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Home My WebLink AboutCD 2019-0010; CARLSBAD SEAWATER DESAL PLANT; GEOTECHNICAL EXPLORATION REPORT INTAKE PUMP STATION PROJECT; 2019-12-06I RECORD COPY t1/mi3 _2t2c Initial Date GEOTECHNICAL EXPLORATION REPORT INTAKE PUMP STATION PROJECT CARLSBAD DESALINATION PROJECT CITY OF CARLSBAD, CALIFORNIA I I Li I I I I Prepared for: TETRA TECH, INC. 17885 Von Karman Avenue, Suite 500 Irvine, California 92614 Project No. 12516.001 (City Project Reference Nos. CD2019-00101 GR20I 9-0038, and DWG520-6A) December 6, 2019 (Revised February 3, 2020) RECEIVED FEB 13 2OZ LAND DEVELOPMENT 4 Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY I LI I I I Li I I I P L I I I I Leighton Consulting, Ind. A LEIGHTON GROUP COMPANY December 6, 2019 (Revised February 3, 2020) Project No. 12516.001 Tetra Tech, Inc. 17885 Von Karman Avenue, Suite 500 Irvine, California 92614 Attention: Mr. Steve Tedesco, PE Subject: Geotechnical Exploration Report Intake Pump Station Project Carlsbad Desalination Plant City of Carlsbad, California In response to your request, Leighton Consulting, Inc. has prepared this geotechnical exploration report as a subconsultant to Tetra Tech for the proposed Intake Pump Station Project. The proposed project consists of upgrading the existing intake pump station located at the northwestern corner of the NRG's Encina Power Plant, which includes construction a new brine discharge pipeline and electrical building. This report has been revised to incorporate review comments by the third party reviewer for the City of Carlsbad. A copy of the review comments and our response to the review comments are included in Appendix D. Based on our field exploration, the project site is underlain by a thin mantle of artificial fill overlying old paralic deposits, marine beach deposits, and bedrock of the Santiago formation. Groundwater was encountered in our boring at a depth of 11 feet which corresponds to approximate Elevation 1 foot above mean sea level (msl). Previous investigations at the site encountered groundwater as shallow as Elevation 2 feet. No known active or potentially active faults are mapped to cross the site, and the site is not located within an Alquist-Priolo Special Studies Zones. However, significant ground shaking should be anticipated at the site during the expected design life of the proposed structures. 17781 Cowan • Irvine, CA 92614-6009 949.250.1421 • 949.250.1114 Fax I I I 12516.001 Based upon the results of this geotechnical exploration, the proposed project is feasible from a geotechnical standpoint. Specific recommendations for the geotechnical aspects of the project are presented in this report. We appreciate the opportunity to be of service to you on this project. If you have any questions or if we can be of further service, please contact us at your convenience. I I I Respectfully submitted, LEIGHTON CONSULTING, INC Christian Delgadillo, PE, GE 3144 Senior Project Engineer ./ OFESSi0 No.31 4 bd I I I /ESsI5 (f9c Hi A $ ( ( No. 2376 rn CD/DJC/lr Distribution: (1) Addressee I. I Djan khandra, PE, GE 2376 Senio'r Principal Engineer 1 I I 2 .4 Leighton I I 12516.001 TABLE OF CONTENTS Section Page I 1.0 INTRODUCTION .................................................................................................. I 1.1 Site Location and Proposed Project ........................................................... I I 2.0 1.2 Purpose and Scope of Exploration ............................................................1 GEOTECHNICAL FINDINGS...............................................................................3 2.1 Site History ................................................................................................3 I 2.2 Subsurface Soil Conditions........................................................................3 2.3 Soil Corrosivity ............................................................................................ 4 2.4 Groundwater..............................................................................................4 I . 2.5 Hydraulic Conductivity ...............................................................................4 2.6 Primary Seismic Hazard ............................................................................5 2.7 Secondary Seismic Hazards ...................................................................... 5 I 2.7.1 Liquefaction.....................................................................................5 2.7.2 Lateral Spreading............................................................................6 2.7.3 Seismically Induced Landslides ......................................................7 2.7.4 Earthquake-Induced Flooding .........................................................7 2.7.5 Seiches and Tsunamis....................................................................7 3.0 DESIGN RECOMMENDATIONS .........................................................................8 3.1 Earthwork...................................................................................................8 3.1.1 Site Preparation ..............................................................................8 3.1.2 Overexcavation and Recompaction ................................................8 3.1.3 Subgrade Preparation.....................................................................9 3.1.4 Fill Placement and Compaction.......................................................9 3.2 Brine Discharge Pipeline............................................................................9 3.2.1 Pipeline Trench Subgrade...............................................................9 3.2.2 Pipe Bedding and Pipe Zone Backfill ............................................10 3.2.3 Trench Backfill...............................................................................10 3.2.4 Pipeline Design Considerations ....................................................10 3.3 Foundation Design Parameters ...............................................................11 3.3.1 Allowable Bearing Capacity ..........................................................11 3.3.2 Lateral Load Resistance ...............................................................12 3.4 Slab-On-Grade ........................................................................................12 3.5 Seismic Design Parameters.....................................................................13 3.6 Lateral Earth Pressures ...................................... .....................................14 3.7 Cement Type ............................................................................................14 3.8 Restoring Asphalt Paving.........................................................................15 3.9 Temporary Fish Farm Driveway...............................................................15 4 Leighton 12516.001 TABLE OF CONTENTS (Continued) 3.10 Additional Geotechnical Services . 16 4.0 CONSTRUCTION CONSIDERATIONS .............................................................17 4.1 Open Trench Construction.......................................................................17 4.2 Dewatering during Trenching and Pipeline Construction .........................17 4.3 Temporary Shoring ..................................................................................17 5.0 LIMITATIONS.....................................................................................................19 6.0 REFERENCES...................................................................................................20 LIST OF TABLES Table I - Soil Parameters for Pipeline Design..............................................................11 Table 2— 2016 CBC Based Seismic Design Parameters..............................................13 Table 3— Equivalent Fluid Pressures............................................................................14 Table 4— Recommended Pavement Sections..............................................................15 ATTACHMENTS Important Information about Your Geotechnical Engineering Report Rear of Text Figure 1 - Site Location Map Rear of Text Figure 2 - Geotechnical Exploration Map Rear of Text Figure 3— Geotechnical Cross Section A - A' Rear of Text Figure 4 - Geotechnical Cross Section B - B' Rear of Text Appendix A - Boring Log and Laboratory Test Results Appendix B - Geotechnical Data by Others Appendix C - Liquefaction Analysis Appendix D - Response to City of Carlsbad Comments 4 Leighton I I I 12516.001 1.0 INTRODUCTION 1.1 Site Location and Proposed Project The proposed project consists of upgrading the existing intake pump station located at the northwestern corner of the NRG's Encina Power Plant. The plant is located at 4600 Carlsbad Boulevard in the city of Carlsbad, south of the Agua Hedionda Lagoon. The approximate site location is shown on Figure 1, Site Location Map. The project includes construction of a brine dilution equipment within the existing pump station and approximately 238 linear feet of 63-inch HDPE brine discharge pipeline with invert ranging from Elevations I to 3% feet (invert depths ranging from 10 to 16 feet below existing ground surface). Other improvements include a new electrical building and two transformers east of the pump station that will be supported on a mat foundation and a temporary driveway for the fish farm. New CMU retaining walls that will retain up to 6 feet of soil will be located to the east, west, and south of the electrical building. The proposed improvements are shown on Figure 2, Geotechnica! Exploration Map. 1.2 Purpose and Scone of Exploration The purpose of our geotechnical exploration was to review available existing data and explore the subsurface conditions at the well site in order to provide geotechnical recommendations to aid in design and construction. The scope of this exploration included the following tasks: Background Review— A background review was performed of readily available, relevant geotechnical and geological literature pertinent to the site including the geotechnical evaluation report by Ninyo and Moore, Inc. (2016). References used in preparation of this report are listed in Section 6.0. Pre-Field Exploration Activities - The boring location was marked and Underground Service Alert (USA) was notified to locate and mark existing underground utilities prior to our subsurface exploration. Field Exploration - We advanced one hollow-stem auger boring (LMW-1) to a depth of 21% feet below existing grade on November 5, 2019. The boring was logged and sampled using Standard Penetration Test (SPT) and California Ring samplers at selected intervals. The SPT and Ring samplers were driven 1.4 Leighton 12516.001 into the soil with a 140-pound hammer, free falling 30 inches. The number of blows was noted for every 6 inches of sampler penetration. Relatively undisturbed samples were collected from the boring using the Ring sampler. The sampling procedures generally followed ASTM D 1586 and D 3550 for SPT and split-barrel sampling of soil. In addition to driven samples, a representative bulk soil sample was also collected from the boring. Each soil sample collected was described in general conformance with the Unified Soil Classification System (USCS). The samples were sealed, packaged, and transported to our soil laboratory. The soil descriptions and depths are noted on the boring log included in Appendix A. The approximate location of our boring is shown on Figure 2, Geotechnical Exploration Map. Relevant geotechnical explorations previously performed at the site are also included on Figure 2. Simplified Pump Test - After completion of drilling, the boring was converted into a piezometer. A 2-inch-diameter polyvinyl chloride (PVC) pipe with a perforated section (.020 slotted screen) was placed in the borehole. The annulus was filled with clean sand (No. 3 Monterey Sand) and sealed with bentonite chips. The piezometer was then protected with a traffic-rated well box encased in concrete. An electrical submersible pump was used to bail groundwater out from the piezometer. The amount of water withdrawn from the piezometer was measured along with the rate of water recharge (rising head) to the initial water level. This process was repeated until a constant rate was achieved. Laboratory Tests - Laboratory tests were performed on selected soil samples obtained during our field exploration. The laboratory testing program was designed to evaluate the physical and engineering characteristics of the onsite soil. Tests performed during this exploration include: sieve analysis (ASTM D 6913), direct shear (ASTM 0 3080), and corrosivity suite - pH, Sulfate, Chloride, and Resistivity (California Test Methods 417,422, and 532/643). The laboratory test results are presented in Appendix A. Engineering Analysis - The data obtained from our background review, field exploration, and laboratory testing program were evaluated and analyzed to develop the conclusions and recommendations presented in this report for the proposed project. Report Preparation - The results of the exploration are summarized in this report presenting our findings, conclusions, and recommendations. 2 4 Leighton I I 12516.001 2.0 GEOTECHNICAL FINDINGS 2.1 Site History Based on historical aerial photograph review, it appears that the site has gone through multiple episodes of grading between 1947 and 1964. It appears that a portion of the site was built over what used to be a part of the lagoon between 1947 and 1953, and between 1953 and 1964, the site was graded to its current configuration including construction of the pump station and the existing discharge pond. There are no available reports documenting any of the previous grading activities at the site so there is no documentation of the fill thickness and materials placed. 2.2 Subsurface Soil Conditions The site is underlain by artificial fill (At), Quaternary-aged old paralic deposits (Qop) and bedrock of the Santiago formation (Tsa). Locally, there are Quaternary- aged marine beach deposits (Qmb) at the site. The subsurface soil conditions at each proposed improvement location is summarized below. Proposed Brine Line Alignment The artificial fill encountered in the borings ranges from 3 to 10 feet along the proposed alignment and consists mainly of sand and silty sand. The fill overlies old paralic deposits that consisted of medium dense to dense silty sand and stiff clayey silt, and marine beach deposits that consisted of loose to medium dense poorly-graded sand. Borings GHD-3 and NMB-7 by Ninyo and Moore identified alluvium, which we believe correspond to marine beach deposits as the blowcounts and the descriptions are consistent with the marine beach deposits encountered in our boring. Below these deposits, bedrock of the Santiago formation consisting of silty sandstone was encountered at a depth of 40 feet. A geotechnical cross-section showing the soil profile along the alignment is presented on Figure 3. Proposed Electrical Building: The artificial fill encountered in boring GHD-1 is up to 10 feet thick and consisted mainly of medium dense to dense poorly-graded sand. The fill overlies bedrock of the Santiago formation consisting of dense to very dense silty sandstone. A geotechnical cross-section showing the soil profile of the electrical building site is presented on Figure 4. A detailed description of the subsurface soils encountered in our boring and previous explorations by others is presented in Appendix A and B, respectively. 3 4 Leighton 12516.001 2.3 Soil Corrosivity In general, soil environments that are detrimental to concrete have high concentrations of soluble sulfates and/or pH values of less than 5.5. Soils with chloride content greater than 500 parts per million (ppm) per California Test 532 are considered corrosive to steel, either in the form of reinforcement protected by concrete cover or plain steel substructures, such as steel pipes. Additionally, soils with a minimum resistivity of less than 1,000 Ohm-cm are considered corrosive to ferrous metal. Based on the laboratory test results, the subsurface soils at the site generally have low soluble sulfate contents and neutral pH values. The minimum resistivity test results indicate that the soils have low corrosion potential to buried ferrous metals. The test results are included in Appendix A of this report. 2.4 Groundwater Groundwater was encountered in our boring at a depth of 11 feet which corresponds to approximate elevation 1 foot msl. Based on the previous explorations at the project site, groundwater was encountered at elevations as shallow as 2 feet (Ninyo and Moore, 2016) which is consistent with what was encountered during our field exploration. We also took a reading of the existing piezometer at the site (boring NMB-7) and the groundwater was measured at 15Y2 feet (Elevation 1.5 feet). Based on the available information, a groundwater elevation of 2 feet may be used for design. Fluctuations of the groundwater level, localized zones of perched water, and an increase in soil moisture should be anticipated during and following the rainy seasons or periods of locally intense rainfall or stormwater runoff. 2.5 Hydraulic Conductivity We evaluated the hydraulic conductivity of the onsite soils in our piezometer by using an electrical submersible pump to bail groundwater out from the piezometer and measuring the amount of water withdrawn and the rate of water recharge (rising head) to the piezometer initial water level. This process was repeated until a constant rate was achieved. Based on our measurements, we have estimated that the hydraulic conductivity of the onsite soils is approximately 13 inches per hour (0.009 centimeters per second). This value represents a rough order of magnitude of the hydraulic conductivity. If a more accurate value is desired, a full- scale pump test with the associated monitoring wells will be required to measure pumping rates and groundwater drawdown. 4 4 Leighton 12516.001 2.6 Primary Seismic Hazard Our review of available in-house literature indicates that the project site is not located within an Alquist-Priolo (AP) Earthquake Fault Zone (Hart and Bryant, 2007). The principal seismic hazard that could affect the site is ground shaking resulting from an earthquake occurring along any one of several major active faults in the region. The known regional faults that could produce the most significant ground shaking at the project site include the Rose Canyon and Newport- Inglewood faults located approximately 4.2 miles from the site. The intensity of ground shaking at a given location depends primarily upon the earthquake magnitude, the distance from the source, and the site response characteristics. Peak horizontal ground accelerations are generally used to evaluate the intensity of ground motion. Using the United States Geological Survey (USGS) Seismic Design Maps (USGS, 2018), the peak ground acceleration for the Maximum Considered Earthquake (MCEG) adjusted for the Site Class effects (PGAM) is 0.48g. Based on the USGS online unified hazard tool program (USGS, 2014), the modal seismic event is Moment Magnitude (Mw) 6.7 at a distance of 4.5 miles. 2.7 Secondary Seismic Hazards Secondary seismic hazards in the region could include soil liquefaction and the associated surface manifestation, earthquake-induced landsliding and flooding, seiches, and tsunamis. A site-specific evaluation of these potential hazards is discussed in the following sections. 