, note thickness Laminated Alternating layers of varying material or color with layers less than DESCRIPTION CRITERIA 1/4-in. (6 mm.) thick, note thickness Weakly Crumbles or breaks with handling or slight Fissured Breaks along definite planes of fracture with little resistance to finger pressure fracturing Moderately Crumbles or breaks with considerable Slickensided Fracture planes appear polished or glossy, sometimes striated finger pressure Blocky Cohesive soil that can be broken down into smaller angular lumps Strongly Will not crumble or break with finger pressure which resist further breakdown Lensed Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay; note thickness Homogeneous Same color and appearance throughout N V 5 6.0' 12.0' 27.0' 30.0' 30.5' 9.7 11.8 11.8 8.5 3.3 7.1 8.6 8.1 9.1 8 13 17 21 21 27 37 50/2" 37 35 45 50/4" 50/6" Sieve Analysis Maximum Density Expansion Index Atterberg Limits Moisture Content Corrosivity Direct Shear Moisture Content Moisture Content Moisture Content Moisture / Density Moisture Content Moisture / Density Moisture Content G- 1 MC- 1 G- 2 SPT- 1 G- 3 MC- 2 SPT- 2 MC- 3 G- 4 SPT- 3 SC SC SM SC SM 115.8 110.8 104.5 [TOPSOIL] Clayey SAND (SC): Brown, moist Medium Dense [FORMATIONAL - Qvop] Clayey SAND (SC): Orange brown, moist Dense [FORMATIONAL - Qvop] Silty SAND (SM): Orange brown, moist Very Dense Very Dense Color change to brown. Grain size increase. Decrease in fines Very Dense [FORMATIONAL - Qvop] Clayey SAND (SC): Brown, moist [FORMATIONAL - Qvop] Silty SAND (SM): Orange brown, moist, very dense El. 370.0' El. 364.0' El. 349.0' El. 346.0' El. 345.5' Notes: Drilled using a 6.5" O.D. Hollow Stem Auger. Boring terminated at depth of 30.5'. Groundwater not encountered. Backfilled with cuttings and bentonite chips. Refusal in dense formational material. Date Gr a p h i c a l L o g Project Number Boring Log B-1 De p t h ( f t . ) Longitude: -117.286392° Sample Type Boring No. Groundwater G - Bulk / Grab SampleSPT - 2" O.D. 1.4" I.D. Tube SampleMC - 3 " O.D. 2.4" I.D. Ring SampleNR - No Recovery* - Uncorrected Blow Counts Started: 3/1/2019 Carlsbad Phase III Recycled Water Project Latitude: 33.111985° Sheet 1 of 1 Project Location: Center of Pad Hour Mo i s t u r e C o n t e n t ( % ) Visual ClassificationGr o u n d w a t e r De p t h ( f t . ) Surface Elevation: Pe n e t r a t i o n Re s i s t a n c e (B l o w s p e r 6 i n . ) Sa m p l e T a k e n 376.0' Reviewed By: G. Custenborder Depth (ft)Other Tests and Remarks 226816-0000111Completed: 3/1/2019 US C S C l a s s . Dr y W e i g h t ( p c f ) Sa m p l e I D Rig Type: CME-75 (BAJA)Da t e 0 5 10 15 20 25 30 Logged By: S. BurfordHammer Efficiency: 71.2 % NV 5 G E O T E C H ( S D C Q A ) \ N V 5 L I B R A R Y _ S A N D I E G O - U P D A T E D . G L B \ C A R L S B A D R W T A N K - L O G S . G P J NV 5 I I .. · . -:: .... ~ :.·.r-..... . · .... -·. ·. ·. . . ... -·· .......................................................... . · .... _· .. ·.·. :.-······ ... -: :· .. ~ ..... . -:: .·.-~ :_·. . ........................................................ . -::.:· . .-·.-... · .. · · . . . . -.· .. · ......................................................... . -::::::.:·: .:•: .•...... -... ·. . ... · .... :;~ ..................................................... . -~/ ...................................................... . ... ... .... ................. ...... ...... ····························t-------+--------- '\'-------------'r 3.0' 12.0' 27.0' 7.6 8.3 9.8 5.5 6.3 7.2 7.1 7.2 7.2 25 35 37 50/5" 28 18 17 50/6" 37 50/5" R-Value Expansion Index Atterberg Limits Moisture Content Moisture Content Sieve Analysis Maximum Density Corrosivity Moisture Content Direct Shear Moisture Content Moisture Content Moisture / Density Moisture Content Moisture Content G- 1 SPT- 1 G- 2 MC- 1 SPT- 2 G- 3 MC- 2 G- 4 SPT- 3 SC SC SM 109.9 [TOPSOIL] Clayey SAND (SC): Brown, moist [FORMATIONAL - Qvop] Clayey SAND (SC): Orange brown, moist Very Dense Lenses of gray Bentonite (Clay) Very Dense [FORMATIONAL - Qvop] Silty SAND (SM): Orange brown, moist, trace of clay Dense Very Dense Very Dense Traces of gravel El. 372.0' El. 363.0' El. 348.0' Notes: Drilled using a 6.5" O.D. Hollow Stem Auger. Boring terminated at depth of 27.0'. Groundwater not encountered. Backfilled with cuttings and bentonite chips. Refusal in dense formational material. Date Gr a p h i c a l L o g Project Number Boring Log B-2 De p t h ( f t . ) Longitude: -117.286263° Sample Type Boring No. Groundwater G - Bulk / Grab SampleSPT - 2" O.D. 1.4" I.D. Tube SampleMC - 3 " O.D. 2.4" I.D. Ring SampleNR - No Recovery* - Uncorrected Blow Counts Started: 3/1/2019 Carlsbad Phase III Recycled Water Project Latitude: 33.111918° Sheet 1 of 1 Project Location: Edge of Pad Hour Mo i s t u r e C o n t e n t ( % ) Visual ClassificationGr o u n d w a t e r De p t h ( f t . ) Surface Elevation: Pe n e t r a t i o n Re s i s t a n c e (B l o w s p e r 6 i n . ) Sa m p l e T a k e n 375.0' Reviewed By: G. Custenborder Depth (ft)Other Tests and Remarks 226816-0000111Completed: 3/1/2019 US C S C l a s s . Dr y W e i g h t ( p c f ) Sa m p l e I D Rig Type: CME-75 (BAJA)Da t e 0 5 10 15 20 25 Logged By: S. BurfordHammer Efficiency: 71.2 % NV 5 G E O T E C H ( S D C Q A ) \ N V 5 L I B R A R Y _ S A N D I E G O - U P D A T E D . G L B \ C A R L S B A D R W T A N K - L O G S . G P J NV 5 I I - -::·::··.: ·.. . ........................................................ . -.. _:.·.·-..... . -:--.:-.· ·. l ..... . ·.-·.:.-._I -...... · : . . ........................................................ . · .... -·.:-.·. :_r--..... . -·:--:·.::.-:-.•...... -: .... : ... -:.·.· .. · ·.r--..... . · .... -·.·· ·-······ -:::·:/::·:I ..... . · .... -~L...-L..&...~~~------...---' 226818-0000111 NV5.COM | APPENDIX B Laboratory Test Results 226818-0000111 NV5.COM | SUMMARY OF LABORATORY TEST RESULTS In-situ Moisture and Density Tests The in-situ moisture contents and dry densities of selected samples obtained from the test borings were evaluated in general accordance with the latest version of D2216 and D2937 laboratory test methods. The method involves obtaining the moist weight of the sample and then drying the sample to obtain it’s dry weight. The moisture content is calculated by taking the difference between the wet and dry weights, dividing it by the dry weight of the sample and expressing the result as a percentage. The results of the in-situ moisture content and density tests are presented in the following table and on the logs of exploratory borings in Appendix A. RESULTS OF MOISTURE CONTENT AND DENSITY TESTS (ASTM D2216 and ASTM D2937) Sample Location Moisture Content (percent) Dry Density (pounds per cubic foot) Boring 1 @ 3 - 5 feet 9.7 Density Not Determined Boring 1 @ 6 - 6.5 feet 11.8 115.8 Boring 1 @ 8 - 10 feet 11.8 Density Not Determined Boring 1 @ 10 - 11.5 feet 8.5 Density Not Determined Boring 1 @ 13 - 15 feet 3.3 Density Not Determined Boring 1 @ 15 – 15.5 feet 7.1 110.8 Boring 1 @ 20 – 21.5 feet 8.6 Density Not Determined Boring 1 @ 25 - 25.5 feet 8.1 104.5 Boring 1 @ 28 - 30 feet 9.1 Density Not Determined Boring 2 @ 3 - 5 feet 7.6 Density Not Determined Boring 2 @ 5 - 6.5 feet 8.3 Density Not Determined Boring 2 @ 8 - 10 feet 9.8 Density Not Determined Boring 2 @ 10 - 10.5 feet 5.5 109.9 Boring 2 @ 15 - 16.5 feet 6.3 Density Not Determined Boring 2 @ 18 - 20 feet 7.2 Density Not Determined Boring 2 @ 20 - 20.5 feet 7.1 103.8 Boring 2 @ 23 - 25 feet 7.2 Density Not Determined Boring 2 @ 25 - 26 feet 7.2 Density Not Determined 226818-0000111 NV5.COM | Classification Soils were visually and texturally classified in general accordance with the Unified Soil Classification System (ASTM D2487). Soil classifications are indicated on the logs of the exploratory borings presented in Appendix A. Particle-size Distribution Tests An evaluation of the grain-size distribution of selected soil samples was performed in general accordance with the latest version of ASTM D6913 (including –200 wash). These test results were utilized in evaluating the soil classifications in accordance with the Unified Soil Classification System. Particle size distribution test results are presented on the laboratory test sheets attached in this appendix. Atterberg Limits Atterberg limits tests were performed in general accordance with ASTM D4318 on selected soil samples. These tests were useful in classification of the soils. Test results are attached in this appendix and summarized below. RESULTS OF ATTERBERG LIMITS TESTS (ASTM D4318) Location B-1 @ 3 – 5 ft B-2 @ 3 – 5 Material Type Clayey SAND (SC) Clayey SAND (SC) Liquid Limit 26 26 Plastic Limit 15 13 Plasticity Index 11 13 226818-0000111 NV5.COM | Direct Shear Direct shear tests were performed on representative relatively undisturbed samples in general accordance with ASTM D3080 to evaluate the shear strength characteristics of the on-site materials. The test method consists of placing the soil sample in the direct shear device, applying a series of normal stresses, and then shearing the sample at the constant rate of shearing deformation. The shearing force and horizontal displacements are measured and recorded as the soil specimen is sheared. The shearing is continued well beyond the point of maximum stress until the stress reaches a constant or residual value. The results of the tests are presented in the following table and attached in this appendix. RESULTS OF DIRECT SHEAR TESTS (ASTM D3080) Location USCS Classification Peak Friction (degrees) Ultimate Friction (degrees) Peak Cohesion (psf) Ultimate Cohesion (psf) Notes Boring 1 @ 6 - 6.5 ft. SC 43 41 284 118 Relatively undisturbed Boring 2 @ 10 - 10.5 ft. SC 34 33 264 263 Relatively undisturbed Maximum Dry Density Tests Maximum dry density testing was performed on samples of the on-site soils. The tests were performed in general accordance with ASTM D1557. The results of the tests are presented below and attached in this appendix. RESULTS OF MAXIMUM DRY DENSITY TESTS (ASTM D1557) Location B-1 @ 3 – 5 ft B-2 @ 8 – 10 ft Maximum Dry Density 128.5 127.0 Optimum Moisture Content 9.0 10.7 Material Type Clayey SAND (SC) Clayey SAND (SC) 226818-0000111 NV5.COM | Resistance “R” Values Tests An R-Value test was performed on a sample of the on-site soils. The test was performed in general accordance with California Test Method 301/ ASTM D2844. The result of the test is presented below and attached in this appendix. RESULTS OF R-VALUE TESTS (ASTM D2844 and CTM 301) Location B-2 @ 3 – 5 ft “R” Value 15 Material Type Clayey SAND (SC) Expansion Index Tests Expansion index tests were performed on samples of the on-site soils. The tests were performed in general accordance with ASTM D4829. The result of the tests are presented below and attached in this appendix. RESULTS OF EXPANSION INDEX TESTS (ASTM D4829) Location Material Type Initial Moisture Content, % Final Moisture Content, % Dry Density, pcf Initial Saturation, % Expansion Index Potential Expansion Boring 1 @ 3 - 5 ft. Clayey SAND (SC) 8.3 14.2 117.8 52.0 5 VERY LOW Boring 2 @ 3 - 5 ft. Clayey SAND (SC) 9.7 23.2 112.1 51.9 13 VERY LOW 226818-0000111 NV5.COM | Soil Corrosivity Tests Water soluble sulfate, chloride, resistivity and pH tests were performed by Clarkson Laboratory and Supply Inc., in general accordance with California Test Methods 417, 422 and 643 to provide an indication of the degree of corrosivity of the subgrade soils at locations tested with regard to concrete and normal grade steel. RESULTS OF CORROSIVITY TESTS (CTM 417, CTM 422 and CTM 643) Sample Location B-1 @3 - 5 ft B-2 @8 - 10 ft pH 7.6 5.9 Minimum Resistivity (Ohm-cm) 2100 1400 Water Soluble Sulfates (ppm) 54 33 Water Soluble Chlorides (ppm) 64 64 Material Type Clayey SAND (SC) Clayey SAND (SC) 15092 Avenue of Science Suite 200 | San Diego, CA 92128 | www.NV5.com | Office 858.385.0500 | Fax 858.715.5810 Construction Quality Assurance · Infrastructure · Energy · Program Management · Environmental Pa g e 1 Natural Moisture & Density Report (ASTM D2216 & ASTM D2937) Date: March 26, 2019 Job Number: 226816-0000111 Client: Carlsbad Municipal Water District Report Number: 7182 Address: 5950 El Camino Real Lab Number: 117824, 117826-117832 Carlsbad, CA 92008 117833-117835 Project: Carlsbad Phase III Recycled Water Project 117837-117841 Project Add: Carlsbad, CA Sampled By: Sean Burford Date Sampled: 3/1/2019 Date Rcvd: 3/1/2019 Lab Number 117824 117826 117827 117828 117829 Exploration No. B1 B1 B1 B1 B1 Depth, ft. 3-5 8-10 10-11.5 13-15 15-15.5 Moisture Content, % 9.7 11.8 8.5 3.3 7.1 Dry Density, pcf - - - - 110.8 Lab Number 117830 117831 117832 117833 117834 Exploration No. B1 B1 B1 B2 B2 Depth, ft. 20-21.5 25-25.5 28-30 3-5 5-6.5 Moisture Content, % 8.6 8.1 9.1 7.6 8.3 Dry Density, pcf - 104.5 - - - Lab Number 117835 117837 117838 117839 117840 Exploration No. B2 B2 B2 B2 B2 Depth, ft. 8-10 15-16.5 18-20 20-20.5 23-25 Moisture Content, % 9.8 6.3 7.2 7.1 7.2 Dry Density, pcf - - - 103.8 - NV 5 15092 Avenue of Science Suite 200 | San Diego, CA 92128 | www.NV5.com | Office 858.385.0500 | Fax 858.715.5810 Construction Quality Assurance · Infrastructure · Energy · Program Management · Environmental Pa g e 2 Natural Moisture & Density Report (ASTM D2216 & ASTM D2937) Lab Number 117841 Exploration No. B2 Depth, ft. 25-26 Moisture Content, % 7.2 Dry Density, pcf - Respectfully Submitted, NV5 West, Inc. Reviewed by: Carl Henderson, PhD, PE, GE CQA Group Director (San Diego) NV 5 Date:Job Number:226816-0000111 Client:Carlsbad Municipal Water District Report Number:7182 Address:5950 El Camino Real Lab Number:117824 & 117835 Carlsbad, CA 92008 Project :Carlsbad Phase III Recycled Water Project Project Address: Material Color Sample Location Date Sampled Date Submitted Sampled By Date Tested Tested By Sample ID:117824 117835 Sieve Size 76.2mm (3")100 100 <1 <1 <1 <1 63mm (2 1/2")100 100 #DIV/0!#DIV/0!#DIV/0!#DIV/0!Notes:Hardness: H&D = Hard & Durable; W&F = Weathered & Friable 50mm (2")100 100 #DIV/0!#DIV/0!#DIV/0!#DIV/0!N.R.: Not Recorded; N/A: Not Available. 37.5mm (1 1/2") 100 100 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 25mm (1")100 100 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 19mm (3/4")100 100 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 12.5mm (1/2") 100 100 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 9.5mm (3/8")100 100 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 4.75mm (#4) 100 100 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 2mm (#10)100 99 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 850µm (#20)95 97 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 425µm (#40)77 82 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 250µm (#60)53 60 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 150 µm (#100)39 48 #DIV/0!#DIV/0!#DIV/0!#DIV/0! 75 um (#200) washµ29.6 42.1 #DIV/0!#DIV/0!#DIV/0!#DIV/0! Fineness Modulus 0.9 0.7 #DIV/0!#DIV/0!#DIV/0!#DIV/0!Respectfully Submitted, Shape (sand & gravel)N.R.N.R.Round N.R.N.R.N.R.NV5 West, Inc. Hardness (sand & gravel)N.R.H&D N.R.N.R.N.R.N.R. Specific Gravity 2.65 2.65 N.R.N.R.N.R.N.R. Coef. of Curvature (CC)N.R.N.R.#VALUE!#VALUE!#VALUE!#VALUE! Coef. of Uniformity (CU)N.R.N.R.#VALUE!#VALUE!#VALUE!#VALUE! % Gravel 0 0 #DIV/0!#DIV/0!#DIV/0!#DIV/0! % Sand 70 58 #DIV/0!#DIV/0!#DIV/0!#DIV/0!Carl Henderson, PhD, PE, GE % Fines 29.6 42.1 #DIV/0!#DIV/0!#DIV/0!#DIV/0!CQA Group Director (San Diego) USCS Class:SC SC #DIV/0!#DIV/0!#DIV/0!#DIV/0! 0 0 0 0 0 0 0 0 0 B2 @ 8'-10'0 0 0 0 % Passing 0Edwin Ocampo 0 REPORT OF SIEVE ANALYSIS TEST ASTM D6913 - Soil 0 Sean Burford Sean Burford 0 3/12/2019 3/1/2019 3/12/2019 0 0 0 Brown Orange Brown 0 0 0 117824 117835 3/1/2019 0 March 26, 2019 Carlsbad, CA Clayey SAND (SC) Clayey SAND (SC) 0 0 0 0 0 0 3/1/2019 3/1/2019 B1 @ 3'-5' Edwin Ocampo 0 0 0 10 20 30 40 50 60 70 80 90 100 0.010.1110100 PE R C E N T F I N E R B Y W E I G H T GRAIN SIZE (mm) 117824 117835 GRAVEL coarse fine SAND coarse finemedium SILT or CLAYCBL 3/81/23/411.522.533.54 4 8 16 30 50 100 20040U.S. SIEVE OPENING (INCHES)U.S. SIEVE NUMBER HYDROMETER 15092 Avenue of Science Suite 200 - San Diego, CA 92128 - www.NV5.com - Office 858.385.0500 - Fax 858.715.5810 CQA - Infrastructure - Energy - Program Management - Environmental NV 5 I I I I I I I I I I - - - - - - I,"""' ----- - E 1-'"I 1-' I ' \." '\. I. ~-,~ -.... ' .___ ' -.._,_ .. .., Date:Job Number: Client:Carlsbad Municipal Water District Report Number: Address:5950 El Camino Real Lab Number: Carlsbad Phase III Recycled Water Project Project Address:Carlsbad, CA Brown Clayey SAND (SC) B1 @ 3'-5' Date Sampled: Date Submitted: A SUMMARY OF TEST RESULTS TEST RESULT USCS LL PL PI Class Group Name 117824 33 26 15 11 CL Note: Reviewed By: Carl Henderson, PhD, PE, GE CQA Group Director (San Diego) %>#40 *For material passing the #40 sieve *Sandy Lean CLAYB1 @ 3'-5' SAMPLE ID Project: 3/1/2019 Sampled By: Date Tested: March 26, 2019 Location: (ASTM D4318) Carlsbad, CA 92008 Material: REPORT OF LIQUID LIMIT, PLASTIC LIMIT & PLASTICITY INDEX TESTS 3/1/2019 Sean Burford 3/11/2019 226816-0000111 7182 117824 SOURCE /LOCATION DEPTH 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 110 PL A S T I C I T Y I N D E X ( P I ) LIQUID LIMIT (LL) MH or OH ML or OL CH or OH CL-ML “A ” Line “U ” Line CL or O L 15092 Avenue of Science Suite 200 - San Diego, CA 92128 - www.NV5.com - Office 858.385.0500 - Fax 858.715.5810 CQA - Infrastructure - Energy - Program Management - Environmental NV S I I I I Date:Job Number: Client:Carlsbad Municipal Water District Report Number: Address:5950 El Camino Real Lab Number: Carlsbad Phase III Recycled Water Project Project Address:Carlsbad, CA Orange Brown Clayey SAND (SC) B2 @ 3'-5' Date Sampled: Date Submitted: A SUMMARY OF TEST RESULTS TEST RESULT USCS LL PL PI Class Group Name 117833 NR 26 13 13 CL Note: Reviewed By: Carl Henderson, PhD, PE, GE CQA Group Director (San Diego) *For material passing the #40 sieve *Sandy Lean CLAYB2 @ 3'-5' %>#40 REPORT OF LIQUID LIMIT, PLASTIC LIMIT & PLASTICITY INDEX TESTS Material: SOURCE /LOCATION DEPTHSAMPLE ID Project: 3/1/2019 Sampled By: Date Tested: March 26, 2019 Location: (ASTM D4318) Carlsbad, CA 92008 3/1/2019 Sean Burford 3/11/2019 226816-0000111 7182 117833 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 110 PL A S T I C I T Y I N D E X ( P I ) LIQUID LIMIT (LL) MH or OH ML or OL CH or OH CL-ML “A ” Line “U ” Line CL or O L 15092 Avenue of Science Suite 200 - San Diego, CA 92128 - www.NV5.com - Office 858.385.0500 - Fax 858.715.5810 CQA - Infrastructure - Energy - Program Management - Environmental NV S I Project No.226816-0000111 Date:3/26/2019 Client:Carlsbad Municipal Water District Report No.:7182 Proj. Name:Lab No.:117825 Location:Carlsbad, CA Date Rcvd:3/1/2019 Sample date:3/1/2019 Sample Location:6'-6.5'Boring No.B1 Test Date:3/20/2019 TEST DATA: .5 ksf 1 ksf 2 ksf Water Content (%)11.8 11.8 11.8 Dry Density 115.8 113.1 120.0 Description: Saturation (%)69.9 65.1 78.8 Water Content (%)15.4 15.8 14.6 Color: Dry Density 111.7 109.3 114.4 Saturation (%)82.0 78.9 83.4 500 1000 2000 622 885 1893 861 1064 2219 Tested By: Respectfully Submitted, NV5 West, Inc. Carl Henderson, PhD, PE, GE CQA Group Director (San Diego) Orange Brown DIRECT SHEAR TEST (ASTM D3080) In i t i a l Fi n a l Relatively Undisturbed Sample Clayey SAND (SC) Sample ID: Normal Stress (psf) Sample Type: Carlsbad Phase III Recycled Water Peak Friction,Φ' (deg): 43 Peak Cohesion, C'(psf): 284 Ultimate Shear Stress (psf) Peak Shear Stress (psf) Ultimate Cohesion, C'(psf): 118 Ultimate Friction,Φ' (deg): 41 Darrel Delgado NV5 15092 Avenue of Science, Ste 200 San Diego CA 92128 p. 858 385 0500 f. 858 715 5810 622 885 1893 861 1064 2219 y = 0.8703x + 118 y = 0.941x + 283.5 0 500 1000 1500 2000 2500 0 500 1000 1500 2000 2500 Sh e a r S t r e s s , ( p s f ) Effective Normal Stress, (psf) Linear (Ultimate Strength Envelope) Linear (Peak Strength Envelope) Peak Ultimate 0 500 1000 1500 2000 2500 0 0.05 0.1 0.15 0.2 0.25 0.3 Sh e a r S t r e s s ( p s f ) Horizontal Displacement (in) .5 ksf 1 ksf 2 ksf -0.005 0 0.005 0.01 0.015 0.02 0.025 0 0.05 0.1 0.15 0.2 0.25 0.3 Ve r t i c a l D i s p l a c e m e n t ( i n ) Horizontal Displacement (in) .5 ksf 1 ksf 2 ksf / ~ ., i-- I -,· .... --. ,, .. ---,, .... •···· I ············ ......... I .. • I .. .. - ··········· ··········· -I .,,,.. l ··:·; ······· ··········· './ ---"'-... l.1 •• ... __ .. ... _ I V -~ ---I I _J:;, --- I ......... - ,, - ----,~----/ - ,' ---/ V - ---- ----~-1/ V --- ' ~ - -~ ---V I N V 5 ~~~ Project No.226816-0000111 Date:3/26/2019 Client:Carlsbad Municipal Water District Report No.:7182 Proj. Name:Lab No.:117836 Location:Carlsbad, CA Date Rcvd:3/1/2019 Sample date:3/1/2019 Sample Location:10'-10.5'Boring No.B2 Test Date:3/22/2019 TEST DATA: 1 ksf 2 ksf 4 ksf Water Content (%)5.5 5.5 5.5 Dry Density 109.9 113.8 111.7 Description: Saturation (%)30.0 33.6 31.5 Water Content (%)13.4 11.9 11.8 Color: Dry Density 103.1 109.2 106.2 Saturation (%)60.6 63.9 58.1 %<0.75m:Symbol: 1000 2000 4000 %<0.02m:Remarks: 808 1696 2786 EI: 820 1758 2870 Tested By: Respectfully Submitted, NV5 West, Inc. Carl Henderson, PhD, PE, GE CQA Group Director (San Diego) Orange Brown DIRECT SHEAR TEST (ASTM D3080) In i t i a l Fi n a l Relatively Undisturbed Sample Clayey SAND (SC) Sample ID: Normal Stress (psf) Sample Type: Carlsbad Phase III Recycled Water Peak Friction,Φ' (deg): 34 Peak Cohesion, C'(psf): 264 Ultimate Shear Stress (psf) Peak Shear Stress (psf) Ultimate Cohesion, C'(psf): 263 Ultimate Friction,Φ' (deg): 33 Darrel Delgado NV5 15092 Avenue of Science, Ste 200 San Diego CA 92128 p. 858 385 0500 f. 858 715 5810 808 1696 2786 820 1758 2870 y = 0.643x + 263 y = 0.6651x + 264 0 500 1000 1500 2000 2500 3000 3500 4000 0 500 1000 1500 2000 2500 3000 3500 4000 Sh e a r S t r e s s , ( p s f ) Effective Normal Stress, (psf) Linear (Ultimate Strength Envelope) Linear (Peak Strength Envelope) Peak Ultimate 0 500 1000 1500 2000 2500 3000 3500 0 0.05 0.1 0.15 0.2 0.25 0.3 Sh e a r S t r e s s ( p s f ) Horizontal Displacement (in) 1 ksf 2 ksf 4 ksf -0.03 -0.025 -0.02 -0.015 -0.01 -0.005 0 0.005 0 0.05 0.1 0.15 0.2 0.25 0.3 Ve r t i c a l D i s p l a c e m e n t ( i n ) Horizontal Displacement (in) 1 ksf 2 ksf 4 ksf .. ~ -"~ ············ ,· .. ··········· '• ... / \ - - - \ ---' -Iv ' ........ ····· ············· ......... ' ····· ... L --- ( .... . .. •··· . •·· --... ... ... ... . ........ ... , ..... ----------... -----... ... -... ~- I -- ----- .• ,~~ ,::.:,::, ~ ,, ~ J:--"" ,I - ~ ~ ~- ~ ~ l-,.-,/ I N V 5 ~~~ Date: Client:Carlsbad Municipal Water District Client Address:5950 El Camino Real, Carlsbad, CA Job Number:226816-0000111 Project Name:Carlsbad Phase III Recycled Water Report Number:7182 Project Address:Carlsbad, CA Lab Number:117824 Date Sampled:03/01/19 Sampled By:Sean Burford Date Submitted:03/01/19 Submitted By:Sean Burford Sample Location:B1 @ 3'-5'Test Designation:ASTM_D1557 Material Description:Brown Clayey SAND (SC)Method:A Material Source:NR Method of Sample Preparation:Moist Oversize Correction?No Type of Hammer Used:Automatic Sieve Results (Retained %): 3/4":0 3/8":0 #4:0 Respectfully Submitted, NV5 West, Inc.128.5 9.0 Carl Henderson, PhD, PE, GE Maximum Density, pcf N/A CQA Group Director (San Diego)N/A Report of Moisture/Density Relationship Test (ASTM D1557) Optimum Moisture, % Optimum Moisture, % Maximum Density, pcf Test Results Oversize Corrected Results 3/28/2019 SpGr = 2.6 SpGr = 2.5 SpGr = 2.7 15092 Avenue of Science Suite 200 - San Diego, CA 92128 - www.NV5.com - Office 858.385.0500 - Fax 858.715.5810 CQA - Infrastructure - Energy - Program Management - Environmental 'ti a. i:, "iii C Q) 0 ~ 0 140.0 135.0 130.0 125.0 120.0 115.0 110.0 0.00 NV5 Laboratory Compaction Curve \ \ \ ' \ ' \ \ \ \ \ \ \ I\ \ ' \ \ \ \ \ \ --\ ~ .::.. \ I I\ _, I\ I \ \ ' I \ ' \ I \ \ \ I \ " \ \ \ -I\ ' \ \ \ \ \ \ ' -\ V" \ -\ ' -" ,,,,-\ I ...I I \ ' __.,. '--,;_ I 5.00 10.00 15.00 20.00 25.00 Moisture Content, % •Uncorrected Density Data •Corrected Density Data ~---------------------------------------~- Date: Client:Carlsbad Municipal Water District Client Address:5950 El Camino Real, Carlsbad, CA Job Number:226816-0000111 Project Name:Carlsbad Phase III Recycled Water Report Number:7182 Project Address:Carlsbad, CA Lab Number:117835 Date Sampled:03/01/19 Sampled By:Sean Burford Date Submitted:03/01/19 Submitted By:Sean Burford Sample Location:B2 @ 8'-10'Test Designation:ASTM_D1557 Material Description:Orange Brown Clayey SAND (SC)Method:A Material Source:NR Method of Sample Preparation:Moist Oversize Correction?No Type of Hammer Used:Automatic Sieve Results (Retained %): 3/4":0 3/8":0 #4:0 Respectfully Submitted, NV5 West, Inc.127.0 10.7 Carl Henderson, PhD, PE, GE Maximum Density, pcf N/A CQA Group Director (San Diego)N/A Report of Moisture/Density Relationship Test (ASTM D1557) Optimum Moisture, % Optimum Moisture, % Maximum Density, pcf Test Results Oversize Corrected Results 3/28/2019 SpGr = 2.6 SpGr = 2.5 SpGr = 2.7 15092 Avenue of Science Suite 200 - San Diego, CA 92128 - www.NV5.com - Office 858.385.0500 - Fax 858.715.5810 CQA - Infrastructure - Energy - Program Management - Environmental 'ti a. i:, "iii C Q) 0 ~ 0 140.0 135.0 130.0 125.0 120.0 115.0 110.0 0.00 NV5 Laboratory Compaction Curve \ \ \ '\ \ '\ \ \ \ \ \ \ \ I\ \ '\ \ \ \ \ \ \ \ \ \ '\ \ I\ -I'\ ~ ... \ I '\' . '\ ~ '\ I' '\ ... '\ I '\ -, '\ \ I\ ' I I'\ '\ -,. \ '\ -"\ '\ '\ ' -'\ V" \ -' ' -" ,,,,-' I ...I I ' ' __.,. ' -,;_ I 5.00 10.00 15.00 20.00 25.00 Moisture Content, % •Uncorrected Density Data •Corrected Density Data ~---------------------------------------~- Date:Job Number:226816-0000111 Client:Carlsbad Municipal Water District Report Number:7182 Address:5950 El Camino Real Lab Number:117833 Carlsbad, CA 92008 Project :Carlsbad Phase III Recycled Water Project Project Address :Carlsbad, CA Material:Orange Brown Clayey SAND (SC) Material Source:NR Location:B2 @ 3'-5' Sampled By:Sean Burford Date Sampled: Date Received:Tested By: Noah Regalado Respectfully Submitted, NV5 West, Inc. Reviewed By: Carl Henderson, PhD, PE, GE CQA Group Director (San Diego) 3/1/2019 15R-VALUE AT EQUILIBRIUM COMP. FOOT PRESSURE, psi INITIAL MOISTURE % MOISTURE @ COMPACTION % DRY DENSITY, pcf EXUDATION PRESSURE, psi STABILOMETER VALUE 'R' R-VALUE BY EXPANSION 15 122.2 TRAFFIC INDEX (ASSUMED)4.5 3/1/2019 118.3 (CTM301 Caltrans / ASTM D2844) 0 Construction Quality Assurance · Infrastructure · Energy · Program Management · Environmental TEST SPECIMEN 15092 Avenue of Science Suite 200 | San Diego, CA 92128 | www.NV5.com | Office 858.385.0500 | Fax 858.715.5810 9 D 125.7 RESISTANCE "R" VALUE TEST 480 25 B 130 C 70 6.4 13.9 181 3/26/2019 R-VALUE BY EXUDATION 291 6.4 12.6 14 A 250 6.4 11.7 25 14 9 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 050100150200250300350400450500550600650700750800 Exudation Presure (psi) EXUDATION PRESSURE CHART 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.5 0. 0 0. 1 0. 2 0. 3 0. 4 0. 5 0. 6 0. 7 0. 8 0. 9 1. 0 1. 1 1. 2 1. 3 1. 4 1. 5 Co v e r T h i c k n e s s B y S t a b i l o m e t e r , ( f t ) Cover Thickness by Expansion Pressure (ft) EXPANSION PRESSURE CHART NVS ◄ 11111 11111 111111111111111 11111 11111 1111111111 1111 11111111111'1'11 11111 11111 11111 I 11111 11111 111111111111111 11111 11111 1111111111 1111 11111111111111 11111 11111 111111 15092 Avenue of Science Suite 200 | San Diego, CA 92128 | www.NV5.com | Office 858.385.0500 | Fax 858.715.5810 Construction Quality Assurance · Infrastructure · Energy · Program Management · Environmental Expansion Index Test Report (ASTM D4829) Date: March 26, 2019 Job Number: 226816-0000111 Client: Carlsbad Municipal Water District Report Number: 7182 Address: 5950 El Camino Real Lab Number: 117824 & 117833 Carlsbad, CA 92008 Project: Carlsbad Phase III Recycled Water Project Project Add: Carlsbad, CA Sampled By: Sean Burford Date Sampled: 3/1/2019 Date Rcvd: 3/1/2019 Lab Number 117824 117833 Location B1 @ 3’-5’ B2 @ 3’-5’ Material Type Brown Clayey SAND (SC) Orange Brown Clayey SAND (SC) Initial Moisture Content, % 8.3 9.7 Final Moisture Content, % 14.2 23.2 Dry Density, pcf 117.8 112.1 Initial Saturation, % 52.0 51.9 Expansion Index 5 13 Potential Expansion VERY LOW VERY LOW Respectfully Submitted, NV5 West, Inc. Carl Henderson, PhD, PE, GE CQA Group Director (San Diego) NVS L A B O R A T O R Y R E P O R T Telephone (619) 425-1993 Fax 425-7917 Established 1928 C L A R K S O N L A B O R A T O R Y A N D S U P P L Y I N C. 350 Trousdale Dr. Chula Vista, Ca. 91910 www.clarksonlab.com A N A L Y T I C A L A N D C O N S U L T I N G C H E M I S T S Date: March 12, 2019 Purchase Order Number: 19-0450 Sales Order Number: 43579 Account Number: NV5-SD To: *-------------------------------------------------* NV5 West Inc 15092 Avenue of Science #200 San Diego, CA 92128 Attention: Brittani Escobedo Laboratory Number: SO7226-1 Customers Phone: 858-715-5800 Fax: 858-715-5810 Sample Designation: *-------------------------------------------------* One soil sample received on 03/08/19 at 12:30pm, from Phase 111 Recycled Water Project - Carlsbad Job#111, phase 04, task 4.2 marked as Lab No 117824, Report# 7182, B1, Depth 3-5. Analysis By California Test 643, 1999, Department of Transportation Division of Construction, Method for Estimating the Service Life of Steel Culverts. pH 7.6 Water Added (ml) Resistivity (ohm-cm) 10 7400 5 3400 5 2400 5 2500 5 2100 5 2200 5 2400 41 years to perforation for a 16 gauge metal culvert. 54 years to perforation for a 14 gauge metal culvert. 75 years to perforation for a 12 gauge metal culvert. 95 years to perforation for a 10 gauge metal culvert. 116 years to perforation for a 8 gauge metal culvert. Water Soluble Sulfate Calif. Test 417 0.005 % (54ppm) Water Soluble Chloride Calif. Test 422 0.006 % (64ppm) __________________ Rosa Bernal RMB/ilv L A B O R A T O R Y R E P O R T Telephone (619) 425-1993 Fax 425-7917 Established 1928 C L A R K S O N L A B O R A T O R Y A N D S U P P L Y I N C. 350 Trousdale Dr. Chula Vista, Ca. 91910 www.clarksonlab.com A N A L Y T I C A L A N D C O N S U L T I N G C H E M I S T S Date: March 12, 2019 Purchase Order Number: 19-0450 Sales Order Number: 43579 Account Number: NV5-SD To: *-------------------------------------------------* NV5 West Inc 15092 Avenue of Science #200 San Diego, CA 92128 Attention: Brittani Escobedo Laboratory Number: SO7226-2 Customers Phone: 858-715-5800 Fax: 858-715-5810 Sample Designation: *-------------------------------------------------* One soil sample received on 03/08/19 at 12:30pm, taken from Phase 111 Recycled Water Project - Carlsbad Job#111, phase 04, task 4.2 marked as Lab No 117835, Report# 7182, B2, Depth 8-10. Analysis By California Test 643, 1999, Department of Transportation Division of Construction, Method for Estimating the Service Life of Steel Culverts. pH 5.9 Water Added (ml) Resistivity (ohm-cm) 10 9500 5 3300 5 1600 5 1400 5 1400 5 1500 5 1600 13 years to perforation for a 16 gauge metal culvert. 