2.7.1 Liquefaction Liquefaction is a seismic phenomenon in which loose, saturated, granular soils behave similarly to a fluid when subjected to high-intensity ground shaking. Liquefaction occurs when three general conditions exist: 1) shallow groundwater; 2) low density, fine, clean sandy soils; and 3) strong ground motion. Effects of liquefaction can include sand boils, settlement, and bearing capacity failures below structural foundations. We performed liquefaction analysis of the soil profiles from the previous geotechnical borings performed at the site. The liquefaction analysis on CPTs by Ninyo and Moore (2016) were not reevaluated as the CPT field 5 '4 Leighton 12516.001 data is not available. The following input parameters were utilized in our evaluations: - Design groundwater elevation of 2 feet msl; - Peak horizontal ground acceleration of 0.48g; and - Modal Moment Magnitude of 6.7. Results of our analysis are presented in Appendix C, Liquefaction Analysis. We have also included the CPT liquefaction analysis results by Ninyo and Moore (2016) in the appendix. Based on the results of our analysis, the borings.where old paralic deposits and bedrock of the Santiago formation were encountered at shallow depths (GHD-1, B-I 7 and B-1 8), the potential for liquefaction is very low, which is typical for these earth units. However, the results also identify interbedded layers of potentially liquefiable soils between the depths of 15 to 35 feet in boring NMB-7, CPT-7 and CPT-8. Alluvial deposits were identified in NMB-7, which appears to be consistent with the marine beach deposits descriptions and blowcounts encountered in our boring LMW-1. The marine beach deposits at the site are considered to be susceptible to liquefaction. The liquefaction-induced settlement of the strata in these explorations was estimated to be on the order of I % to 5% inches. The proposed electrical building is not expected to experience the adverse effects of liquefaction as the building will be located in an area where the bedrock of the Santiago formation is at a depth of 10 feet (boring GHD-I) and the liquefaction potential is very low. However, a portion of the proposed brine pipeline alignment is in an area underlain by marine beach deposits that are considered susceptible to liquefaction; therefore, the use of flexible joints should be considered. 2.7.2 Lateral Spreading For lateral spreading to occur, a continuous, laterally unconstrained liquefiable zone must be free to move along gently sloping ground toward an unconfined area. The liquefiable layers identified in our analysis are not continuous throughout the site and generally have SPT (N1)60 values greater than 15, which are considered too dense and dilative for lateral spread to occur (Youd et al., 2002). The SPT (N1)60 values are shown on 6 4 Leighton 12516.001 the computer printout of the liquefaction analysis in Appendix C. Therefore, the potential for lateral spreading is considered low. 2.7.3 Seismically Induced Landslides No significant. ground slopes exist at the site and in the vicinity. Therefore, the potential for seismically induced landslides is considered negligible. 2.7.4 Earthquake-Induced Flooding Earthquake-induced flooding can be caused by failure of dams or other water-retaining structures as a result of earthquakes. Due to the absence of these structures near the site, the potential for earthquake-induced flooding of the site in considered low. 2.7.5 Seiches and Tsunamis Seiches are large waves generated in enclosed bodies of water in response to ground shaking. Tsunamis are waves generated in large bodies of water by fault displacement or major ground movement. Based on our review of the tsunami hazard map prepared by CGS (2009), portions of the site are located in an area that is subject to tsunami inundation. 7 4 Leighton 12516.001 3.0 DESIGN RECOMMENDATIONS Geotechnical recommendations for the proposed project are presented in the following sections. Construction considerations are discussed in Section 4.0 of this report. These recommendations are based upon the exhibited geotechnical engineering properties of the soils and their anticipated response both during and after construction as well as proper field observation and testing during construction. These recommendations are considered minimal and may be superseded by more conservative requirements of the civil engineer, building code, or the City of Carlsbad. All earthwork should be performed in accordance with the recommendations below, unless specifically revised or amended by future review of project plans. 3.1 Earthwork Planned earthwork is expected to be minor to mainly prepare and grade the pad for the electrical building. 3.1.1 Site Preparation Vegetation, debris, and other deleterious materials should be removed and disposed of offsite prior to the commencement of grading operations. Existing underground utilities, including irrigation lines, should be identified prior to the start of grading and abandoned or relocated as necessary. Abandoned utility trenches should be excavated to competent materials and properly backfilled under the observation and testing of the geotechnical engineer. 3.1.2 Overexcavation and Recompaction Foundation for the proposed electrical building should be underlain by compacted fill to provide a uniform support and reduce potential for differential settlement. The compacted fill should extend a minimum 3 feet below bottom of the foundation and a minimum 3 feet beyond outside edges of the foundation. Pavement areas and concrete flatwork should be underlain by a minimum 1 foot of compacted fill. Local conditions may be encountered which may require additional removals and recompaction. The exact extent of removals can best be determined during grading by the geotechnical engineer when direct observation and evaluation of materials are possible. I 8 4' Leighton 12516.001 3.1.3 Sub-grade Preparation Prior to placing fill materials, the subgrade should be scarified to a minimum depth of 6 inches, moisture conditioned, and proofrolled. Any soft and/or unsuitable materials encountered at the bottom of the excavations should be removed and replaced with fill material. 3.1.4 Fill Placement and Compaction The onsite soils to be used as compacted structural fill should be free of organic material or construction debris. Imported fill soils, if any; should be approved by the geotechnical engineer prior to placement as fill. Per the City of Carlsbad engineering standards, crushed asphalt concrete or concrete is not allowed to be mixed with the onsite soils to be placed as trench backfill. Fill soils should be placed in loose lifts not exceeding 8 inches, moisture- conditioned as necessary to at least two percent above moisture optimum and compacted to a minimum of 90 percent of the maximum dry density as determined byASTM D 1557. 3.2 Brine Discharge Pipeline 3.2.1 Pipeline Trench Sub-grade We recommend that the exposed surfaces at the bottom of excavation for the pipeline trenches be uniform in composition and free of loose soil or debris. If subgrade instability due to soft soils and/or pumping condition is encountered, coarse crushed aggregate (nominal 2- to 4-inch particle diameter) may be placed and compacted into the subgrade to improve stability and provide greater uniformity in subgrade support of the pipeline. As an alternate, unstable soils may be removed to expose a stable, unyielding subgrade, suitable for pipe support. The overexcavated portion of the trench may be backfilled with properly compacted fill or two-sack sand/cement slurry to establish a level trench bottom. Field evaluation of the stability and support characteristics of the subgrade is recommended to be performed by the geotechnical engineer prior to pipe installation. 9 4 Leighton 12516.001 I 3.2.2 Pipe Bedding and Pipe Zone Backfill Pipe bedding should extend to a depth of at least 8 inches below the bottom of the pipeline and at least 12 inches over the top of the pipeline. The bedding material should consist of either relatively clean sand densified in place (Sand Equivalent 30 or higher) or compacted 34-inch crushed rock. The bedding and shading sand is recommended to be densified in place by vibratory, lightweight compaction equipment. Per the City of Carlsbad engineering standards, compaction by water settling methods such as jetting or flooding is not allowed. 3.2.3 Trench Backfill Trenches should be backfilled in accordance with Section 306.12 of the Standard Specifications for Public Works Construction (Greenbook). Backfill above the pipe zone may consist of the onsite soils or import material described in Section 3.1.4. Soils with relatively high moisture contents will require air drying or blending with drier soils prior to placement for backfill to achieve proper compaction. Trench backfill is recommended to be placed in thin lifts, loose lift thickness compatible with the earthwork equipment, moisture conditioned as necessary, and mechanically compacted to a minimum 90 percent relative compaction (ASTM D 1557). Trench backfill within 12 inches below the pavement sections and within 36 inches from unpaved finish grade should be compacted to a minimum 95 percent relative compaction. 3.2.4 Pipeline Design Considerations I Structural design of pipelines requires proper evaluation of all possible loads acting on the pipe, including dead and live or transient loads. Stresses and strains induced in a buried pipe depends on many factors, including the type of pipe (i.e. either rigid or flexible pipe), depth and width of trench, bedding I and embedment conditions, soil density, angle of internal friction, coefficient of passive earth pressure, and coefficient of friction at the interface between the backfill and in-situ soils. We recommend the following soil parameters for the proposed pipeline design. I i 10 4 I Leighton 12516.001 Table I - Soil Parameters for Pipeline Design Soil Parameters Recommended Values Average Compacted fill moist unit weight, y (pcf) 120 Angle of internal friction of soils (degrees) 32 Coefficient of friction between backfill and native soils 0.40 Modulus of Soil Reaction (E') of sand/gravel bedding 1,200 psi (5 feet cover) 1,800 psi (>5 feet cover) 3.3 Foundation Design Parameters Conventional shallow foundations such as continuous and/or spread footings may be used to support the loads of the proposed structures (i.e. electrical building and retaining walls). We understand that the electrical building is planned to be supported on a mat foundation. 3.3.1 Allowable Bearing Capacity Shallow Foundation: Footings should have a minimum embedment depth of 18 inches and a minimum width of 24 inches. An allowable bearing pressure of 2,000 psf may be used based on the minimum embedment depth and width. The allowable bearing pressures are for the total dead load and frequently applied live loads and may be increased by one third when considering loads of short duration, such as those imposed by wind and seismic forces. The allowable bearing pressures are net values; the weight of the footing may be neglected for design purposes. All continuous footings should be reinforced with top and bottom steel to provide structural continuity and to permit spanning of local irregularities. The foundation reinforcement should be designed by the structural engineer and as a minimum consist of No. 4 rebar (top and bottom) in the longitudinal direction placed at 12 inches on center. It is essential that a geotechnical engineer observes footing excavations before reinforcing steel is placed. Mat Foundation: The mat foundation for the electrical building may be designed using a maximum allowable bearing capacity of 1,500 psf and a coefficient of vertical subgrade reaction of 115 pounds per cubic inch (pci). The bearing capacity may be increased by one-third for wind or seismic 11 . 4 Leighton 12516.001 loading. The perimeter of the mat foundation should have a minimum embedment of 12 inches below the lowest adjacent grade. The recommended allowable bearing capacity for the foundations is generally based on a total allowable static settlement of 1 inch, with differential settlement taken as % inch over 30 feet. 3.3.2 Lateral Load Resistance Resistance to lateral loads will be provided by a combination of friction between the soils and foundation interface and passive pressure acting against the vertical portion of the foundation. A friction coefficient of 0.35 may be used at the soil-concrete interface for calculating the sliding resistance. A passive pressure based on an equivalent fluid pressure of 350 pounds per cubic foot (pcf) may be used for calculating the lateral passive resistance. The lateral passive resistance can be taken into account only if it is ensured that the soils against embedded structures will remain intact with time. The above values do not contain an appreciable factor of safety, so the structural engineer should apply the applicable factors of safety and/or load factors during design. 3.4 Slab-On-Grade Concrete slabs-on-grade subjected to special loads should be designed by the structural engineer. Where conventional light floor loading conditions exist, the following minimum recommendations for conventional slabs-on-grade should be used. More stringent requirements may be required by local agencies, the structural engineer, the architect, or the CBC. A minimum slab thickness of 5 inches. Slab reinforcement should be designed by the structural engineer but as a minimum should consist of No. 3 rebar placed at 24 inches on center in each direction and provided with adequate I concrete cover. A vapor barrier, 10-mil or thicker, should be placed below slabs where I moisture-sensitive floor coverings or equipment is planned. The vapor barrier should be properly sealed at all joints and any penetrations. 12 4 Leighton 12516.001 To reduce the potential for excessive cracking, concrete slabs-on-grade should be provided with construction or weakened plane joints at frequent intervals. Joints should be laid out to form approximately square panels. The subgrade soils should be welled thoroughly prior to placing the vapor barrier, steel, or concrete. Our experience indicates that use of reinforcement in slabs can generally reduce the potential for drying and shrinkage cracking. Some cracking should be expected as the concrete cures. Minor cracking is considered normal; however, it is often aggravated by a high water/cement ratio, high concrete temperature at the time of placement, small nominal aggregate size, and rapid moisture loss due to hot, dry, and/or windy weather conditions during placement and curing. Cracking due to temperature and moisture fluctuations can also be expected. The use of low slump concrete can reduce the potential for shrinkage cracking 3.5 Seismic Design Parameters The following values may be used for seismic design based on the 2016 California Building Code: Table 2-2016 CBC Based Seismic Design Parameters Categorization/Coefficient Design Value Site Class 0 Seismic Design Category 0 Adjusted (5% damped) spectral response acceleration 1.208 parameter at short period,_SMS Adjusted (5% damped) spectral response acceleration 0.697 parameter at a period of I sec, SM1 Design (5% damped) spectral response acceleration parameter 0.805 at short period, SDS Design (5% damped) spectral response acceleration parameter 0.465 at a period of I sec, Sol 13 4. Leighton I. 12516.001 3.6 Lateral Earth Pressures The following recommendations may be used for design and construction of retaining structures at the site. We recommend that any permanent earth retaining structures be backfilled with onsite or import soil with Expansion Index (El) of not - greater than 50 (per ASTM D 4829). Table 3— Equivalent Fluid Pressures Condition Level Backfill Drained Undrained Active 40 pcf 82 pcf At-Rest 60 pcf 92 pcf Passive 350 pcf (Maximum of 3,000 psf) 235 pcf (Maximum of 2.350 psf) The above values do not contain an appreciable factor of safety, so the structural engineer should apply the applicable factors of safety and/or load factors during design. If opted for an undrained condition, retaining walls should be provided with a drainage system behind the wall to prevent build-up of hydrostatic pressure. Cantilever walls that are designed for a deflection at the top of the wall of at least 0.001 H, where H is equal to the wall height, may be designed using the active earth pressure condition. Rigid walls that are not free to rotate, walls that are braced at the top, and walls that provide indirect support for foundations should be designed using the at-rest condition. Lateral load resistance will be provided by the sliding resistance at the base of the foundation and the passive pressure developed along the front of the foundation. A frictional resistance coefficient of 0.35 may be used at the concrete and soil interface. In addition to the above lateral forces due to retained earth, the appropriate loads due to surcharges should be considered in the design of retaining structures. 3.7 Cement Type Based on the results of laboratory testing, concrete structures in contact with the onsite soil are expected to have negligible exposure to water-soluble sulfates in 14 I Leighton 12516.001 the soil. As such, the concrete may be designed for negligible sulfate exposure in accordance with ACI318-14. Type V cement should be used if the concrete is to be exposed to reclaimed water. 3.8 Restoring Asphalt Paving Installation of the pipeline requires reconstruction of the pavement within the trenched areas to restore normal traffic flow. The new pavement sections within the trenched areas should match the existing pavement sections. New pavement sections in other areas should be based on the recommendations in the table below and design Traffic Index based on anticipated traffic loading. Table 4— Recommended Pavement Sections Traffic Index Flexible Pavement (inches) AC AB 50rless 3.0 5.5 6 3.0 8.5 7 4.0 9.5 Asphalt concrete is recommended to conform to Section 203-6 of the Standard Specifications for Public Works Construction. Crushed aggregate base or crushed miscellaneous base (CMB) should conform to Sections 200-2.2 and 200-2.4, respectively, of the Standard Specifications for Public Works Construction. Field observation and periodic testing, as needed during placement of the base course materials, should be performed to verify that the requirements of the standard specifications are fulfilled. If soils are used for trench backfill, the upper 12 inches of trench backfill in pavement areas should be compacted to a minimum 95 percent relative compaction (ASTM D 1557). Aggregate base should be placed in thin lifts, moisture conditioned as necessary, and compacted to a minimum of 95 percent relative compaction (ASTM D 1557). 3.9 Temporary Fish Farm Driveway The temporary fish farm driveway may consist of 4 inches of asphalt concrete (AC) over 4 inches of aggregate base (AB). Prior to placement of fill and pavement section, loose and dry soils should be removed to competent bottom and, where the ground surface slopes steeper than 5:1 (horizontal:vertical), the ground should be stepped or benched. 15 ic Leighton 12516.001 The aggregate base materials and upper 12 inches of the subgrade soils should be moisture conditioned, as necessary, and compacted to a minimum of 95 percent relative compaction. The asphalt concrete materials should be compacted to a minimum of 95 percent relative compaction. Aggregate base and asphalt materials should conform to Sections 200-2 and 203, respectively, of the Standard Specifications for Public Works Construction. 3.10 Additional Geotechnical Services Geotechnical observation and testing should be provided during the following I activities: Upon completion of site clearing, where applicable; During site earthwork; Compaction of all fill materials; Utility trench backfilling and compaction; During installation of temporary shoring, wherever needed; Pavement subgrade and aggregate base preparation; After foundation excavations and prior to placement of concrete; Placement of asphalt concrete; and I When any unusual conditions are encountered. a 16 .4 Leighton I 12516.001 4.0 CONSTRUCTION CONSIDERATIONS 4.1 Open Trench Construction All temporary excavations, including pipeline trenches and manhole installation, should be performed in accordance with project plans, specifications, and all OSHA requirements. Excavations 5 feet or deeper should be laid back or shored in accordance with OSHA requirements before personnel are allowed to enter. The contractor should review the boring logs and findings in this report and evaluate the appropriate means and methods for installation of the pipeline. No surcharge loads should be permitted within a horizontal distance equal to the height of cut or 5 feet, whichever is greater from the top of the cut, unless the cut is shored appropriately as discussed in Section 4.3 of this report. During construction, the soil conditions should be regularly evaluated to verify that conditions are as anticipated. The contractor shall be responsible for providing the "competent person" required by OSHA standards to evaluate soil conditions. Close coordination between the competent person and the geotechnical engineer should be maintained to facilitate construction while providing safe excavations. Based on our borings, the soils along the pipeline alignment. should be readily excavated using conventional excavating equipment in good working condition. 