17 years to perforation for a 14 gauge metal culvert. 24 years to perforation for a 12 gauge metal culvert. 30 years to perforation for a 10 gauge metal culvert. 37 years to perforation for a 8 gauge metal culvert. Water Soluble Sulfate Calif. Test 417 0.003% (33ppm) Water Soluble Chloride Calif. Test 422 0.006% (64ppm) ____________________ Rosa Bernal RMB/ilv 226818-0000111 NV5.COM | APPENDIX C Analysis and Calculations 1.8641.864 2500.00 lbs/ft2 1.8641.864 RuWater Surface Phi (deg) Cohesion (psf) Strength Type Unit Weight (lbs/ft3) ColorMaterial Name 0None3450Mohr‐ Coulomb125Engineered Fill 0None360Mohr‐ Coulomb120Qvop Frm Min FSMethod Name 1.864Janbu simplified 1.873Spencer 1.873GLE / Morgenstern‐ Price 60 0 50 0 40 0 30 0 20 0 0 100 200 300 400 500 600 70 Scenario StaticGroupGroup 1 CompanyDrawn By File Name Water Tank Eastern Slope.slmdDate1/9/2023, 9:39:56 PM Project SLIDE - An Interactive Slope Stability Program SLIDEINTERPRET 9.012 - I - -I - - •· ~ ~ = ► -' ◄ "" - - ~ - □ - I I I I I I I I LJ . rocsc1ence 1.1961.196 2500.00 lbs/ft2 1.1961.196 0.18 Min FSMethod Name 1.196Janbu simplified 1.203Spencer 1.203GLE / Morgenstern‐ Price RuWater Surface Phi (deg) Cohesion (psf) Strength Type Unit Weight (lbs/ft3) ColorMaterial Name 0None3450Mohr‐ Coulomb125Engineered Fill 0None360Mohr‐ Coulomb120Qvop Frm 60 0 50 0 40 0 30 0 20 0 -100 0 100 200 300 400 500 600 700 Scenario SeismicGroupGroup 1 CompanyDrawn By File Name Water Tank Eastern Slope.slmdDate1/9/2023, 9:39:56 PM Project SLIDE - An Interactive Slope Stability Program SLIDEINTERPRET 9.012 ◄ ~ □ LJ . rocsc1ence t----------------------------, Water Tank Eastern Slope SLIDE - An Interactive Slope Stability Program Date Created: 1/9/2023, 9:39:56 PM Software Version: 9.012 LJ . rocsc1ence Project Summary ......................................................................................................................................................4 Currently Open Scenarios ........................................................................................................................... 4 General Settings .......................................................................................................................................................5 Analysis Options .......................................................................................................................................................6 All Open Scenarios .....................................................................................................................................6 Groundwater Analysis ............................................................................................................................................... 7 All Open Scenarios .....................................................................................................................................7 Random Numbers .....................................................................................................................................................8 All Open Scenarios .....................................................................................................................................8 Surface Options ........................................................................................................................................................9 All Open Scenarios .....................................................................................................................................9 Seismic Loading ......................................................................................................................................................10 Group 1 - Static .......................................................................................................................................10 Group 1 - Seismic ....................................................................................................................................10 Loading ..................................................................................................................................................................11 All Open Scenarios ....................................................................................................................................11 Materials ................................................................................................................................................................ 12 Materials In Use ....................................................................................................................................... 12 Global Minimums .................................................................................................................................................... 13 Group 1 - Static .......................................................................................................................................13 Method: janbu simplified ............................................................................................................ 13 Method: spencer ........................................................................................................................ 13 Method: gle/morgenstern-price ................................................................................................... 13 Group 1 - Seismic ....................................................................................................................................13 Method: janbu simplified ............................................................................................................ 13 Method: spencer ........................................................................................................................ 14 Method: gle/morgenstern-price ................................................................................................... 14 Global Minimum Support Data ................................................................................................................................. 15 All Open Scenarios ....................................................................................................................................15 Valid and Invalid Surfaces .......................................................................................................................................16 Group 1 - Static .......................................................................................................................................16 Method: janbu simplified ............................................................................................................ 16 Method: spencer ........................................................................................................................ 16 Method: gle/morgenstern-price ................................................................................................... 16 Group 1 - Seismic ....................................................................................................................................16 Method: janbu simplified ............................................................................................................ 16 Method: spencer ........................................................................................................................ 16 Method: gle/morgenstern-price ................................................................................................... 16 Error Code Descriptions ............................................................................................................................ 16 Slice Data ...............................................................................................................................................................17 Group 1 - Static .......................................................................................................................................17 Global Minimum Query (janbu simplified) - Safety Factor: 1.86365 ................................................ 17 2/30 Tuesday, January 31, 2023Water Tank Eastern Slope Table of Contents Global Minimum Query (spencer) - Safety Factor: 1.87321 ............................................................19 Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.87321 .......................................20 Group 1 - Seismic ....................................................................................................................................21 Global Minimum Query (janbu simplified) - Safety Factor: 1.19631 ................................................21 Global Minimum Query (spencer) - Safety Factor: 1.20295 ............................................................22 Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.2029 .........................................23 Interslice Data ........................................................................................................................................................24 Group 1 - Static .......................................................................................................................................24 Global Minimum Query (janbu simplified) - Safety Factor: 1.86365 ................................................24 Global Minimum Query (spencer) - Safety Factor: 1.87321 ............................................................25 Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.87321 .......................................26 Group 1 - Seismic ....................................................................................................................................27 Global Minimum Query (janbu simplified) - Safety Factor: 1.19631 ................................................27 Global Minimum Query (spencer) - Safety Factor: 1.20295 ............................................................28 Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.2029 .........................................29 Entity Information ...................................................................................................................................................30 Group 1 .................................................................................................................................................. 30 Shared Entities ...........................................................................................................................30 Scenario-based Entities ...............................................................................................................30 3/30 Tuesday, January 31, 2023Water Tank Eastern Slope File Name:Water Tank Eastern Slope.slmd Slide Modeler Version:9.012 Project Title:SLIDE - An Interactive Slope Stability Program Date Created:1/9/2023, 9:39:56 PM Currently Open Scenarios Group Name Scenario Name Global Minimum Compute Time Group 1 Static Janbu Simplified: 1.863650 Spencer: 1.873210 Gle/morgenstern-price: 1.873210 00h:00m:04.393s Seismic Janbu Simplified: 1.196310 Spencer: 1.202950 Gle/morgenstern-price: 1.202900 00h:00m:04.785s 4/30 Tuesday, January 31, 2023Water Tank Eastern Slope Slide Analysis Information Water Tank Eastern Slope Project Summary Units of Measurement:Imperial Units Time Units:days Permeability Units:feet/second Data Output:Standard Failure Direction:Left to Right 5/30 Tuesday, January 31, 2023Water Tank Eastern Slope General Settings All Open Scenarios Slices Type:Vertical Analysis Methods Used GLE/Morgenstern-Price with interslice force function (Half Sine) Janbu simplified Spencer Number of slices: 50 Tolerance: 0.005 Maximum number of iterations: 75 Check malpha < 0.2: Yes Create Interslice boundaries at intersections with water tables and piezos: Yes Initial trial value of FS: 1 Steffensen Iteration: Yes 6/30 Tuesday, January 31, 2023Water Tank Eastern Slope Analysis Options All Open Scenarios Groundwater Method:Water Surfaces Pore Fluid Unit Weight [lbs/ft3]:62.4 Use negative pore pressure cutoff:Yes Maximum negative pore pressure [psf]:0 Advanced Groundwater Method:None 7/30 Tuesday, January 31, 2023Water Tank Eastern Slope Groundwater Analysis All Open Scenarios Pseudo-random Seed:10116 Random Number Generation Method:Park and Miller v.3 8/30 Tuesday, January 31, 2023Water Tank Eastern Slope Random Numbers All Open Scenarios Surface Type:Circular Search Method:Auto Refine Search Divisions along slope:20 Circles per division:10 Number of iterations:10 Divisions to use in next iteration:50% Composite Surfaces:Disabled Minimum Elevation:Not Defined Minimum Depth:Not Defined Minimum Area:Not Defined Minimum Weight:Not Defined 9/30 Tuesday, January 31, 2023Water Tank Eastern Slope Surface Options Group 1 - Static Advanced seismic analysis:No Staged pseudostatic analysis:No Group 1 - Seismic Advanced seismic analysis:No Staged pseudostatic analysis:No Seismic Load Coefficient (Horizontal):0.18 10/30 Tuesday, January 31, 2023Water Tank Eastern Slope Seismic Loading All Open Scenarios Distribution: Constant Magnitude [psf]: 2500 Orientation: Vertical 11/30 Tuesday, January 31, 2023Water Tank Eastern Slope Loading Engineered Fill Color Strength Type Mohr-Coulomb Unit Weight [lbs/ft3] 125 Cohesion [psf]50 Friction Angle [deg] 34 Water Surface Assigned per scenario Ru Value 0 Qvop Frm Color Strength Type Mohr-Coulomb Unit Weight [lbs/ft3] 120 Cohesion [psf]0 Friction Angle [deg] 36 Water Surface Assigned per scenario Ru Value 0 Materials In Use Material Static Seismic Engineered Fill Qvop Frm 12/30 Tuesday, January 31, 2023Water Tank Eastern Slope Materials ✓ ✓ ■ ✓ ✓ Group 1 - Static Method: janbu simplified FS 1.863650 Center: 380.146, 574.302 Radius: 237.224 Left Slip Surface Endpoint: 244.530, 379.665 Right Slip Surface Endpoint: 350.000, 339.000 Resisting Horizontal Force: 56238.3 lb Driving Horizontal Force: 30176.4 lb Total Slice Area: 735.687 ft2 Surface Horizontal Width: 105.47 ft Surface Average Height: 6.9753 ft Method: spencer FS 1.873210 Center: 465.486, 795.644 Radius: 471.021 Left Slip Surface Endpoint: 244.530, 379.665 Right Slip Surface Endpoint: 350.000, 339.000 Resisting Moment: 1.86084e+07 lb-ft Driving Moment: 9.93393e+06 lb-ft Resisting Horizontal Force: 36742.9 lb Driving Horizontal Force: 19614.9 lb Total Slice Area: 476.161 ft2 Surface Horizontal Width: 105.47 ft Surface Average Height: 4.51465 ft Method: gle/morgenstern-price FS 1.873210 Center: 465.486, 795.644 Radius: 471.021 Left Slip Surface Endpoint: 244.530, 379.665 Right Slip Surface Endpoint: 350.000, 339.000 Resisting Moment: 1.86084e+07 lb-ft Driving Moment: 9.93393e+06 lb-ft Resisting Horizontal Force: 36742.9 lb Driving Horizontal Force: 19614.9 lb Total Slice Area: 476.161 ft2 Surface Horizontal Width: 105.47 ft Surface Average Height: 4.51465 ft Group 1 - Seismic Method: janbu simplified 13/30 Tuesday, January 31, 2023Water Tank Eastern Slope Global Minimums FS 1.196310 Center: 392.753, 608.914 Radius: 273.275 Left Slip Surface Endpoint: 243.408, 380.057 Right Slip Surface Endpoint: 349.986, 339.006 Resisting Horizontal Force: 48670.8 lb Driving Horizontal Force: 40684.2 lb Total Slice Area: 681.912 ft2 Surface Horizontal Width: 106.579 ft Surface Average Height: 6.39821 ft Method: spencer FS 1.202950 Center: 466.524, 800.463 Radius: 475.947 Left Slip Surface Endpoint: 243.383, 380.066 Right Slip Surface Endpoint: 349.998, 339.001 Resisting Moment: 1.77992e+07 lb-ft Driving Moment: 1.47963e+07 lb-ft Resisting Horizontal Force: 34821.9 lb Driving Horizontal Force: 28947.1 lb Total Slice Area: 483.92 ft2 Surface Horizontal Width: 106.615 ft Surface Average Height: 4.53896 ft Method: gle/morgenstern-price FS 1.202900 Center: 466.524, 800.463 Radius: 475.947 Left Slip Surface Endpoint: 243.383, 380.066 Right Slip Surface Endpoint: 349.998, 339.001 Resisting Moment: 1.77985e+07 lb-ft Driving Moment: 1.47963e+07 lb-ft Resisting Horizontal Force: 34822.3 lb Driving Horizontal Force: 28948.6 lb Total Slice Area: 483.92 ft2 Surface Horizontal Width: 106.615 ft Surface Average Height: 4.53896 ft 14/30 Tuesday, January 31, 2023Water Tank Eastern Slope All Open Scenarios No Supports Present 15/30 Tuesday, January 31, 2023Water Tank Eastern Slope Global Minimum Support Data Group 1 - Static Method: janbu simplified Number of Valid Surfaces: 7429 Number of Invalid Surfaces: 0 Method: spencer Number of Valid Surfaces: 7424 Number of Invalid Surfaces: 5 Error Codes Error Code -111 reported for 3 surfaces Error Code -112 reported for 2 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 7428 Number of Invalid Surfaces: 1 Error Codes Error Code -112 reported for 1 surface Group 1 - Seismic Method: janbu simplified Number of Valid Surfaces: 6695 Number of Invalid Surfaces: 0 Method: spencer Number of Valid Surfaces: 6667 Number of Invalid Surfaces: 28 Error Codes Error Code -111 reported for 28 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 6691 Number of Invalid Surfaces: 4 Error Codes Error Code -111 reported for 4 surfaces Error Code Descriptions The following errors were encountered during the computation: -111 = Safety factor equation did not converge -112 = The coefficient M-Alpha = cos(alpha)(1+tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid in the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices in the passive zone. 16/30 Tuesday, January 31, 2023Water Tank Eastern Slope Valid and Invalid Surfaces Group 1 - Static Global Minimum Query (janbu simplified) - Safety Factor: 1.86365 17/30 Tuesday, January 31, 2023Water Tank Eastern Slope Slice Data Slice Number Width [ft]Weight [lbs] Angle of Slice Base [deg] Base Material Base Cohesion [psf] Base Friction Angle [deg] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effective Normal Stress [psf] Base Vertical Stress [psf] Effective Vertical Stress [psf] 1 1.95392 80.9761 -34.5809 Engineered Fill 50 34 33.4769 62.3892 18.3677 0 18.3677 41.4454 41.4454 2 1.95392 239.443 -34.0096 Engineered Fill 50 34 57.2113 106.622 83.9456 0 83.9456 122.549 122.549 3 1.95392 391.007 -33.4422 Engineered Fill 50 34 80.1096 149.296 147.213 0 147.213 200.12 200.12 4 1.95392 535.805 -32.8785 Engineered Fill 50 34 102.176 190.42 208.182 0 208.182 274.228 274.228 5 1.95392 673.966 -32.3183 Engineered Fill 50 34 123.415 230.002 266.864 0 266.864 344.939 344.939 6 1.95392 833.428 -31.7616 Engineered Fill 50 34 148.04 275.894 334.901 0 334.901 426.552 426.552 7 2.13061 1188.98 -31.1833 Qvop Frm 0 36 176.027 328.052 451.523 0 451.523 558.059 558.059 8 2.13061 1476.97 -30.5836 Qvop Frm 0 36 219.647 409.345 563.413 0 563.413 693.228 693.228 9 2.13061 1757.29 -29.9877 Qvop Frm 0 36 262.495 489.198 673.322 0 673.322 824.798 824.798 10 2.13061 2030.08 -29.3953 Qvop Frm 0 36 304.57 567.612 781.251 0 781.251 952.835 952.835 11 2.13061 2295.47 -28.8064 Qvop Frm 0 36 345.875 644.59 887.202 0 887.202 1077.4 1077.4 12 2.13061 2553.58 -28.2207 Qvop Frm 0 36 386.409 720.131 991.178 0 991.178 1198.55 1198.55 13 2.13061 2770.47 -27.6383 Qvop Frm 0 36 420.995 784.588 1079.89 0 1079.89 1300.34 1300.34 14 2.13061 2810.6 -27.0589 Qvop Frm 0 36 428.875 799.272 1100.1 0 1100.1 1319.18 1319.18 15 2.13061 2820.63 -26.4825 Qvop Frm 0 36 432.177 805.427 1108.58 0 1108.58 1323.89 1323.89 16 2.13061 2825.32 -25.909 Qvop Frm 0 36 434.659 810.053 1114.94 0 1114.94 1326.09 1326.09 17 2.13061 2831.22 -25.3383 Qvop Frm 0 36 437.324 815.019 1121.78 0 1121.78 1328.86 1328.86 18 2.13061 2831.66 -24.7702 Qvop Frm 0 36 439.138 818.399 1126.43 0 1126.43 1329.06 1329.06 19 2.13061 2825.56 -24.2047 Qvop Frm 0 36 439.924 819.865 1128.45 0 1128.45 1326.2 1326.2 20 2.13061 2813.02 -23.6418 Qvop Frm 0 36 439.686 819.421 1127.83 0 1127.83 1320.31 1320.31 21 2.13061 2794.11 -23.0812 Qvop Frm 0 36 438.425 817.071 1124.6 0 1124.6 1311.44 1311.44 22 2.13061 2768.92 -22.523 Qvop Frm 0 36 436.144 812.819 1118.75 0 1118.75 1299.61 1299.61 23 2.13061 2737.51 -21.967 Qvop Frm 0 36 432.843 806.667 1110.28 0 1110.28 1284.87 1284.87 24 2.13061 2699.98 -21.4132 Qvop Frm 0 36 428.523 798.617 1099.2 0 1099.2 1267.25 1267.25 25 2.13061 2656.38 -20.8614 Qvop Frm 0 36 423.187 788.672 1085.52 0 1085.52 1246.79 1246.79 26 2.13061 2606.78 -20.3117 Qvop Frm 0 36 416.834 776.833 1069.22 0 1069.22 1223.51 1223.51 27 2.13061 2551.25 -19.764 Qvop Frm 0 36 409.466 763.101 1050.32 0 1050.32 1197.45 1197.45 28 2.13061 2489.85 -19.2181 Qvop Frm 0 36 401.082 747.476 1028.81 0 1028.81 1168.63 1168.63 29 2.13061 2422.64 -18.674 Qvop Frm 0 36 391.681 729.957 1004.7 0 1004.7 1137.08 1137.08 30 2.13061 2349.67 -18.1317 Qvop Frm 0 36 381.265 710.545 977.982 0 977.982 1102.83 1102.83 31 2.13061 2271 -17.591 Qvop Frm 0 36 369.832 689.237 948.654 0 948.654 1065.91 1065.91 32 2.13061 2186.69 -17.0519 Qvop Frm 0 36 357.381 666.033 916.715 0 916.715 1026.33 1026.33 33 2.13061 2096.77 -16.5144 Qvop Frm 0 36 343.911 640.93 882.166 0 882.166 984.131 984.131 34 2.13061 2003.2 -15.9784 Qvop Frm 0 36 329.733 614.507 845.797 0 845.797 940.212 940.212 35 2.13061 1919.57 -15.4439 Qvop Frm 0 36 317.087 590.94 813.356 0 813.356 900.958 900.958 36 2.13061 1833.89 -14.9107 Qvop Frm 0 36 304.002 566.553 779.795 0 779.795 860.744 860.744 37 2.13061 1742.78 -14.3788 Qvop Frm 0 36 289.914 540.299 743.658 0 743.658 817.981 817.981 38 2.13061 1646.29 -13.8482 Qvop Frm 0 36 274.822 512.172 704.943 0 704.943 772.691 772.691 39 2.13061 1544.45 -13.3187 Qvop Frm 0 36 258.721 482.166 663.646 0 663.646 724.894 724.894 40 2.13061 1437.3 -12.7905 Qvop Frm 0 36 241.61 450.277 619.753 0 619.753 674.604 674.604 41 2.13061 1324.88 -12.2633 Qvop Frm 0 36 223.485 416.498 573.259 0 573.259 621.837 621.837 42 2.13061 1207.21 -11.7372 Qvop Frm 0 36 204.341 380.821 524.156 0 524.156 566.612 566.612 43 2.13061 1084.33 -11.2121 Qvop Frm 0 36 184.176 343.239 472.427 0 472.427 508.935 508.935 44 2.13061 956.271 -10.688 Qvop Frm 0 36 162.983 303.744 418.068 0 418.068 448.829 448.829 45 2.13061 823.051 -10.1647 Qvop Frm 0 36 140.761 262.329 361.064 0 361.064 386.302 386.302 46 2.13061 684.701 -9.64235 Qvop Frm 0 36 117.502 218.982 301.403 0 301.403 321.366 321.366 47 2.13061 541.244 -9.12077 Qvop Frm 0 36 93.202 173.696 239.071 0 239.071 254.035 254.035 48 2.13061 392.704 -8.59995 Qvop Frm 0 36 67.855 126.458 174.055 0 174.055 184.317 184.317 49 2.13061 239.103 -8.07985 Qvop Frm 0 36 41.456 77.2594 106.338 0 106.338 112.224 112.224 50 2.13061 80.5198 -7.57272 Qvop Frm 0 36 14.0073 26.1047 35.93 0 35.93 37.7922 37.7922 18/30 Tuesday, January 31, 2023Water Tank Eastern Slope Global Minimum Query (spencer) - Safety Factor: 1.87321 Slice Number Width [ft]Weight [lbs] Angle of Slice Base [deg] Base Material Base Cohesion [psf] Base Friction Angle [deg] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effective Normal Stress [psf] Base Vertical Stress [psf] Effective Vertical Stress [psf] 1 2.15384 51.5689 -27.8278 Engineered Fill 50 34 29.6734 55.5845 8.27937 0 8.27937 23.9428 23.9428 2 2.15384 152.798 -27.5319 Engineered Fill 50 34 43.9816 82.3867 48.0153 0 48.0153 70.9419 70.9419 3 2.15384 250.223 -27.2369 Engineered Fill 50 34 57.8097 108.29 86.4182 0 86.4182 116.175 116.175 4 2.15384 343.877 -26.9426 Engineered Fill 50 34 71.1585 133.295 123.49 0 123.49 159.657 159.657 5 2.15384 435.37 -26.6491 Engineered Fill 50 34 84.2532 157.824 159.855 0 159.855 202.137 202.137 6 2.15384 624.941 -26.3563 Engineered Fill 50 34 111.312 208.511 235.002 0 235.002 290.152 290.152 7 2.15384 871.751 -26.0643 Engineered Fill 50 34 146.611 274.633 333.032 0 333.032 404.742 404.742 8 2.10217 1080.01 -25.7765 Qvop Frm 0 36 167.832 314.385 432.714 0 432.714 513.762 513.762 9 2.10217 1297.66 -25.4928 Qvop Frm 0 36 202.056 378.493 520.951 0 520.951 617.295 617.295 10 2.10217 1512.09 -25.2099 Qvop Frm 0 36 235.911 441.91 608.236 0 608.236 719.297 719.297 11 2.10217 1723.32 -24.9276 Qvop Frm 0 36 269.397 504.637 694.575 0 694.575 819.782 819.782 12 2.10217 1931.03 -24.6459 Qvop Frm 0 36 302.46 566.571 779.82 0 779.82 918.59 918.59 13 2.10217 2013.45 -24.3649 Qvop Frm 0 36 315.985 591.907 814.689 0 814.689 957.793 957.793 14 2.10217 1994.26 -24.0845 Qvop Frm 0 36 313.584 587.409 808.499 0 808.499 948.67 948.67 15 2.10217 1971.97 -23.8047 Qvop Frm 0 36 310.679 581.967 801.01 0 801.01 938.066 938.066 16 2.10217 1951.72 -23.5255 Qvop Frm 0 36 308.082 577.102 794.313 0 794.313 928.434 928.434 17 2.10217 1933.58 -23.2469 Qvop Frm 0 36 305.803 572.834 788.441 0 788.441 919.805 919.805 18 2.10217 1912.39 -22.9689 Qvop Frm 0 36 303.03 567.638 781.289 0 781.289 909.723 909.723 19 2.10217 1888.16 -22.6914 Qvop Frm 0 36 299.76 561.514 772.859 0 772.859 898.199 898.199 20 2.10217 1860.92 -22.4145 Qvop Frm 0 36 295.996 554.462 763.15 0 763.15 885.238 885.238 21 2.10217 1830.69 -22.1382 Qvop Frm 0 36 291.736 546.482 752.167 0 752.167 870.856 870.856 22 2.10217 1797.48 -21.8624 Qvop Frm 0 36 286.981 537.576 739.91 0 739.91 855.057 855.057 23 2.10217 1761.3 -21.5872 Qvop Frm 0 36 281.732 527.744 726.377 0 726.377 837.85 837.85 24 2.10217 1722.18 -21.3124 Qvop Frm 0 36 275.989 516.985 711.571 0 711.571 819.244 819.244 25 2.10217 1680.14 -21.0382 Qvop Frm 0 36 269.751 505.301 695.487 0 695.487 799.242 799.242 26 2.10217 1635.18 -20.7645 Qvop Frm 0 36 263.02 492.691 678.129 0 678.129 777.854 777.854 27 2.10217 1587.33 -20.4912 Qvop Frm 0 36 255.794 479.155 659.501 0 659.501 755.093 755.093 28 2.10217 1536.6 -20.2185 Qvop Frm 0 36 248.074 464.694 639.597 0 639.597 730.961 730.961 29 2.10217 1483.01 -19.9462 Qvop Frm 0 36 239.86 449.308 618.418 0 618.418 705.465 705.465 30 2.10217 1426.56 -19.6744 Qvop Frm 0 36 231.152 432.996 595.968 0 595.968 678.616 678.616 31 2.10217 1367.29 -19.4031 Qvop Frm 0 36 221.949 415.758 572.244 0 572.244 650.418 650.418 32 2.10217 1305.19 -19.1322 Qvop Frm 0 36 212.253 397.595 547.245 0 547.245 620.878 620.878 33 2.10217 1240.28 -18.8618 Qvop Frm 0 36 202.063 378.507 520.968 0 520.968 589.999 589.999 34 2.10217 1176.84 -18.5917 Qvop Frm 0 36 192.073 359.794 495.213 0 495.213 559.822 559.822 35 2.10217 1125.32 -18.3222 Qvop Frm 0 36 183.995 344.662 474.388 0 474.388 535.317 535.317 36 2.10217 1072.28 -18.053 Qvop Frm 0 36 175.636 329.004 452.837 0 452.837 510.084 510.084 37 2.10217 1016.48 -17.7843 Qvop Frm 0 36 166.795 312.442 430.04 0 430.04 483.541 483.541 38 2.10217 957.946 -17.5159 Qvop Frm 0 36 157.469 294.973 405.996 0 405.996 455.694 455.694 39 2.10217 896.679 -17.248 Qvop Frm 0 36 147.66 276.599 380.705 0 380.705 426.549 426.549 40 2.10217 832.694 -16.9804 Qvop Frm 0 36 137.367 257.317 354.166 0 354.166 396.112 396.112 41 2.10217 766.005 -16.7132 Qvop Frm 0 36 126.589 237.127 326.378 0 326.378 364.388 364.388 42 2.10217 696.621 -16.4464 Qvop Frm 0 36 115.326 216.029 297.338 0 297.338 331.382 331.382 43 2.10217 624.554 -16.18 Qvop Frm 0 36 103.577 194.021 267.047 0 267.047 297.1 297.1 44 2.10217 549.816 -15.9139 Qvop Frm 0 36 91.3421 171.103 235.503 0 235.503 261.547 261.547 45 2.10217 472.417 -15.6482 Qvop Frm 0 36 78.6212 147.274 202.705 0 202.705 224.728 224.728 46 2.10217 392.366 -15.3828 Qvop Frm 0 36 65.4134 122.533 168.652 0 168.652 186.649 186.649 47 2.10217 309.676 -15.1177 Qvop Frm 0 36 51.7175 96.8778 133.341 0 133.341 147.313 147.313 48 2.10217 224.355 -14.853 Qvop Frm 0 36 37.5337 70.3085 96.7713 0 96.7713 106.725 106.725 49 2.10217 136.413 -14.5886 Qvop Frm 0 36 22.861 42.8234 58.9415 0 58.9415 64.8915 64.8915 50 2.10217 45.8939 -14.3315 Qvop Frm 0 36 7.70421 14.4316 19.8634 0 19.8634 21.8317 21.8317 19/30 Tuesday, January 31, 2023Water Tank Eastern Slope Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.87321 Slice Number Width [ft]Weight [lbs] Angle of Slice Base [deg] Base Material Base Cohesion [psf] Base Friction Angle [deg] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effective Normal Stress [psf] Base Vertical Stress [psf] Effective Vertical Stress [psf] 1 2.15384 51.5689 -27.8278 Engineered Fill 50 34 29.6734 55.5845 8.27937 0 8.27937 23.9428 23.9428 2 2.15384 152.798 -27.5319 Engineered Fill 50 34 43.9816 82.3867 48.0153 0 48.0153 70.9419 70.9419 3 2.15384 250.223 -27.2369 Engineered Fill 50 34 57.8097 108.29 86.4182 0 86.4182 116.175 116.175 4 2.15384 343.877 -26.9426 Engineered Fill 50 34 71.1585 133.295 123.49 0 123.49 159.657 159.657 5 2.15384 435.37 -26.6491 Engineered Fill 50 34 84.2532 157.824 159.855 0 159.855 202.137 202.137 6 2.15384 624.941 -26.3563 Engineered Fill 50 34 111.312 208.511 235.002 0 235.002 290.152 290.152 7 2.15384 871.751 -26.0643 Engineered Fill 50 34 146.611 274.633 333.032 0 333.032 404.742 404.742 8 2.10217 1080.01 -25.7765 Qvop Frm 0 36 167.832 314.385 432.714 0 432.714 513.762 513.762 9 2.10217 1297.66 -25.4928 Qvop Frm 0 36 202.056 378.493 520.951 0 520.951 617.295 617.295 10 2.10217 1512.09 -25.2099 Qvop Frm 0 36 235.911 441.91 608.236 0 608.236 719.297 719.297 11 2.10217 1723.32 -24.9276 Qvop Frm 0 36 269.397 504.637 694.575 0 694.575 819.782 819.782 12 2.10217 1931.03 -24.6459 Qvop Frm 0 36 302.46 566.571 779.82 0 779.82 918.59 918.59 13 2.10217 2013.45 -24.3649 Qvop Frm 0 36 315.985 591.907 814.689 0 814.689 957.793 957.793 14 2.10217 1994.26 -24.0845 Qvop Frm 0 36 313.584 587.409 808.499 0 808.499 948.67 948.67 15 2.10217 1971.97 -23.8047 Qvop Frm 0 36 310.679 581.967 801.01 0 801.01 938.066 938.066 16 2.10217 1951.72 -23.5255 Qvop Frm 0 36 308.082 577.102 794.313 0 794.313 928.434 928.434 17 2.10217 1933.58 -23.2469 Qvop Frm 0 36 305.803 572.834 788.441 0 788.441 919.805 919.805 18 2.10217 1912.39 -22.9689 Qvop Frm 0 36 303.03 567.638 781.289 0 781.289 909.723 909.723 19 2.10217 1888.16 -22.6914 Qvop Frm 0 36 299.76 561.514 772.859 0 772.859 898.199 898.199 20 2.10217 1860.92 -22.4145 Qvop Frm 0 36 295.996 554.462 763.15 0 763.15 885.238 885.238 21 2.10217 1830.69 -22.1382 Qvop Frm 0 36 291.736 546.482 752.167 0 752.167 870.856 870.856 22 2.10217 1797.48 -21.8624 Qvop Frm 0 36 286.981 537.576 739.91 0 739.91 855.057 855.057 23 2.10217 1761.3 -21.5872 Qvop Frm 0 36 281.732 527.744 726.377 0 726.377 837.85 837.85 24 2.10217 1722.18 -21.3124 Qvop Frm 0 36 275.989 516.985 711.571 0 711.571 819.244 819.244 25 2.10217 1680.14 -21.0382 Qvop Frm 0 36 269.751 505.301 695.487 0 695.487 799.242 799.242 26 2.10217 1635.18 -20.7645 Qvop Frm 0 36 263.02 492.691 678.129 0 678.129 777.854 777.854 27 2.10217 1587.33 -20.4912 Qvop Frm 0 36 255.794 479.155 659.501 0 659.501 755.093 755.093 28 2.10217 1536.6 -20.2185 Qvop Frm 0 36 248.074 464.694 639.597 0 639.597 730.961 730.961 29 2.10217 1483.01 -19.9462 Qvop Frm 0 36 239.86 449.308 618.418 0 618.418 705.465 705.465 30 2.10217 1426.56 -19.6744 Qvop Frm 0 36 231.152 432.996 595.968 0 595.968 678.616 678.616 31 2.10217 1367.29 -19.4031 Qvop Frm 0 36 221.949 415.758 572.244 0 572.244 650.418 650.418 32 2.10217 1305.19 -19.1322 Qvop Frm 0 36 212.253 397.595 547.245 0 