4.2 Dewatering during Trenching and Pipeline Construction Based on our geotechnical exploration, the planned excavations may encounter groundwater near the trench bottoms (see Figure 3). If groundwater is encountered during excavation, then groundwater control, such as dewatering, will be required to limit instability of the excavation bottom and side, and aid pipeline installation and trench backfill. Dewatering procedures and methods should be selected by the contractor based on actual groundwater conditions encountered during construction, and based on the contractor's chosen means-and-methods of construction. 4.3 Temporary Shoring Trench excavations may be supported by several methods including cross-braced hydraulic shoring, conventional shields, sheet piles, even possibly soldier piles with wood lagging. The choice should be left to the contractor's judgment since 17 ot Leighton 12516.001 economic considerations and/or the individual contractor's construction experience may determine which method is more economical and/or appropriate. The contractor and shoring designer should also perform additional geotechnical studies as necessary to refine the means-and-methods of shoring construction. Shoring may be desired or even necessary to reduce excavation quantities, reduce I pavement restoration quantities, keep traffic lanes open and/or protect existing adjacent utilities and/or other improvements. Proper protection of existing surface and subsurface improvements, including existing utility lines and pavement, and support of all adjacent existing structures without distress are the contractor's responsibility. In addition, it should be the contractor's responsibility to undertake a pre-construction survey with benchmarks and photographs of the adjacent properties. Shoring systems should be designed by a California licensed civil or structural engineer. As preliminary design guidelines, we present the following geotechnical parameters for shoring design. Typical cantilever shoring should be designed based on the active fluid pressure indicated in Table 3. The use of the at-rest earth pressure is recommended if the shoring is not free to rotate to mobilize active earth pressure. If excavations are braced at the top and at specific design intervals, the earth pressure may be approximated by a rectangular soil pressure distribution with the pressure per foot of width equal to 26H, where H is equal to the depth of the excavation being shored. These values are for a level ground and drained condition behind the shoring system. If the retained soils are not drained, I hydrostatic pressure should be considered in the shoring design. Traffic surcharges, wherever applicable, are recommended to be included in the ] design as an additional uniform lateral surcharge of 100 psf and 150 psf for cantilever and braced shoring, respectively, applied along the entire height of the shoring. The total horizontal deflection inward (towards the excavation) of the shoring system should generally be less than % inch. Tetra Tech and Leighton Consulting should be informed if the deflection exceeds % inch and excavation adjacent to the shoring should be halted immediately if the deflection exceeds one inch. The shoring design at that location should then be reevaluated by the shoring designer, Tetra Tech and Leighton Consulting. Any movement more than one inch will require remedial shoring• at the location of excessive deflection, to prevent additional movement prior to further construction in that area. 18 Leighton 12516.001 5.0 LIMITATIONS This report was based solely on data obtained from a limited number of geotechnical exploration, and soil samples and tests. Such information is, by necessity, incomplete. The nature of many sites is such that differing soil or geologic conditions can be present within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report are only valid if Leighton Consulting has the opportunity to observe subsurface conditions during grading and construction, to confirm that our preliminary data are representative for the site. Leighton Consulting should also review the construction plans and project specifications, when available, to comment on the geotechnical aspects. It should be noted that the recommendations in this report are subject to the limitations presented in this section. An information sheet prepared by GBC (Geotechnical Business Council) is also included at the rear of the text. We recommend that all individuals using this report read the limitations along with the attached information sheet. This report is intended to be used only in its entirety. No portion of this report, by itself, is designed to completely represent any aspect of the project described herein. Our professional services were performed in accordance with the prevailing standard of professional care as practiced by other geotechnical engineers in the area. We do not make any warranty, either expressed or implied. The report may not be used by others or for other projects without the expressed written consent of our client and our firm. 19 4 Leighton 12516.001 6.0 REFERENCES American Concrete Institute, 2014, Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary, 2014. California Building Standards Commission, 2016 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, Based on 2015 International Building Code, Effective January 1, 2017. California Geological Survey, 2000, CD-ROM containing digital images of Official Maps of Alquist-Priolo Earthquake Fault Zones that affect the Southern Region, DMG CD 2000-003 2000. 2009, Tsunami Inundation Map for Emergency Planning, Oceanside Quadrangle/San Luis Rey Quadrangle, dated June 1. Geologic Associates, 2008, Geotechnical/Environmental Report, Proposed Carlsbad Seawater Desalination Project, Reconfigured Site, Encina Generating Station, Carlsbad, California, dated September 22. Hart, E.W. and Bryant, W.A., Interim Revision 2007, Fault Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps: California Geological Survey, Special Publications 42, 42p. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas; California Division of Mines and Geology, Geologic Data Map 6, Scale 1:750,000. Leighton Consulting, Inc., 2009, Geotechnical Recommendations and Review of Rough Grading Plan for Proposed Carlsbad Desalination Plant at Encina Generating Station, City of Carlsbad, California, Project No. 602480-003, dated August 5, 2009 (Revised October 2, 2009). I Ninyo and Moore, Inc., 2013, Geotechnical Evaluation, Carlsbad Seawater Desalination Plant (Intake Pump Station Site), 4600 Carlsbad Boulevard, Carlsbad, California, Project No. 107383002, dated August 20. 2016, Geotechnical Evaluation, New Intake/Discharge Structure, Carlsbad Seawater Desalination Plant, 4600 Carlsbad Boulevard, Carlsbad, California, Project No. 107393003, dated November 30. Public Works Standards, Inc., 2018, Standard Specifications for Public Works - Construction, 2018 Edition, published by BNI Building News. I 20 .4 Leighton 12516.001 United States Geological Survey (USGS), 2014, Earthquake Hazards Program - Unified Hazard Tool, httDs:I/earthguake.usQs.gov/hazards/interactive/. _____ 2015, Interactive Fault Map, http://earthguake.usqs.qov/hazards/gfaults/map/ 2019, United States Seismic Design Maps website, see: httr)s://earthquake.usgs.gov/hazards/designmaps/usdesign.php Youd, T.L, Hansen, C.M., and Bartlett, S.F., 2002, Revised Multilinear Regression Equations for Prediction of Lateral Spread Displacement, Journal of Geotechnical and Geoenviron mental Engineering, dated December 2002, p. 1007-1017. 21 (9 Leighton ri Geotechnical-Engineering Report --) The Geoprofessional Business Association (GBA) has prepared this advisory to help you - assumedly a client representative - interpret and apply this geotechnical-engineering report as effectively as possible. In that way, you can benefit from a lowered exposure to problems associated with subsurface conditions at project sites and development of them that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed herein, contact your GBA-member geotechnical engineer. Active engagement in GBA exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project Understand the Geotechnical-Engineering Services Provided for this Report Geotechnical-engineering services typically include the planning, collection, interpretation, and analysis of exploratory data from widely spaced borings and/or test pits. Field data are combined with results from laboratory tests of soil and rock samples obtained from field exploration (if applicable), observations made during site reconnaissance, and historical information to form one or more models of the expected subsurface conditions beneath the site. Local geology and alterations of the site surface and subsurface by previous and proposed construction are also important considerations. Geotechnical engineers apply their engineering training, experience, and judgment to adapt the requirements of the prospective project to the subsurface model(s). Estimates are made of the subsurface conditions that will likely be exposed during construction as well as the expected performance of foundations and other structures being planned and/or affected by construction activities. The culmination of these geotechnical-engineering services is typically a geotechnical-engineering report providing the data obtained, a discussion of the subsurface model(s), the engineering and geologic engineering assessments and analyses made, and the recommendations developed to satisfy the given requirements of the project. These reports may be titled investigations, explorations, studies, assessments, or evaluations. Regardless of the title used, the geotechnical-engineering report is an engineering interpretation of the subsurface conditions within the context of the project and does not represent a dose examination, systematic inquiry, or thorough investigation of all site and subsurface conditions. Geotechnical-Engineering Services are Performed for Specific Purposes, Persons, and Projects, and At Specific Times Geotechnical engineers structure their services to meet the specific needs, goals, and risk management preferences of their clients. A geotechnical-engineering study conducted for a given civil engineer will = likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Likewise, geotechnical-engineering services are performed for a specific project and purpose. For example, it is unlikely that a geotechnical- engineering study for a refrigerated warehouse will be the same as one prepared for a parking garage; and a few borings drilled during a preliminary study to evaluate site feasibility will nt be adequate to develop geotechnical design recommendations for the project. Do nal rely on this report if your geotechnical engineer prepared it: for a different client; for a different project or purpose; for a different site (that may or may not include all or a portion of the original site); or before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations. Note, too, the reliability of a geotechnical-engineering report can be affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. Ifyou are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying the recommendations in it. A minor amount of additional testing or analysis after the passage of time - if any is required at all - could prevent major problems. Read this Report in Full Costly problems have occurred because those relying on a geotechnical- engineering report did not read the report in its entirety. Do-= rely on an executive summary. Do ni read selective elements only. Read and refer to the report in full. You Need to Inform Your Geotechnical Engineer About Change Your geotechnical engineer considered unique, project-specific factors when developing the scope of study behind this report and developing the confirmation-dependent recommendations the report conveys. Typical changes that could erode the reliability of this report include those that affect: the site's size or shape; the elevation, configuration, location, orientation, function or weight of the proposed structure and the desired performance criteria; the composition of the design team; or project ownership. As a general rule, always inform your geotechnical engineer of project or site changes - even minor ones - and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liabil ity for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered. Most of the "Findings" Related in This Report Are Professional Opinions Before construction begins, geotechnical engineers explore a site's subsurface using various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing is performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgement to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ - maybe significantly - from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team through project completion to obtain informed guidance quickly, whenever needed. This Report's Recommendations Are Confirmation-Dependent The recommendations included in this report - including any options or alternatives - are confirmation-dependent In other words, they are = final, because the geotechnical engineer who developed them relied heavily on judgement and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions exposed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations ifyou fail to retain that engineer to perform construction observation. This Report Could Be Misinterpreted Other design professionals' misinterpretation of geotechnical- engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a continuing member of the design team, to: confer with other design-team members; help develop specifications; review pertinent elements of other design professionals' plans and specifications; and be available whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction- phase observations. Give Constructors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you've included the materialfor information purposes only. To avoid misunderstanding, you may also want to note that "informational purposes" means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. This happens in part because soil and rock on project sites are typically heterogeneous and not manufactured materials with well-defined engineering properties like steel and concrete. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled "limitations:' many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are XgJ Covered The personnel, equipment, and techniques used to perform an environmental study - e.g., a "phase-one" or "phase-two" environmental site assessment - differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical-engineering report does not usually provide environmental findings, conclusions, or recommendations, e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to projectfailures. if you have not obtained your own environmental information about the project site, ask your geotechnical consultant for a recommendation on how to find environmental risk-management guidance. Obtain Professional Assistance to Deal with Moisture Infiltration and Mold While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, the engineer's services were not designed, conducted, or intended to prevent migration of moisture - including water vapor - from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material-performance deficiencies. Accordingly, proper Implementation of the geotechnical engineer's recommendations will not of itself be sufficient to prevent moisture Infiltration. Confront the risk of moisture infiltration by including building-envelope or mold specialists on the design team. Geotechnical engineers are it building-envelope or mold specialists. I I I SABA GEOPROFESSIONAL ASSOCIATION BUSINESS Telephone: 301/565-2733 e-mail: info@geoprofessional.org www.geoprofessional.org Copyright 2019 byGeopmfesslonal Business Association (GSA). Duplication, reproduction, or copying of this document, in whole or In part, by any means whatsoever, Is strictly prohibited, except with GBAs specific written permission. Excerpting, quoting, or otherwise extracting wording from this document Is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GSA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm, Individual, or other entity that so uses this document without being a GSA member could be committing negligent or Intentional (fraudulent) misrepresentation. T 2 • M ' -. '•.•' - _'-t •'•• .. - ;" ..- 4151, ; \ . . . . . . . . . . Approximate Site Boundary 0 2000 400 Feet Project: 12516.001 1Eng/Geol: DJC SITE LOCATION MAP Scale.1 "= 2,000' 1Date. November 2019 I Intake Pump Station Project Base Map ESRI ArcGIS Online 2019 I Carlsbad Desalination Plant Thematic Information Leighton I Carlsbad, California Author Leighton Geomatics (btran) Map Saved as viDan g\12516\001iMapsi125t6-0O1 FO1 SLM 2019 11 27 mxd on 11/270019 35607 PM Figure 1 i Legend Note: EASEMENT J 1\ b Borings are shown with total depth (T.D.), depth to groundwater (G \ and depth of earth units in feet below ground surface lie Approximate Boring Location (Leighton, 2019) EX ISTiNG '7 1 Approximate Boring Location (Ninyo & Moore 2016) \1"k ACE$S ROAD -0- Approximate Boring Location (Ninyo & Moore, 2013) Approximate CPT Location (Ninyo & Moore, 2013) -• L ® Approximate Boring Location (Geologic Associates, 2008) PROPOSED 14 ELECTALBULLNG Ge otechnical Cross Section ,. SEE SHT C-21O1 Earth Units: Af-Artificial Fill SD 3 Qmb Marine Beach Deposits - -------------- -' _T iT!F Qop Old Paralic Deposits D EXISTING INTAKE/DISCHARGE STRUCTURE (BELOW GRADE') 7 -' L 40 %..4fl ' EASE r PROPOSED DILUTI ON MP STATION.SEE ; I - SHT S-1101 TO:; AND 0-1101. SEE NOTE 1 EASEMENT TS cc j E4STING ifflfSr ROAD Val 5' it DISCHARGE / * POND - PROPOSED I DiSCHARPI?. / (J i ,. '--a EASEMETT— EMEN i Ak:CARLSBAD BLVD CARL&DBLEVARD 77= o 50 100 - - - - / r- Feet t - - = --'- Project: 12516.001 Eng/Geol. DJC GEOTECHNICAL EXPLORATION MAP I-9u1e 2 Scale:1 "= 50' Date. January 2020 Intake Pump Station Project Base Map ESRI ArcGIS Online 2020 Carlsbad Desalination Station Thematic Information Leighton vi Author: Leighton Geomalics (btran) Carlsbad, California Leighton Map Saved an V )D,a8in81125161001)Mapnil25I6-OOLFO2 BLM-2020 01 28 ,nod on 1/28)202031848 PM A A' Finished Grade = Existing Grade B-Il (Proj. 40' SW) Proposed Discharge Pipe If w lAf - Sand with Silt (SP-SM, SM) - LMW-1 (Proj. 15 SW) C 0 Qop - Silty SAND (SM) and Clayey SILT (ML) Qmb - Poorly-graded SAND (SP) 21.5' w Tsa - Silty SANDSTONE T. D. 60.5' Af: Artificial Fill 1 Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY 8)' SG December 2019 Qmb: Quaternary-aged marine beach deposits Qop: Quaternary-aged old paralic deposits Tsa: Bedrock of the Santiago Formation 200 220 240 260 280 300 320 34 Intake Pump Station Project, Carlsbad Desalination Plant, Carlsbad, California Scale file N&ne Pm l: feet 1:600 Figure 3- Geotechnical Cross Section A -A' I Static . PS\OO1 WE\Sec &SiIT1d Brine Discharge Pipeline - B Proposed Prefab. Electrical Building B' GHD-1 Proposed Retaining Wall (Proj. 13' S) Proposed Transformer Pad Flnishe 1 Grade Existing Grade :-- -------------- \ Proposed Transformer Pad Remedial Grading Limits CD Proposed Retaining Wall Lu ITsa- Silty SANDSTONE 0 ca— I, — w I I Af: Artificial Fill Tsa: Bedrock of the Santiago Formation 0 -30 -20 -10 0 10 20 30 40 50 60 .70 80 90 100 110 120 130 1 SLIDE 8.3 ' ftiba Intake Pump Station Project, Carlsbad Desalination Plant, Carlsbad, California CD Units feet Scat 1.420 file Name: mvt Na: Leighton Consulting, Inc. 1Matys&$UDE\SeCB.SImd Figure 4- Geotechnical Cross Section B — B' Date CondWon Proposed Electrical Building January 2020 Static A LEIGHTON GROUP COMPANY H' ) APPENDIX A - BORING. LOG AND LABORATORY TEST RESULTS (8* - - - Leighton Ii BORING NUMBER LMW-1 4' Leighton PAGE 1 OF 1 CLIENT Tetra Tech PROJECT NAME Intake Pump Station Project PROJECT NUMBER 12516.001 PROJECT LOCATION 4600 Carlsbad Blvd, Carlsbad, CA DATE STARTED 11/5/19 COMPLETED 11/5/19 GROUND ELEVATION 12 ft NAD 83 SIZE 8 in. DRILLING CONTRACTOR 2R Dnlling, Inc. LATITUDE 33.138362 LONGITUDE -117.338393 DRILLING METHOD Hollow Stem Auger DRILLING EQUIPMENT CME 75 SPT HAMMER Automatic. 