547.245 620.878 620.878 33 2.10217 1240.28 -18.8618 Qvop Frm 0 36 202.063 378.507 520.968 0 520.968 589.999 589.999 34 2.10217 1176.84 -18.5917 Qvop Frm 0 36 192.073 359.794 495.213 0 495.213 559.822 559.822 35 2.10217 1125.32 -18.3222 Qvop Frm 0 36 183.995 344.662 474.388 0 474.388 535.317 535.317 36 2.10217 1072.28 -18.053 Qvop Frm 0 36 175.636 329.004 452.837 0 452.837 510.084 510.084 37 2.10217 1016.48 -17.7843 Qvop Frm 0 36 166.795 312.442 430.04 0 430.04 483.541 483.541 38 2.10217 957.946 -17.5159 Qvop Frm 0 36 157.469 294.973 405.996 0 405.996 455.694 455.694 39 2.10217 896.679 -17.248 Qvop Frm 0 36 147.66 276.599 380.705 0 380.705 426.549 426.549 40 2.10217 832.694 -16.9804 Qvop Frm 0 36 137.367 257.317 354.166 0 354.166 396.112 396.112 41 2.10217 766.005 -16.7132 Qvop Frm 0 36 126.589 237.127 326.378 0 326.378 364.388 364.388 42 2.10217 696.621 -16.4464 Qvop Frm 0 36 115.326 216.029 297.338 0 297.338 331.382 331.382 43 2.10217 624.554 -16.18 Qvop Frm 0 36 103.577 194.021 267.047 0 267.047 297.1 297.1 44 2.10217 549.816 -15.9139 Qvop Frm 0 36 91.3421 171.103 235.503 0 235.503 261.547 261.547 45 2.10217 472.417 -15.6482 Qvop Frm 0 36 78.6212 147.274 202.705 0 202.705 224.728 224.728 46 2.10217 392.366 -15.3828 Qvop Frm 0 36 65.4134 122.533 168.652 0 168.652 186.649 186.649 47 2.10217 309.676 -15.1177 Qvop Frm 0 36 51.7175 96.8778 133.341 0 133.341 147.313 147.313 48 2.10217 224.355 -14.853 Qvop Frm 0 36 37.5337 70.3085 96.7713 0 96.7713 106.725 106.725 49 2.10217 136.413 -14.5886 Qvop Frm 0 36 22.861 42.8234 58.9415 0 58.9415 64.8915 64.8915 50 2.10217 45.8939 -14.3315 Qvop Frm 0 36 7.70421 14.4316 19.8634 0 19.8634 21.8317 21.8317 20/30 Tuesday, January 31, 2023Water Tank Eastern Slope Group 1 - Seismic Global Minimum Query (janbu simplified) - Safety Factor: 1.19631 Slice Number Width [ft]Weight [lbs] Angle of Slice Base [deg] Base Material Base Cohesion [psf] Base Friction Angle [deg] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effective Normal Stress [psf] Base Vertical Stress [psf] Effective Vertical Stress [psf] 1 2.19046 88.702 -32.8539 Engineered Fill 50 34 47.3783 56.6791 9.90214 0 9.90214 40.4985 40.4985 2 2.19046 262.088 -32.3089 Engineered Fill 50 34 80.5423 96.3535 68.7221 0 68.7221 119.656 119.656 3 2.19046 427.51 -31.7671 Engineered Fill 50 34 112.547 134.641 125.485 0 125.485 195.178 195.178 4 2.19046 585.108 -31.2285 Engineered Fill 50 34 143.39 171.539 180.19 0 180.19 267.127 267.127 5 2.19046 735.016 -30.6929 Engineered Fill 50 34 173.071 207.047 232.832 0 232.832 335.566 335.566 6 2.19046 919.924 -30.1603 Engineered Fill 50 34 209.841 251.035 298.047 0 298.047 419.983 419.983 7 2.12354 1169.49 -29.6385 Qvop Frm 0 36 248.581 297.38 409.307 0 409.307 550.742 550.742 8 2.12354 1436.62 -29.1276 Qvop Frm 0 36 306.989 367.254 505.483 0 505.483 676.544 676.544 9 2.12354 1697.44 -28.6191 Qvop Frm 0 36 364.638 436.22 600.406 0 600.406 799.371 799.371 10 2.12354 1952.04 -28.1131 Qvop Frm 0 36 421.524 504.273 694.072 0 694.072 919.269 919.269 11 2.12354 2200.52 -27.6095 Qvop Frm 0 36 477.642 571.408 786.474 0 786.474 1036.28 1036.28 12 2.12354 2442.95 -27.1082 Qvop Frm 0 36 532.989 637.62 877.61 0 877.61 1150.45 1150.45 13 2.12354 2629.36 -26.6091 Qvop Frm 0 36 576.581 689.77 949.386 0 949.386 1238.23 1238.23 14 2.12354 2647.02 -26.1122 Qvop Frm 0 36 583.388 697.913 960.596 0 960.596 1246.55 1246.55 15 2.12354 2646.32 -25.6174 Qvop Frm 0 36 586.161 701.23 965.161 0 965.161 1246.22 1246.22 16 2.12354 2642.04 -25.1247 Qvop Frm 0 36 588.126 703.581 968.398 0 968.398 1244.2 1244.2 17 2.12354 2639.78 -24.6339 Qvop Frm 0 36 590.528 706.454 972.35 0 972.35 1243.14 1243.14 18 2.12354 2632.61 -24.145 Qvop Frm 0 36 591.815 707.994 974.469 0 974.469 1239.76 1239.76 19 2.12354 2619.9 -23.658 Qvop Frm 0 36 591.83 708.012 974.493 0 974.493 1233.77 1233.77 20 2.12354 2601.72 -23.1728 Qvop Frm 0 36 590.572 706.507 972.424 0 972.424 1225.21 1225.21 21 2.12354 2578.12 -22.6894 Qvop Frm 0 36 588.036 703.473 968.246 0 968.246 1214.1 1214.1 22 2.12354 2549.17 -22.2077 Qvop Frm 0 36 584.217 698.905 961.959 0 961.959 1200.46 1200.46 23 2.12354 2514.93 -21.7276 Qvop Frm 0 36 579.114 692.8 953.557 0 953.557 1184.34 1184.34 24 2.12354 2475.43 -21.2491 Qvop Frm 0 36 572.721 685.152 943.03 0 943.03 1165.74 1165.74 25 2.12354 2430.75 -20.7721 Qvop Frm 0 36 565.033 675.955 930.371 0 930.371 1144.69 1144.69 26 2.12354 2380.91 -20.2967 Qvop Frm 0 36 556.047 665.204 915.574 0 915.574 1121.23 1121.23 27 2.12354 2325.98 -19.8227 Qvop Frm 0 36 545.756 652.893 898.63 0 898.63 1095.36 1095.36 28 2.12354 2266 -19.3501 Qvop Frm 0 36 534.155 639.015 879.526 0 879.526 1067.11 1067.11 29 2.12354 2201.02 -18.8789 Qvop Frm 0 36 521.239 623.563 858.261 0 858.261 1036.51 1036.51 30 2.12354 2131.06 -18.409 Qvop Frm 0 36 507.002 606.532 834.818 0 834.818 1003.56 1003.56 31 2.12354 2056.19 -17.9404 Qvop Frm 0 36 491.438 587.912 809.191 0 809.191 968.304 968.304 32 2.12354 1976.43 -17.473 Qvop Frm 0 36 474.54 567.697 781.368 0 781.368 930.744 930.744 33 2.12354 1891.83 -17.0069 Qvop Frm 0 36 456.302 545.879 751.339 0 751.339 890.904 890.904 34 2.12354 1804.75 -16.5418 Qvop Frm 0 36 437.28 523.123 720.018 0 720.018 849.894 849.894 35 2.12354 1728.34 -16.0779 Qvop Frm 0 36 420.669 503.251 692.667 0 692.667 813.911 813.911 36 2.12354 1650.03 -15.6151 Qvop Frm 0 36 403.429 482.626 664.278 0 664.278 777.032 777.032 37 2.12354 1567.01 -15.1533 Qvop Frm 0 36 384.863 460.415 633.708 0 633.708 737.936 737.936 38 2.12354 1479.31 -14.6926 Qvop Frm 0 36 364.964 436.61 600.941 0 600.941 696.636 696.636 39 2.12354 1386.97 -14.2328 Qvop Frm 0 36 343.724 411.2 565.97 0 565.97 653.155 653.155 40 2.12354 1290.01 -13.7739 Qvop Frm 0 36 321.132 384.174 528.77 0 528.77 607.492 607.492 41 2.12354 1188.47 -13.3159 Qvop Frm 0 36 297.182 355.522 489.335 0 489.335 559.673 559.673 42 2.12354 1082.35 -12.8588 Qvop Frm 0 36 271.862 325.231 447.642 0 447.642 509.701 509.701 43 2.12354 971.704 -12.4025 Qvop Frm 0 36 245.163 293.291 403.68 0 403.68 457.594 457.594 44 2.12354 856.541 -11.9471 Qvop Frm 0 36 217.074 259.688 357.43 0 357.43 403.361 403.361 45 2.12354 736.886 -11.4923 Qvop Frm 0 36 187.586 224.411 308.875 0 308.875 347.014 347.014 46 2.12354 612.763 -11.0384 Qvop Frm 0 36 156.686 187.445 257.996 0 257.996 288.561 288.561 47 2.12354 484.193 -10.5851 Qvop Frm 0 36 124.363 148.777 204.775 0 204.775 228.015 228.015 48 2.12354 351.195 -10.1325 Qvop Frm 0 36 90.6069 108.394 149.191 0 149.191 165.384 165.384 49 2.12354 213.789 -9.68051 Qvop Frm 0 36 55.4034 66.2797 91.2263 0 91.2263 100.677 100.677 50 2.12354 71.9933 -9.22914 Qvop Frm 0 36 18.7405 22.4195 30.8578 0 30.8578 33.9029 33.9029 21/30 Tuesday, January 31, 2023Water Tank Eastern Slope ~----- Global Minimum Query (spencer) - Safety Factor: 1.20295 Slice Number Width [ft]Weight [lbs] Angle of Slice Base [deg] Base Material Base Cohesion [psf] Base Friction Angle [deg] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effective Normal Stress [psf] Base Vertical Stress [psf] Effective Vertical Stress [psf] 1 2.27271 57.2472 -27.8041 Engineered Fill 50 34 47.0981 56.6566 9.86885 0 9.86885 34.7052 34.7052 2 2.27271 169.524 -27.4952 Engineered Fill 50 34 67.8623 81.635 46.901 0 46.901 82.2207 82.2207 3 2.27271 277.383 -27.1872 Engineered Fill 50 34 87.9935 105.852 82.8039 0 82.8039 128.002 128.002 4 2.27271 380.861 -26.8801 Engineered Fill 50 34 107.488 129.302 117.571 0 117.571 172.055 172.055 5 2.27271 479.995 -26.5737 Engineered Fill 50 34 126.341 151.982 151.194 0 151.194 214.389 214.389 6 2.27271 647.04 -26.2682 Engineered Fill 50 34 158.046 190.122 207.74 0 207.74 285.742 285.742 7 2.27271 919.387 -25.9635 Engineered Fill 50 34 209.788 252.365 300.019 0 300.019 402.174 402.174 8 2.10944 1089.05 -25.6705 Qvop Frm 0 36 236.396 284.373 391.406 0 391.406 505.026 505.026 9 2.10944 1307 -25.3891 Qvop Frm 0 36 284.881 342.697 471.684 0 471.684 606.889 606.889 10 2.10944 1521.74 -25.1083 Qvop Frm 0 36 333.055 400.648 551.442 0 551.442 707.515 707.515 11 2.10944 1733.29 -24.8282 Qvop Frm 0 36 380.914 458.221 630.689 0 630.689 806.924 806.924 12 2.10944 1941.68 -24.5487 Qvop Frm 0 36 428.458 515.413 709.404 0 709.404 905.103 905.103 13 2.10944 2051.98 -24.2698 Qvop Frm 0 36 454.643 546.913 752.762 0 752.762 957.754 957.754 14 2.10944 2032.25 -23.9916 Qvop Frm 0 36 452.104 543.859 748.559 0 748.559 949.77 949.77 15 2.10944 2008.78 -23.7139 Qvop Frm 0 36 448.694 539.757 742.912 0 742.912 940.005 940.005 16 2.10944 1986.22 -23.4369 Qvop Frm 0 36 445.447 535.85 737.535 0 737.535 930.638 930.638 17 2.10944 1966.9 -23.1604 Qvop Frm 0 36 442.892 532.777 733.303 0 733.303 922.765 922.765 18 2.10944 1944.62 -22.8845 Qvop Frm 0 36 439.633 528.857 727.909 0 727.909 913.477 913.477 19 2.10944 1919.31 -22.6091 Qvop Frm 0 36 435.65 524.065 721.312 0 721.312 902.737 902.737 20 2.10944 1891 -22.3343 Qvop Frm 0 36 430.936 518.395 713.51 0 713.51 890.551 890.551 21 2.10944 1859.69 -22.06 Qvop Frm 0 36 425.491 511.844 704.492 0 704.492 876.92 876.92 22 2.10944 1825.41 -21.7863 Qvop Frm 0 36 419.306 504.404 694.253 0 694.253 861.847 861.847 23 2.10944 1788.18 -21.5131 Qvop Frm 0 36 412.38 496.073 682.787 0 682.787 845.337 845.337 24 2.10944 1748 -21.2404 Qvop Frm 0 36 404.709 486.845 670.084 0 670.084 827.389 827.389 25 2.10944 1704.91 -20.9682 Qvop Frm 0 36 396.287 476.713 656.14 0 656.14 808.007 808.007 26 2.10944 1658.9 -20.6965 Qvop Frm 0 36 387.111 465.675 640.947 0 640.947 787.197 787.197 27 2.10944 1610.01 -20.4253 Qvop Frm 0 36 377.175 453.723 624.498 0 624.498 764.958 764.958 28 2.10944 1558.24 -20.1545 Qvop Frm 0 36 366.477 440.853 606.783 0 606.783 741.29 741.29 29 2.10944 1503.61 -19.8843 Qvop Frm 0 36 355.01 427.059 587.797 0 587.797 716.199 716.199 30 2.10944 1446.13 -19.6144 Qvop Frm 0 36 342.771 412.336 567.532 0 567.532 689.684 689.684 31 2.10944 1385.82 -19.3451 Qvop Frm 0 36 329.755 396.679 545.982 0 545.982 661.752 661.752 32 2.10944 1322.7 -19.0762 Qvop Frm 0 36 315.957 380.08 523.134 0 523.134 632.397 632.397 33 2.10944 1256.77 -18.8077 Qvop Frm 0 36 301.372 362.536 498.986 0 498.986 601.626 601.626 34 2.10944 1191.61 -18.5396 Qvop Frm 0 36 286.852 345.069 474.947 0 474.947 571.147 571.147 35 2.10944 1138.75 -18.272 Qvop Frm 0 36 275.188 331.037 455.631 0 455.631 546.492 546.492 36 2.10944 1084.83 -18.0048 Qvop Frm 0 36 263.17 316.58 435.735 0 435.735 521.268 521.268 37 2.10944 1028.16 -17.738 Qvop Frm 0 36 250.383 301.198 414.564 0 414.564 494.654 494.654 38 2.10944 968.753 -17.4716 Qvop Frm 0 36 236.823 284.886 392.112 0 392.112 466.653 466.653 39 2.10944 906.618 -17.2055 Qvop Frm 0 36 222.485 267.638 368.372 0 368.372 437.266 437.266 40 2.10944 841.767 -16.9399 Qvop Frm 0 36 207.363 249.447 343.335 0 343.335 406.494 406.494 41 2.10944 774.213 -16.6746 Qvop Frm 0 36 191.453 230.308 316.991 0 316.991 374.337 374.337 42 2.10944 703.966 -16.4097 Qvop Frm 0 36 174.748 210.213 289.333 0 289.333 340.796 340.796 43 2.10944 631.039 -16.1452 Qvop Frm 0 36 157.243 189.156 260.351 0 260.351 305.872 305.872 44 2.10944 555.441 -15.881 Qvop Frm 0 36 138.935 167.132 230.037 0 230.037 269.564 269.564 45 2.10944 477.183 -15.6171 Qvop Frm 0 36 119.815 144.132 198.381 0 198.381 231.872 231.872 46 2.10944 396.276 -15.3536 Qvop Frm 0 36 99.8803 120.151 165.373 0 165.373 192.798 192.798 47 2.10944 312.73 -15.0904 Qvop Frm 0 36 79.1228 95.1808 131.005 0 131.005 152.34 152.34 48 2.10944 226.555 -14.8276 Qvop Frm 0 36 57.5381 69.2155 95.2669 0 95.2669 110.499 110.499 49 2.10944 137.76 -14.5651 Qvop Frm 0 36 35.1199 42.2475 58.1487 0 58.1487 67.2739 67.2739 50 2.10944 46.3542 -14.3028 Qvop Frm 0 36 12.1447 14.6095 20.1082 0 20.1082 23.2045 23.2045 22/30 Tuesday, January 31, 2023Water Tank Eastern Slope Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.2029 Slice Number Width [ft]Weight [lbs] Angle of Slice Base [deg] Base Material Base Cohesion [psf] Base Friction Angle [deg] Shear Stress [psf] Shear Strength [psf] Base Normal Stress [psf] Pore Pressure [psf] Effective Normal Stress [psf] Base Vertical Stress [psf] Effective Vertical Stress [psf] 1 2.27271 57.2472 -27.8041 Engineered Fill 50 34 43.2491 52.0243 3.00118 0 3.00118 25.8078 25.8078 2 2.27271 169.524 -27.4952 Engineered Fill 50 34 65.2601 78.5014 42.2552 0 42.2552 76.2205 76.2205 3 2.27271 277.383 -27.1872 Engineered Fill 50 34 86.4036 103.935 79.962 0 79.962 124.343 124.343 4 2.27271 380.861 -26.8801 Engineered Fill 50 34 106.699 128.349 116.157 0 116.157 170.242 170.242 5 2.27271 479.995 -26.5737 Engineered Fill 50 34 126.168 151.767 150.876 0 150.876 213.984 213.984 6 2.27271 647.04 -26.2682 Engineered Fill 50 34 158.605 190.786 208.724 0 208.724 287.002 287.002 7 2.27271 919.387 -25.9635 Engineered Fill 50 34 211.202 254.055 302.524 0 302.524 405.368 405.368 8 2.10944 1089.05 -25.6705 Qvop Frm 0 36 239.801 288.457 397.027 0 397.027 512.284 512.284 9 2.10944 1307 -25.3891 Qvop Frm 0 36 288.016 346.454 476.853 0 476.853 613.546 613.546 10 2.10944 1521.74 -25.1083 Qvop Frm 0 36 335.793 403.925 555.954 0 555.954 713.31 713.31 11 2.10944 1733.29 -24.8282 Qvop Frm 0 36 383.17 460.915 634.394 0 634.394 811.672 811.672 12 2.10944 1941.68 -24.5487 Qvop Frm 0 36 430.181 517.465 712.228 0 712.228 908.715 908.715 13 2.10944 2051.98 -24.2698 Qvop Frm 0 36 455.736 548.205 754.539 0 754.539 960.023 960.023 14 2.10944 2032.25 -23.9916 Qvop Frm 0 36 452.546 544.368 749.257 0 749.257 950.664 950.664 15 2.10944 2008.78 -23.7139 Qvop Frm 0 36 448.62 539.645 742.756 0 742.756 939.817 939.817 16 2.10944 1986.22 -23.4369 Qvop Frm 0 36 444.986 535.274 736.739 0 736.739 929.642 929.642 17 2.10944 1966.9 -23.1604 Qvop Frm 0 36 442.166 531.881 732.07 0 732.07 921.22 921.22 18 2.10944 1944.62 -22.8845 Qvop Frm 0 36 438.748 527.77 726.411 0 726.411 911.605 911.605 19 2.10944 1919.31 -22.6091 Qvop Frm 0 36 434.701 522.902 719.71 0 719.71 900.74 900.74 20 2.10944 1891 -22.3343 Qvop Frm 0 36 430.007 517.256 711.944 0 711.944 888.604 888.604 21 2.10944 1859.69 -22.06 Qvop Frm 0 36 424.652 510.814 703.077 0 703.077 875.166 875.166 22 2.10944 1825.41 -21.7863 Qvop Frm 0 36 418.616 503.553 693.082 0 693.082 860.4 860.4 23 2.10944 1788.18 -21.5131 Qvop Frm 0 36 411.882 495.453 681.931 0 681.931 844.285 844.285 24 2.10944 1748 -21.2404 Qvop Frm 0 36 404.432 486.491 669.598 0 669.598 826.795 826.795 25 2.10944 1704.91 -20.9682 Qvop Frm 0 36 396.248 476.647 656.047 0 656.047 807.9 807.9 26 2.10944 1658.9 -20.6965 Qvop Frm 0 36 387.313 465.899 641.253 0 641.253 787.58 787.58 27 2.10944 1610.01 -20.4253 Qvop Frm 0 36 377.61 454.227 625.191 0 625.191 765.813 765.813 28 2.10944 1558.24 -20.1545 Qvop Frm 0 36 367.124 441.614 607.829 0 607.829 742.574 742.574 29 2.10944 1503.61 -19.8843 Qvop Frm 0 36 355.841 428.041 589.148 0 589.148 717.85 717.85 30 2.10944 1446.13 -19.6144 Qvop Frm 0 36 343.748 413.495 569.126 0 569.126 691.627 691.627 31 2.10944 1385.82 -19.3451 Qvop Frm 0 36 330.835 397.961 547.744 0 547.744 663.893 663.893 32 2.10944 1322.7 -19.0762 Qvop Frm 0 36 317.091 381.429 524.994 0 524.994 634.649 634.649 33 2.10944 1256.77 -18.8077 Qvop Frm 0 36 302.511 363.891 500.852 0 500.852 603.881 603.881 34 2.10944 1191.61 -18.5396 Qvop Frm 0 36 287.945 346.369 476.736 0 476.736 573.302 573.302 35 2.10944 1138.75 -18.272 Qvop Frm 0 36 276.178 332.215 457.256 0 457.256 548.444 548.444 36 2.10944 1084.83 -18.0048 Qvop Frm 0 36 264.004 317.571 437.099 0 437.099 522.904 522.904 37 2.10944 1028.16 -17.738 Qvop Frm 0 36 251.016 301.947 415.595 0 415.595 495.887 495.887 38 2.10944 968.753 -17.4716 Qvop Frm 0 36 237.213 