140 lb. 30 in LOGGED BY SG CHECKED BY CD GROUND WATER LEVEL: NOTES VAT11MEOFDRILUNG 11.00ft/Elevl.00ft z MATERIAL DESCRIPTION I °- R_ <5 I Tfds Material Descnption applies only toalocation of the S 0 —j exploration at the time of sampling. Subsurface condition may differ locations may time. at other and change with 0 _j 0 The description is simplification of the actual conditions encountered. Transitions between soil types may be 0 gradual. Artificial Fill (AO • - @0': Topsoil, 12 in. Poorly graded SAND withy :.. .: 10 SILT (SP-SM), fine sand, non plastic silt, • 1•brown, moist, with organics, and roots - @1': SILTY SAND (SM), fine sand, non plastic silt, light grayish brown, moist @5': medium dense : Quatemary Marine Beach Deposits (QmbI V @19: Poorly graded SAND (SP), fine to medium sand, very loose, dark grayish brown to dark gray, moist, with shell @15': medium dense medium sand, medium dense, dark grayish brown to dark gray, moist Bottom of borehole at 21.5 feet. Backfill Details 0'- 3': Concrete 7 bags 3'- 6': Bentonite Chip 2 bags 6'- 21.5': Filter Pack 7 bags W a. Q_ W'C I- zQ — (I, z L)a- 8-0 - l.MW-1-0.5 0 " L Concrete 0-5': Hand *n B-i CR LMW-1-5 o Auger I 9 5-6.5': No I I Bentonite Chip —7 NR-i — - 9 2 recovery 10'-111.5': No NR-2 - 2 recovery @12.5': Sand . 3 3 DS catcher used tohefprecover. sample . .. :. Filter Pack: R-2 LMW-1-12.5 0 — 3 6 Monterrey #3 Sand S-3 5 SA LMW-1-15 0 3 - S-4 5 5 4 Fs 6 9 SAMPLE TYPES: TYPE OF TESTS: B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS C CORE SAMPLE Al. ATTERBERG UNITS El EXPANSION INDEX SE SAND EQUIVALENT G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER SG SPECIFIC GRAVITY R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * GRAVEL I SAND I FINES COARSE F FINE I COARSE I MEDIUM I FINE I SILT I a..Av HYDROMETER ___ IIUhIIiiiii!IIIIIIII•M 11111111 IIIIUhIiilJUIII_liii _IrJHIllII_11111111_IIIhIL!_liii x 0 IL' 50 >- 40 U- I- z w 30 C.) uJ Q. 20 10.000 1.000 0.100 PARTICLE - SIZE (mm) 0.010 0.001 Project Name: Carlsbad Desalination Plant Project No.: 12516.001 Boring No.: LMW-1 Sample No.: 5-3 Depth (feet): jQ Soil Type: SP Soil Identification: Dark olive pray 000rlv-praded sand (SP), shells noted GR:SA:FI : (%) 4 : 92 : 4 NOV-19 3.00 2 50 2.00 U, 1.50 Cl) ________ SSSSSSSSSSSSS•IUSIS 0.50 0.00 0 0.1 0.2 0.3 Horizontal Deformation (in.) 3.00 - / 2.50 C. 2.00 1.50 co .0 1.00 0.50 - 0.00 •i-i-,-,- •,-,-,-,- .,-,-,-,- 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 Normal Stress (ksf) t 4 Project No.: 12516.001 Leighton DIRECT SHEAR TEST RESULTS Carlsbad Desalination Plant Consolidated Undrained 11-19 OS LAW-1, R-2 e 12.5 Boring No. 1MW-1 Sample No. R-2 Depth (ft) 12.5 Sample Typ e: Ring Soil Identification: shells noted Olive gray silty sand (SM), Strength Parameto C (psf) • (°) Peak 428 29 Ultimate 195 31 Normal Stress (kip/ft2) 1.000 2.000 4.000 Peak Shear Stress (kip/ft2) • 0.949 01.588 A 2.631 Shear Stress @ End of Test (ksf) 0 0.789 0 1.42 1 2.609 Deformation Rate (in./min.) 0.0500 0.0500 0.0500 Initial Sample Height (in.) 1.000 1.000 1.000 Diameter (in.) 2.415 2.415 2.415 Initial Moisture Content (%) 23.82 23.82 23.82 Dry Densi y (pcf) 97.8 98.3 98.7 Saturation (%) 89.0 90.0 90.8 Soil Height Before Shearing (in.) 0.9913 0.9863 0.9604 Final Moisture Content (%) 21.1 23.0 20.8 SOIL RESISTIVITY TEST 411 Leighton DOT CA TEST 643 Project Name: Carlsbad Desalination Plant Tested By: Y. Nguyen -Date: 11/18/19 Project No. : 12516.001 Input By: 3. Ward Date:11/20/19 Boring No.: LMW-i Depth (ft.): 1.0 Sample No. : B-i Soil Identification:* Olive gray SM *California Test 643 requires soil specimens to consist only of portions of samples passing through the No. 8 us Standard Sieve before resistivity testing. Therefore, this test method may not be representative for coarser materials. Adjusted Specimen Water Moisture Resistance Soil No. Added (ml) Content Reading Resistivity (Wa) (ohm) (ohm-cm) (MC) 1 30 23.20 2700 2700 2 40 30.88 2300 2300 3 50 38.56 2350 2350 4 5 Moisture Content (%) (MCi) 0.16 Wet Wt. of Soil + Cont. (g) 169.44 Dry Wt. of Soil + Cont. (g) 169.28 Wt. of Container (g) 67.40 Container No. Initial Soil Wt. (g) (Wt) 130.40 Box Constant 1.000 MC =(((1+Mci/100)x(Wa/Wt+1))-1)x100 Mm. Resistivity (ohm-cm) Moisture Content (%) Sulfate Content (ppm) Chloride Content (ppm) Soil pH pH Temp. (°C) DOT CA Test 643 DOT CA Test 417 Part II DOT CA Test 422 DOT CA Test 643 2280 32.7 148 100 7.41 21.3 2800 2700 9 2600 0 2500 2400 2300 2200 4- 20.0 25.0 30.0 35.0 40.0 Moisture Content (%) APPENDIX B GEOTECHNICAL DATA BY OTHERS (9 Leighton GEOTECHNICAL DATA BY NINYO AND MOORE (2016) U, a. DATE DRILLED •9/02/16 BORING NO. ca 0 . z GROUND ELEVATION. 19±(MsL) SHEET I OF 2 LL LU Cr M <CO ca T METHOD OF DRILLING 6"Diumelei Hollow Stem Auger(Diedrich D50) (Pac Drill) a. .0 5 . _ '' W(Mx - 0 - DRIVE WEIGHT NO Ib. (Auto-Trip Hammer) DROP 30' C . 0 0 SAMPLED BY CAT, LOGGED BY CAT REVIEWED BY GTF - ____ ___ ____ DESCRIPTIONIINTERPRETATION = SP FILL: Brown, moist, medium dense, fuñé to fliedium SAND; trace silt. - Light olive brown; scattered fragment. of Santiago Formation. - Reddish brown. - P 14 10.4 Brown and reddish. brown (mottled). - 60 43 Brown and grayish brown (mottled); scattered gravel: trace clay. .10- Noreovery. • _____ ____ SANTIAGO FORMATION'. • . Gray, moderately cemented, cláyey fme-grained SANDSTONE. - 53 -- - - - - - L TnThe NITb minj - . deposits; some fine laminations visible. - 5015' 15.4 J:!. Gray; strongly cemented; trace clay. fill Brownish gray, moist, strongly cemented, clayey silty tine-grained sandstone; slightly. 20 micaceous scattered iron-oxide lined roof casts P 60 18.9 - • !ll:! Light gray; weakly to moderately cemented; silty fine-grained sandstone; massive. ii H ! 50/4' I80 107.8 - Water added to borehole. 30- 50/3-1 - Gray; strongly cëmezited; tine- to medium-graiñed; trace clay. Light gray; moderately.cemented - - BORING LOG CARLSBAD SEA WAIt DESALINATION PLANT,CAR LSBAD..CALIFORNIA PROJECT NO. DATE FIGURE - to DATE DRILLED 9/02/16 BORING NO. GHD-I . . GROUND ELEVATION 19'±(MSL) SHEET 2 OF 2 !. P METHOD OF DRILLING 6" Diametcr HolloW Stem Auger (Diedrich D50) (Pat Drill) c o U) uJ DRIVE WEIGHT 140 lbs. (Auto-trip Hammy) DROP 30" co SAMPLED BY CAT LOGGED BY CAT REVIEWED BY GTF - DESCRIPTIONIINTERPRETATION I ! 50/4" 12.9 ____ SANTIAGO FORMATION: (Continued) 1 Grayish brown, moist, moderately cemented SANDSTONE; scattered strongly cemented - concretionary layers. Clayey. II HM M. Trace clay. II Mi Wet II 50--1! 50/5 24.6 Light grayish brown; weakly to moderately cemented; no clay. 'Sn - ! 50/5' Light brown. - - II 60--r Lihtgray. II Total Depth 60.5 feet Groundwater encountered during drilling at approximately 49 feet during drilling. Backtilled shortly after drilling on 9/02/16. II - Groundwater may rise to a level higher than that measured in borehole due to seasonal variations in precipitation and several other factors as discussed in the report. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is - not sufficiently accurate for preparing construction bids and design documents. 7Ô - - - Al/info & BORING LOG CARLSBAD SEAWATER DESALINATION PLANT, CARLSBAD, CALIFORNIA PROJECT NO. FIGURE DATE I U) DATE DRILLED 9/02/16 BORING NO,. GFfD-2 . Z GROUND ELEVATION 11'±(MSL) SHEET I OF I . U. w -j CO METHOD OF DRILLING 6" Diametcr Hollow Stem Auger (Diedrich D50) (Pac Drill) a. a 73 co In to 90 w C >Fa DRIVE WEIGHT 140 tbs. (Auto-Trip Hammer) DROP 30" c SAMPLED BY CAT LOGGED BY CAT REVIEWED BY GTF _____ _______ DESCRIPTIONI1NTERPRETATION p - - _____ iSP HALT CONCRETE:. GW pproximátcly 6 inches thick. SM BASE: kay. moist, medium dense, silty sandy GRAVEL; approximately 4 inches thick. FILL: Dark yellowish brown, moist, loose to medium dense, silty fine SAND with gravel up to 2 inches in diameter; cohesionless/hydraulic fill light brown. ii 2.9 110.6 Light grayish brown; loose. Gravel and cobble layer from approximately 7 to I feet; rounded clasts approximately I - . to 4 inches in diameter. • Loose gravel with no matrix caving into borehole around auger. 10 No recovery; on gravel/cobbles.. 27 15 No recovery; on gravel/cobbles, No recovery; on graveWcobbles 12 - Total Depth = 18 feet. Groundwater not encountered during drilling. 20 - - Backfilled shortly after drilling on 9/02/16. Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents. 30- - - BORING LOG IJ1nuO&.IAriort NEW INTAKEIDISCHARGE STRUCTURE cARLsBAD SEAWATER DESAUNATION PLANT, CARLSBAD, CALIFORNIA V V — PROJECT NO. DATE FIGURE 1073 3003 IL1t6 A-3 Cl, w -' 0. DATE DRILLED 9/02/16 BORING NO. GHD-3 .1 . 0 Z GROUND ELEVATION 10' ± (MSL) SHEET I OF a I 0 w - 0 METHOD OF DRILLING 6" Diameter Hollow Stem Auger (Diedrich D50)(Pac Drill) a. W 0 -j co M I— CA - 0 Z W DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" 0 SAMPLED BY CAT LOGGED BY CAT REVIEWED BY GTF DESCRIPTIONIINTERPRETATION ASPHALT CONCRETE: pproximatc1y 2 inches thick. SM BASE: 11hW I (ellowish brown, moist, medium dense, fine to coarse sandy GRAVEL; approximately 6 I - -- - -- nches thick. WILL: .I . SC Light olive, moist, medium dense, silty SAND; scattered gravel up to approximately 2 - 18 1 21.8 100.7 1 ches thick. SM Li léin iés niSb - 'ew fine gravel. ALLUVIUM: Gray, moist, medium dense, silty fine SAND. 10- Light brown; wet. I ! 13 .7 118.1 Dark yellowish brown; scattered small lenses of olive gray, - Brown; cohesionless. .1 6 Total Depth = 16.5 feet. Groundwater seepage encountered during drilling at approximately 10 feet during drilling; no groundwater measured in boring after drilling. Backfilled with approximately 5 cubic feet of bentonite grout and patched with concrete 20- shortly after drilling on 9/02/16. - . h[gtgi Groundwater may rise to a level higher than that measured in borehole due to seasonal variations in precipitation and several other factors as discussed in the report. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is - - not sufficiently accurate for preparing construction bids and design documents. 30 - - A41'14O &,4l/oT1e BORING LOG NEW INTAKE/DISCHARGE STRUCTURE H CARLSBAD SEAWATER DESALINATION PLANT, CARLSBAD, CALIFORNIA PROJECT NO. I DATE I FIGURE - 107393003 1 11116 1 A.4 GRAVEL SAND - FINES Coarse Fine caersel Medium J - Fine - - SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER 100.0 van 80.0 RUM 70.0 I 0 UJ 60.0 50.0 tu 400 I- z w 300 'U a. 20.0 10.0 Hill 0.0 lOU 10 1 0.1 0.01 0.001 0.0001 GRAIN SIZE IN MILLIMETERS PERFORMED IN GENERAL ACCORDANCE WITH ASTM 0422 FfIflO&4(IOOr GRADATION TEST RESULTS - FIGURE PROJECT NO. DATE NEW INTAKE/DISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT B-I 107393003 11/16 CARLSBAD. CALIFORNIA llllhIIh*IHlIIIII . IlIliuIUhill OEM I II II IUI1OIIIIUI1tOIIhi IIOUIIIIIOl1UI IHIiiuiiq11i 'I011hiIIIi liii 1111111 Sam I Depth I Liquid I Plastic I Plasticity I I I I I Passing I I Symbol Locationi (ft) I Limit LimitI- I Index D15 030 ID60I C. I C. INO.2001 USCSI S GHD.1 5..5 0.13 0.22 0.38 3.0 1.0 2 J SP IO39XO3EVE OlE-I SO4 54. 1000 90,0 80.0 70.0 x 800 500 U. 400 I— z w L) 30.0 ILl a. 20.0 10,0 II- GRAVEL I SAND FINES Coarse I Fine I coa34 Medium Fine I SILT CLAY - - U.S. STANDARD SIEVE NUMBERS HYDROMETER 3 2 1.112 1"304" air 4 10 18 30 90 190 290 MIt IlNItO IIUI1IHI1Il UiHIO1IIII II1iU11IIiiiU1 iiuoiniir 11U1iiffIiiHI11UIIU IIIIIIHIMIIUIIiIIR IftiUIffhIUU i11iIIIIIIIi 1111111 1111111 111111 LII iIiIii ILIN1IIIII llUIIH11IIllI I it 'I lou llllOIIIOInhINiir' iiuuuius 10 1 0.1 001 0001 00001 GRAIN SIZE IN MILLIMETERS Symbol Sample I Depth I Liquid I Plastic Plasticity D10 I D I D50 I c I C Passing lEquivalenti Location (It) I Lima I Limit I Index No. 200 I uscs SM • GHD-1 2O.D-21.5 37 28 11 - - - - 20 f PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 Ff01o&4ttrsove . GRADATION TEST RESULTS FIGURE PROJECT NO. DATE ' NEW INTAKEI'OISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT B-2 107393003 ' 11116 1 . CARLSBAD. CALIFORNIA 10739Z03_$EVE'KYOS0GHD.l 9Q 0.0 100 GRAVEL SAND . FINES Coarse Fine Coarse! Medium Fine -. SILT -- CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER 100.0 90.0 80.0 70.0 aim I 80.0 Ian >- w 1 z LL 40 ON Rol 50.0 I- z w 30.0 Ui Q. 20.0 10.0 0.0 100 10 1 0.1 0.01 0.001 0.0001 GRAIN SIZE IN MILLIMETERS PERFORMED IN GENERAL ACCORDANCE NTH ASTM D 422 #V&07Ffturn'e GRADATION TEST RESULTS FIGURE PROJECT NO. DATE NEW INTAKE/DISCHARGE STRUCTURE CARLSBAD SEAWATER DESAliNATION PLANT B-3 107393003 11/16 . CARLSBAD. CALIFORNIA i• omIIwu1llIotiIIIuIIoIuI• I 111111111111 iiiim ouiiriIRuuuIiiii•i liloll HI1UR HIIIItll WItllhhIIIll ii HIIIullllhIIIllO mom I uioioa I1IIIIL Ill IIIiI IO Ulil Ilillilfi OAIlli IOHII 10111111111 UIIUII 011h111ILIllhJIIIJI 111 111111 Sample I Depth I Liquid Plastic I PlasticityI I I I Passing I Symbol I Location (ft) Limit I Limit I I Index I 010 D J D60 C. C No. 200 USCS ("1 I GHD-3 15.0-16.5 — i - I I - 26 SM I5.0$6,5 60 50 40 w 0 30 20 B.0 0 LIQUID LIMIT, LL PERFORMED IN GENERAL ACCORDANCE WITH ASTM 04318 4In,o&Fftnrne ATTERBERG LIMITS TEST RESULTS FIGURE I B-4 PROJECT PlO. I DATE NEW INTAI(EIDISCHARGE STRUCTURE 107393003 CARLSBAD SEAWATER DESALINATION PLANT .11/16 CARLSBAD. CALIFORNIA Page 1.12 SYMBOL LOCATION DEPTH (FT) LIQUID UMIT,LL PLASTIC LIMIT,P1 PLASTICITY INDEX,P1 uscs CLASSIFICATION (Fraction Finer Than Equivalent USCS (Entire Sample) 20.0-21.037 No.40 Sieve) GHD-1 26 11 ML SM ____VA_ VA _r:IU _____________ NEENEENEEN I MAII ' MEMO - 10 20 30 40 50 60 70 80 --1011) 9000 8000 I- 7000 6000 U. U) a- Co 5000 CO) w CO) 4000 3000 2000 1000 04 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 NORMAL STRESS (PSF) Description Symbol Sample Location Depth (ft) Shear Strength Cohesion, c (psf) Friction Angle, 4 (degrees) Soil Type Silty SANDSTONE GHD-1 25.0-25.9 Peak 490 37 Formation Silty SANDSTONE r — X — GHD-1 25.0-25.9 Ultimate 100 32 Formation PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 Ff1 n//O& FftIuw DIRECT SHEAR TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT B-5 107393003 11/16 CARLSBAD. CALIFORNIA 1073930_01RECT SHEAR GIlD-i 0 250.259 di LI a. (, U) w U) 2000 Ui I CO) 1000 NORMAL STRESS (PSF) PERFORMED IN GENERAL ACCORDANCE WITH ASTM 03080 F4II,O&Ffiruwe DIRECT SHEAR TEST RESULTS FIGURE B-6 PROJECT NO. DATE NEW INTAIcEIDISCHARGESTRUCTURE CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD. CALIFORNIA 107393003 11/16 5000 - NEENEENNEE 4000 0100000000 ME ONE PAP, 3000 *1 ENE I— No P201 FMOMM 0 0 ['1.1' 'I.Is V0091,', Description Symbol Sample Location Depth (if) Shear Strength Cohesion, c (psf) Friction Angle, (degrees) Soil Type Silty SAND GHD-3 5.0-6.5 Peak 140 35 SM Silty SAND - - X - - GHD-3 5.0-6.5 Ultimate 50 35 SM 107393003_DIRECT SHEAR GHD-3 5 0.85 ,Is 7000 - 6000 - 5000 - U, 4000.-----— C/, U) w _ -- / 3000 IIITIIII:;;: 2000—ode — 000, ------------ 1000--- .. - 0 1000 2000 3000 4000 5000 6000 7000 NORMAL STRESS (PSF) PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 ?fIl1o&44tuure DIRECT SHEAR TEST RESULTS FIGURE B-7 PROJECT NO. DATE NEW INTAKEJDISCHARGESTRUCTURE CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD. CALIFORNIA 107393003 11/16 Description Symbol Sample Location Depth (It) Shear Strength Cohesion, c (psf) Friction Angle, (degrees) Soil Type Silty SAND GHD-3 15.0-16.5 Peak 80 26 SM Silty SAND - — X -, GHD-3 15.0-16.5 Ultimate 80 23 SM 107393003_0IRECT SHEAR GH0-3 150-165 As SAMPLE LOCATION SAMPLE DEPTH (FT) pH1 RESISTIVITY' (Ohm-cm) SULFATE CONTENT CHLORIDE CONTENT (ppm) (%) (ppm) GHD-1 40.0-45.0 6.9 190 580 0.058 2,640 GHD-2 1.0-4.0 6.7 1,200 920 0.092 90 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422 r ow I CORROSIVITY TEST RESULTS FIGURE PROJECT NO. DATE NEW INTAKEIDISCHARGE STRUCTURE I CARLSBAD SEAWATER DESALINATION PLANT I B-8 107393003 I 11/16 I CARLSBAD,CALIFORNIA I I0733903_CORROSMTY Pigu I xb GEOTECHNICAL DATA BY NINYO AND MOORE (2013) DATE DRILLED 1129/13 BORING NO. NMB-7 z GROUND ELEVATION IT±(MSL) SHEET 1 OF S U. METHOD OF DRILLING IO",HoIIbwStcm Auger (Baja Exploration) (CMI! 75) DRIVE WEIGHT 140 ib (Aüto-Thp.Flamnicr) DROP 0 SAMPLED BY BTM/NMM LOGGED BY TM REVIEWED BY my — ____ ______ DESCRIPTIONIINTERPRETATION - - ____ ASPHALT CONCRETE: GM pproximately 3.5 inches thick. - sc IAGGREGATE-BASE: Gray, damp, dense, silty GRAVEL-with sand: approximately 3 inches thick. FILL: Brown, moist, medium dense, clayey'SAND; scatteredgraye!. 5- 24 6.7 116.3 i':s Th ii iTh Is IS --- ---- 12 15,3 109.2 roots. Saturated. BORING LOG NiIIUD & Jul Mr, P._________________ — ' — PROJECT NO. DATE FIGURE 107383002 7/13 A-S V) CL C DATE DRILLED 1129/13 BORING NO. NMB-7 — 0 Z GROUND ELEVATION I71t(MSL) SHEET 2 OF 5 0 METHOD OF DRILLING loll l{ollow-Stem Augcr (Baja EpIoMIion) (CMB 75) °'Im.r DRIVE WEIGHT 140 lbs. (Auto-Thp Hammer) DROP 3(Y 0 SAMPLED BY BTM/NMM LOGGED BY BTM REVIEWED BY GTI DESCRIPTIONIINTERPRETATION 20 SP-SM ALLUVIUM: 15 Brownish gray, saturated, medium dense, poorly graded SAND with silt; scattered gravel; shell fragments; micaceous. Cobbles. - - - - - - -- SM - gray clay. 25- 19 30 - - 20 No clay; scattered gravel. SANTIAGO FORMATiON: I Light gray, saturated, weakly cemented, silty fine-grained SANDSTONE interbedded - - with gray, saturated, moderately indurated, silty CLAYSTONE. ffl P 27 . Ho BORING LOG CARLSBAD SEAWATER DESALINATION PLANT PROJECT NO. DATE FIGURE 107383002 7/13 A-9 IL : , Co . iii >: us .1K z 01 cd CO DATE DRILLED, 11291.13 BORING NO. 'NM-i GROUND ELEVATION I7'±(MSL) S1IEET 3 OF . METHOD OF DRILLING tO" hollow-Stem Augèr(Raja.Explorution)(CME75) D!VE WEIGHT .. i40Ibs..(Auto-Trp Hemmer) DROP. 30" SAMPLED BY arM/NMM .LOGGEO B BTM REVIEWED BY GTE - .. DESCRIPTIONIINTERPRETATION P 50/3" - SANTIAGO FORMATION': (Cbntinued) - Brown, saturated, weakly., cmented, silty. fine-grained SANDSTONE. 45,- - 52 Gray; so- 50/6" 55-• 55 . I 5014" Brownisit gray. HIM - BORING LOG Id/DuO & CARLSBAD SEAWATER DFSALINATION PLANT PROJECT NO. DATE FIGURE 107383002 .7/13 -A-In U, C a. DATE DRILLED II9/I3 BORING NO. NM84 at . C.) IL ._j o Z 0 GROUND ELEVATION 171 i(MSL) SHEET 4 OF s METHOD OF DRILLING 10 Hollow-Stem Auger (Baja ExpIoraÜon) (CMIi 75) ' U) UI > DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BM/NMM LOGGED BY BTM REVIEWED BY GTF ____ DESCRIPTION/INTERPRETATION P 50/6" = = SANTIAGO FORMATION: (Continued) Brownish gray; saturated, weakly cemented, silty fine-grained SANDSTONE. 65- - 50/4' 70 • ! °/2" Ill 75- I .50/6" 50/6" Brown. IiH Nlnuo & Moore BORING LOG CARLSBAD SEAWATER DESALINXIION PLANT (INTAKE PUMP STATION SITEX CARLSBAD, CALIFORNIA. ______________ - V - - PROJECT NO. DATE FIGURE 1.07383002 7/13 A-lI Uj DATE DRILLED 129/13 BORING NO. 0 GROUND ELEVATION 17'(MSL) SHEET 5 OF 5 - w • vi a. Z LL METHOD OF DRILLING 10" Hallow-Stem Auger (Bja ExplOratiOn)(CME.75) c H o Cl) W >. DRIVE WEIGHT l4Olbs.(Auto.Thp!'Fnmmcr) DROP' 30" SAMPLED BY BTM/NMM LOGGED BY BTM REVIEWED BY GTF DESCRIPT1ONRNTERPRETATION 90 - SANTIAGO FORMATION: (Continued) M. Grayish brown,saturated1 weáklyccmented, silty fine-grained SANDSTONE. :z: 50/4" 1111 Mi 90 50/3M ________________________________________________________________ _Depth Total =90.3 feet. - - Groundwater encountered at approximately 16 feet during drilling. Well set shortly-after drilling on 1/30/13. • - Nqk Groundwater may rise to a level higher than that measured in the. borehole due to seasonal variations d.s in precipitation aneveralother factors as discussed in the report. 95 ji inn - - BORING LOG Al/nuc &AA0ore. . PROJECT NO, DATE FIGURE I0738300 . 7/13 A-.12 to I 01 001 0001 00001 I 700 600 500 z I E 'Co 00 100 1W VA* %-%, 1 9 is 20 50 100 200 ieee 900 800 CRAVEL I SAND FINES Coarse I Fine I coarsel Mec#txn Fine I SILT I CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER GRAIN SIZE IN MILLIMETERS Symbol Sample I Depth I Liquid I Plastic Plasticity I D J D D, C I C I Passing I I I USCS Location (ft) Limit Limit I Index No. 200 (%) I B4 15.018.5 I I — . I I J 24 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 /fIn,o&1oore GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-5 107383002 8/13 CARLSBAD. CALIFORNIA ;unuuu_sItve 11.7 a 150-10 5 h GRAVEL I SNI) I FINES Coarse J Fine I coasel Medkwit I Fine SILT I CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER 1000 .300 800 ?00 0 800 Co 500 LI U. I- 400 Ui U Ir 300 Ui a. 200 100 00 100 10 I 01 001 GRAIN SIZE IN MILLIMETERS 0001 00001 Symbol Sample I Depth I Liquid I Plastic Plasticity I D I I 000 I . I . I Passing i I I I USCS I I Location Limit I Limit I Index I I I I I i No. 200 i I • 8-7 20.21.5J J - J - 0.16 0.29 0.41 2.6 1.3 I SPSM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 #/fff1ff&*15IQrQ III GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-6 107383002 8/13 CARLSBAD, CALIFORNIA IVI1QZ..5VC •7 2 011 0111 U.S. STANDARD SIEVE NUMBERS HYDROMETER 3 2 I'4• $ . 4 8 IC 30 50 $000 .. • . . I $00 200 - . - - - III I I 900 -1!—I. --j• 4----I-! I I 60 D II I I . - _ I I liii I I I 7ue I— --i --f (-——t— I 5600 is I \ I --1 Uj W 300 230 100 II I I I oo LLL.L 100 '0 I 01 001 0001 00001 PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 Fp4'noFftuur GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT MAP MP STATION AND PIPE CORRIDOR) C-7 07383002 8/13 CARLSBAD. CALIFORNIA GRAVEL SAND FINES Coaroe Fine coarsel Medium Fine SILT CLAY Symbol Sample I Depth Liquid Plastic I Plasticity GRAIN SIZE IN MILLIMETERS Djo I D I D C1 C I Passing I I I USCS I Location (It) Limit Limit Index No. 200 [ • 6-7 30.0-31.5 •• - I _____________ J 23 SM GRAVEL I SAND i FINES Coarse I Fine I Coersel Medkrn I Fine SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER 1000 F 7 114' V w % 4 8 16 30 50 100 200 200 50.0 10.0 80.0 >- of 00.0 z U. 40.0 'Li U 30.0 Ui 0 20.0 10.0 00 Ion Sample I Depth I Liquid I Plastic I Plasticity I 1Symbol O, D I I I I Passing EquivalenI Location (ft) I LImit I" Index I NO. 2 130 USCS B7 45.46.5 ( I I I I i SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 41n1ff&4flo1Qre GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPS CORRIDOR) C-8 107383002 8/13 CARLS8AD. CALIFORNIA 101243801..S1LVV 0.1 C 150.485 d. 10 I 0.1 001 cool 00001 I GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE NUMBERS HYDROMETER 2 1W I' W y%. 4 a ia 30 50 1000 - - IOU 200 T T •Jfl T I I IWJIlI I I — — — - — — — 000 . I I II I 800 I-I --- •I — .I —•1— I I 700 -F --1• i II I I 600 - — - I I —-— . >- 00 II II I Of 50o - —, .—-— Tr I' I 'I 400 — •-t U I of — -—-— 3U - FTTI 1 200 1 --H -—-— I 100 I I I I a 00 130 10 1 01 001 0001 00001 GRAIN SIZE IN MILLIMETERS PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 4Ino&44toore GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION P1 ANT (INTAKE PUMP STATION AND PIPE CURNIDON) C-9 107383002 8/13 CARLSBAD, CALIFORNIA 10730JW_Si8VE a i to o.ioa.i. GRAVEL SAND FINES Coarse Fine Coarse Medlwn J Fine SILT CLAY Symbol Sample Depth Liquid I Plastic I Plasticity 010 D I D C I Passing I Equivalent Location (it) Limit Limit Index No. 200 uscs I • B-7 70.7O.6 22 SM U.S. STANDARD SIEVE NUMBERS HYDROMETER 3 P 1W l % v. • 4 8 16 30 50 100 200 - 1001) •-r r v - r - . - - - - - - I I I I I 600 f .-f-... __.I. ...... II I II I I I 600 ,j. - . .00 ;. —- •1 — ç14 - - 00 800 La: I 500 - I I L Diu A ILL I II - •T 400 Lu I II 300 UTTF 200 . _1 _J . .__ . - 100 00 - I I I I — ,00, 10 I DI 0.01 0001 00001 GRAIN SIZE IN MILLIMETERS PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 F$f151o&4(trsrsve GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) c-I 0 107383002 8/13 CARLSBAD, CALIFORNIA iIihIJW._OCV - lii' III)) Al! GRAVEL SAND FINES Coarse Fine coarsel Medium Fine SILT C Y Symbol Sample Depth Liquid I Plastic I Plasticity I D I D Cu I Passing i Equivalent1 Location (ft) Limit LImIt Index . No. 200 uscs I (%) I • B-7 85.0-85.3 34 SM SAMPLE LOCATION SAMPLE DEPTH (FT) INITIAL MOISTURE (%) COMPACTED DRY DENSITY (PCF) FINAL - MOISTURE 1%) VOLUMETRIC SWELL (IN) EXPANSION INDEX POTENTIAL EXPANSION 8-7 1.0-5.0 9.5 110.0 18.7 0.048 47 Low PERFORMED IN GENERAL ACCORDANCE WITH USC STANDARD 18-2 El ASTM 04829 If/n//U & EXPANSION INDEX TEST RESULTS FIGURE PROJECT NO. I DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) CARLSBA0 CALIFORNIA j073a3co,_ExpAnIot1 Page GEOTECHNICAL DATA BY GEOLOGIC ASSOCIATES (2008) Geó-Loqic GeoLogic Associates BORING NO.: B-17 I 6% £50 C S AT I Boring Log ce i OF I 408 NO.: 2008-0075 DATE STARTED: 7/14/08 OW DEPTH: IS FEET SITE LOCATION: CARLSBAD DESAUNA1ION PROJECT DATE FINISHED: 7/14/08 CAVING DEPTH: 10 TO IS FEET DRILLING UEI14OOI 8 0 HOLLOW STEM AUGER ELEVATION: Ii FEET (PBSJ, 2004) TOTAL DEPTH: 51.5 FEET CONTRACTOR GEOLOGIC ASSOCIATES LOGGED BY: YMP r .; — - VISUAL FIELD DESCRIPTION COMMENTS FILL: suuc I 3 INCHES OF ASPHALT CONCRETE OVER 4 INCHES OF 108.7 19.5 40 2.5 1 AGGREGATE BASE ROC$( T PALE yncj BROWN (IOTR 6/2) MOIST, HARD CLAYEY SILT. 30 .1.4 3 TERRACE DEPOSITS: PALE YELLOWISH BROWN (IOYR 6/2) MOIST, DENSE FINE SM SILTY SAND WITH INTERBEDDED CLAYEY SILT LENSES. --- 57— - - TER8EDOED ML MIDDLE LIGHT GRAY (N4) MOIST. VERY STIFF, CLAYEY SILT 3 WITH IN FINE CLAYEY SAND LENSES. 90.1 33.2 2.5 4 - .4 ---- 33 1.4 .5 V 1.4- .5 • SN DARK 'YELLOWISH ORANGE (TOYR 8/6) WET, DENSE. FiNE 2 6 TO MEDIUM SILTY SAND WITH THIN SCATTERED CLAYEY 44 1.4 6 SILT LENSES. '7 45 2 '8 25 1.4 8 3 .9 10 :. .46 1.4 g. 12 81 1.4 10 : - - SANTIAGO FORMATION: MEDIUM GRAY (N5) WET, VERY DENSE, FINE TO MEDIUM 13 SILTY SANDSTONE WITH SCATTERED SILT LENSES. 4 85 1.4 II '14 WN NOTES: " / TOTAL DEPTH = 51.5 FEET. 21 GROUNDWATER ENCOUNTERED AT 15 FEET AT TIME OF 55 1.4 12 DRIWNG. BORING BACKF1U.ED ON 7/14/2008 AND CAPPED 18 WITH CONCRETE. PLUG. The data 'presented on this log is simplification of actual conditions encountered and applies only at the location of this boring and at the time Of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. Geó-Logic GeoLogic Associates BORING NO.: 8-18 Its $OCIATES Boring Log OF 1 JOB NO.: 2008-0075 . DATE STARTED: 7/14/08 . OW DEPTH: 14 FEET SITE LOCATION: CARI,SSN) DESALINATION PRMCT DATE FWISHEO: 7/14/08. CAViNG DEPTH: NONE ENCOUNTERED DRILLING METHOD:V 0 HOLLOW STEM AUGER EL1ATION 17 FEET (8OnE/PSSJ, 2004) TOTAL DEPTH: 51.5 FEET CONTRACIOR GEOLOGIC ASSOCIATES LOGGED BY: THP I'& d Z ! VISUAL flEI.D DESCRIPTION FILL' Bul.X i - 3 INCHES OF ASPHALT CONCRETE OVER 4 INCHES OF $09.3 $2.1 57 I ML AGGREGATE BASE ROCK PALE YELLOWISH BROWN (MR 6/2) MOIST. HARD CLAYEY L SILT WITH SCATTERED FINE TO MEDIUM SILTY SAND LENSES. ML ERRA.CEOEPOSITS: PALE YELLOWISH BROWN (IOYR 6/2) MOIST, HARD, CLAYEY $09.5 .. ° 25 3 : •2X SILT WITH SCATTERED FINE TO MEDIUM SILTY SAND LENSES. . • . SM . P Yü.i1 tiW7Täisi, MW, FINE -- SILTY SAND WITH INTERBEDDED FINE CLAYEY SAND LENSES. .33 • II -3- .--.--- -----------------------. . : Sli PALE YELLOWISH BROWN (IOYR 8/2) MOIST, DENSE, FINE TO MEDIUM SILlY SAND WITH INTERBEDDED CIAYE( SILT • -4 LENSES. 24 1.4 5 • PALE YELLOWISH BROWN ($OYR 6/2) WET, MEDIUM DENSE. FINE TO MEDIUM SILTY SAND, 34 1.4 6 2 6 DARK YELLOWISH ORANGE (10Th 6/6) WET, MEDIUM TO COARSE SILTY SAND. .7 55 2 .. ...25FrnTRAcEsorGaAva. 54 1.4 8 X :. -10 85 1.4 9 31 • it X 12 _____________________________________________ 65 1.4 tO 4 - SM SANTIAGO FORMATiON: GRAYISH ORANGE (1OYR 7/4) WET, VERY DENSE, FINE TO 13 MEDIUM SILTY SANDSTONE WIT" SCATTERED SILT LENSES. 4 $2 1.4 II 14 A NOTES: -15 I I. TOTAL DEPTH =51.5FEET. / GROUNDWATER ENCOUNTERED AT 14 FEET ATTIME OF 72 1.4 12 DRIwc. BORING BACKFIU.EO ON 7/14/2008 AND CAPPED - -18 WITH CONCRETE PLUG. The data presented on this log is 0 slmpliflOotion of actual conditions encountered and applies only at the location of this boring and -t the time of dnlling. Subsurface conditions may differ at other locations and may change with the passage of time. GeotechnlcaVEnvironmental Report - Carlsbad Seawater Desalnatton Plant APPENDIX B GEOTECHNICAL LABORATORY TESTING PROCEDURES AND TEST RESULTS Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 19-2 and ASTM D4829. Specimens are molded under a given coinpactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-Inch thick by 4- inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Location Sample Description Expansion Index Expansion Potential* B-12.0-2- Brown silty sand with mica 3 Very Low F-4' Orange brown silty sand with clay 0 Very Low 1'-3' Fine sandy clay 66 Medium *Based on the 1997 edition of the Uniform Building Code, prcparcdby the Inleniational Conference Of Building Officials. (ICBO. 1997). Minimum Resistivity and H Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643 to evaluate the corrosion potential for buried metallic conduits. The results are presented in the table below: Sample Location pH Minimum Resistivity (ohms-em) Metallic Corrosion Potential** B-9, 24' 8.3 1050 Severe 13-11,0-3' 8.4 5,300 Moderate 8-12, 0-2' 8.6 7,500 Low B-17,1-3' 7.3 500 Severe 7.9 1400 Severe ' per J. S. Navy, 1969. Atterbérgg, Limit Testing: Auerberg Limit Testing (plasticity index) was performed in accordance with ASTM 1)4318. The results are presented in the following pages. Cm am Sizc.Analysis: Grain-size distributions were performed on selected samples in accordance with ASTM D422. The results are presented in the following pages. B-I C1*dk&.PIOI1oaJ.flOfl . P.fd.. 011flr,fl K,pbiPu,dd I3,.,I P1,11 dP1 Soluble SU!fates: The soluble sulfate contents of selected samples were determined by California Test Method 417 to evaluate the potential for sulfate attack (conosion) to concrete. The test results are presented in the table below: Sample Location Soluble Sulfate Content (ppm) Sulfate Exposure to Concrete"" 8-9, 2-4' 49 Negligible B-1 1, 0-3' - 33 Negligible B-12,. 29 Negligible 8.17, 13' 416 Negligible B48, 1'3' 40 Negligible " Based on Seclion 1904.3 of tbc 2007 CBC. Consolidation Testing: Consolidation testing was performed in accordance with ASTM D 2435. The test results are presented on the following pages. i-Value: Resistance '4R" value was obtained for three samples. Testing was performed In accordance with California Test 301. The test results are presented below. Sample Location R-Value B-9,24' 38 I B-14,1-3' 47 Okect Shear Testing: Direct shear testing was performed in accordance with ASTM D3080. The results are presented on the following pages. 8.2 PNd*. bcufv, ,,* APPENDIX C LIQUEFACTION ANALYSIS Leighton This software is registered to: Leighton Group, Inc Field input data:: Test SPT Field Fines Unit Infi. Can Depth Value Content Weight Thickness Liquefy (It) (blows) (%) (pef) (ft) 5.00 14 5.00 120.00 2.50 Yes 7.50 60 10.00 120.00 3.75 Yes 11.25 53 5.00 120.00 3.75 Yes 15.00 56 10.00 120.00 5.00 Yes 20.00 60 5.00 120.00 5.00 Yes 25.00 56 5.00 127.20 5.00 Yes 30.00 56 10.00 120.00 5.00 Yes 35.00 100 5.00 120.00 5.00 Yes 40.00 100 5.00 120.00 5.00 Yes 45.00 100 10.00 120.00 5.00 Yes 50.00 100 5.00 120.00 5.00 Yes 55.00 100 5.00 120.00 5.00 Yes 60.00 100 5.00 120.00 5.00 Yes Abbreviations Depth: Depth at which test was perfonned (ft) SPT Field Value: Number of blows per foot Fines Content: Fines content at test depth (%) Unit Weight: Unit weight at test depth (pd) Infi. Thickness: Thickness of the soil layer to be considered In settlements analysis (It) Can Liquefy: User defined switch for excluding/including test depth from the analysis procedure ::Cydic Resistance Ratio (CRR) calculation data:: Depth SPT Unit a, u0 a. C,, C1 C,, C,, C,, (N1),,,, Fines 0 0 (111111),,o. CRR7.s (It) Field Weight (tsf) (tsf) (tsf) Content Value (pcf) (%) 5.00 14 120.00 0.30 0.00 0.30 1.48 1.30 1.00 0.75 1.20 24 5.00 0.00 1.00 24 4.000 7.50 60 120.00 0.45 0.00 0.45 1.35 1.30 1.00 0.75 1.20 95 10.00 0.87 1.02 98 4.000 11.25 53 120.00 0.68 0.00 0.68 1.20 1.30 1.00 0.85 1.20 84 5.00 0.00 1.00 84 4.000 15.00 56 120.00 0.90 0.00 0.90 1.07 1.30 1.00 0.85 1.20 80 10.00 0.87 1.02 83 4.000 20.00 60 120.00 1.20 0.00 1.20 0.94 1.30 1.00 0.95 1.20 84 5.00 0.00 1.00 84 4.000 25.00 56 127.20 1.52 0.00 1.52 0.84 1.30 1.00 0.95 1.20 69 5.00 0.00 1.00 69 4.000 30.00 56 120.00 1.82 0.00 1.82 0.75 1.30 1.00 1.00 1.20 66 10.00 0.87 1.02 68 4.000 35.00 100 120.00 2.12 0.00 2.12 0.69 1.30 1.00 1.00 1.20 107 5.00 0.00 1.00 107 4.000 40.00 100 120.00 2.42 0.00 2.42 0.63 1.30 1.00 1.00 1.20 98 5.00 0.00 1.00 98 4.000 45.00 100 120.00 2.72 0.00 2.72 0.58 1.30 1.00 1.00 1.20 91 10.00 0.87 1.02 94 4.000 50.00 100 120.00 3.02 0.03 2.99 0.55 1.30 1.00 1.00 1.20 85 5.00 0.00 1.00 85 4.000 55.00 100 120.00 3.32 0.19 3.13 0.53 1.30 1.00 1.00 1.20 83 5.00 0.00 1.00 83 4.000 60.00 100 120.00 3.62 0.34 3.27 0.51 1.30 1.00 1.00 1.20 80 5.00 0.00 1.00 80 4.000 Abbreviations a,: Total stress during SPT test (tsf) U,: Water pore pressure during SPI test (tsf) 0,0: Effective overburden pressure dung SPT test (tsf) C,,: Overburden corretion factor C,,: Energy correcon factor C,,: Borehole diameter correction factor C,,: Rod length correction factor C5: Liner correcOon factor Ng,,): Corrected N to a 60% energy ratio o, : Clean sand equivalent dean sand formiia coefficients Corected N,() value for fines content CRR75: Cydic resistance ratio for M=7.5 UqSVs 2.0.1.8 - SPT & Vs Liquefaction Assessment Software Page: 3 Project File: V:\INFOOJS PROJECIS\12501-13000\12516 It Carlsbad Intake PS\OolWalyses\Nfriyo_Moore_Boring.Isys This software Is registered to: Leighton Group, Inc ::Cydic Stress Ratio calculation (CSR fully adjusted and normalized):: Depth Unit C.q L14611 a.1 rd 0 CSR 14SF CSRa%m.7.s Kigu.. R FS (ft) Weight (tsf) (tsf) (tsf) (pd) 5.00 120.00 0.30 0.00 0.30 0.99 1.00 0.309 1.33 0.232 1.00 0.232 2.000 0 7.50 120.00 0.45 0.00 0.45 0.98 1.00 0.307 1.33 0.230 1.00 0.230 2.000 0 11.25 120.00 0.68 0.00 0.68 0.98 1.00 0.305 1.33 0.228 1.00 0.228 2.000 0 15.00 120.00 0.90 0.00 0.90 0.97 1.00 0.302 1.33 0.226 1.00 0.226 2.000 0 20.00 120.00 1.20 0.12 1.08 0.96 1.00 0.333 1.33 0.250 1.00 0.251 2.000 0 25.00 127.20 1.52 0.28 1.24 0.94 1.00 0.361 1.33 0.270 0.97 0.279 2.000 0 30.00 120.00 1.82 0.44 1.38 0.92 1.00 0.378 1.33 0.283 0.95 0.299 2.000 0 35.00 120.00 2.12 0.59 1.53 0.89 1.00 0.386 1.33 0.289 0.93 0.311 2.000 0 40.00 120.00 2.42 0.75 1.67 0.85 1.00 0.385 1.33 0.288 0.91 0.316 2.000 0 45.00 120.00 2.72 0.90 1.81 0.80 1.00 0.376 1.33 0.282 0.90 0.314 2.000 0 50.00 120.00 3.02 1.06 1.96 0.75 1.00 0.362 1.33 0.271 0.88 0.307 2.000 0 55.00 120.00 3.32 1.22 2.10 0.70 1.00 0.347 1.33 0.260 0.87 0.298 2.000 0 60.00 120.00 3.62 1.37 2.25 0.66 1.00 0.331 1.33 0.248 0.86 0.289 2.000 0 Abbreviations Total overburden pressure at test point, during earthquake (tsf) u q: Water pressure at test point, during earthquake (tsf) Effective overburden pressure, during earthquake (tsf) rd: Nonrear shear mass factor a: Improvement factor due to stone columns Cydc Stress Ratio (adjusted for Improvement) MSF: Magnitude Scang Factor CSReq ,.s: CSR adjusted for M=7.5 Effective overburden stress factor CSR: CSR fully adjusted (user FS applied)" FS: Calculated factor ofsafetyagainst soil lquefactioi User FS: 1.00 :: Vertical settlements estimation for saturated sands:: Depth DSD qJN e. All 5 (ft) (m) b) (ft) (In) 20.00 0.00 5.00 0.00 5.00 0.000 25.00 0.00 5.00 0.00 5.00 0.000 30.00 0.00 5.00 0.00 5.00 0.000 35.00 0.00 5.00 0.00 5.00 0.000 40.00 0.00 5.00 0.00 5.00 0.000 45.00 0.00 5.00 0.00 5.00 0.000 50.00 0.00 5.00 0.00 5.00 0.000 55.00 0.00 5.00 0.00 5.00 0.000 60.00 0.00 5.00 0.00 5.00 0.000 Cumulative settlements: 0.000 Abbreviations I)sa: Median grain size (In) qjN: Ratio of cone resistance toSPl e,: Post liquefaction volumetric strain (%) h: Thickness of soil layer to be considered (ft) 5: Estimated settlement (in) LiqSVs 2.0.1.8 - SPT & Vs Liquefaction Assessment Software Page: 4 Project File: V:\INFOOJS PROJECrS\12501-13000\12516 It Carlsbad Intake PS001Analyses\Nlnyo_Moore.Bodng.Isys This software is registered to: Leighton Group, Inc Field input data:: Test SPT Field Fines Unit Infi. Can Depth Value Content Weight Thickness Liquefy (ft) (blows) (%) (Pd) (ft) 5.00 13 25.00 124.09 5.00 Yes 10.00 8 10.00 120.00 5.00 Yes 15.00 7 15.00 125.91 5.00 Yes 20.00 8 10.00 120.00 5.00 Yes 25.00 11 15.00 120.00 5.00 Yes 30.00 11 15.00 120.00 5.00 Yes 35.00 27 10.00 120.00 5.00 Yes 40.00 100 10.00 120.00 5.00 Yes 45.00 52 10.00 120.00 5.00 Yes 50.00 100 10.00 120.00 5.00 Yes 55.00 100 10.00 120.00 5.00 Yes 60.00 100 10.00 120.00 5.00 Yes 65.00 100 10.00 120.00 5.00 Yes 70.00 100 10.00 120.00 5.00 Yes 75.00 100 10.00 120.00 5.00 Yes 80.00 100 10.00 120.00 5.00 Yes 85.00 100 10.00 120.00 5.00 Yes 90.00 100 10.00 120.00 5.00 Yes Abbreviations Depth: Depth at which test was performed (ft) SPI Field Value: Number of blows per foot Fines Content: Fines content at test depth (%) Unit Weight: Unit weight at test depth (pci) Infl. Thickness: Thickness of the soil layer to be considered In settlements analysis (ft) Can Liquefy: User defined switch for excluding/Including test depth from the analysis procedure ::Cydic Resistance Ratio (CRR) calculation data:: Depth SPT Unit 0, U. 0,. C. C. C. C. C5 (N1).o Fines 0 CRR,.. (ft) Field Weight (tst) (tst) (tst) Content Value (pcf) (%) 5.00 13 124.09 0.31 0.00 0.31 1.47 1.30 1.00 0.75 1.20 22 25.00 4.29 1.12 29 4.000 10.00 8 120.00 0.61 0.00 0.61 1.24 1.30 1.00 0.85 1.20 13 10.00 0.87 1.02 14 4.000 15.00 7 125.91 0.93 0.00 0.93 1.06 1.30 1.00 0.85 1.20 10 15.00 2.50 1.05 13 4.000 20.00 8 120.00 1.23 0.12 1.10 0.98 1.30 1.00 0.95 1.20 12 10.00 0.87 1.02 13 0.142 25.00 11 120.00 1.53 0.28 1.24 0.93 1.30 1.00 0.95 1.20 15 15.00 2.50 1.05 18 0.196 30.00 11 120.00 1.83 0.44 1.39 0.88 1.30 1.00 1.00 1.20 15 15.00 2.50 1.05 18 0.196 35.00 27 120.00 2.13 0.59 1.53 0.83 1.30 1.00 1.00 1.20 35 10.00 0.87 1.02 37 4.000 40.00 100 120.00 2.42 0.75 1.68 0.79 1.30 1.00 1.00 1.20 123 10.00 0.87 1.02 127 4.000 45.00 52 120.00 2.73 0.90 1.82 0.75 1.30 1.00 1.00 1.20 61 10.00 0.87 1.02 63 4.000 50.00 100 120.00 3.03 1.06 1.96 0.72 1.30 1.00 1.00 1.20 112 10.00 0.87 1.02 115 4.000 55.00 100 120.00 3.33 1.22 2.11 0.69 1.30 1.00 1.00 1.20 108 10.00 0.87 1.02 111 4.000 60.00 100 120.00 3.63 1.37 2.25 0.66 1.30 1.00 1.00 1.20 103 10.00 0.87 1.02 106 4.000 65.00 100 120.00 3.93 1.53 2.40 0.63 1.30 1.00 1.00 1.20 99 10.00 0.87 1.02 102 4.000 70.00 100 120.00 4.22 1.68 2.54 0.61 1.30 1.00 1.00 1.20 95 10.00 0.87 1.02 98 4.000 75.00 100 120.00 4.53 1.84 2.68 0.59 1.30 1.00 1.00 1.20 92 10.00 0.87 1.02 95 4.000 80.00 100 120.00 4.83 2.00 2.83 0.57 1.30 1.00 1.00 1.20 89 10.00 0.87 1.02 92 4.000 85.00 100 120.00 5.13 2.15 2.97 0.55 1.30 1.00 1.00 1.20 86 10.00 0.87 1.02 89 4.000 90.00 100 120.00 5.43 2.31 3.12 0.53 1.30 1.00 1.00 1.20 83 10.00 0.87 1.02 86 4.000 UqSVs 2.0.1.8 - SPT & Vs Liquefaction Assessment Software Page: 7 Project File: V:UNFOOJS PROJECTS\12501-13000\12516 It Carlsbad Intake PS\001Analyses\NIn',v Moore Boring.Isys This software is registered to: Leighton Group, Inc Cyclic Resistance Ratio (CRR) calculation data:: Depth SPT Unit 0, u. a,. C5 C5 CO C5 C5 (Nj).0 Fines a P (Ni),0,. CRR,., (ft) Field Weight (tsf) (tsf) (tsf) Content Value (pd) (%) Abbreviations a,: Total stress during SPT test (tsf) U,: Water pore pressure during SPT test (tsf) as,,: Effective overburden pressure during SPT test (tsf) C5: Overburden correbon factor C5: Energy correction factor C,: Borehole dimeter correction factor C5: Rod length correction factor C5: Uner correction factor Ng,o: Corrected N,1 to a W% energy ratio a, : Clean sand equivalent dean sand foimula coeffidents NI(6o)m: Corected Nl() value lbr fines content CRR75: Cydic resistance ratio for M=7.5 :: Cyclic Stress Ratio calculation (CSR fully adjusted and normalized):: Depth Unit O.q 0.urq rd 0 CSR 14SF 3R.q *.7.s ICi,.. CSR FS (ft) Weight (tsf) (tsf) (tst) (Pd) 5.00 124.09 0.31 0.00 0.31 0.99 1.00 - 0.309 1.33 0.232 1.00 0.232 2.000 0 10.00 120.00 0.61 0.00 0.61 0.98 1.00 0.305 1.33 0.229 1.00 0.229 2.000 0 15.00 125.91 0.93 0.00 0.93 