285.344 392.743 0 392.743 467.406 467.406 39 2.10944 906.618 -17.2055 Qvop Frm 0 36 222.602 267.768 368.55 0 368.55 437.481 437.481 40 2.10944 841.767 -16.9399 Qvop Frm 0 36 207.187 249.225 343.028 0 343.028 406.134 406.134 41 2.10944 774.213 -16.6746 Qvop Frm 0 36 190.976 229.725 316.19 0 316.19 373.393 373.393 42 2.10944 703.966 -16.4097 Qvop Frm 0 36 173.981 209.282 288.051 0 288.051 339.289 339.289 43 2.10944 631.039 -16.1452 Qvop Frm 0 36 156.213 187.909 258.635 0 258.635 303.857 303.857 44 2.10944 555.441 -15.881 Qvop Frm 0 36 137.687 165.624 227.962 0 227.962 267.134 267.134 45 2.10944 477.183 -15.6171 Qvop Frm 0 36 118.418 142.445 196.058 0 196.058 229.159 229.159 46 2.10944 396.276 -15.3536 Qvop Frm 0 36 98.4221 118.392 162.952 0 162.952 189.976 189.976 47 2.10944 312.73 -15.0904 Qvop Frm 0 36 77.7176 93.4865 128.673 0 128.673 149.629 149.629 48 2.10944 226.555 -14.8276 Qvop Frm 0 36 56.3232 67.7512 93.2514 0 93.2514 108.162 108.162 49 2.10944 137.76 -14.5651 Qvop Frm 0 36 34.2577 41.2086 56.719 0 56.719 65.6202 65.6202 50 2.10944 46.3542 -14.3028 Qvop Frm 0 36 11.5402 13.8817 19.1065 0 19.1065 22.0487 22.0487 23/30 Tuesday, January 31, 2023Water Tank Eastern Slope Group 1 - Static Global Minimum Query (janbu simplified) - Safety Factor: 1.86365 Slice Number X coordinate [ft]Y coordinate - Bottom [ft] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [deg] 1 244.53 379.665 0 0 0 2 246.484 378.318 -40.6633 0 0 3 248.438 376.999 -41.7623 0 0 4 250.392 375.709 -8.30354 0 0 5 252.345 374.446 55.0097 0 0 6 254.299 373.21 143.762 0 0 7 256.253 372 259.656 0 0 8 258.384 370.711 466.892 0 0 9 260.515 369.451 708.424 0 0 10 262.645 368.222 977.063 0 0 11 264.776 367.021 1265.96 0 0 12 266.906 365.85 1568.58 0 0 13 269.037 364.706 1878.71 0 0 14 271.168 363.591 2186.63 0 0 15 273.298 362.502 2470.28 0 0 16 275.429 361.441 2726.3 0 0 17 277.559 360.406 2954.26 0 0 18 279.69 359.397 3154.33 0 0 19 281.821 358.414 3326.24 0 0 20 283.951 357.456 3469.8 0 0 21 286.082 356.524 3585.03 0 0 22 288.212 355.616 3672.11 0 0 23 290.343 354.732 3731.41 0 0 24 292.474 353.873 3763.46 0 0 25 294.604 353.037 3768.98 0 0 26 296.735 352.225 3748.82 0 0 27 298.865 351.437 3704.03 0 0 28 300.996 350.671 3635.79 0 0 29 303.127 349.928 3545.45 0 0 30 305.257 349.208 3434.5 0 0 31 307.388 348.51 3304.59 0 0 32 309.518 347.835 3157.53 0 0 33 311.649 347.181 2995.26 0 0 34 313.78 346.55 2819.86 0 0 35 315.91 345.94 2633.41 0 0 36 318.041 345.351 2436.65 0 0 37 320.172 344.784 2231.42 0 0 38 322.302 344.238 2019.99 0 0 39 324.433 343.712 1804.77 0 0 40 326.563 343.208 1588.33 0 0 41 328.694 342.724 1373.38 0 0 42 330.825 342.261 1162.76 0 0 43 332.955 341.818 959.47 0 0 44 335.086 341.396 766.633 0 0 45 337.216 340.994 587.531 0 0 46 339.347 340.612 425.587 0 0 47 341.478 340.25 284.368 0 0 48 343.608 339.908 167.591 0 0 49 345.739 339.586 79.1187 0 0 50 347.869 339.283 22.9659 0 0 51 350 339 0 0 0 24/30 Tuesday, January 31, 2023Water Tank Eastern Slope Interslice Data Global Minimum Query (spencer) - Safety Factor: 1.87321 Slice Number X coordinate [ft]Y coordinate - Bottom [ft] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [deg] 1 244.53 379.665 0 0 0 2 246.684 378.528 -54.4987 0 0 3 248.837 377.405 -95.319 0 0 4 250.991 376.296 -124.022 0 0 5 253.145 375.201 -142.099 0 0 6 255.299 374.121 -150.784 0 0 7 257.453 373.053 -139.754 0 0 8 259.607 372 -104.684 0 0 9 261.709 370.985 -18.2193 0 0 10 263.811 369.982 79.2069 0 0 11 265.913 368.993 185.225 0 0 12 268.015 368.016 297.523 0 0 13 270.118 367.051 413.827 0 0 14 272.22 366.099 525.185 0 0 15 274.322 365.16 625.696 0 0 16 276.424 364.232 715.431 0 0 17 278.526 363.317 794.717 0 0 18 280.628 362.414 863.85 0 0 19 282.731 361.523 922.936 0 0 20 284.833 360.644 972.122 0 0 21 286.935 359.777 1011.6 0 0 22 289.037 358.922 1041.61 0 0 23 291.139 358.078 1062.41 0 0 24 293.241 357.247 1074.34 0 0 25 295.344 356.426 1077.74 0 0 26 297.446 355.618 1073.02 0 0 27 299.548 354.821 1060.61 0 0 28 301.65 354.035 1040.99 0 0 29 303.752 353.261 1014.69 0 0 30 305.854 352.498 982.251 0 0 31 307.957 351.746 944.277 0 0 32 310.059 351.006 901.4 0 0 33 312.161 350.277 854.293 0 0 34 314.263 349.559 803.666 0 0 35 316.365 348.852 750.072 0 0 36 318.467 348.155 693.517 0 0 37 320.57 347.47 634.577 0 0 38 322.672 346.796 573.92 0 0 39 324.774 346.132 512.253 0 0 40 326.876 345.48 450.317 0 0 41 328.978 344.838 388.893 0 0 42 331.08 344.207 328.795 0 0 43 333.183 343.586 270.876 0 0 44 335.285 342.976 216.024 0 0 45 337.387 342.377 165.161 0 0 46 339.489 341.788 119.247 0 0 47 341.591 341.21 79.2785 0 0 48 343.693 340.642 46.2849 0 0 49 345.796 340.084 21.3328 0 0 50 347.898 339.537 5.5238 0 0 51 350 339 0 0 0 25/30 Tuesday, January 31, 2023Water Tank Eastern Slope Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.87321 Slice Number X coordinate [ft]Y coordinate - Bottom [ft] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [deg] 1 244.53 379.665 0 0 0 2 246.684 378.528 -54.4987 0 0 3 248.837 377.405 -95.319 0 0 4 250.991 376.296 -124.022 0 0 5 253.145 375.201 -142.099 0 0 6 255.299 374.121 -150.784 0 0 7 257.453 373.053 -139.754 0 0 8 259.607 372 -104.684 0 0 9 261.709 370.985 -18.2193 0 0 10 263.811 369.982 79.2069 0 0 11 265.913 368.993 185.225 0 0 12 268.015 368.016 297.523 0 0 13 270.118 367.051 413.827 0 0 14 272.22 366.099 525.185 0 0 15 274.322 365.16 625.696 0 0 16 276.424 364.232 715.431 0 0 17 278.526 363.317 794.717 0 0 18 280.628 362.414 863.85 0 0 19 282.731 361.523 922.936 0 0 20 284.833 360.644 972.122 0 0 21 286.935 359.777 1011.6 0 0 22 289.037 358.922 1041.61 0 0 23 291.139 358.078 1062.41 0 0 24 293.241 357.247 1074.34 0 0 25 295.344 356.426 1077.74 0 0 26 297.446 355.618 1073.02 0 0 27 299.548 354.821 1060.61 0 0 28 301.65 354.035 1040.99 0 0 29 303.752 353.261 1014.69 0 0 30 305.854 352.498 982.251 0 0 31 307.957 351.746 944.277 0 0 32 310.059 351.006 901.4 0 0 33 312.161 350.277 854.293 0 0 34 314.263 349.559 803.666 0 0 35 316.365 348.852 750.072 0 0 36 318.467 348.155 693.517 0 0 37 320.57 347.47 634.577 0 0 38 322.672 346.796 573.92 0 0 39 324.774 346.132 512.253 0 0 40 326.876 345.48 450.317 0 0 41 328.978 344.838 388.893 0 0 42 331.08 344.207 328.795 0 0 43 333.183 343.586 270.876 0 0 44 335.285 342.976 216.024 0 0 45 337.387 342.377 165.161 0 0 46 339.489 341.788 119.247 0 0 47 341.591 341.21 79.2785 0 0 48 343.693 340.642 46.2849 0 0 49 345.796 340.084 21.3328 0 0 50 347.898 339.537 5.5238 0 0 51 350 339 0 0 0 26/30 Tuesday, January 31, 2023Water Tank Eastern Slope Group 1 - Seismic Global Minimum Query (janbu simplified) - Safety Factor: 1.19631 Slice Number X coordinate [ft]Y coordinate - Bottom [ft] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [deg] 1 243.408 380.057 0 0 0 2 245.598 378.643 -73.7935 0 0 3 247.788 377.258 -107.825 0 0 4 249.979 375.901 -107.163 0 0 5 252.169 374.573 -76.5893 0 0 6 254.36 373.273 -20.6093 0 0 7 256.55 372 64.7535 0 0 8 258.674 370.792 241.995 0 0 9 260.797 369.608 446.895 0 0 10 262.921 368.45 673.905 0 0 11 265.044 367.315 917.682 0 0 12 267.168 366.205 1173.08 0 0 13 269.292 365.118 1435.14 0 0 14 271.415 364.054 1694.15 0 0 15 273.539 363.013 1931.78 0 0 16 275.662 361.995 2146.29 0 0 17 277.786 360.999 2337.49 0 0 18 279.909 360.025 2505.63 0 0 19 282.033 359.073 2650.52 0 0 20 284.156 358.143 2772.08 0 0 21 286.28 357.234 2870.33 0 0 22 288.403 356.346 2945.48 0 0 23 290.527 355.479 2997.83 0 0 24 292.65 354.633 3027.84 0 0 25 294.774 353.807 3036.1 0 0 26 296.898 353.002 3023.3 0 0 27 299.021 352.216 2990.31 0 0 28 301.145 351.451 2938.07 0 0 29 303.268 350.705 2867.7 0 0 30 305.392 349.979 2780.4 0 0 31 307.515 349.272 2677.52 0 0 32 309.639 348.585 2560.53 0 0 33 311.762 347.916 2431.01 0 0 34 313.886 347.267 2290.69 0 0 35 316.009 346.636 2141.2 0 0 36 318.133 346.024 1983.05 0 0 37 320.256 345.43 1817.72 0 0 38 322.38 344.855 1647.05 0 0 39 324.504 344.298 1473.02 0 0 40 326.627 343.76 1297.7 0 0 41 328.751 343.239 1123.31 0 0 42 330.874 342.737 952.18 0 0 43 332.998 342.252 786.761 0 0 44 335.121 341.785 629.635 0 0 45 337.245 341.336 483.506 0 0 46 339.368 340.904 351.205 0 0 47 341.492 340.49 235.69 0 0 48 343.615 340.093 140.049 0 0 49 345.739 339.713 67.4997 0 0 50 347.862 339.351 21.3909 0 0 51 349.986 339.006 0 0 0 27/30 Tuesday, January 31, 2023Water Tank Eastern Slope ~----- Global Minimum Query (spencer) - Safety Factor: 1.20295 Slice Number X coordinate [ft]Y coordinate - Bottom [ft] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [deg] 1 243.383 380.066 0 0 0 2 245.656 378.867 -85.004 -21.8274 14.4013 3 247.929 377.685 -153.382 -39.3857 14.4014 4 250.201 376.517 -206.953 -53.1417 14.4014 5 252.474 375.365 -247.462 -63.5436 14.4013 6 254.747 374.228 -276.581 -71.0208 14.4013 7 257.019 373.107 -286.613 -73.5968 14.4013 8 259.292 372 -266.312 -68.384 14.4014 9 261.402 370.986 -172.56 -44.3102 14.4013 10 263.511 369.985 -66.5554 -17.0902 14.4014 11 265.621 368.996 49.2777 12.6536 14.4013 12 267.73 368.021 172.56 44.3101 14.4013 13 269.839 367.057 300.956 77.2797 14.4013 14 271.949 366.106 426.371 109.484 14.4013 15 274.058 365.167 540.391 138.762 14.4013 16 276.168 364.241 643.007 165.112 14.4013 17 278.277 363.326 734.479 188.6 14.4013 18 280.387 362.424 815.151 209.315 14.4013 19 282.496 361.533 885.094 227.276 14.4014 20 284.605 360.655 944.422 242.51 14.4013 21 286.715 359.788 993.295 255.06 14.4014 22 288.824 358.933 1031.92 264.977 14.4013 23 290.934 358.09 1060.55 272.328 14.4013 24 293.043 357.259 1079.48 277.189 14.4013 25 295.153 356.439 1089.05 279.648 14.4014 26 297.262 355.63 1089.66 279.805 14.4014 27 299.372 354.834 1081.75 277.772 14.4013 28 301.481 354.048 1065.78 273.673 14.4014 29 303.59 353.274 1042.3 267.642 14.4013 30 305.7 352.511 1011.86 259.828 14.4014 31 307.809 351.759 975.101 250.388 14.4014 32 309.919 351.018 932.671 239.492 14.4013 33 312.028 350.289 885.284 227.324 14.4013 34 314.138 349.571 833.693 214.077 14.4014 35 316.247 348.863 778.536 199.913 14.4013 36 318.356 348.167 719.842 184.842 14.4013 37 320.466 347.481 658.212 169.016 14.4013 38 322.575 346.806 594.367 152.622 14.4013 39 324.685 346.142 529.076 135.857 14.4014 40 326.794 345.489 463.151 118.928 14.4013 41 328.904 344.847 397.45 102.058 14.4014 42 331.013 344.215 332.879 85.4771 14.4013 43 333.123 343.594 270.386 69.43 14.4013 44 335.232 342.983 210.966 54.1721 14.4013 45 337.341 342.383 155.661 39.9708 14.4013 46 339.451 341.793 105.559 27.1055 14.4013 47 341.56 341.214 61.7931 15.8673 14.4013 48 343.67 340.645 25.5452 6.55953 14.4013 49 345.779 340.087 -1.95728 -0.502594 14.4014 50 347.889 339.539 -19.4392 -4.99162 14.4013 51 349.998 339.001 0 0 0 28/30 Tuesday, January 31, 2023Water Tank Eastern Slope Global Minimum Query (gle/morgenstern-price) - Safety Factor: 1.2029 Slice Number X coordinate [ft]Y coordinate - Bottom [ft] Interslice Normal Force [lbs] Interslice Shear Force [lbs] Interslice Force Angle [deg] 1 243.383 380.066 0 0 0 2 245.656 378.867 -84.4752 -1.45159 0.984452 3 247.929 377.685 -152.423 -5.22663 1.96392 4 250.201 376.517 -205.687 -10.54 2.93344 5 252.474 375.365 -246.021 -16.7211 3.88819 6 254.747 374.228 -275.096 -23.2139 4.82346 7 257.019 373.107 -285.279 -28.6491 5.73469 8 259.292 372 -265.402 -30.7905 6.61756 9 261.402 370.986 -173.118 -22.509 7.4081 10 263.511 369.985 -68.5306 -9.83581 8.16756 11 265.621 368.996 46.0092 7.19923 8.89317 12 267.73 368.021 168.182 28.3922 9.58223 13 269.839 367.057 295.697 53.3768 10.2324 14 271.949 366.106 420.537 80.5359 10.8413 15 274.058 365.167 534.321 107.807 11.4071 16 276.168 364.241 636.991 134.558 11.9278 17 278.277 363.326 728.748 160.253 12.4021 18 280.387 362.424 809.88 184.42 12.8282 19 282.496 361.533 880.399 206.581 13.2053 20 284.605 360.655 940.362 226.318 13.5321 21 286.715 359.788 989.876 243.279 13.8078 22 288.824 358.933 1029.1 257.185 14.0315 23 290.934 358.09 1058.23 267.833 14.203 24 293.043 357.259 1077.54 275.095 14.3216 25 295.153 356.439 1087.33 278.92 14.3872 26 297.262 355.63 1087.99 279.335 14.3993 27 299.372 354.834 1079.92 276.439 14.3583 28 301.481 354.048 1063.62 270.401 14.264 29 303.59 353.274 1039.61 261.454 14.1167 30 305.7 352.511 1008.49 249.889 13.9168 31 307.809 351.759 970.888 236.045 13.6648 32 309.919 351.018 927.515 220.303 13.3613 33 312.028 350.289 879.115 203.076 13.0072 34 314.138 349.571 826.485 184.792 12.6033 35 316.247 348.863 770.311 165.857 12.151 36 318.356 348.167 710.68 146.546 11.6514 37 320.466 347.481 648.245 127.251 11.106 38 322.575 346.806 583.781 108.373 10.5167 39 324.685 346.142 518.104 90.285 9.88512 40 326.794 345.489 452.069 73.3292 9.21358 41 328.904 344.847 386.562 57.8025 8.50441 42 331.013 344.215 322.507 43.9491 7.76009 43 333.123 343.594 260.851 31.9519 6.98343 44 335.232 342.983 202.572 21.9255 6.17739 45 337.341 342.383 148.668 13.9097 5.34516 46 339.451 341.793 100.158 7.86511 4.49005 47 341.56 341.214 58.0775 3.66983 3.61563 48 343.67 340.645 23.4769 1.11764 2.72556 49 345.779 340.087 -2.58112 -0.0821829 1.82368 50 347.889 339.539 -19.0234 -0.303439 0.913838 51 349.998 339.001 0 0 0 29/30 Tuesday, January 31, 2023Water Tank Eastern Slope Group 1 Shared Entities Type Coordinates (x,y) External Boundary 100, 139 450, 139 450, 339 350, 339 315, 354 276.429, 372 270, 375 255, 376 235, 383 225, 384 137, 384 126, 383 100, 375 100, 372 Material Boundary 100, 372 276.429, 372 Material Boundary 137, 384 137, 381 225, 381 Material Boundary 225, 381 225, 384 Scenario-based Entities Type Coordinates (x,y)Static Seismic Distributed Load 137, 381 225, 381 Constant DistributionOrientation: VerticalMagnitude: 2500 lbs/ft2Creates Excess Pore Pressure: No Constant DistributionOrientation: VerticalMagnitude: 2500 lbs/ft2Creates Excess Pore Pressure: No 30/30 Tuesday, January 31, 2023Water Tank Eastern Slope Entity Information Depth (ft) of sampling Interval thickness Field Mod Cal blow counts Field SPT blowcounts di Ni di / Ni Project:Carlsbad Phase III Water Tank 6 6 30 20 0.31 Project #:226816-0000111 11 5 48 0.10 16 5 100 65 0.08 Boring 1 21 5 80 0.06 Legend 25 4 100 65 0.06 N bar = Average Field SPT 30 5 100 0.05 100 70 100 0.70 Ni = field SPT blowcounts per internval, no corrections 0 0.00 0 0.00 Notes:0 0.00 Mod Cal blowcounts corrected by 65% of SPT blowcounts 0 0.00 0 0.00 Blowcounts from 30+ ft are assumed 0 0.00 =User entry sum =1.36 N bar = total depth/sum N bar =73 blows/ft Site Class =C ASCE 7-16 Blowcount Calculation for site class parameters Per ASCE 7-16, Table 20.3-1 Performed by: PC Checked By: CH - Depth (ft) of sampling Interval thickness Field Mod Cal blowcounts Field SPT blowcounts di Ni di / Ni Project:Carlsbad Phase III Water Tank 6 6 72 0.08 Project #:226816-0000111 10 4 100 65 0.06 16 6 35 0.17 Boring 2 20 4 100 65 0.06 25 5 100 0.05 Legend 100 75 100 0.75 N bar = Average Field SPT 0.00 0.00 Ni = field SPT blowcounts per internval, no corrections 0.00 0.00 Notes:0.00 Mod Cal blowcounts corrected by 65% of SPT blowcounts 0.00 0.00 Blowcounts from 25+ ft are assumed =User entry sum =1.18 N bar = total depth/sum N bar =85 blows/ft Site Class =CPer ASCE 7-16, Table 20.3-1 ASCE 7-16 Blowcount Calculation for site class parameters Performed by: PC Checked By: CH - 78 15 2.6 5.0 3.0 0.2 7.9 2.54 8.0 1.1 16.4 16.3 2.54 1.0 Gravel Equivalent Required (in.) If Section Meets Criteria Then Value = 1.0Asphalt Gravel Factor Check Aggregate Base R-Value Input Parameters Results Subgrade R-Value Asphalt Thickness Safety Factor (ft.) Asphalt Gravel Factor (Table 633.1) Traffic Index Aggregate Base Gravel Factor (Table 633.1) Calculated Asphalt Thickness (in.) Rounded Asphalt Thickness (in.) Calculated Aggregate Base Thickness (in.) Rounded Aggregate Base Thickness (in.) Total Gravel Equivalent (in.) Performed by: PCChecked By: CH 226818-0000111 NV5.COM | APPENDIX D Typical Earthwork Guidelines 226818-0000111 NV5.COM | TYPICAL EARTHWORK GUIDELINES 1. GENERAL These guidelines and the standard details attached hereto are presented as general procedures for earthwork construction for sites having slopes less than 10 feet high. They are to be utilized in conjunction with the project grading plans. These guidelines are considered a part of the geotechnical report, but are superseded by recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications and/or the recommendations of the geotechnical report. It is the responsibility of the contractor to read and understand these guidelines as well as the geotechnical report and project grading plans. 