0.97 1.00 0.302 1.33 0.226 1.00 0.226 2.000 0 20.00 120.00 1.23 0.12 1.10 0.96 1.00 0.332 1.33 0.249 0.99 0.251 0.565 0 25.00 120.00 1.53 0.28 1.24 0.94 1.00 0.360 1.33 0.270 0.97 0.279 0.701 0 30.00 120.00 1.83 0.44 1.39 0.92 1.00 0.378 1.33 0.283 0.95 0.299 0.654 0 35.00 120.00 2.13 0.59 1.53 0.89 1.00 0.385 1.33 0.289 0.93 0.311 2.000 0 40.00 120.00 2.42 0.75 1.68 0.85 1.00 0.384 1.33 0.288 0.91 0.316 2.000 0 45.00 120.00 2.73 0.90 1.82 0.80 1.00 0.375 1.33 0.281 0.90 0.314 2.000 0 50.00 120.00 3.03 1.06 1.96 0.75 1.00 0.362 1.33 0.271 0.88 0.307 2.000 0 55.00 120.00 3.33 1.22 2.11 0.70 1.00 0.346 1.33 0.259 0.87 0.298 2.000 0 60.00 120.00 3.63 1.37 2.25 0.66 1.00 0.331 1.33 0.248 0.86 0.289 2.000 0 65.00 120.00 3.93 1.53 2.40 0.62 1.00 0.318 1.33 0.238 0.85 0.281 2.000 0 70.00 120.00 4.22 1.68 2.54 0.59 1.00 0.307 1.33 0.230 0.84 0.274 2.000 0 75.00 120.00 4.53 1.84 2.68 0.57 1.00 0.299 1.33 0.224 0.83 0.270 2.000 0 80.00 120.00 4.83 2.00 2.83 0.55 1.00 0.292 1.33 0.219 0.82 0.266 2.000 0 85.00 120.00 5.13 2.15 2.97 0.53 1.00 0.286 1.33 0.215 0.81 0.264 2.000 0 90.00 120.00 5.43 2.31 3.12 0.52 1.00 0.282 1.33 0.211 0.81 0.262 2.000 0 Abbreviations Total overburden pressure at test point, during earthquake (f) Water pressure at test point, during earthquake (tsf) dvo.aq: Effective overburden pressure, during earthquake (tsf) r: Nonlinear shear mass factor a: Improverient factor due to stone columns CSR: Cyclic Stress Ratio (adjusted for Improvement) MSF: Magnitude Scaling Factor CSR,,N.7.5: CSR adjusted for M=7.5 Ki,,.: Effective overburden stress factor CSR: CSR fuly adjusted (use FS appbed)" FS: Clculad facto of safety against sail I iquefaction User FS: 1.00 :: Vertical settlements estimation for saturated sands:: Depth D,0 q/N e, Ah S (ft) (in) M) (ft) (in) UqSVs 2.0.1.8 - SPT & Vs Uquefactlon Assessment Software Page: 8 Proj&t File: V:INFOOJS PRO)ECT912501-130OO12516 It Carlsbad Intake PS\001Analyses\Ninyo_Moore_6oringisys This software Is registered to: Leighton Group, Inc Cydic Stress Ratio calculation (CSR fully adjusted and normalized):: Depth Unit a.1 UIsq C'q rd a CSR 14SF 3R.q p.7.5 K1... R FS (ft) Weight (tsf) (tsf) (tsf) (pd) 2.50 124.09 0.16 0.00 0.16 1.00 1.00 0.311 1.33 - 0.233 1.00 0.233 2.000 0 5.00 120.00 0.31 0.00 0.31 0.99 1.00 0.309 1.33 0.232 1.00 0.232 2.000 0 10.00 125.91 0.62 0.00 0.62 0.98 1.00 0.305 1.33 0.229 1.00 0.229 2.000 15.00 120.00 0.92 0.03 0.89 0.97 1.00 0.313 1.33 0.234 1.00 0.234 2.000 • 20.00 120.00 1.22 0.19 1.03 0.96 1.00 0.353 1.33 0.264 1.00 0.264 2.000 0 25.00 120.00 1.52 0.34 1.18 0.94 1.00 0.380 1.33 0.284 0.98 0.291 2.000 0 30.00 120.00 1.82 0.50 1.32 - 0.92 1.00 0.396 1.33 0.297 0.96 0.310 2.000 0 35.00 120.00 2.12 0.66 1.46 0.89 1.00 0.402 1.33 0.301 0.94 0.322 2.000 0 40.00 120.00 2.42 0.81 1.61 0.85 1.00 0.399 1.33 0.299 0.92 0.326 2.000 0 45.00 120.00 2.72 0.97 1.75 0.80 1.00 0.389 1.33 0.292 0.90 0.323 2.000 0 50.00 120.00 3.02 1.12 1.90 0.75 1.00 0.374 1.33 0.280 0.89 0.315 2.000 0 Abbreviations Tool overburden pressure at test point, during earthquake (tsf) Water pressure at test point, during earthquake (tsf) dvo,q: Effective overburden pressure, during earthquake (tsf) rd: Nonlinear shear mass factor a: Improvement factor due to stone a111nns Cyclic Stress Ratio (adjusted forimprovement) MSF: Magnitude Scaling Factor CSReq M.7.S: CSR adjusted for M=7.5 K,1: Effective overburden stress factor CSR: CSR fully adjusted (user FS appbed)'' FS: Calculated facto rof safety agalrsoll Iquefactial user FS: 1.00 :: Vertical settlements estimation for saturated sands:: Depth D50 q/N e, Ah 5 (ft) (ii) (%) (ft) (in) 15.00 0.00 5.00 0.00 5.00 0.000 20.00 0.00 5.00 0.00 5.00 0.000 25.00 0.00 5.00 0.00 5.00 0.000 30.00 0.00 5.00 0.00 5.00 0.000 35.00 0.00 5.00 0.00 5.00 0.000 40.00 0.00 5.00 0.00 5.00 0.000 45.00 0.00 5.00 0.00 5.00 0.000 50.00 0.00 5.00 0.00 5.00 0.000 Cumulative settlements: 0.000 Abbreviations D50: Median grain size (in) qJN: Ratio of cone resistance to 5FF e,: Post liquefaction volumetric strain (%) Ah: Thickness of soil layer to be considered (ft) s: Estimated settlement (in) L1qSVs 2.0.1.8 - SPT & Vs Liquefaction Assessment Software Page: 17 Pioject 1Ie: V:INFOOJS PROiECrS\12501-13000\12516 11 Carlsbad Intake P\OO1.AnaIysNlnyo_Moore_Boring.Isys References Ronald D. Andrus, Hossein Hayati, Nisha P. Mohanan, 2009. Correcting Liquefaction Resistance for Aged Sands Using Measured to Estimated Velocity Ratio, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 135, No. 6, June 1 Boulanger, R.W. and Idnss, I. M., 2014. CPT AND SPT BASED LIQUEFACTION TRIGGERING PROCEDURES. DEPARTMENT OF CIVIL & ENVIRONMENTAL ENGINEERING COLLEGE OF ENGINEERING UNIVERSITY OF CALIFORNIA AT DAVIS Dipl.-Ing. Heinz J. Priebe, Vibro Replacement to Prevent Earthquake Induced Liquefaction, Proceedings of the Geotechnique- Colloquium at Darmstadt, Germany, on March 19th, 1998 (also published in Ground Engineering, September 1998), Technical paper 12-57E Robertson, P.K. and Cabal, K.L., 2007, Guide to Cone Penetration Testing for Geotechnical Engineering. Available at no cost at http://www.geologismiki.gr/ Youd, T.L., Idnss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes, M.E., Ishihara, K., Koester, 1., Liao, S., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K., Seed, R., and Stokoe, K.H., Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshop on Evaluation of Liquefaction Resistance of Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 127, October, pp 817-833 Zhang, G., Robertson. P.K., Brachman, R., 2002, Estimating Liquefaction Induced Ground Settlements from the CPT, Canadian Geotechnical Journal, 39: pp 1168-1180 Zhang, G., Robertson. P.K., Brachman, R., 2004, Estimating Liquefaction Induced Lateral Displacements using the SPT and CPT, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 130, No. 8, 861-871 Pradel, D., 1998, Procedure to Evaluate Earthquake-Induced Settlements In Dry Sandy Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 124, No. 4, 364-368 R. Kayen, R. E. S. Moss, E. M. Thompson, R. B. Seed, K. 0. Cetin, A. Der Kiureghian, V. Tanaka, K. Tokimatsu, 2013. Shear- Wave Velocity—Based Probabilistic and Deterministic Assessment of Seismic Soil Liquefaction Potential, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 139, No. 3, March 1 UqSVs 2.0.1.8 - SPI & Vs Liquefaction Assessment Software LIQUEFACTION ANALYSIS BY NINYO AND MOORE (2013) LIQUEFACTION ANALYSIS Desalination Intake Structure Hole No.CPT-7 Water Depth16 ft Surface Elev18 Magnitude=6.64 Acceleration=0.484g Shear Stress Ratio Factor of Safety Settlement (ft) -o 0 1 0 1 5 Olin,) 10 - 1--rTrr-T-rT- imrrri, -10 —20 —40 —50 CRR CSR si— S8lUmted - Shaded Zone has Liquefaction Potential Unsaturat. - -60 I: —70 CivilTech Corporation 107393002 Plate G-1 CPT-7. sum * * * * * * * * * * * * * * * * * * ** * * ** * * * * ** * * * * * * * * * ** * * * ** * * ** t * * * * * * * * * * * * ** * * * * * * * * * ** * ** * ** * * * * ** * ** * * * *** * ** * * LIQUEFACTION ANALYSIS CALCULATION SHEET Copyright by CivilTech Software www.civiltech.com (425) 453-6488 Fax (425) 453-5848 Licensed to , 10/6/2016 2:41:19 PM Input File Name: G:\Fi le share\CAT.temp\107393002 Carlsbad Desal\Liquefaction Cal cs\CPT-7 .1 iq Title: Desalination Intake Structure Subtitle: 107393002 Surface Elev.=18 Hole No.=CPT-7 Depth of Hole= 50.0 ft Water Table during Earthquake= 16.0 ft Water Table during In-Situ Testing= 16.0 ft Max. Acceleration= 0.48 g Earthquake Magnitude= 6.6 Input Data: Surface Elev.=18 Hole No.=CPT-7 Depth of Hole=50.0 ft water Table during Earthquake= 16.0 ft water Table during In-Situ Testing= 16.0 ft Max. Acceleration=0.48 g Earthquake Magni tude=6.6 CPT Calculation Method: Modify Robertson* settlement Analysis Method: Tokimatsu, M-correction Fines Correction for Liquefaction: Idriss/Seed (SPT only) Fine Correction for Settlement: During Liquefaction* Settlement Calculation in: All zones* Hammer Energy Ratio, Ce = 1.3 Borehole Diameter, cb= 1.15 Sampling Method, cs= 1 User request factor of safety (apply to CSR) , User= 1 Plot one CSR curve (fsl=1) Use Curve smoothing: Yes* * Recommended Options In-Situ Test Data: Depth qc fs gamma Fines DSO ft tsf tsf pcf mm 0.0 0.0 0.0 123.0 0.0 0.3 0.3 0.1 0.0 123.0 0.0 0.3 Page 1 CPT-7. sum 0.5 0.1 0.1 123.0 0.0 0.3 0.7 0.9 0.4 123.0 0.0 0.3 0.8 15.5 0.6 123.0 0.0 0.3 1.0 20.8 0.9 123.0 0.0 0.3 1.1 21.8 1.0 123.0 0.0 0.3 1.3 20.6 1.1 123.0 0.0 0.3 1.5 19.5 0.8 123.0 0.0 0.3 1.6 20.4 0.9 123.0 0.0 0.3 1.8 18.5 0.8 123.0 0.0 0.3 2.0 19.3 0.7 123.0 0.0 0.3 2.1 14.6 0.3 123.0 0.0 0.3 2.3 14.1 0.3 123.0 0.0 0.3 2.5 8.3 0.2 123.0 0.0 0.3 2.6 6.1 0.2 123.0 0.0 0.3 2.8 5.0 0.1 123.0 0.0 0.3 3.0 4.6 0.1 123.0 0.0 0.3 3.1 4.9 0.1 123.0 00 0.3 3.3 5.3 0.1 123.0 0.0 0.3 3.4 5.7 0.1 123.0 0.0 0.3 3.6 6.0 0.1 123.0 0.0 0.3 3.8 5.8 0.1 123.0 0.0 0.3 3.9 5.1 0.1 123.0 0.0 0.3 4.1 5.1 0.1 123.0 0.0 0.3 4.3 5.1 0.1 123.0 0.0 0.3 4.4 5.0 0.1 123.0 0.0 0.3 4.6 4.7 0.1 123.0 0.0 0.3 4.8 5.4 0.1 123.0 0.0 0.3 4.9 7.5 0.3 123.0 0.0 0.3 5.1 11.4 0.8 123.0 0.0 0.3 5.3 38.5 1.2 123.0 0.0 0.3 5.4 71.9 1.8 123.0 0.0 0.3 5.6 76.0 2.5 123.0 0.0 0.3 5.7 80.8 2.8 123.0 0.0 0.3 5.9 83.1 2.9 123.0 0.0 0.3 6.1 74:4 2.6 123.0 0.0 0.3 6.2 66.6 2.3 123.0 0.0 0.3 6.4 63.9 2.1 123.0 0.0 0.3 6.6 61.5 2.0 123.0 0.0 0.3 6.7 58.9 2.0 123.0 0.0 0.3 6.9 57.1 2.0 123.0 0.0 0.3 7.1 54.0 1.8 123.0 0.0 0.3 7.2 52.7 1.8 123.0 0.0 0.3 7.4 50.4 1.5 123.0 0.0 0.3 7.6 61.0 1.8 123.0 0.0 0.3 7.7 60.6 1.6 123.0 0.0 0.3 7.9 57.8 1.9 123.0 0.0 0.3 8.0 83.0 1.9 123.0 0.0 0.3 8.2 90.3 2.0 123.0 0.0 0.3 Page 2 M CPT-7. sum 8.4 69.1 1.7 123.0 0.0 0.3 8.5 57.2 0.9 123.0 0.0 0.3 8.7 46.2 1.0 123.0 0.0 0.3 8.9 23.6 1.1 123.0 0.0 0.3 9.0 22.5 1.0 123.0 0.0 0.3 9.2 24.3 1.1 123.0 0.0 0.3 9.4 25.3 1.1 123.0 0.0 0.3 9.5 26.6 1.1 123.0 0.0 0.3 9.7 27.9 1.0 123.0 0.0 0.3 9.8 27.7 0.9 123.0 0.0 0.3 10.0 27.3 1.0 126.0 0.0 0.3 10.2 26.9 1.1 126.0 0.0 0.3 10.3 25.5 1.2 126.0 0.0 0.3 10.5 25.2 1.2 126.0 0.0 0.3 10.7 26.3 1.2 126.0 0.0 0.3 10.8 28.1 1.2 126.0 0.0 0.3 11.0 28.2 1.2 126.0 0.0 0.3 11.1 28.1 1.3 126.0 0.0 0.3 11.3 27.2 1.3 126.0 0.0 0.3 11.5 27.5 1.2 126.0 0.0 0.3 11.6 28.1 1.1 126.0 0.0 0.3 11.8 31.8 1.1 126.0 0.0 0.3 12.0 34.0 1.3 126.0 0.0 0.3 12.1 39.8 1.8 126.0 0.0 0.3 12.3 60.6 2.0 126.0 0.0 0.3 12.5 43.9 1.7 126.0 0.0 0.3 12.6 54.0 1.9 126.0 0.0 0.3 12.8 65.4 1.4 126.0 0.0 0.3 12.9 39.3 1.4 126.0 0.0 0.3 13.1 31.7 1.2 126.0 0.0 0.3 13.3 29.2 1.1 126.0 0.0 0.3 13.4 28.1 1.2 126.0 0.0 0.3 13.6 27.1 1.2 126.0 0.0 0.3 13.8 32.2 1.4 126.0 0.0 0.3 13.9 49.6 1.0 126.0 0.0 0.3 14.1 34.5 1.0 126.0 0.0 0.3 14.3 27.6 1.0 126.0 0.0 0.3 14.4 32.0 1.0 126.0 0.0 0.3 14.6 28.9 1.0 126.0 0.0 0.3 14.8 27.7 1.0 126.0 0.0 0.3 14.9 28.2 0.9 126.0 0.0 0.3 15.1 29.1 0.8 127.0 0.0 0.3 15.3 26.0 0.8 127.0 0.0 0.3 15.4 29.3 0.8 127.0 0.0 0.3 15.6 44.0 0.6 127.0 0.0 0.3 15.7 44.6 0.8 127.0 0.0 0.3 15.9 38.4 0.7 127.0 0.0 0.3 16.1 49.9 0.8 127.0 0.0 0.3 Page 3 CPT-7. sum 16.2 40.4 0.6 127.0 0.0 0.3 16.4 39.7 0.6 127.0 0.0. 0.3 16.6 34.4 0.5 127.0 0.0 0.3 16.7 29.4 0.4 127.0 0.0 0.3 16.9 40.6 0.5 127.0 0.0 0.3 17.1 62.7 0.4 127.0 0.0 0.3 17.2 65.3 0.6 127.0 0.0 0.3 17.4 46.6 1.0 127.0 0.0 0.3 17.5 32.4 0.7 127.0 0.0 0.3 17.7 46.4 0.6 127.0 0.0 0.3 17.9 115.8 0.4 127.0 0.0 0.3 18.0 127.6 0.6 127.0 0.0 0.3 18.2 107.7 1.0 127.0 0.0 0.3 18.4 62.7 1.5 127.0 0.0 0.3 18.5 41.3 0.9 127.0 0.0 0.3 18.7 28.3. 0.8 127.0 0.0 0.3 18.9 26.4 0.9 127.0 0.0 0.3 19.0 33.4 0.8 127.0 0.0 0.3 19.2 77.6 0.6 127.0 0.0 0.3 19.4 122.6 0.5 127.0 0.0 0.3 19.5 138.7 0.4 127.0 0.0 0.3 19.7 1686.0 0.5 127.0 0.0 0.3 19.8 148.8 0.6 127.0 0.0 0.3 20.0 149.3 0.7 127.0 0.0 0.3 20.2 146.9 0.7 127.0 0.0 0.3 20.3 148.4 0.7 127.0 0.0 0.3 20.5 149.7 0.7 127.0 0.0 0.3 20.7 147.9 0.7 127.0 0.0 0.3 20.8 142.7 0.6 127.0 0.0 0.3 21.0 141.4 0.6 127.0 0.0 0.3 21.2 142.2 0.6 127.0 0.0 0.3 21.3 138.2 0.5 127.0 0.0 0.3 21.5 136.5 0.5 127.0 0.0 0.3 21.6 132.8 0.5 127.0 0.0 0.3 21.8 124.9 0.5 127.0 0.0 0.3 22.0 112.5 0.4 127.0 0.0 0.3 22.1 106.6 0.3 127.0 0.0 0.3 22.3 110.6 0.3 127.0 0.0 0.3 22.5 119.4 0.4 127.0 0.0 0.3 22.6 124.8 0.4 127.0 0.0 0.3 22.8 124.2 0.4 127.0 0.0 0.3 23.0 123.3 0.4 127.0 0.0 0.3 23.1 123.0 0.4 127.0 0.0 0.3 23.3 123.9 0.4 127.0 0.0 0.3 23.5 127.6 0.4 127.0 0.0 0.3 23.6 124.1 0.3 127.0 0.0 0.3 23.8 119.7 0.3 127.0 0.0 0.3 24.0 114.5 0.4 127.0 0.0 0.3 Page 4 CPT-7. sum 24.1 110.4 0.4 127.0 0.0 0.3 24.3 106.9 0.4 127.0 0.0 0.3 24.4 105.1 0.4 127.0 0.0 0.3 24.6 104.6 0.4 127.0 0.0 0.3 24.8 115.4 0.3 127.0 0.0 0.3 24.9 134.5 0.3 127.0 0.0 0.3 25.1 146.7 0.3 126.0 0.0 0.3 25.3 159.5 0.3 126.0 0.0 0.3 25.4 169.5 0.4 126.0 0.0 0.3 25.6 178.4 0.5 126.0 0.0 0.3 25.8 169.6 0.4 126.0 0.0 0.3 25.9 159.3 0.6 126.0 0.0 0.3 26.1 140.4 1.1 126.0 0.0 0.3 26.2 91.1 1.0 126.0 0.0 0.3 26.4 64.8 1.4 126.0 0.0 0.3 26.6 49.3 1.6 126.0 0.0 0.3 26.7 52.9 1.0 126.0 0.0 0.3 26.9 69.9 0.9 126.0 0.0 0.3 27.1 58.0 0.8 126.0 0.0 0.3 27.2 42.1 0.7 126.0 0.0 0.3 27.4 33.2 0.6 126.0 0.0 0.3 27.5 30.9 0.4 126.0 0.0 0.3 27.7 30.3 0.5 126.0 0.0 0.3 27.9 30.6 0.6 126.0 0.0 0.3 28.0 32.6 0.8 126.0 0.0 0.3 28.2 68.5 0.9 126.0 0.0 0.3 28.4 166.1 0.6 126.0 0.0 0.3 28.5 2100.0 0.6 126.0 0.0 0.3 28.7 227.9 0.5 126.0 0.0 0.3 28.9 223.3 0.7 126.0 0.0 0.3 29.0 199.0 1.6 126.0 0.0 0.3 29.2 142.0 2.8 126.0 0.0 0.3 29.4 95.8 2.8 126.0 0.0 0.3 29.5 89.3 2.1 126.0 0.0 0.3 29.7 101.1 2.8 126.0 0.0 0.3 29.9 97.6 1.8 126.0 0.0 0.3 30.0 148.4 1.5 126.0 0.0 0.3 30.2 227.6 1.0 126.0 0.0 0.3 30.3 257.4 0.9 126.0 0.0 0.3 30.5 274.8 1.1 126.0 0.0 0.3 30.7 275.9 1.2 126.0 0.0 0.3 30.8 235.4 1.2 126.0 0.0 0.3 31.0 207.3 1.1 126.0 0.0 0.3 31.2 191.4 0.9 126.0 0.0 0.3 31.3 173.4 0.9 126.0 0.0 0.3 31.5 163.1 1.3 126.0 0.0 0.3 31.7 129.0 1.6 126.0 0.0 0.3 31.8 100.0 2.2 126.0 0.0 0.3 Page 5 CPT-7 . sum 32.0 108.8 2.0 126.0 0.0 0.3 32.2 157.6 1.7 126.0 0.0 0.3 32.3 182.9 1.4 126.0 0.0 0.3 32.5 166.9 1.9 126.0 0.0 0.3 32.6 121.2 2.0 126.0 0.0 0.3 32.8 98.7 2.0 126.0 0.0 0.3 33.0 116.4 1.8 126.0 0.0 0.3 33.1 132.1 1.4 126.0 0.0 0.3 33.3 152.8 1.5 126.0 0.0 0.3 33.5 183.6 1.8 126.0 0.0 0.3 33.6 201.9 1.9 126.0 0.0 0.3 33.8 212.8 1.5 126.0 0.0 0.3 34.0 196.6 1.5 126.0 0.0 0.3 34.1 140.1 1.6 126.0 0.0 0.3 34.3 91.0 2.2 126.0 0.0 0.3 34.5 60.4 2.1 126.0 0.0 0.3 34.6 42.6 1.4 126.0 0.0 0.3 34.8 32.1 1.2 126.0 0.0 0.3 34.9 35.1 1.2 126.0 0.0 0.3 35.1 48.5 1.3 125.0 0.0 0.3 35.3 69.8 1.7 125.0 0.0 0.3 35.4 71.6 1.5 125.0 0.0 0.3 35.6 75.3 1.7 125.0 0.0 0.3 35.8 84.5 2.3 125.0 0.0 0.3 35.9 73.6 1.9 125.0 0.0 0.3 36.1 106.9 1.6 125.0 0.0 0.3 36.3 173.7 0.9 125.0 0.0 0.3 36.4 189.7 0.9 125.0 0.0 0.3 36.6 188.9 0.9 125.0 0.0 0.3 36.8 152.3 1.6 125.0 0.0 0.3 36.9 128.5 1.7 125.0 0.0 0.3 37.1 188.7 1.6 125.0 0.0 0.3 37.2 217.2 1.0 125.0 0.0 0.3 37.4 226.5 0.7 125.0 0.0 0.3 37.6 220.7 0.6 125.0 0.0 0.3 37.7 208.9 0.7 125.0 0.0 0.3 37.9 201.6 0.8 125.0 0.0 0.3 38.1 211.2 0.4 125.0 0.0 0.3 38.2 184.8 1.1 125.0 0.0 0.3 38.4 115.9 1.6 125.0 0.0 0.3 38.5 122.9 1.5 125.0 0.0 0.3 38.7 155.2 1.2 125.0 0.0 0.3 38.9 198.5 0.9 125.0 0.0 0.3 39.0 186.8 0.7 125.0 0.0 0.3 39.2 188.9 0.7 125.0 0.0 0.3 39.4 191.4 0.7 125.0 0.0 0.3 39.5 185.5 0.6 125.0 0.0 0.3 39.7 186.8 0.6 125.0 0.0 0.3 Page 6 CPT-7. sum 39.9 229.9 0.7 125.0 0.0 0.3 40.0 243.3 0.8 125.0 0.0 0.3 40.2 244.0 1.0 125.0 0.0 0.3 40.3 248.7 1.1 125.0 0.0 0.3 40.5 250.7 1.1 125.0 0.0 0.3 40.7 247.2 1.0 125.0 0.0 0.3 40.8 241.3 0.9 125.0 0.0 0.3 41.0 240.2 0.8 125.0 0.0 0.3 41.2 229.5 0.6 125.0 0.0 0.3 41.3 219.6 0.5 125.0 0.0 0.3 41.5 226.9 0.5 125.0 0.0 0.3 41.7 235.0 0.6 125.0 0.0 0.3 41.8 236.8 0.6 125.0 0.0 0.3 42.0 242.4 0.7 125.0 0.0 0.3 42.2 256.4 0.7 125.0 0.0 0.3 42.3 260.8 0.6 125.0 0.0 0.3 42.5 270.0 0.5 125.0 0.0 0.3 42.7 275.4 0.7 125.0 0.0 0.3 42.8 268.8 0.9 125.0 0.0 0.3 43.0 258.1 1.0 125.0 0.0 0.3 43.1 254.3 1.2 125.0 0.0 0.3 43.3 248.2 1.4 125.0 0.0 0.3 43.5 237.3 1.5 125.0 0.0 0.3 43.6 216.7 2.0 125.0 0.0 0.3 43.8 186.6 2.3 125.0 0.0 0.3 44.0 151.0 2.3 125.0 0.0 0.3 44.1 136.6 2.5 125.0 0.0 0.3 44.3 116.0 1.8 125.0 0.0 0.3 44.5 117.4 2.1 125.0 0.0 0.3 44.6 123.1 1.5 125.0 0.0 0.3 44.8 140.0 1.3 125.0 0.0 0.3 45.0 147.7 0.3 125.0 0.0 0.3 45.1 159.0 0.3 125.0 0.0 0.3 45.3 177.8 0.4 125.0 0.0 0.3 45.4 190.7 0.5 125.0 0.0 0.3 45.6 194.3 0.5 125.0 0.0 0.3 45.8 201.4 0.6 125.0 0.0 0.3 45.9 181.3 1.3 125.0 0.0 0.3 46.1 159.4 1.6 125.0 0.0 0.3 46.3 128.1 2.5 125.0 0.0 0.3 46.4 87.8 2.4 125.0 0.0 0.3 46.6 80.9 2.2 125.0 0.0 0.3 46.8 103.5 1.9 125.0 0.0 0.3 46.9 111.8 1.6 125.0 0.0 0.3 47.1 119.7 1.6 125.0 0.0 0.3 47.2 121.7 2.0 125.0 0.0 0.3 47.4 115.2 2.1 125.0 0.0 0.3 47.6 104.9 2.0 125.0 0.0 0.3 Page 7 CPT-7 . sum 47.7 80.8 2.4 125.0 0.0 0.3 47.9 62.5 1.8 125.0 0.0 0.3 48.1 47.3 1.5 125.0 0.0 0.3 48.2 57.4 0.6 125.0 0.0 0.3 48.4 46.0 0.7 125.0 0.0 0.3 48.6 47.5 1.2 125.0 0.0 0.3 48.7 49.2 1.3 125.0 0.0 0.3 48.9 70.1 1.5 125.0 0.0 0.3 49.0 68.6 1.2 125.0 0.0 0.3 49.2 56.7 1.1 125.0 0.0 0.3 49.4 50.0 1.2 125O 0.0 0.3 49.5 56.2 1.5 125.0 0.0 0.3 49.7 63.2 1.9 125.0 0.0 0.3 49.9 72.4 2.6 125.0 0.0 0.3 Output Results: settlement of saturated sands-1.44 in, settlement of unsaturated Sands=0.04 in. Total settlement of saturated and unsaturated Sands=1.48 in. Differential set-tlement=0.739 to 0.975 in. Depth CRRm CSRsf F.S. s_sat. 5-dry s_all ft in. in. in. 0.00 2.00 0.31 5.00 1.44 0.04 1.48 0.05 2.00 0.31 5.00 1.44 0.04 1.48 0.10 2.00 0.31 5.00 1.44 0.04 1.48 0.15 2.00 0.31 5.00 1.44 0.04 1.48 0.20 2.00 0.31 5.00 1.44 0.04 1.48 0.25 2.00 0.31 5.00 1.44 0.04 1.48 0.30 2..00 0.31 5.00 1.44 0.04 1.48 035 2.00 0.31 5.00 1.44 0.04 1.48 0.40 2.00 0.31 5.00 1.44 0.04 1.48 0.45 2.00 0.31 5.00 1.44 0.04 1.48 0.50 2.00 0.31 5.00 1.44 0.04 1.48 0.55 2.00 0.31 5.00 1.44 0.04 1.48 0.60 2.00 0.31 5.00 1.44 0.04 1.48 0.65 2.00 0.31 5.00 1.44 0.04 1.48 0.70 2.00 0.31 5.00 1.44 0.04 1.48 0.75 2.33 0.31 5.00 1.44 0.04 1.48 0.80 0.91 0.31 5.00 1.44 0.04 1.48 0.85 0.84 0.31 5.00 1.44 0.04 1.48 0.90 0.98 0.31 5.00 1.44 0;04 1.48 0.95 1.13 0.31 5.00 1.44 0.04 1.48 1.00 1.23 0.31 5.00 1.44 0.04 1.48 1.05 1.27 0.31 5.00 1.44 0.04 1.48 1.10 1.32 0.31 5.00 1.44 0.04 1.48 Page 8 CPT-7. sum 1.15 1.38 0.31 5.00 1.44 0.04 1.48 1.20 1.50 0.31 5.00 1.44 0.04 1.48 1.25 1.67 0.31 5.00 1.44 0.04 1.48 1.30 1.91 0.31 5.00 1.44 0.04 1.48 1.35 1.69 0.31 5.00 1.44 0.04 1.48 1.40 1.40 0.31 5.00 1.44 0.04 1.48 1.45 1.15 0.31 5.00 1.44 0.04 1.48 1.50 1.03 0.31 5.00 1.44 0.04 1.48 1.55 1.05 0.31 5.00 1.44 0.04 1.48 1.60 1.08 0.31 5.00 1.44 0.04 1.48 1.65 1.11 0.31 5.00 1.44 0.04 1.48 1.70 1.17 0.31 5.00 1.44 0.04 1.48 1.75 1.26 0.31 5.00 1.44 0.04 1.48 1.80 1.39 0.31 5.00 1.44 0.04 1.48 1.85 1.12 0.31 5.00 1.44 0.04 1.48 1.90 0.91 0.31 5.00 1.44 0.04 1.48 1.95 0.76 0.31 5.00 1.44 0.04 1.48 2.00 0.61 0.31 5.00 1.44 0.04 1.48 2.05 0.45 0.31 5.00 1.44 0.04 1.48 2.10 0.32 0.31 5.00 1.44 0.04 1.48 2.15 0.25 0.31 5.00 1.44 0.04 1.48 2.20 0.23 0.31 5.00 1.44 0.03 1.48 2.25 0.21 0.31 5.00 1.44 0.03 1.48 2.30 0.19 0.31 5.00 1.44 0.03 1.48 2.35 0.21 0.31 5.00 1.44 0.03 1.48 2.40 0.26 0.31 5.00 1.44 0.03 1.48 2.45 0.27 0.31 5.00 1.44 0.03 1.48 2.50 0.36 0.31 5.00 1.44 0.03 1.48 2.55 0.38 0.31 5.00 1.44 0.03 1.48 2.60 0.30 0.31 5.00 1.44 0.03 1.47 2.65 0.26 0.31 5.00 1.44 0.03 1.47 2.70 0.23 0.31 5.00 1.44 0.03 1.47 2.75 0.21 0.31 5.00 1.44 0.03 1.47 2.80 0.19 0.31 5.00 1.44 0.03 1.47 2.85 0.18 0.31 5.00 1.44 0.03 1.47 2.90 0.17 0.31 5.00 1.44 0.03 1.47 2.95 0.17 0.31 5.00 1.44 0.03 1.47 3.00 0.17 0.31 5.00 1.44 0.03 1.47 3.05 0.17 0.31 5.00 1.44 0.03 1.47 3.10 0.17 0.31 5.00 1.44 0.03 1.47 3.15 0.17 0.31 5.00 1.44 0.03 1.47 3.20 0.17 0.31 5.00 1.44 0.03 1.47 3.25 0.17 0.31 5.00 1.44 0.03 1.47 3.30 0.18 0.31 5.00 1.44 0.03 1.47 3.35 0.18 0.31 5.00 1.44 0.03 1.47 3.40 0.17 0.31 5.00 1.44 0.03 1.47 3.45 0.16 0.31 5.00 1.44 0.03 1.47 3.50 0.16 0.31 5.00 1.44 0.03 1.47 Page 9 CPT-7. sum 3.55 0.16 0.31 5.00 1.44 0.03 1.47 3.60 0.15 0.31 5.00 1.44 0.03 1.47 3.65 0.16 0.31 5.00 1.44 0.03 1.47 3.70 0.16 0.31 5.00 1.44 0.03 1.47 3.75 0.16 0.31 5.00 1.44 0.03 1.47 3.80 0.17 0.31 500 1.44 0.03 1.47 3.85 0.16 0.31 5.00 1.44 0.03 1.47 3.90 0.16 0.31 5.00 1.44 0.03 1.47 3.95 0.15 0.31 5.00 1.44 0.03 1.47 4.00 0.15 0.31 5.00 1.44 0.03 1.47 4.05 0.15 0.31 5.00 1.44 0.03 1.47 4.10 0.15 0.31 5.00 1.44 0.03 1.47 4.15 0.15 0.31 5.00 1.44 0.03 1.47 4.20 0.14 0.31 5.00 1.44 0.03 1.47 4.25 0.14 0.31 5.00 1.44 0.03 1.47 4.30 0.14 0.31 5.00 1.44 0.03 1.47 4.35 0.14 0.31 5.00 1.44 0.02 1.47 4.40 0.14 0.31 5.00 1.44 0.02 1.47 4.45 0.14 0.31 5.00 1.44 0.02 1.47 4.50 0.14 0.31 5.00 1.44 0.02 1.46 4.55 2.00 0.31 5.00 1.44 0.02 1.46 4.60 2.00 0.31 5.00 1.44 0.02 1.46 4.65 2.00 0.31 5.00 1.44 0.02 1.46 4.70 2.00 0.31 5.00 1.44 0.02 1.46 4.75 2.00 0.31 5.00 1.44 0.02 1.46 4.80 2.00 0.31 5.00 1.44 0.02 1.46 4.85 2.00. 0.31 5.00 1.44 0.02 1.46 4.90 2.00 0.31 5.00 1.44 0.02 1.46 4.95 2.00 0.31 5.00 1.44 0.02 1.46 5.00 2.00 0.31 5.00 1.44 0.02 1.46 5.05 2.00 0.31 5.00 1.44 0.02 1.46 5.10 2.00 0.31 5.00 1.44 0.02 1.46 5.15 1.53 0.31 5.00 1.44 0.02 1.46 5.20 0.68 0.31 5.00 1.44 0.02 1.46 5.25 0.55 0.31 5.00 1.44 0.02 1.46 5.30 0.57 0.31 5.00 1.44 0.02 1.46 5.35 0.66 0.31 5.00 1.44 0.02 1.46 5.40 0.80 0.31 5.00 1.44 0.02 1.46 5.45 0.93 0.31 5.00 1.44 0.02 1.46 5.50 1.06 0.31 5.00 1.44 0.02 1.46 5.55 1.21 0.31 5.00 1.44 0.02 1.46 5.60 1.32 0.31 5.00 1.44 0.02 1.46 5.65 1.36 0.31 5.00 1.44 0.02 1.46 5.70 1.40 0.31 5.00 1.44 0.02 1.46 5.75 1.44 0.31 5.00 1.44 0.02 1.46 5.80 1.47 0.31 5.00 1.44 0.02 1.46 5.85 1.50 0.31 5.00 1.44 0.02 1.46 5.90 1.53 0.31 5.00 1.44 0.02 1.46 Page 10 CPT-7. sum 5.95 1.45 0.31 5.00 1.44 0.02 1.46 6.00 1.35 0.31 5.00 1.44 0.02 1.46 6.05 1.25 0.31 5.00 1.44 0.02 1.46 6.10 1.18 0.31 5.00 1.44 0.02 1.46 6.15 1.11 0.31 5.00 1.44 0.02 1.46 6.20 1.05 0.31 5.00 1.44 0.02 1.46 6.25 0.99 0.31 5.00 1.44 0.02 1.46 6.30 0.94 0.31 5.00 1.44 0.02 1.46 6.35 0.90 0.31 5.00 1.44 0.02 1.46 6.40 0.85 0.31 5.00 1.44 0.02 1.46 6.45 0.84 0.31 5.00 1.44 0.02 1.46 6.50 0.83 0.31 5.00 1.44 0.02 1.46 6.55 0.83 0.31 5.00 1.44 0.02 1.46 6.60 0.83 0.31 5.00 1.44 0.02 1.46 6.65 0.83 0.31 5.00 1.44 0.02 1.46 6.70 0.83 0.31 5.00 1.44 0.02 1.46 6.75 0.83 0.31 5.00 1.44 0.02 1.46 6.80 0.83 0.31 5.00 1.44 0.02 1.46 6.85 0.82 0.31 5.00 1.44 0.02 1.46 6.90 0.81 0.31 5.00 1.44 0.02 1.46 6.95 0.77 0.31 5.00 1.44 0.02 1.46 7.00 0.73 0.31 5.00 1.44 0.02 1.46 7.05 0.70 0.31 5.00 1.44 0.02 1.46 7.10 0.69 0.31 5.00 1.44 0.02 1.46 7.15 0.69 0.31 5.00 1.44 0.02 1.46 7.20 0.69 0.31 5.00 1.44 0.02 1.46 7.25 0.65 0.31 5.00 1.44 0.02 1.46 7.30 0.59 0.31 5.00 1.44 0.02 1.46 7.35 0.53 0.31 5.00 1.44 0.02 1.46 7.40 0.52 0.31 5.00 1.44 0.02 1.46 7.45 0.56 0.31 5.00 1.44 0.02 1.46 7.50 0.60 0.31 5.00 1.44 0.02 1.46 7.55 0.65 0.31 5.00 1.44 0.02 1.46 7.60 0.61 0.31 5.00 1.44 0.02 1.46 7.65 0.57 0.31 5.00 1.44 0.02 1.46 7.70 0.54 0.31 5.00 1.44 0.02 1.46 7.75 0.56 0.31 5.00 1.44 0.02 1.46 7.80 0.60 0.31 5.00 1.44 0.02 1.46 7.85 0.65 0.31 5.00 1.44 0.02 1.46 7.90 0.65 0.31 5.00 1.44 0.02 1.46 7.95 0.65 0.31 5.00 1.44 0.02 1.46 8.00 0.67 0.31 5.00 1.44 0.02 1.46 8.05 0.70 0.31 5.00 1.44 0.02 1.46 8.10 0.73 0.31 5.00 1.44 0.02 1.46 8.15 0.76 0.31 5.00 1.44 0.02 1.46 8.20 0.79 0.31 5.00 1.44 0.02 1.46 8.25 0.71 0.31 5.00 1.44 0.02 1.46 8.30 0.65 0.31 5.00 1.44 0.02 1.46 Page 11 CPT-7. sum 8.35 0.59 0.31 5.00 1.44 0.02 1.46 8.40 0.51 0.31 5.00 1.44 0.02 1.46 8.45 0.41 0.31 5.00 1.44 0.02 1.46 8.50 0.33 0.31 5.00 1.44 0.02 1.46 8.55 0.29 0.31 5.00 1.44 0.02 1.46 8.60 0.29 0.31 5:00 1.44 0.02 1.46 8.65 0.30 0.31 5.00 1.44 0.02 1.46 8.70 0.31 0.31 5.00 1.44 0.02 1.46 8.75 0.35 0.31 5.00 1.44 0.01 1.46 8.80 0.60 0.31 5:00 144 0.01 1.46 8.85 0.99 0.31 5.00 1.44 0.01 1.46 8.90 2.00 .0:31 5:00 1.44 0.01 1.46 8.95 2.00 0.31 5.00 1.44 0.01 1.46 9.00 2.00 0.31 5.00 1.44 0.01 1.46 9.05 2.00 0.31 5.00 1.44 0.01 1.46 9.10 2.00 0.31 5.00 1.44 0.01 1.46 9.15 2.00 0.31 5.00 1.44 0.01 1.46 9.20 2.00 . 0.31 5.00 1.44 0.01 1.46 9.25 2.00 0.31 5.00 1.44 0.01 1.46 9.30 2.00 0.31 5.00 1.44 0.01 1.46 9.35 2.00 031 5.00 1.44 0.01 1.46 9.40 2.00 0.31 5.00 1.44 0.01 1.46 9.45 2.00 0.31 5.00 1.44 0.01 1.46 9.50 2.00 0.31 5.00 1.44 0.01 1.46 9.55 1.05 0.31 5.00 1.44 0.01 1.46 9.60 1.08 0.31 5.00 1.44 0.01 1.46 9.65 1.11 0.31 5.00- 1.44 0.01 1.46 9.70 1.03 0.31 5.00 1.44 0.01 1.46 9.75 0.95 0.31 5.00 1.44 0.01 1.46 9.80 0.87 0.31 5.00 1.44 0.01 1.46 9.85 0.84 0.31 5.00 1.44 001 1.46 9.90 0.96 0.31 5.00 1.44 0.01 1.46 9.95 1.03 0.31 5.00 1.44 0.01 1.46 10.00 1.01 0.31 5.00 1.44 0.01 1.46 10.05 0.99 0.31 5.00 1.44 0.01 1.45 10.10 0.97 0.31 5.00 1.44 0.01 1.45 10.15 2.00 0.31 5.00 1.44 0.01 1.45 10.20 2.00 0.31 5.00 1.44 0.01 1.45 10.25 2.00 0.31 5.00 1.44 0.01 1.45 10.30 2.00 0.31 5.00 1.44 0.01 1.45 10.35 2.00 0.31 500 1.44 0.01 1.45 10.40 2.00 0.31 5.00 1.44 0.01 1.45 10.45 2.00 0.31 5.00 1.44 0.01 1.45 10.50 2.00 0.31 5.00 1.44 0.01 1.45 10.55 2.00 0.31 5.00 1.44 0.01 1.45 10.60 2.00 0.31 5.00 1.44 0.01 1.45 10.65 2.00 0.31 5.00 1.44 0.01 1.45 10.70 2.00 0.31 5.00 1.44 0.01 1.45 Page 12 CPT-7 . sum 10.75 2.00 0.31 5.00 1.44 0.01 1.45 10.80 2.00 0.31 5.00 1.44 0.01 1.45 10.85 2.00 0.31 5.00 1.44 0.01 1.45 10.90 2.00 0.31 5.00 1.44 0.01 1.45 10.95 2.00 0.31 5.00 1.44 0.01 1.45 11.00 2.00 0.31 5.00 1.44 0.01 1.45 11.05 2.00 0.31 5.00 1.44 0.01 1.45 11.10 2.00 0.31 5.00 1.44 0.01 1.45 11.15 2.00 0.31 5.00 1.44 0.01 1.45 11.20 2.00 0.31 5.00 1.44 0.01 1.45 11.25 2.00 0.31 5.00 1.44 0.01 1.45 11.30 2.00 0.31 5.00 1.44 0.01 1.45 11.35 2.00 0.31 5.00 1.44 0.01 1.45 11.40 2.00 0.31 5.00 1.44 0.01 1.45 11.45 2.00 0.31 5.00 1.44 0.01 1.45 11.50 2.00 0.31 5.00 1.44 0.01 1.45 11.55 2.00 0.31 5.00 1.44 0.01 1.45 11.60 2.00 0.31 5.00 1.44 0.01 1.45 11.65 2.00 0.31 5.00 1.44 0.01 1.45 11.70 2.00 0.31 5.00 1.44 0.01 1.45 11.75 0.99 0.31 5.00 1.44 0.01 1.45 11.80 0.91 0.31 5.00 1.44 0.01 1.45 11.85 0.97 0.31 5.00 1.44 0.01 1.45 11.90 1.02 0.31 5.00 1.44 0.01 1.45 11.95 1.07 0.31 5.00 1.44 0.01 1.45 12.00 1.18 0.31 5.00 1.44 0.01 1.45 12.05 1.37 0.31 5.00 1.44 0.01 1.45 12.10 1.58 0.31 5.00 1.44 0.01 1.45 12.15 1.38 0.31 5.00 1.44 0.01 1.45 12.20 0.84 0.31 5.00 1.44 0.01 1.45 12.25 0.68 0.31 5.00 1.44 0.01 1.45 12.30 0.63 0.31 5.00 1.44 0.01 1.45 12.35 0.64 0.31 5.00 1.44 0.01 1.45 12.40 0.68 0.31 5.00 1.44 0.01 1.45 12.45 0.80 0.31 5.00 1.44 0.01 1.45 12.50 0.76 0.31 5.00 1.44 0.01 1.45 12.55 0.71 0.31 5.00 1.44 0.01 1.45 12.60 0.67 0.31 5.00 1.44 0.01 1.45 12.65 0.58 0.31 5.00 1.44 0.01 1.45 12.70 0.46 0.31 5.00 1.44 0.01 1.45 12.75 0.39 0.31 5.00 1.44 0.01 1.45 12.80 0.36 0.31 5.00 1.44 0.01 1.45 12.85 0.37 0.31 5.00 1.44 0.01 1.45 12.90 0.44 0.31 5.00 1.44 0.01 1.45 12.95 0.83 0.31 5.00 1.44 0.01 1.45 13.00 0.97 0.31 5.00 1.44 0.01 1.45 13.05 1.09 0.31 5.00 1.44 0.01 1.45 13.10 2.00 0.30 5.00 1.44 0.01 1.45 Page 13 CPT-7. sum 13.15 2.00 0.30 5.00 1.44 0.01 1.45 13.20 2.00 0.30 5.00 1.44 0.01 1.45 13.25 2.00 0.30 5.00 1.44 0.01 1.45 13.30 2.00 0.30 5.00 1.44 0.01 1.45 13.35 2.00 0.30 5.00 1.44 0.01 1.45 13.40 2.00 0.30 5.00 1.44 0.01 1.45 13.45 2.00 0.30 5.00 1.44 0.01 1.45 13.50 2.00 0.30 5.00 1.44 0.01 1.45 13.55 2.00 0.30 5.00 1.44 0.01 1.45 13.60 2.00 0.30 5.00 1.44 0.01 1.45 13.65 2.00 0.30 5.00 1.44 0.01 1.45 13.70 2.00 0.30 5.00 1.44 0.01 1.45 13.75 2.00 0.30 5.00 1.44 0.01 1.45 13.80 1.08 0.30 5.00 1.44 0.01 1.45 13.85 0.43 0.30 5.00 1.44 0.01 1.45 13.90 0.29 0.30 5.00 1.44 0.01 1.45 13.95 0.26 0.30 5.00 1.44 0.01 1.45 14.00 0.27 0.30 5.00 1.44 0.01 1.45 14.05 0.32 0.30 5.00 1.44 0.01 1.45 14.10 0.48 0.30 5.00 1.44 0.01 1.45 14.15 0.71 0.30 5.00 1.44 0.01 1.45 14.20 2.00 0.30 5.00 1.44 0.01 1.45 14.25 2.00 0.30 5.00 1.44 0.01 1.45 14.30 2.00 0.30 5.00 1.44 0.01 1.45 14.35 2.00 0.30 5.00 1.44 0.01 1.45 14.40 2.00 0.30 5.00 1.44 0.01 1.45 14.45 2.00 030 5.00 1.44 0.01 1.45 14.50 2.00 0.30 5.00 1.44 0.01 1.45 14.55 2.00 0.30 5.00 1.44 0.01 1.45 14.60 2.00 0.30 5.00 1.44 0.01 1.45 14.65 2.00 0.30 5.00 1.44 0.01 1.45 14.70 2.00 0.30 5.00 1.44 0.01 1.45 14.75 2.00 0.30 5.00 1.44 0.01 1.45 14.80 2.00 0.30 5.00 1.44 0.01 1.45 14.85 2.00 0.30 5.00 1.44 0.01 1.45 14.90 2.00 0.30 5.00 1.44 0.01 1.45 14.95 2.00 0.30 5.00 1.44 0.01 1.45 15.00 2.00 0.30 5.00 1.44 0.01 1.45 15.05 2.00 0.30 5.00 1.44 0.01 1.45 15.10 2.00 0.30 5.00 1.44 0.01 1.45 15.15 2.00 0.30 5.00 1.44 0.01 1.45 15.20 2.00 0.30 5.00 1.44 0.01 1.45 15.25 2.00 0.30 5.00 1.44 0.01 1.45 15.30 2.00 0.30 5.00 1.44 0.01 1.45 15.35 2.00 0.30 5.00 1.44 0.01 1.45 15.40 2.00 0.30 5.00 1.44 0.01 1.45 15.45 0.31 0.30 5.00 1.44 0.01 1.45 15.50 0.22 0.30 5.00 1.44 0.01 1.45 Page 14 CPT-7. sum 15.55 0.19 0.30 5.00 1.44 0.01 1.45 15.60 0.18 0.30 5.00 1.44 0.01 1.45 15.65 0.19 0.30 5.00 1.44 0.01 1.45 15.70 0.20 0.30 5.00 1.44 0.00 1.45 15.75 0.21 0.30 5.00 1.44 0.00 1.44 15.80 0.21 0.30 5.00 1.44 0.00 1.44 15.85 0.21 0.30 5.00 1.44 0.00 1.44 15.90 0.21 0.30 5.00 1.44 0.00 1.44 15.95 0.21 0.30 5.00 1.44 0.00 1.44 16.00 0.20 0.30 0.67* 1.44 0.00 1.44 16.05 0.21 0.30 0.68* 1.44 0.00 1.44 16.10 0.20 0.30 0.66* 1.44 0.00 1.44 16.15 0.19 0.30 0.64* 1.44 0.00 1.44 16.20 0.19 0.30 0.61* 1.44 0.00 1.44 16.25 0.18 0.31 0.59* 1.43 0.00 1.43 16.30 0.18 0.31 0.58k 1.43 0.00 1.43 16.35 0.17 0.31 0.57* 1.42 0.00 1.42 16.40 0.3.7 0.31 0.56* 1.41 0.00 1.41 16.45 0.17 0.31 0.54*. 1.41 0.00 1.41 16.50 0.16 0.31 0.53* 140 0.00 1.40 16.55 0.16 0.31 0.52* 1.39 0.00 1.39 16.60 0.16 0.31 0.52* 1.38 0.00 1.38 16.65 0.16 0.31 0.52* 1.38 0.00 1.38 16.70 0.16 0.31 0.53* 1.37 0.00 1.37 16.75 0.16 0.31 0.52* 1.36 0.00 1.36 16.80 0.16 0.31 0.50* 1.35 0.00 1.35 16.85 0.15 0.31 0.50* 1.35 0.00 1.35 16.90 0.15 0.31 0.50* 1.34 0.00 1.34 16.95 0.16 0.31 0.50* 1.33 0.00 1.33 17.00 0.16 0.31 0.52* 1.32 0.00 1.32 17.05 0.17 0.31 0.54* 1.31 0.00 1.31 17.10 0.17 0.31 0.55* 1.30 0.00 1.30 17.15 0.18 0.31 0.56* 1.29 0.00 1.29 17.20 0.18 0.31 0.58* 1.28 0.00 1.28 17.25 0.19 0.31 0.60* 1.27 0.00 1.27 17.30 0.20 0.31 0.64* 1.26 0.00 1.26 17.35 0.23 0.31 0.73* 1.26 0.00 1.26 17.40 0.26 0.31 0.83* 1.26 0.00 1.26 17.45 0.25 0.31 0.80* 1.26 0.00 1.26 17.50 0.24 0.32 0.78* 1.26 0.00 1.26 17.55 0.24 0.32 0•77* 1.26 0.00 1.26 17.60 0.19 0.32 0.60* 1.26 0.00 1.26 17.65 0.17 0.32 0.55* 1.25 0.00 1.25 17.70 0.17 0.32 0.53* 1.25 0.00 1.25 17.75 0.18 0.32 0.56* 1.24 0.00 1.24 17.80 0.21 0.32 0.65* 1.23 0.00 1.23 17.85 0.25 0.32 0•79* 1.22 0.00 1.22 17.90 0.30 0.32 0.94* 1.22 0.00 1.22 Page 15 CPT-7. sum 17.95 0.32 0.32 0.99* 1.21 0.00 1.21 18.00 0.34 0;32 1.05 1.21 0.00 1.21 18.05 0.35 0.32 1.09 1.21 0.00 1.21 18.10 0.34 0.32 1.07 1.21 0.00 1.21 18.15 0.34 0.32 1.05 1.21 0.00 1.21 18.20 0.33 0.32 1.03 1.21 0.00 1.21 18.25 0.31 0.32 0.96* 1.20 0.00 1.20 18.30 0.30 0.32 0.92* 1.20 0.00 1.20 18.35 0.31 0.32 0.95* 1.20 0.00 1.20 18.40 0.31 0.32 0.95* 1.20 0.00 1.20 18.45 0.28 0.32 0.87* 1.20 0.00 1.20 18.50 0.26 0.32 0.81* 1.20 0.00 1.20 18.55 0.26 0.32 0.82* 1.20 0.00 1.20 18.60 0.31 0.32 0.97* 1.20 0.00 1.20 18.65 2.00 0.32 5.00 1.20 0.00 1.20 18.70 2.00 0.32 5.00 1.20 0.00 1.20 18.75 2.00 0.32 5.00 1.20 0.00 1.20 18.80 2.00 0.33 5.00 1.20 0.00 1.20 18.85 2.00 0.33 5.00 1.20 0.00 1.20 18.90 2.00 0.33 5.00 1.20 0.00 1.20 18.95 2.00 0.33 5.00 1.20 0.00 1.20 19.00 0.41 0.33 1.27 1.20 0.00 1.20 19.05 0.21 0.33 0.65* 1.20 0.00 1.20 19.10 019 0.33 0•57* 1.20 0.00 1.20 19.15 0.19 0.33 0.58* 1.20 0.00 1.20 19.20 0.21 0.33 0.63* 1.19 0.00 1.19 19.25 0.23 0.33 0.71* 1.18 0.00 1.18 19.30 0.27 0.33 0.82* 1.17 0.00 1.17 19.35 0.31 0.33 095* 1.17 0.00 1.17 19.40 0.34 0.33 1.02 1.16 0.00 1.16 19.45 0.36 0.33 1.10 1.16 0.00 1.16 19.50 039 0.33 1.18 1.16 0.00 1.16 19.55 2.84 0.33 5.00 1.16 0.00 1.16 19.60 2.84 0.33 5.00 1.16. 0.00 1.16 19.65 2.84 0.33 5.00 1.16 0.00 1.16 19.70 2.84 0.33 5.00 1.16 0.00 1.16 19.75 2.84 0.33 5.00 1.16 0.00 1.16 19.80 2.84 0.33 5.00 1.16 0.00 1.16 19.85 0.46 0.33 1.39 1.16 0.00 1.16 19.90 0.46 0.33 1.39 1.16 0.00 1.16 19.95 0.46 0.33 1.39 1.16 0.00 1.16 20.00 0.46 0.33 1.39 1.16 0.00 1.16 20.05 0.46 0.33 1.38 1.16 0.00 1.16 20.10 0.45 0.33 1.36 1.16 0.00 1.16 20.15 0.45 0.33 1.34 1.16 0.00 1.16 20.20 0.45 0.33 1.33 1.16 0.00 1.16 20.25 0.45 0.33 1.34 1.15 0.00 1.15 20.30 0.45 0.34 1.35 1.15 0.00 1.15 Page 16 CPT-7. sum 20.35 0.45 0.34 1.35 1.15 0.00 1.15 20.40 0.46 0.34 1.36 1.15 0.00 1.15 20.45 0.46 0.34 1.36 1.15 0.00 1.15 20.50 0.46 0.34 1.37 1.15 0.00 1.15 20.55 0.46 0.34 1.35 1.15 0.00 1.15 20.60 0.45 0.34 1.34 1.15 0.00 1.15 20.65 0.45 0.34 1.32 1.15 0.00 1.15 20.70 0.44 0.34 1.29 1.15 0.00 1.15 20.75 0.43 0.34 1.26 1.15 0.00 1.15 20.80 0.41 0.34 1.23 1.15 0.00 1.15 20.85 0.41 0.34 1.20 1.15 0.00 1.15 20.90 0.40 0.34 1.19 1.15 0.00 1.15 20.95 0.40 0.34 1.18 1.14 0.00 1.14 21.00 0.40 0.34 1.17 1.14 0.00 1.14 21.05 0.40 0.34 1.18 1.14 0.00 1.14 21.10 0.40 0.34 1.18 1.14 0.00 1.14 21.15 0.40 0.34 1.18 1.14 0.00 1.14 21.20 0.39 0.34 1.16 1.14 0.00 1.1.4 21.25 0.39 0.34 1.13 1.14 0.00 1.14 21.30 0.38 0.34 1.11 1.14 0.00 1.14 21.35 0.37 0.34 1.09 1.14 0.00 1.14 21.40 0.37 0.34 1.08 1.13 0.00 1.13 21.45 0.37 0.34 1.07 1.13 0.00 1.13 21.50 0.36 0.34 1.06 1.13 0.00 1.13 21.55 0.36 0.34 1.04 1.13 0.00 1.13 21.60 0.35 0.34 1.02 1.12 0.00 1.12 21.65 0.34 0.34 1.00* 1.12 0.00 1.1.2 21.70 0.33 0.34 0.96* 1.12 0.00 1.12 21.75 0.32 0.34 0.92* 1.11 0.00 1.11 21.80 0.30 0.34 0.88* 1.10 0.00 1.10 21.85 0.29 0.34 0.84* 1.10 0.00 1.10 21.90 0.27 0.34 0.79* 1.09 0.00 1.09 21.95 0.26 0.35 0.75* 1.08 0.00 1.08 22.00 0.25 0.35 0.72* 1.07 0.00 1.07 22.05 0.24 0.35 0.70* 1.07 0.00 1.07 22.10 0.23 0.35 0.68* 1.06 0.00 1.06 22.15 0.23 0.35 0.66* 1.05 0.00 1.05 22.20 0.23 0.35 0.67* 1.04 0.00 1.04 22.25 0.24 0.35 0.68* 1.03 0.00 1.03 22.30 0.24 0.35 0.69* 1.02 0.00 1.02 22.35 0.25 0.35 0.72* 1.02 0.00 1.02 22.40 0.26 0.35 0.74* 1.01 0.00 1.01 22.45 0.27 0.35 0.77* 1.00 0.00 1.00 22.50 0.28 0.35 0.80* 0.99 0.00 0.99 22.55 0.28 0.35 0.81* 0.98 0.00 0.98 22.60 0.29 0.35 0.83* 0.98 0.00 0.98 22.65 0.29 0.35 0.84* 0.97 0.00 0.97 22.70 0.29 0.35 0.84* 0.96 0.00 0.96 Page 17 CPT-7. sum 22.75 0.29 0.35 0.84* 0.96 0.00 0.96 22.80 0.29 0.35 0.83* 0.95 0.00 0.95 22.85 0.29 0.35 0.83* 0.94 0.00 0.94 22.90 0.29 0.35 0.82* 0.93 0.00 0.93 22.95 0.29 0.35 0.82* 0.93 0.00 0.93 23.00 0.29 0.35 0.81* 0.92 0.00 0.92 23.05 0.28 0.35 0.81* 0.91 0.00 0.91 23.10 0.28 0.35 0.81* 0.90 0.00 0.90 23.15 0.28 0.35 0.81* 0.90 0.00 0.90 23.20 0.29 0.35 0.81* 0.89 0.00 0.89 23.25 0.29 0.35 0.81* 0.88 0.00 0.88 23.30 0.29 0.35 0.82* 0.87 0.00 0.87 23.35 0.29 0.35 0.83* 0.87 0.00 0.87 23.40 0.30 0.35 0.84* 0.86 0.00 0.86 23.45 0.30 0.35 0.85* 0.85 0.00 0.85 23.50 0.30 0.35 0.84* 0.85 0.00 0.85 23.55 0.29 0.35 0.82* 0.84 0.00 0.84 23.60 0.29 0.35 0.81* 0.83 0.00 0.83 23.65 0.28 0.35 0.79* 0.82 0.00 0.82 23.70 0.28 0.35 0.78* 0.82 0.00 0.82 23.75 0.27 0.35 0.76* 0.81 0.00 0.81 23.80 0.26 0.36 0.74* 0.80 0.00 0.80 23.85 0.26 0.36 0.72* 0.79 0.00 0.79 23.90 0.25 0.36 0.71* 0.78 0.00 0.78 23.95 0.25 0.36 0.71* 0.78 0.00 0.78 24.00 0.25 0.36 0.69* 0.77 0.00 0.77 24.05 0.24 0.36 0.67* 0.76 0.00 0.76 24.10 0.23 0.36 0.66* 0.75 0.00 0.75 24.15 0.23 0.36 0.65* 0.74 0.00 0.74 24.20 0.23 0.36 0.65* 0.73 0.00 0.73 24.25 0.23 0.36 0.64* 0.73 0.00 0.73 24.30 0.23 0.36 0.64* 0.72 0.00 0.72 24.35 0.23 0.36 0.63* 0.71 0.00 0.71 24.40 0.23 0.36 0.63* 0.70 0.00 0.70 24.45 0.22 0.36 0.62* 0.69 0.00 0.69 24.50 0.22 0.36 0.62* 0.68 0.00 0.68 24.55 0.22 0.36 0.62* 0.67 0.00 0.67 24.60 0.22 0.36 0.61* 0.66 0.00 0.66 24.65 0.22 0.36 0.62* 0.65 0.00 0.65 24.70 0.23 0.36 0.64* 0.65 0.00 0.65 24.75 0.24 0.36 0.67* 0.64 0.00 0.64 24.80 0.26 0.36 0.71* 0.63 0.00 0.63 24.85 0.28 0.36 0.78* 0.62 0.00 0.62 24.90 0.31 0.36 0.85* 0.61 0.00 0.61 24.95 0.33 0.36 0.91* 0.60 0.00 0.60 25.00 0.35 0.36 0.96* 0.60 0.00 0.60 25.05 0.37 0.36 1.02 0.59 0.00 0.59 25.10 0.39 0.36 1.07 0.58 0.00 0.58 Page 18 CPT-7 . sum 25.15 0.41 0.36 1.13 0.58 0.00 0.58 25.20 0.43 0.36 1.19 0.57 0.00 0.57 25.25 0.45 0.36 1.26 0.57 0.00 0.57 25.30 0.48 0.36 1.31 0.57 0.00 0.57 2.35 0.50 0.36 1.37 0.57 0.00 0.57 25.40 0.52 0.36 1.43 0.57 0.00 0.57 25.45 0.54 0.36 1.48 0.56 0.00 0.56 25.50 0.56 0.36 1.54 0.56 0.00 0.56 25.55 0.58 0.36 1.59 0.56 0.00 0.56 25.60 0.59 0.36 1.62 0.56 0.00 0.56 25.65 0.57 0.36 1.56 0.56 0.00 0.56 25.70 0.54 0.36 1.49 0.56 0.00 0.56 25.75 0.52 0.36 1.44 0.56 0.00 0.56 25.80 0.50 0.36 1.37 0.56 0.00 0.56 25.85 0.48 0.36 1.31 0.56 0.00 0.56 25.90 0.45 0.37 1.25 0.56 0.00 0.56 25.95 0.42 0.37 1.16 0.56 0.00 0.56 26.00 0.41 0.37 1.11 0.55 0.00 0.55 26.05 0.40 0.37 1.11 0.55 0.00 0.55 26.10 0.38 0.37 1.04 0.55 0.00 0.55 26.15 0.32 0.37 0.88* 0.55 0.00 0.55 26.20 0.28 0.37 0.76* 0.55 0.00 0.55 26.25 0.25 0.37 0.68* 0.54 0.00 0.54 26.30 0.25 0.37 0.68* 0.54 0.00 0.54 26.35 0.26 0.37 0.70* 0.53 0.00 0.53 26.40 0.28 0.37 0.76* 0.53 0.00 0.53 26.45 0.31 0.37 0.85* 0.53 0.00 0.53 26.50 0.38 0.37 1.02 0.53 0.00 0.53 26.55 0.53 0.37 1.44 0.53 0.00 0.53 26.60 0.49 0.37 1.34 0.53 0.00 0.53 26.65 0.34 0.37 0.92* 0.53 0.00 0.53 26.70 0.25 0.37 0.69* 0.53 0.00 0.53 26.75 0.22 0.37 0.59* 0.53 0.00 0.53 26.80 0.21 0.37 0.57* 0.52 0.00 0.52 26.85 0.21 0.37 0.56* 0.51 0.00 0.51 26.90 0.21 0.37 0.56* 0.50 0.00 0.50 26.95 0.20 0.37 0.53* 0.50 0.00 0.50 27.00 0.19 0.37 0.51* 0.49 0.00 0.49 27.05 0.18 0.37 0.49* 0.48 0.00 0.48 27.10 0.18 0.37 0.49* 0.47 0.00 0.47 27.15 0.18 0.37 0.49* 0.46 0.00 0.46 27.20 0.19 0.37 0.50* 0.46 0.00 0.46 27.25 0.19 0.37 0.52* 0.45 0.00 0.45 27.30 0.20 0.37 0.53* 0.44 0.00 0.44 27.35 0.21 0.37 0.56* 0.44 0.00 0.44 27.40 0.22 0.37 0.58* 0.43 0.00 0.43 27.45 0.20 0.37 0•54* 0.43 0.00 0.43 27.50 0.19 0.37 0.50* 0.42 0.00 0.42 Page 19 CPT-7. sum 27.55 0.17 0.37 0.47* 0.42 0.00 0.42 27.60 0.18 0.37 0.48* 0.41 0.00 0.41 27.65 0.18 0.37 0.49* 0.40 0.00 0.40 27.70 0.19 0.37 0.50* 0.39 0.00 0.39 27.75 0.20 0.37 0.54* 0.39 0.00 0.39 27.80 2.00 0.37 5.00 0.38 0.00 0.38 27.85 2.00 0.37 5.00 0.38 0.00 0.38 27.90 2.00 0.37 5.00 0.38 0.00 0.38 27.95 2.00 0.37 5.00 0.38 0.00 0.38 28.00 2.00 0.37 5.00 0.38 0.00 0.38 28.05 2.00 0.37 5.00 0.38 0.00 0.38 28.10 0.21 0.37 0.57* 0.38 0.00 0.38 28.15 0.19 0.37 0.51* 0.38 0.00 0.38 28.20 0.19 0.37 0.52* 0.37 0.00 0.37 28.25 0.22 0.37 0.59* 0.36 0.00 0.36 28.30 0.28 0.38 0.75* 0.35 0.00 0.35 28.35 0.39 0.38 1.04 0.35 0.00 0.35 28.40 2.84 0.38 5.00 0.34 0.00 0.34 28.45 2.84 0.38 5.00 0.34 0.00 0.34 28.50 2.84 0.38 5.00 0.34 0.00 0.34 28.55 2.84 0.38 5.00 0.34 0.00 0.34 28.60 2.84 0.38 5.00 034 0.00 0.34 28.65 2.84 0.38 5.00 0.34 0.00 0.34 28.70 1.04 0.38 2.75 0.34 0.00 0.34 28.75 1.00 0.38 2.65 0.34 0.00 0.34 28.80 0.98 0.38 2.60 0.34 0.00 0.34 28.85 0.96 0.38 2.55 0.34 0.00 0.34 28.90 0.90 0.38 2.40 0.34 0.00 0.34 28.95 0.82 0.38 . 2.18 0.34 0.00 0.34 29.00 0.75 0.38 1.99 0.34 0.00 0.34 29.05 0.73 0.38 1.93 0.34 0.00 0.34 29.10 0.68 0.38 1.81 0.34 0.00 0.34 29.15 0.65 0.38 1.73 0.34 0.00 0.34 29.20 0.63 0.38 1.67 0.34 0.00 0.34 29.25 0.58 0.38 1.54 0.34 0.00 0.34. 