1.1. The contractor shall not vary from these guidelines without prior recommendations by the geotechnical consultant and the approval of the client or the client's authorized representative. Recommendations by the geotechnical consultant and/or client shall not be considered to preclude requirements for approval by the jurisdictional agency prior to the execution of any changes. 1.2. The contractor shall perform the grading operations in accordance with these specifications, and shall be responsible for the quality of the finished product notwithstanding the fact that grading work will be observed and tested by the geotechnical consultant. 1.3. It is the responsibility of the grading contractor to notify the geotechnical consultant and the jurisdictional agencies, as needed, prior to the start of work at the site and at any time that grading resumes after interruption. Each step of the grading operations shall be observed and documented by the geotechnical consultant and, where needed, reviewed by the appropriate jurisdictional agency prior to proceeding with subsequent work. 1.4. If, during the grading operations, geotechnical conditions are encountered which were not anticipated or described in the geotechnical report, the geotechnical consultant shall be notified immediately and additional recommendations, if applicable, may be provided. 1.5. An as-graded report shall be prepared by the geotechnical consultant and signed by a registered engineer and registered engineering geologist. The report documents the geotechnical consultants' observations, and field and laboratory test results, and provides conclusions regarding whether or not earthwork construction was performed in accordance with the geotechnical recommendations and the grading plans. Recommendations for foundation design, pavement design, subgrade treatment, etc., may also be included in the as-graded report. 1.6. For the purpose of evaluating quantities of materials excavated during grading and/or locating the limits of excavations, a licensed land surveyor or civil engineer shall be retained. 226818-0000111 NV5.COM | 2. SITE PREPARATION Site preparation shall be performed in accordance with the recommendations presented in the following sections. 2.1. The client, prior to any site preparation or grading, shall arrange and attend a pre-grading meeting between the grading contractor, the design engineer, the geotechnical consultant, and representatives of appropriate governing authorities, as well as any other involved parties. The parties shall be given two working days notice. 2.2. Clearing and grubbing shall consist of the substantial removal of vegetation, brush, grass, wood, stumps, trees, tree roots greater than 1/2-inch in diameter, and other deleterious materials from the areas to be graded. Clearing and grubbing shall extend to the outside of the proposed excavation and fill areas. 2.3. Demolition in the areas to be graded shall include removal of building structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, etc.), and other manmade surface and subsurface improvements, and the backfilling of mining shafts, tunnels and surface depressions. Demolition of utilities shall include capping or rerouting of pipelines at the project perimeter, and abandonment of wells in accordance with the requirements of the governing authorities and the recommendations of the geotechnical consultant at the time of demolition. 2.4. The debris generated during clearing, grubbing and/or demolition operations shall be removed from areas to be graded and disposed of off site at a legal dump site. Clearing, grubbing, and demolition operations shall be performed under the observation of the geotechnical consultant. 2.5. The ground surface beneath proposed fill areas shall be stripped of loose or unsuitable soil. These soils may be used as compacted fill provided they are generally free of organic or other deleterious materials and evaluated for use by the geotechnical consultant. The resulting surface shall be evaluated by the geotechnical consultant prior to proceeding. The cleared, natural ground surface shall be scarified to a depth of approximately 8 inches, moisture conditioned, and compacted in accordance with the specifications presented in Section 5 of these guidelines. 3. REMOVALS AND EXCAVATIONS Removals and excavations shall be performed as recommended in the following sections. 3.1. Removals 3.1.1. Materials which are considered unsuitable shall be excavated under the observation of the geotechnical consultant in accordance with the recommendations contained herein. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic, compressible natural soils, fractured, weathered, soft bedrock, and undocumented or otherwise deleterious fill materials. 226818-0000111 NV5.COM | 3.1.2. Materials deemed by the geotechnical consultant to be unsatisfactory due to moisture conditions shall be excavated in accordance with the recommendations of the geotechnical consultant, watered or dried as needed, and mixed to generally uniform moisture content in accordance with the specifications presented in Section 5 of this document. 3.2. Excavations 3.2.1. Temporary excavations no deeper than 4 feet in firm fill or natural materials may be made with vertical side slopes. To satisfy California Occupational Safety and Health Administration (CAL OSHA) requirements, any excavation deeper than 4 feet shall be shored or laid back at a 1:1 inclination or flatter, depending on material type, if construction workers are to enter the excavation. 4. COMPACTED FILL Fill shall be constructed as specified below or by other methods recommended by the geotechnical consultant. Unless otherwise specified, fill soils shall be compacted to 90 percent relative compaction, as evaluated in accordance with ASTM Test Method D1557. 4.1. Prior to placement of compacted fill, the contractor shall request an evaluation of the exposed ground surface by the geotechnical consultant. Unless otherwise recommended, the exposed ground surface shall then be scarified to a depth of approximately 8 inches and watered or dried, as needed, to achieve a generally uniform moisture content at or near the optimum moisture content. The scarified materials shall then be compacted to 90 percent relative compaction. The evaluation of compaction by the geotechnical consultant shall not be considered to preclude any requirements for observation or approval by governing agencies. It is the contractor's responsibility to notify the geotechnical consultant and the appropriate governing agency when project areas are ready for observation, and to provide reasonable time for that review. 4.2. Excavated on-site materials which are in general compliance with the recommendations of the geotechnical consultant may be utilized as compacted fill provided they are generally free of organic or other deleterious materials and do not contain rock fragments greater than 6 inches in dimension. During grading, the contractor may encounter soil types other than those analyzed during the preliminary geotechnical study. The geotechnical consultant shall be consulted to evaluate the suitability of any such soils for use as compacted fill. 4.3. Where imported materials are to be used on site, the geotechnical consultant shall be notified three working days in advance of importation in order that it may sample and test the materials from the proposed borrow sites. No imported materials shall be delivered for use on site without prior sampling, testing, and evaluation by the geotechnical consultant. 226818-0000111 NV5.COM | 4.4. Soils imported for on-site use shall preferably have very low to low expansion potential (based on UBC Standard 18-2 test procedures). Lots on which expansive soils may be exposed at grade shall be undercut 3 feet or more and capped with very low to low expansion potential fill. In the event expansive soils are present near the ground surface, special design and construction considerations shall be utilized in general accordance with the recommendations of the geotechnical consultant. 4.5. Fill materials shall be moisture conditioned to near optimum moisture content prior to placement. The optimum moisture content will vary with material type and other factors. Moisture conditioning of fill soils shall be generally uniform in the soil mass. 4.6. Prior to placement of additional compacted fill material following a delay in the grading operations, the exposed surface of previously compacted fill shall be prepared to receive fill. Preparation may include scarification, moisture conditioning, and recompaction. 4.7. Compacted fill shall be placed in horizontal lifts of approximately 8 inches in loose thickness. Prior to compaction, each lift shall be watered or dried as needed to achieve near optimum moisture condition, mixed, and then compacted by mechanical methods, using sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other appropriate compacting rollers, to the specified relative compaction. Successive lifts shall be treated in a like manner until the desired finished grades are achieved. 4.8. Fill shall be tested in the field by the geotechnical consultant for evaluation of general compliance with the recommended relative compaction and moisture conditions. Field density testing shall conform to ASTM D1556-00 (Sand Cone method), D2937-00 (Drive- Cylinder method), and/or D2922-96 and D3017-96 (Nuclear Gauge method). Generally, one test shall be provided for approximately every 2 vertical feet of fill placed, or for approximately every 1000 cubic yards of fill placed. In addition, on slope faces one or more tests shall be taken for approximately every 10,000 square feet of slope face and/or approximately every 10 vertical feet of slope height. Actual test intervals may vary as field conditions dictate. Fill found to be out of conformance with the grading recommendations shall be removed, moisture conditioned, and compacted or otherwise handled to accomplish general compliance with the grading recommendations. 4.9. The contractor shall assist the geotechnical consultant by excavating suitable test pits for removal evaluation and/or for testing of compacted fill. 4.10. At the request of the geotechnical consultant, the contractor shall "shut down" or restrict grading equipment from operating in the area being tested to provide adequate testing time and safety for the field technician. 4.11. The geotechnical consultant shall maintain a map with the approximate locations of field density tests. Unless the client provides for surveying of the test locations, the locations shown by the geotechnical consultant will be estimated. The geotechnical consultant shall not be held responsible for the accuracy of the horizontal or vertical locations or elevations. 226818-0000111 NV5.COM | 4.12. Grading operations shall be performed under the observation of the geotechnical consultant. Testing and evaluation by the geotechnical consultant does not preclude the need for approval by or other requirements of the jurisdictional agencies. 4.13. Fill materials shall not be placed, spread or compacted during unfavorable weather conditions. When work is interrupted by heavy rains, the filling operation shall not be resumed until tests indicate that moisture content and density of the fill meet the project specifications. Regrading of the near-surface soil may be needed to achieve the specified moisture content and density. 4.14. Upon completion of grading and termination of observation by the geotechnical consultant, no further filling or excavating, including that planned for footings, foundations, retaining walls or other features, shall be performed without the involvement of the geotechnical consultant. 4.15. Fill placed in areas not previously viewed and evaluated by the geotechnical consultant may have to be removed and recompacted at the contractor's expense. The depth and extent of removal of the unobserved and undocumented fill will be decided based upon review of the field conditions by the geotechnical consultant. 4.16. Off-site fill shall be treated in the same manner as recommended in these specifications for on-site fills. Off-site fill subdrains temporarily terminated (up gradient) shall be surveyed for future locating and connection. 5. OVERSIZED MATERIAL Oversized material shall be placed in accordance with the following recommendations. 5.1. During the course of grading operations, rocks or similar irreducible materials greater than 6 inches in dimension (oversized material) may be generated. These materials shall not be placed within the compacted fill unless placed in general accordance with the recommendations of the geotechnical consultant. 5.2. Where oversized rock (greater than 6 inches in dimension) or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off site, or on site in areas designated as "nonstructural rock disposal areas." Rock designated for disposal areas shall be placed with sufficient sandy soil to generally fill voids. The disposal area shall be capped with a 5-foot thickness of fill which is generally free of oversized material. 5.3. Rocks 6 inches in dimension and smaller may be utilized within the compacted fill, provided they are placed in such a manner that nesting of rock is not permitted. Fill shall be placed and compacted over and around the rock. The amount of rock greater than ¾-inch in dimension shall generally not exceed 40 percent of the total dry weight of the fill mass, unless the fill is specially designed and constructed as a "rock fill." 226818-0000111 NV5.COM | 5.4. Rocks or similar irreducible materials greater than 6 inches but less than 4 feet in dimension generated during grading may be placed in windrows and capped with finer materials in accordance with the recommendations of the geotechnical consultant and the approval of the governing agencies. Selected native or imported granular soil (Sand Equivalent of 30 or higher) shall be placed and flooded over and around the windrowed rock such that voids are filled. Windrows of oversized materials shall be staggered so that successive windrows of oversized materials are not in the same vertical plane. Rocks greater than 4 feet in dimension shall be broken down to 4 feet or smaller before placement, or they shall be disposed of off site. 6. SLOPES The following sections provide recommendations for cut and fill slopes. 6.1. Cut Slopes 6.1.1. The geotechnical consultant shall observe cut slopes during excavation. The geotechnical consultant shall be notified by the contractor prior to beginning slope excavations. 6.1.2. If, during the course of grading, adverse or potentially adverse geotechnical conditions are encountered in the slope which were not anticipated in the preliminary evaluation report, the geotechnical consultant shall evaluate the conditions and provide appropriate recommendations. 6.2. Fill Slopes 6.2.1. When placing fill on slopes steeper than 5:1 (horizontal:vertical), topsoil, slope wash, colluvium, and other materials deemed unsuitable shall be removed. Near-horizontal keys and near-vertical benches shall be excavated into sound bedrock or fine fill material, in accordance with the recommendation of the geotechnical consultant. Keying and benching shall be accomplished. Compacted fill shall not be placed in an area subsequent to keying and benching until the area has been observed by the geotechnical consultant. Where the natural gradient of a slope is less than 5:1, benching is generally not recommended. However, fill shall not be placed on compressible or otherwise unsuitable materials left on the slope face. 6.2.2. Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a temporary slope, benching shall be conducted in the manner described in Section 7.2. A 3-foot or higher near-vertical bench shall be excavated into the documented fill prior to placement of additional fill. 6.2.3. Unless otherwise recommended by the geotechnical consultant and accepted by the Building Official, permanent fill slopes shall not be steeper than 2:1 (horizontal:vertical). The height of a fill slope shall be evaluated by the geotechnical consultant. 226818-0000111 NV5.COM | 6.2.4. Unless specifically recommended otherwise, compacted fill slopes shall be overbuilt and cut back to grade, exposing firm compacted fill. The actual amount of overbuilding may vary as field conditions dictate. If the desired results are not achieved, the existing slopes shall be overexcavated and reconstructed in accordance with the recommendations of the geotechnical consultant. The degree of overbuilding may be increased until the desired compacted slope face condition is achieved. Care shall be taken by the contractor to provide mechanical compaction as close to the outer edge of the overbuilt slope surface as practical. 6.2.5. If access restrictions, property line location, or other constraints limit overbuilding and cutting back of the slope face, an alternative method for compaction of the slope face may be attempted by conventional construction procedures including backrolling at intervals of 4 feet or less in vertical slope height, or as dictated by the capability of the available equipment, whichever is less. Fill slopes shall be backrolled utilizing a conventional sheepsfoot-type roller. Care shall be taken to maintain the specified moisture conditions and/or reestablish the same, as needed, prior to backrolling. 6.2.6. The placement, moisture conditioning and compaction of fill slope materials shall be done in accordance with the recommendations presented in Section 5 of these guidelines. 6.2.7. The contractor shall be ultimately responsible for placing and compacting the soil out to the slope face to obtain a relative compaction of 90 percent as evaluated by ASTM D1557 and a moisture content in accordance with Section 5. The geotechnical consultant shall perform field moisture and density tests at intervals of one test for approximately every 10,000 square feet of slope. 6.2.8. Backdrains shall be provided in fill as recommended by the geotechnical consultant. 6.3. Top-of-Slope Drainage 6.3.1. For pad areas above slopes, positive drainage shall be established away from the top of slope. This may be accomplished utilizing a berm and pad gradient of 2 percent or steeper at the top-of-slope areas. Site runoff shall not be permitted to flow over the tops of slopes. 6.3.2. Gunite-lined brow ditches shall be placed at the top of cut slopes to redirect surface runoff away from the slope face where drainage devices are not otherwise provided. 226818-0000111 NV5.COM | 6.4. Slope Maintenance 6.4.1. In order to enhance surficial slope stability, slope planting shall be accomplished at the completion of grading. Slope plants shall consist of deep-rooting, variable root depth, drought-tolerant vegetation. Native vegetation is generally desirable. Plants native to semiarid and mid areas may also be appropriate. Large-leafed ice plant should not be used on slopes. A landscape architect shall be consulted regarding the actual types of plants and planting configuration to be used. 6.4.2. Irrigation pipes shall be anchored to slope faces and not placed in trenches excavated into slope faces. Slope irrigation shall be maintained at a level just sufficient to support plant growth. Property owners shall be made aware that over watering of slopes is detrimental to slope stability. Slopes shall be monitored regularly and broken sprinkler heads and/or pipes shall be repaired immediately. 6.4.3. Periodic observation of landscaped slope areas shall be planned and appropriate measures taken to enhance growth of landscape plants. 6.4.4. Graded swales at the top of slopes and terrace drains shall be installed and the property owners notified that the drains shall be periodically checked so that they may be kept clear. Damage to drainage improvements shall be repaired immediately. To reduce siltation, terrace drains shall be constructed at a gradient of 3 percent or steeper, in accordance with the recommendations of the project civil engineer. 6.4.5. If slope failures occur, the geotechnical consultant shall be contacted immediately for field review of site conditions and development of recommendations for evaluation and repair. 7. TRENCH BACKFILL The following sections provide recommendations for backfilling of trenches. 7.1. Trench backfill shall consist of granular soils (bedding) extending from the trench bottom to 1 foot or more above the pipe. On-site or imported fill which has been evaluated by the geotechnical consultant may be used above the granular backfill. The cover soils directly in contact with the pipe shall be classified as having a very low expansion potential, in accordance with UBC Standard 18-2, and shall contain no rocks or chunks of hard soil larger than 3/4-inch in diameter. 7.2. Trench backfill shall, unless otherwise recommended, be compacted by mechanical means to 90 percent relative compaction as evaluated by ASTM D1557. Backfill soils shall be placed in loose lifts 8-inches thick or thinner, moisture conditioned, and compacted in accordance with the recommendations of Section 5 of these guidelines. The backfill shall be tested by the geotechnical consultant at vertical intervals of approximately 2 feet of backfill placed and at spacings along the trench of approximately 100 feet in the same lift. 226818-0000111 NV5.COM | 7.3. Jetting of trench backfill materials is generally not a recommended method of densification, unless the on-site soils are sufficiently free-draining and provisions have been made for adequate dissipation of the water utilized in the jetting process. 7.4. If it is decided that jetting may be utilized, granular material with a sand equivalent greater than 30 shall be used for backfilling in the areas to be jetted. Jetting shall generally be considered for trenches 2 feet or narrower in width and 4 feet or shallower in depth. Following jetting operations, trench backfill shall be mechanically compacted to the specified compaction to finish grade. 7.5. Trench backfill which underlies the zone of influence of foundations shall be mechanically compacted to 90 percent or greater relative compaction, as evaluated by ASTM D1557. The zone of influence of the foundations is generally defined as the roughly triangular area within the limits of a 1:1 (horizontal:vertical) projection from the inner and outer edges of the foundation, projected down and out from both edges. 7.6. Trench backfill within slab areas shall be compacted by mechanical means to a relative compaction of 90 percent, as evaluated by ASTM D1557. For minor interior trenches, density testing may be omitted or spot testing may be performed, as deemed appropriate by the geotechnical consultant. 7.7. When compacting soil in close proximity to utilities, care shall be taken by the grading contractor so that mechanical methods used to compact the soils do not damage the utilities. If the utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, then the grading contractor may elect to use light mechanical compaction equipment or, with the approval of the geotechnical consultant, cover the conduit with clean granular material. These granular materials shall be jetted in place to the top of the conduit in accordance with the recommendations of Section 8.4 prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review by the geotechnical consultant and the utility contractor, at the time of construction. 7.8. Clean granular backfill and/or bedding materials are not recommended for use in slope areas unless provisions are made for a drainage system to mitigate the potential for buildup of seepage forces or piping of backfill materials. 7.9. The contractor shall exercise the specified safety precautions, in accordance with OSHA Trench Safety Regulations, while conducting trenching operations. Such precautions include shoring or laying back trench excavations at 1:1 or flatter, depending on material type, for trenches in excess of 5 feet in depth. The geotechnical consultant is not responsible for the safety of trench operations or stability of the trenches. 226818-0000111 NV5.COM | 8. DRAINAGE The following sections provide recommendations pertaining to site drainage. 8.1. Roof, pad, and slope drainage shall be such that it is away from slopes and structures to suitable discharge areas by nonerodible devices (e.g., gutters, downspouts, concrete swales, etc.). 8.2. Positive drainage adjacent to structures shall be established and maintained. Positive drainage may be accomplished by providing drainage away from the foundations of the structure at a gradient of 2 percent or steeper for a distance of 5 feet or more outside the building perimeter, further maintained by a graded swale leading to an appropriate outlet, in accordance with the recommendations of the project civil engineer and/or landscape architect. 8.3. Surface drainage on the site shall be provided so that water is not permitted to pond. A gradient of 2 percent or steeper shall be maintained over the pad area and drainage patterns shall be established to remove water from the site to an appropriate outlet. 8.4. Care shall be taken by the contractor during grading to preserve any berms, drainage terraces, interceptor swales or other drainage devices of a permanent nature on or adjacent to the property. Drainage patterns established at the time of finish grading shall be maintained for the life of the project. Property owners shall be made very clearly aware that altering drainage patterns may be detrimental to slope stability and foundation performance. 9. SITE PROTECTION The site shall be protected as outlined in the following sections. 9.1. Protection of the site during the period of grading shall be the responsibility of the contractor unless other provisions are made in writing and agreed upon among the concerned parties. Completion of a portion of the project shall not be considered to preclude that portion or adjacent areas from the need for site protection, until such time as the project is finished as agreed upon by the geotechnical consultant, the client, and the regulatory agency. 9.2. The contractor is responsible for the stability of temporary excavations. Recommendations by the geotechnical consultant pertaining to temporary excavations are made in consideration of stability of the finished project and, therefore, shall not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consultant shall also not be considered to preclude more restrictive requirements by the applicable regulatory agencies. 9.3. Precautions shall be taken during the performance of site clearing, excavation, and grading to protect the site from flooding, ponding, or inundation by surface runoff. Temporary provisions shall be made during the rainy season so that surface runoff is away from and off the working site. Where low areas cannot be avoided, pumps shall be provided to remove water as needed during periods of rainfall. 226818-0000111 NV5.COM | 9.4. During periods of rainfall, plastic sheeting shall be used as needed to reduce the potential for unprotected slopes to become saturated. Where needed, the contractor shall install check dams, desilting basins, riprap, sandbags or other appropriate devices or methods to reduce erosion and provide recommended conditions during inclement weather. 9.5. During periods of rainfall, the geotechnical consultant shall be kept informed by the contractor of the nature of remedial or precautionary work being performed on site (e.g., pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.). 9.6. Following periods of rainfall, the contractor shall contact the geotechnical consultant and arrange a walk-over of the site in order to visually assess rain-related damage. The geotechnical consultant may also recommend excavation and testing in order to aid in the evaluation. At the request of the geotechnical consultant, the contractor shall make excavations in order to aid in evaluation of the extent of rain-related damage. 9.7. Rain or irrigation related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress, and other adverse conditions noted by the geotechnical consultant. Soil adversely affected shall be classified as "Unsuitable Material" and shall be subject to overexcavation and replacement with compacted fill or to other remedial grading as recommended by the geotechnical consultant. 9.8. Relatively level areas where saturated soils and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated to competent materials as evaluated by the geotechnical consultant. Where adverse conditions extend to less than 1 foot in depth, saturated and/or eroded materials may be processed in-place. Overexcavated or in- place processed materials shall be moisture conditioned and compacted in accordance with the recommendations provided in Section 5. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted until the specifications are met. 9.9. Slope areas where saturated soil and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where adversely affected materials exist to depths of I foot or less below proposed finished grade, remedial grading by moisture conditioning in-place and compaction in accordance with the appropriate specifications may be attempted. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted until the specifications are met. As conditions dictate, other slope repair procedures may also be recommended by the geotechnical consultant. 9.10. During construction, the contractor shall grade the site to provide positive drainage away from structures and to keep water from ponding adjacent to structures. Water shall not be allowed to damage adjacent properties. Positive drainage shall be maintained by the contractor until permanent drainage and erosion reducing devices are installed in accordance with project plans. Delivering Solutions Improving Lives