29.30 0.55 0.38 1.46 0.34 0.00 0.34 29.35 0.54 0.38 1.44 0.34 0.00 0.34 29.40 0.51 0.38 1.34 0.34 0.00 0.34 29.45 0.46 0.38 1.21 0.34 0.00 0.34 29.50 0.42 0.38 1.10 0.34 0.00 0.34 29.55 0.42 0.38 1.12 0.34 0.00 0.34 29.60 0.47 0.38 1.23 0.34 0.00 0.34 29.65 0.51 0.38 1.34 0.34 0.00 0.34 29.70 0.53 0.38 1.40 0.34 0.00 0.34 29.75 0.46 0.38 1.21 0.34 0.00 0.34 29.80 0.40 0.38 1.05 0.34 0.00 0.34 29.85 0.34 0.38 0.90* 0.34 0.00 0.34 29.90 0.36 0.38 0.95* 0.34 0.00 0.34 Page 20 CPT-7. sum 29.95 0.39 0.38 1.04 0.34 0.00 0.34 30.00 0.44 0.38 1.15 0.34 0.00 0.34 30.05 0.52 0.38 1.35 0.34 0.00 0.34 30.10 0.62 0.38 1.62 0.34 0.00 0.34 30.15 0.82 0.38 2.15 0.34 0.00 0.34 30.20 1.01 0.38 2.65 0.34 0.00 0.34 30.25 1.12 0.38 2.94 0.34 0.00 0.34 30.30 1.24 0.38 3.25 0.34 0.00 0.34 30.35 1.36 0.38 3.56 0.34 0.00 0.34 30.40 1.43 0.38 3.75 0.34 0.00 0.34 30.45 1.51 0.38 3.95 0.34 0.00 0.34 30.50 1.59 0.38 4.16 0.34 0.00 0.34 30.55 1.61 0.38 4.21 0.34 0.00 0.34 30.60 1.61 0.38 4.22 0.34 0.00 0.34 30.65 1.61 0.38 4.22 0.34 0.00 0.34 30.70 1.49 0.38 3.91 0.34 0.00 0.34 30.75 1.30 0.38 3.41 0.34 0.00 0.34 30.80 1.13 0.38 2.97 0.34 0.00 0.34 30.85 1.00 0.38 2.62 0.34 0.00 0.34 30.90 0.91 0.38 2.37 0.34 0.00 0.34 30.95 0.82 0.38 2.15 0.34 0.00 0.34 31.00 0.74 0.38 1.94 0.34 0.00 0.34 31.05 0.70 0.38 1.82 0.34 0.00 0.34 31.10 0.65 0.38 1.71 0.34 0.00 0.34 31.15 0.61 0.38 1.60 0.34 0.00 0.34 31.20 0.57 0.38 1.49 0.34 0.00 0.34 31.25 0.53 0.38 1.39 0.34 0.00 0.34 31.30 0.50 0.38 1.30 0.34 0.00 0.34 31.35 0.47 0.38 1.22 0.34 0.00 0.34 31.40 0.46 0.38 1.21 0.33 0.00 0.33 31.45 0.47 0.38 1.22 0.33 0.00 0.33 31.50 0.46 0.38 1.21 0.33 0.00 0.33 31.55 0.43 0.38 1.13 0.33 0.00 0.33 31.60 0.41 0.38 1.06 0.33 0.00 0.33 31.65 0.38 0.38 1.00 0.33 0.00 0.33 31.70 0.38 0.38 0.99* 0.33 0.00 0.33 31.75 0.38 0.38 1.00 0.33 0.00 0.33 31.80 0.40 0.38 1.04 0.33 0.00 0.33 31.85 0.40 0.38 1.05 0.33 0.00 0.33 31.90 0.40 0.38 1.04 0.33 0.00 0.33 31.95 0.39 0.38 1.03 0.33 0.00 0.33 32.00 0.40 0.38 1.04 0.33 0.00 0.33 32.05 0.42 0.38 1.10 0.33 0.00 0.33 32.10 0.45 0.38 1.19 0.33 0.00 0.33 32.15 0.50 0.38 1.29 0.33 0.00 0.33 32.20 0.52 0.38 1.35 0.33 0.00 0.33 32.25 0.54 0.38 1.40 0.33 0.00 0.33 32.30 0.56 0.38 1.46 0.33 0.00 0.33 Page 21 LI CPT-7 . sum 32.35 0.57 0.38 1.48 0.33 0.00 0.33 32.40 0.56 0.38 1.47 0.33 0.00 0.33 32.45 0.56 0.38 1.46 0.33 0.00 0.33 32.50 0.53 0.38 1.39 0.33 0.00 0.33 32.55 0.48 0.38 1.25 0.33 0.00 0.33 32.60 0.43 0.38 1.13 0.33 0.00 0.33 32.65 0.40 0.38 1.04 0.33 0.00 0.33 32.70 0.39 0.38 1.01 0.33 0.00 0.33 32.75 0.38 0.38 0•99* 0.33 0.00 0.33 32.80 0.37 0.38 0.98* 0.33 0.00 0.33 32.85 0.37 0.38 0.97* 0.33 0.00 0.33 32.90 0.37 0.38 0.96* 0.33 0.00 0.33 32.95 0.37 0.38 0.96* 0.33 0.00 0.33 33.00 0.37 0.38 0.96* 0.33 0.00 0.33 33.05 0.37 0.38 0.95* 0.33 0.00 0.33 33.10 0.36 0.38 0•95* 0.32 0.00 0.32 33.15 0.37 0.38 0.95* 0.32 0.00 0.32 33.20 0.39 0.38 1.01 0.32 0.00 0.32 33.25 0.41 0.38 1.08 0.32 0.00 0.32 33.30 0.44 0.38 1.14 0.32 0.00 0.32 33.35 0.49 0.38 1.27 0.32 0.00 0.32 33.40 0.54 0.38 1.40 0.32 0.00 0.32 33.45 0.59 0.38 1.55 0.32 0.00 0.32 33.50 0.64 0.38 1.67 0.32 0.00 0.32 33.55 0.68 0.38 1.77 0.32 0.00 0.32 33.60 0.72 0.38 1.87 0.32 0.00 0.32 33.65 0.74 0.38 1.93 0.32 0.00 0.32 33.70 0.74 0.38 1.93 0.32 0.00 0.32 33.75 0.74 0.38 1.93 0.32 0.00 0.32 33.80 0.73 0.38 1.91 0.32 0.00 0.32 33.85 0.70 0.38 1.84 0.32 0.00 0.32 33.90 0.67 0.38 1.76 0.32 0.00 0.32 33.95 0.65 0.38 1.69 0.32 0.00 0.32 34.00 0.57 0.38 1.48 0.32 0.00 0.32 34.05 0.49 0.38 1.28 0.32 0.00 0.32 34.10 0.42 0.38 1.11 0.32 0.00 0.32 34.15 0.39 0.38 1.01 0.32 0.00 0.32 34.20 0.37 0.38 0.98* 0.32 0.00 0.32 34.25 0.38 0.38 0.98* 0.32 0.00 0.32 34.30 0.40 0.38 1.05 0.32 0.00 0.32 34.35 0.42 0.38 1.09 0.32 0.00 0.32 34.40 0.47 0.38 1.23 0.32 0.00 0.32 34.45 2.00 0.38 5.00 0.32 0.00 0.32 34.50 2.00 0.38 5.00 0.32 0.00 0.32 34.55 2.00 0.38 5.00 0.32 0.00 0.32 34.60 2.00 0.38 5.00 0.32 0.00 0.32 34.65 2.00 0.38 5.00 0.32 0.00 0.32 34.70 2.00 0.38 5.00 0.32 0.00 0.32 Page 22 CPT-7. sum 34.75 2.00 0.38 5.00 0.32 0.00 0.32 34.80 2.00 0.38 5.00 0.32 0.00 0.32 34.85 2.00 0.38 5.00 0.32 0.00 0.32 34.90 2.00 0.38 5.00 0.32 0.00 0.32 34.95 2.00 0.38 5.00 0.32 0.00 0.32 35.00 2.00 0.38 5.00 0.32 0.00 0.32 35.05 2.00 0.38 5.00 0.32 0.00 0.32 35.10 2.00 0.38 5.00 0.32 0.00 0.32 35.15 0.35 0.38 0.92* 0.32 0.00 0.32 35.20 0.33 0.38 0.86* 0.32 0.00 0.32 35.25 0.33 0.38 0.86* 0.32 0.00 0.32 35.30 0.32 0.38 0.83* 0.32 0.00 0.32 35.35 0.30 0.38 0.78* 0.32 0.00 0.32 35.40 0.28 0.38 0.73* 0.32 0.00 0.32 35.45 0.27 0.38 0.71* 0.32 0.00 0.32 35.50 0.28 0.38 0.74* 0.31 0.00 0.31 35.55 0.29 0.38 0.76* 0.31 0.00 0.31 35.60 0.30 0.38 0.79* 0.31 0.00 0.31 35.65 0.34 0.38 0.89* 0.31 0.00 0.31 35.70 0.38 0.38 0.99* 0.31 0.00 0.31 35.75 0.42 0.38 1.10 0.31 0.00 0.31 35.80 0.41 0.38 1.08 0.31 0.00 0.31 35.85 0.39 0.38 1.03 0.31 0.00 0.31 35.90 0.38 0.38 0.98* 0.31 0.00 0.31 35.95 0.34 0.38 0.89* 0.31 0.00 0.31 36.00 0.31 0.38 0.82* 0.31 0.00 0.31 36.05 0.31 0.38 0.80* 0.31 0.00 0.31 36.10 0.31 0.38 0.81* 0.31 0.00 0.31 36.15 0.34 0.38 0.88* 0.31 0.00 0.31 36.20 0.38 0.38 0.98* 0.30 0.00 0.30 36.25 0.43 0.38 1.12 0.30 0.00 0.30 36.30 0.45 0.38 1.17 0.30 0.00 0.30 36.35 0.48 0.38 1.24 0.30 0.00 0.30 36.40 0.50 0.38 1.32 0.30 0.00 0.30 36.45 0.52 0.38 1.35 0.30 0.00 0.30 36.50 0.51 0.38 1.34 0.30 0.00 0.30 36.55 0.51 0.38 1.33 0.29 0.00 0.29 36.60 0.48 0.38 1.26 0.29 0.00 0.29 36.65 0.46 0.38 1.20 0.29 0.00 0.29 36.70 0.44 0.38 1.15 0.29 0.00 0.29 36.75 0.43 0.38 1.11 0.29 0.00 0.29 36.80 0.40 0.38 1.06 0.29 0.00 0.29 36.85 0.39 0.38 1.01 0.29 0.00 0.29 36.90 0.37 0.38 0.97* 0.29 0.00 0.29 36.95 0.41 0.38 1.06 0.29 0.00 0.29 37.00 0.47 0.38 1.22 0.29 0.00 0.29 37.05 0.54 0.38 1.41 0.29 0.00 0.29 37.10 0.58 0.38 1.52 0.29 0.00 0.29 Page 23 CPT-7. sum 37.15 0.60 0.38 1.57 0.29 0.00 0.29 37.20 0.65 0.38 1.70 0.29 0.00 0.29 37.25 0.71 0.38 1.86 0.29 0.00 0.29 37.30 0.73 0.38 1.92 0.29 0.00 0.29 37.35 0.76 0.38 1.98 0.29 0.00 0.29 37.40 0.78 0.38 2.04 0.29 0.00 0.29 37.45 0.77 0.38 2.00 0.29 0.00 0.29 37.50 0.75 0.38 1.96 0.29 0.00 0.29 37.55 0.73 0.38 1.92 0.29 0.00 0.29 37.60 0.71 0.38 1.86 0.29 0.00 0.29 37.65 0.68 0.38 1.77 0.29 0.00 0.29 37.70 0.65 0.38 1.70 0.29 0.00 0.29 37.75 0.62 0.38 1.63 0.29 0.00 0.29 37.80 0.61 0.38 1.59 0.29 0.00 0.29 37.85 0.59 0.38 1.54 0.29 0.00 0.29 37.90 0.58 0.38 1.52 0.29 0.00 0.29 37.95 0.60 0.38 1.57 0.28 0.00 0.28 38.00 0.62 0.38 1.62 0.28 0.00 0.28 38.05 0.64 0.38 1.67 0.28 0.00 0.28 38.10 0.59 0.38 1.56 0.28 0.00 0.28 38.15 0.54 0.38 1.41 0.28 0.00 0.28 38.20 0.48 0.38 1.27 0.28 0.00 0.28 38.25 0.44 0.38 1.16 0.28 0.00 0.28 38.30 0.39 0.38 1.01 0.28 0.00 0.28 38.35 0.34 0.38 0.90* 0.28 0.00 0.28 38.40 0.32 0.38 0.83* 0.28 0.00 0.28 38.45 0.32 0.38 0.83* 0.28 0.00 0.28 38.50 0.31 0.38 0.82* 0.27 0.00 0.27 38.55 0.31 0.38 0.82* 0.27 0.00 0.27 38.60 0.33 0.38 0.86* 0.27 0.00 0.27 38.65 0.35 0.38 0.91* 0.26 0.00 0.26 38.70 0.37 0.38 0.97* 0.26 0.00 0.26 38.75 0.40 0.38 1.05 0.26 0.00 0.26 38.80 0.44 0.38 1.14 0.26 0.00 0.26 38.85 0.49 0.38 1.29 0.26 0.00 0.26 38.90 0.53 0.38 1.39 0.26 0.00 0.26 38.95 0.51 0.38 1.33 0.26 0.00 0.26 39.00 0.48 0.38 1.27 0.25 0.00 0.25 39.05 0.47 0.38 1.23 0.25 0.00 0.25 39.10 0.47 0.38 1.23 0.25 0.00 0.25 39.15 0.47 0.38 1.24 0.25 0.00 0.25 39.20 0.48 0.38 1.25 0.25 0.00 0.25 39.25 0.48 0.38 1.26 0.25 0.00 0.25 39.30 0.48 0.38 1.27 0.25 0.00 0.25 39.35 0.49 0.38 1.28 0.25 0.00 0.25 39.40 0.48 0.38 1.27 0.24 0.00 0.24 39.45 0.47 0.38 1.24 0.24 0.00 0.24 39.50 0.46 0.38 1.21 0.24 0.00 0.24 Page 24 CPT-7. sum 39.55 0.45 0.38 1.19 0.24 0.00 0.24 39.60 0.46 0.38 1.20 0.24 0.00 0.24 39.65 0.46 0.38 1.20 0.23 0.00 0.23 39.70 0.46 0.38 1.21 0.23 0.00 0.23 39.75 0.54 0.38 1.42 0.23 0.00 0.23 39.80 0.63 0.38 1.66 0.23 0.00 0.23 39.85 0.74 0.38 1.94 0.23 0.00 0.23 39.90 0.79 0.38 2.07 0.23 0.00 0.23 39.95 0.82 0.38 2.16 0.23 0.00 0.23 40.00 0.86 0.38 2.25 0.23 0.00 0.23 40.05 0.88 0.38 2.31 0.23 0.00 0.23 40.10 0.88 0.38 2.31 0.23 0.00 0.23 40.15 0.88 0.38 2.31 0.23 0.00 0.23 40.20 0.88 0.38 2.32 0.23 0.00 0.23 40.25 0.90 0.38 2.36 0.23 0.00 0.23 40.30 0.91 0.38 2.39 0.23 0.00 0.23 40.35 0.92 0.38 2.43 0.23 0.00 0.23 40.40 0.93 0.38 2.44 0.23 0.00 0.23 40.45 0.93 0.38 2.45 0.23 0.00 0.23 40.50 0.94 0.38 2.46 0.23 0.00 0.23 40.55 0.93 0.38 2.45 0.23 0.00 0.23 40.60 0.92 0.38 2.42 0.23 0.00 0.23 40.65 0.91 0.38 2.39 0.23 0.00 0.23 40.70 0.89 0.38 2.35 0.23 0.00 0.23 40.75 0.88 0.38 2.30 0.23 0.00 0.23 40.80 0.86 0.38 2.26 0.23 0.00 0.23 40.85 0.84 0.38 2.21 0.23 0.00 0.23 40.90 0.84 0.38 2.20 0.23 0.00 0.23 40.95 0.83 0.38 2.19 0.23 0.00 0.23 41.00 0.83 0.38 2.18 0.23 0.00 0.23 41.05 0.80 0.38 2.12 0.23 0.00 0.23 41.10 0.78 0.38 2.05 0.23 0.00 0.23 41.15 0.75 0.38 1.97 0.23 0.00 0.23 41.20 0.72 0.38 1.90 0.23 0.00 0.23 41.25 0.70 0.38 1.84 0.23 0.00 0.23 41.30 0.67 0.38 1.77 0.23 0.00 0.23 41.35 0.66 0.38 1.73 0.23 0.00 0.23 41.40 0.67 0.38 1.77 0.23 0.00 0.23 41.45 0.69 0.38 1.82 0.23 0.00 0.23 41.50 0.71 0.38 1.86 0.23 0.00 0.23 41.55 0.72 0.38 1.91 0.23 0.00 0.23 41.60 0.74 0.38 1.96 0.23 0.00 0.23 41.65 0.76 0.38 2.01 0.23 0.00 0.23 41.70 0.77 0.38 2.04 0.23 0.00 0.23 41.75 0.77 0.38 2.05 0.23 0.00 0.23 41.80 0.78 0.38 2.06 0.23 0.00 0.23 41.85 0.79 0.38 2.08 0.23 0.00 0.23 41.90 0.80 0.38 2.11 0.23 0.00 0.23 Page 25 CPT-7. sum 41.95 0.81 0.38 2.15 0.23 0.00 0.23 42.00 0.83 0.38 2.18 0.23 0.00 0.23 42.05 0.86 0.38 2.28 0.23 0.00 0.23 42.10 0.90 0.38 239 0.23 0.00 0.23 42.15 0.95 0.38 2.50 0.23 0.00 0.23 42.20 0.96 0.38 2.55 0.23 0.00 0.23 42.25 0.98 0.38 2.58 0.23 0.00 0.23 42.30 0.99 0.38 2.62 0.23 0.00 0.23 42.35 1.01 0.38 2.67 0.23 0.00 0.23 42.40 1.04 0.38 2.74 0.23 0.00 0.23 42.45 1.06 0.38 2.82 0.23 0.00 0.23 42.50 1.09 0.38 2.89 0.23 0.00 0.23 42.55 1.11 0.38 2.93 0.23 0.00 0.23 42.60 1.12 0.38 2.98 0.23 0.00 0.23 42.65 1.14 0:38 3.02 0.23 0.00 0.23 42.70 1.12 0.38 2.96 0.23 0.00 0.23 42.75 1.10 0.38 2.90 0.23 0.00 0.23 42.80 1.07 0.38 2.84 0.23 0.00 0.23 42.85 1.04 0.38 2.76 0.23 0.00 0.23 42.90 1.01 0.38 2.67 0.23 0.00 0.23 42.95 0.97 0.38 2.58 0.23 0.00 0.23 43.00 0.95 0.38 2.51 0.23 0.00 0.23 43.05 0.93 0.38 2.47 0.23 0.00 0.23 43.10 0.92 0.38 2.44 0.23 0.00 0.23 43.15 0.91 0.38 2.41 0.23 0.00 0.23 43.20 0.89 0.38 2.36 0.23 0.00 0.23 43.25 0.87 0.38 2.31 0.23 0.00 0.23 43.30 0.85 0.38 2.27 0.23 0.00 0.23 43.35 0.83 0.38 2.19 0.23 0.00 0.23 43.40 0.79 0.38 2.11 0.23 0.00 0.23 43.45 0.77 0.38 2.03 0.23 0.00 0.23 43.50 0.72 0.38 1.92 0.23 0.00 0.23 43.55 0.70 0.38 1.85 0.23 0.00 0.23 43.60 0.69 0.38 1.83 0.23 0.00 0.23 43.65 0.67 0.38 1.79 0.23 0.00 0.23 43.70 0.64 0.38 1.70 0.23 0.00 0.23 43.75 0.61 0.38 1.62 0.23 0.00 0.23 43.80 0.58 0.38 1.55 0.23 0.00 0.23 43.85 0.54 0.38 1.43 0.23 0.00 0.23 43.90 0.50 0.38 1.32 0.23 0.00 0.23 43.95 0.46 0.38 1.22 0.23 0.00 0.23 44.00 0.45 0.38 1.20 0.23 0.00 0.23 44.05 0.45 0.38 1.19 0.23 0.00 0.23 44.10 0.44 0.38 1.18 0.23 0.00 0.23 44.15 0.42 0.38 1.13 0.23 0.00 0.23 44.20 0.38 0.38 1.01 0.23 0.00 0.23 44.25 0.34 0.38 0.90* 0.23 0.00 0.23 44.30 0.31 0.38 0.82* 0.23 0.00 0.23 Page 26 CPT-7 . sum 44.35 0.32 0.38 0.85* 0.23 0.00 0.23 44.40 0.33 0.38 0.88* 0.23 0.00 0.23 44.45 0.34 0.38 0.91* 0.23 0.00 0.23 44.50 0.33 037 0.88* 0.22 0.00 0.22 44.55 0.31 0.37 0.84* 0.22 0.00 0.22 44.60 0.30 0.37 0.80* 0.22 0.00 0.22 44.65 0.30 0.37 0.79* 0.22 0.00 0.22 44.70 0.30 0.37 0.80* 0.22 0.00 0.22 44.75 0.31 0.37 0.82* 0.21 0.00 0.21 44.80 0.30 0.37 0.80* 0.21 0.00 0.21 44.85 0.28 0.37 0.74k 0.20 0.00 0.20 44.90 0.26 0.37 0.69* 0.20 0.00 0.20 44.95 0.26 0.37 0.68* 0.19 0.00 0.19 45.00 0.27 0.37 0.71* 0.18 0.00 0.18 45.05 0.28 0.37 0.74* 0.17 0.00 0.17 45.10 0.29 0.37 0•77* 0.16 0.00 0.16 45.15 0.31 0.37 0.82* 0.16 0.00 0.16 45.20 0.33 0.37 0.88* 0.15 0.00 0.15 45.25 0.35 0.37 0.94* 0.14 0.00 0.14 45.30 0.37 0.37 0.99* 0.13 0.00 0.13 45.35 0.39 0.37 1.04 0.13 0.00 0.13 45.40 0.41 0.37 1.09 0.12 0.00 0.12 45.45 0.42 0.37 1.14 0.12 0.00 0.12 45.50 0.43 0.37 1.15 0.11 0.00 0.11 45.55 0.44 0.37 1.17 0.11 0.00 0.11 45.60 0.44 0.37 1.18 0.11 0.00 0.11 45.65 0.45 0.37 1.21 0.11 0.00 0.11 45.70 0.46 0.37 1.24 0.10 0.00 0.10 45.75 0.47 0.37 1.27 0.10 0.00 0.10 45.80 0.46 0.37 1.22 0.10 0.00 0.10 45.85 0.42 0.37 1.14 0.10 0.00 0.10 45.90 0.41 0.37 1.11 0.10 0.00 0.10 45.95 0.41 0.37 1.10 0.10 0.00 0.10 46.00 0.40 0.37 1.07 0.10 0.00 0.10 46.05 0.39 0.37 1.04 0.10 0.00 0.10 46.10 0.38 0.37 1.02 0.09 0.00 0.09 46.15 0.38 0.37 1.02 0.09 0.00 0.09 46.20 0.39 0.37 1.04 0.09 0.00 0.09 46.25 0.40 0.37 1.09 0.09 0.00 0.09 46.30 0.39 0.37 1.05 0.09 0.00 0.09 46.35 0.38 0.37 1.03 0.09 0.00 0.09 46.40 0.39 0.37 1.05 0.09 0.00 0.09 46.45 0.40 0.37 1.08 0.09 0.00 0.09 46.50 0.40 0.37 1.07 0.09 0.00 0.09 46.55 0.39 0.37 1.05 0.09 0.00 0.09 46.60 0.38 0.37 1.01 0.09 0.00 0.09 46.65 0.34 0.37 0.90* 0.09 0.00 0.09 46.70 0.31 0.37 0.85* 0.09 0.00 0.09 Page 27 CPT-7. sum 46.75 0.30 0.37 0.82* 0.09 0.00 0.09 46.80 0.29 0.37 0.79* 0.09 0.00 0.09 46.85 0.29 0.37 0.77* 0.09 0.00 0.09 46.90 0.28 0.37 0.75* 0.09 0.00 0.09 46.95 0.28 0.37 0.75* 0.09 0.00 0.09 47.00 0.28 0.37 0.76* 0.09 0.00 0.09 47.05 0.29 0.37 0•77* 0.08 0.00 0.08 47.10 0.29 0.37 0.79* 0.08 0.00 0.08 47.15 0.31 0.37 0.82* 0.08 0.00 0.08 47.20 0.32 0.37 0.86* 0.08 000 0.08 47.25 0.33 0.37 0.88* 0.08 0.00 0.08 47.30 0.33 0.37 0.89* 0.08 0.00 0.08 47.35 0.33 0.37 0.89* 0.08 0.00 0.08 47.40 0.33 0.37 0.89* 0.08 0.00 0.08 47.45 0.32 0.37 0.88* 0.08 0.00 0.08 47.50 0.32 0.37 0.85* .0.08 0.00 0.08 47.55 0.31 0.37 0.83* 0.07 0.00 0.07 47.60 0.31 0.37 0.84* 0.07 0.00 0.07 47.65 0.33 0.37 0.90* 0.07 0.00 0.07 47.70 0.37 0.37 1.01 0.07 . 0.00 0.07 47.75 0.43 0.37 1.18 0.07 0.00 0.07 47.80 0.42 0.37 1.15 0.07 0.00 0.07 47.85 0.42 0.37 1.14 0.07 0.00 0.07 47.90 2.00 0.37. 5.00 0.07 0.00 0.07 47.95 2.00 0.37 5.00 0.07 0.00 0.07 48.00 2.00 0.37 5.00 0.07 0.00 0.07 48.05 2.00 0.37 5.00 0.07 0.00 0.07 48.10 2.00 0.37 5.00 0.07 0.00 0.07 48.15 0.22 0.37 0.60* 0.07 0.00 0.07 48.20 0.17 0.37 0•45* 0.07 0.00 0.07 48.25 0.15 0.37 0.41* 0.06 0.00 0.06 48.30 0.15 0.37 0.41* 0.05 0.00 0.05 48.35 0.16 0.37 0•43* 0.04 0.00 0.04 48.40 0.17 0.37 0.46* 0.04 0.00 0.04 48.45 2.00 0.37 5.00 0.03 0.00 0.03 48.50 2.00 0.37 5.00 0.03 0.00 0.03 48.55 2.00 0.37 5.00 0.03 0.00 0.03 48.60 2.00 0.37 5.00 0.03 0.00 0.03 48.65 2.00 0.37 5.00 0.03 0.00 0.03 48.70 2.00 0.37 5.00 0.03 0.00 0.03 48.75 2.00 0.37 5.00 0.03 0.00 0.03 48.80 0.29 0.37 0.79* 0.03 0.00 0.03 48.85 0.26 0.37 0.72* 0.03 0.00 0.03 48.90 0.25 0.37 0.69* 0.03 0.00 0.03 48.95 0.24 0.37 0.64* 0.03 0.00 0.03 49.00 0.22 0.37 0.60* 0.03 0.00 0.03 49.05 0.21 0.37 0.57* 0.02 0.00 0.02 49.10 0.21 0.37 0.56* 0.02 0.00 0.02 Page 28 CPT-7. sum 49.15 0.21 0.37 0.56* 0.01 0.00 0.01 49.20 0.21 0.37 0.56* 0.01 0.00 0.01 49.25 0.22 0.37 0.61* 0.00 0.00 0.00 49.30 2.00 0.37 5.00 0.00 0.00 0.00 49.35 2.00 0.37 5.00 0.00 0.00 0.00 49.40 2.00 0.37 5.00 0.00 0.00 0.00 49.45 2.00 0.37 5.00 0.00 0.00 0.00 49.50 2.00 0.37 5.00 0.00 0.00 0.00 49.55 2.00 0.37 5.00 0.00 0.00 0.00 49.60 2.00 0.37 5.00 0.00 0.00 0.00 49.65 2.00 0.37 5.00 0.00 0.00 0.00 49.70 2.00 0.37 5.00 0.00 0.00 0.00 49.75 2.00 0.37 5.00 0.00 0.00 0.00 49.80 2.00 0.37 5.00 0.00 0.00 0.00 49.85 2.00 0.37 5.00 0.00 0.00 0.00 49.90 2.00 0.37 5.00 0.00 0.00 0.00 49.95 2.00 0.37 5.00 0.00 0.00 0.00 50.00 2.00 0.36 5.00 0.00 0.00 0.00 * F.S.<1, Liquefaction Potential Zone (F.s. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units Depth = ft, stress or Pressure = tsf (atm), Unit weight = pcf, Settlement = in. CRRrn Cyclic resistance ratio from soils cSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat settlement from saturated sands s_dry Settlement from unsaturated Sands S_all Total settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils Page 29 LIQUEFACTION ANALYSIS Desalination Intake Structure Hole No.CPT-8 Water Depth15 ft Surface Elev Ml Magnitude=6.64 Acceleration.484g Sheer Stress Ratio Factor of Safety Settlement 0 - 1 01 5 0(In.) 10 10 20 30 Ifs1=1 40 CRR— CSR 1s1— Shaded Zone has Liquefaction Potential .,wururl.'u - Unsaturat. - 50 60 70 ClvilTech Corporation 107393002 Plate G-2 CPT-8 . sum LIQUEFACTION ANALYSIS CALCULATION SHEET Copyright by CivilTech Software www.civiltech.com (425) 453-6488 Fax (425) 453-5848 Licensed to , 10/6/2016 2:42:18 PM Input File Name: G:\File Share\CAT.temp\107393002 Carlsbad Desal\Liquefaction calcs\CPT-8.liq Title: Desalination Intake Structure Subtitle: 107393002 Surface Elev.=17 Hole No.--CPT-8 Depth of Hole= 39.0 ft Water Table during Earthquake= 15.0 ft Water Table during In-Situ Testing= 15.0 ft Max. Acceleration= 0.48 Earthquake Magnitude= 6. Input Data: - Surface Elev.=17 Hole No.=CPT-8 Depth of Hole=39.0 ft water Table during Earthquake= 15.0 ft water Table during In-Situ Testing= 15.0 ft Max. Accel erati on=0.48 Earthquake Magni tude=6. CPT calculation Method: Modify Robertson* settlement Analysis Method: Tokimatsu, M-correction Fines Correction for Liquefaction: stark/Olson et al.* Fine Correction for settlement: During Liquefaction* settlement Calculation in: All zones* Hammer Energy Ratio, Borehole Diameter, B. sampling Method, User request factor of safety (apply to CSR) ., user= Plot one CSR curve (fsl=1) Use Curve smoothing: Yes* * Recommended Options In-Situ Test Data: Depth qc fs gamma Fines DSO ft tsf tsf pcf mm 0.0 0.0 0.0 124.0 0.0 0.3 0.3 0.0 0.1 124.0 0.0 0.3 Page 1 Ce = 1.3 Cb= 1.15 Cs 1 CPT-8. sum 0.5 7.5 0.1 124.0 0.0 0.3 0.7 11.5 0.2 124.0 0.0 0.3 0.8 7.8 0.2 124.0 0.0 0.3 1.0 5.3 0.1 124.0 0.0 0.3 1.1 4.1 0.1 124.0 0.0 0.3 1.3 3.9 0.1 124.0 0.0 0.3 1.5 3.8 0.0 124.0 0.0 0.3 1.6 4.9 0.1 124.0 0.0 0.3 1.8 4.6 0.1 124.0 0.0 0.3 2.0 5.3 0.1 124.0 0.0 0.3 2.1 8.0 0.1 124.0 0.0 0.3 2.3 7.8 0.2 124.0 0.0 0.3 2.5 6.7 0.3 124.0 0.0 0.3 2.6 5.3 0.2 124.0 0.0 0.3 2.8 4.4 0.2 124.0 0.0 0.3 3.0 3.9 0.1 124.0 0.0 0.3 3.1 3.5 0.1 124.0 0.0 0.3 3.3 5.0 0.2 124.0 0.0 0.3 3.5 6.1 0.2 124.0 0.0 0.3 3.6 7.5 0.2 124.0 0.0 0.3 3.8 7.2 0.2 124.0 0.0 0.3 3.9 6.8 0.2 124.0 0.0 0.3 4.1 5.8 0.2 124.0 0.0 0.3 4.3 7.3 0.2 124.0 0.0 0.3 4.4 12.9 0.3 124.0 0.0 0.3 4.6 12.3 0.3 124.0 0.0 0.3 4.8 11.7 0.3 124.0 0.0 0.3 4.9 16.4 0.3 124.0 0.0 0.3 5.1 54.2 0.3 124.0 0.0 0.3 5.3 95.1 0.7 124.0 0.0 0.3 5.4 91.8. 0.8 124.0 0.0 0.3 5.6 101.1 0.8 124.0 0.0 0.3 5.7 72.3 1.5 124.0 0.0 0.3 5.9 87.4 1.1 124.0 0.0 0.3 6.1 75.2 0.9 124.0 0.0 0.3 6.2 80.6 0.7 124.0 0.0 0.3 6.4 94.7 1.6 124.0 0.0 0.3 6.6 99.3 1.4 124.0 0.0 0.3 6.7 86.9 0.5 124.0 0.0 0.3 6.9 96.4 1.6 124.0 0.0 0.3 7.1 65.2 0.7 124.0 0.0 0.3 7.2 44.0 0.7 124.0 0.0 0.3 7.4 67.3 0.8 124.0 0.0 0.3 7.6 66.7 1.4 124.0 0.0 0.3 7.7 33.3 1.3 124.0 .0.0 0.3 7.9 44.8 1.3 124.0 0.0 0.3 8.0 53.7 0.4 124.0 0.0 0.3 8.2 48.4 1.4 124.0 0.0 0.3 Page 2 CPT-8. sum 8.4 57.7 1.0 124.0 0.0 0.3 8.5 94.5 0.3 124.0 0.0 0.3 8.7 127.6 0.1 124.0 0.0 0.3 8.9 40.1 1.0 124.0 0.0 0.3 9.0 73.0 1.3 124.0 0.0 0.3 9.2 30.7 1.1 124.0 0.0 0.3 9.4 44.6 0.5 124.0 0.0 0.3 9.5 52.2 0.1 124.0 0.0 0.3 9.7 36.1 0.3 124.0 0.0 0.3 9.8 29.8 0.3 124.0 0.0 0.3 10.0 23.2 0.3 125.0 0.0 0.3 10.2 20.8 0.2 125.0 0.0 0.3 10.3 18.5 0.2 125.0 0.0 0.3 10.5 17.4 0.1 125.0 0.0 0.3 10.7 18.2 0.1 125.0 0.0 0.3 10.8 18.4 0.1 125.0 0.0 0.3 11.0 18.1 0.1 125.0 0.0 0.3 11.2 18.4 0.1 125.0 0.0 0.3 11.3 17.7 0.2 125.0 0.0 0.3 11.5 17.6 0.2 125.0 0.0 0.3 11.6 18.2 0.1 125.0 0.0 0.3 11.8 22.8 0.2 125.0 0.0 0.3 12.0 21.3 0.2 125.0 0.0 0.3 12.1 19.2 0.2 125.0 0.0 0.3 12.3 19.5 0.1 125.0 0.0 0.3 12.5 21.5 0.1 125.0 0.0 0.3 12.6 25.5 0.2 125.0 0.0 0.3 12.8 27.8 0.2 125.0 0.0 0.3 13.0 28.3 0.3 125.0 0.0 0.3 13.1 28.8 0.3 125.0 0.0 0.3 13.3 28.1 0.5 125.0 0.0 0.3 13.4 27.4 0.3 125.0 0.0 0.3 13.6 41.1 0.3 125.0 0.0 0.3 13.8 24.1 0.3 125.0 0.0 0.3 13.9 23.2 0.3 125.0 0.0 0.3 14.1 22.3 0.1 125.0 0.0 0.3 14.3 21.5 0.1 125.0 0.0 0.3 14.4 21.6 0.1 125.0 0.0 0.3 14.6 22.0 0.1 125.0 0.0 0.3 14.8 23.0 0.1 125.0 0.0 0.3 14.9 23.0 0.1 125.0 0.0 0.3 15.1 24.3 0.1 126.0 0.0 0.3 15.3 23.3 0.1 126.0 0.0 0.3 15.4 22.7 0.1 126.0 0.0 0.3 15.6 21.4 0.3 126.0 0.0 0.3 15.8 21.0 0.2 126.0 0.0 0.3 15.9 22.7 0.3 126.0 0.0 0.3 16.1 30.3 0.2 126.0 0.0 0.3 Page 3 CPT-8.sum 16.2 27.0 .0.2 126.0 0.0 0.3 16.4 22.4 0.2 126.0 0.0 0.3 16.6 21.7 0.1 126.0 0.0 0.3 16.7 21.3 0.1 126.0 0.0 0.3 16.9 21.3 0.1 126.0 0.0 0.3 17.1 22.6 0.2 126.0 0.0 0.3 17.2 26.3 0.2 126.0 0.0 0.3 17.4 28.6 0.1 126.0 0.0 0.3 17.5 23.2 0.3 126.0 0.0 0.3 17.7 34.0 0.3 126.0 0.0 0.3 17.9 24.9 0.4 126.0 0.0 0.3 18.0 31.1 1.0 126.0 0.0 0.3 18.2 53.0 0.9 126.0 0.0 0.3 18.4 88.6 1.1 126.0 0.0 0.3 18.5 82.7 0.9 126.0 0.0 0.3 18.7 35.2 0.7 126.0 0.0 0.3 18.9 25.5 0.4 126.0 0.0 0.3 19.0 26.0 0.4 126.0 0.0 0.3 19.2 27.9 0.4 126.0 0.0 0.3 19.4 32.2 0.6 126.0 0.0 0.3 19.5 44.6 0.5 126.0 0.0 0.3 19.7 31.3 0.4 126.0 0.0 0.3 19.9 39.3 0.3 126.0 0.0 0.3 20.0 45.4 0.2 126.0 0.0 0.3 20.2 52.4 0.2 12.6.0 0.0 0.3 20.3 58.3 0.2 126.0 0.0 0.3 20.5 59.9 0.3 126.0 0.0 0.3 20.7 56.4 0.6 126.0 0.0 0.3 20.8 49.6 0.5 126.0 0.0 0.3 21.0 43.1 0.2 126.0 0.0 0.3 21.2 37.8 0.1 126.0 0.0 0.3 21.3 28.8 0.1 126.0 0.0 0.3 21.5 33.0 0.2 126.0 0.0 0.3 21.6 38.9 0.1 126.0 0.0 0.3 21.8 49.4 0.1 126.0 0.0 0.3 22.0 63.2 0.2 126.0 0.0 0.3 22.1 67.0 0.3 126.0 0.0 0.3 22.3 68.4 0.3 126.0 0.0 0.3 22.5 65.5 0.4 126.0 0.0 0.3 22.6 64.0 0.4 126.0 0.0 0.3 22.8 62.0 0.4 126.0 0.0 0.3 23.0 59.8 0.4 126.0 0.0 0.3 23.1 52.4 0.5 126.0 0.0 0.3 23.3 46.9 0.4 126.0 0.0 0.3 23.5 38.8 0.3 126.0 0.0 0.3 23.6 34.5 0.2 126.0 0.0 0.3 23.8 28.9 0.1 126.0 0.0 0.3 24.0 25.3 0.1 126.0 0.0 0.3 Page 4 CPT-8 . sum 24.1 21.2 0.1 126.0 0.0 0.3 24.3 19.9 0.1 126.0 0.0 0.3 24.4 18.8 0.1 126.0 0.0 0.3 24.6 19.1 0.1 126.0 0.0 0.3 24.8 20.1 0.1 126.0 0.0 0.3 24.9 19.2 0.1 126.0 0.0 0.3 25.1 19.2 0.1 126.0 0.0 0.3 25.3 16.6 0.1 126.0 0.0 0.3 25.4 14.0 0.1 126.0 0.0 0.3 25.6 18.0 0.2 126.0 0.0 0.3 25.8 23.8 0.1 126.0 0.0 0.3 25.9 29.1 0.0 126.0 0.0 0.3 26.1 31.3 0.0 126.0 0.0 0.3 26.3 29.6 0.0 126.0 0.0 0.3 26.4 24.4 0.0 126.0 0.0 0.3 26.6 21.0 0.0 126.0 0.0 0.3 26.7 18.9 0.1 126.0 0.0 0.3 26.9 15.5 0.1 126.0 0.0 0.3 27.1 12.3 0.1 126.0 0.0 0.3 27.2 13.2 0.2 126.0 0.0 0.3 27.4 14.2 0.2 126.0 0.0 0.3 27.6 16.0 0.2 126.0 0.0 0.3 27.7 18.1 0.1 126.0 0.0 0.3 27.9 19.0 0.1 126.0 0.0 0.3 28.0 18.7 0.1 126.0 0.0 0.3 28.2 18.2 0.1 126.0 0.0 0.3 28.4 17.8 0.1 126.0 0.0 0.3 28.5 18.2 0.1 126.0 0.0 0.3 28.7 21.6 0.1 126.0 0.0 0.3 28.9 21.1 0.1 126.0 0.0 0.3 29.0 20.2 0.1 126.0 0.0 0.3 29.2 20.3 0.0 126.0 0.0 0.3 29.4 19.1 0.1 126.0 0.0 0.3 29.5 16.5 0.1 126.0 0.0 0.3 29.7 16.9 0.0 126.0 0.0 0.3 29.9 16.8 0.0 126.0 0.0 0.3 30.0 17.0 0.0 126.0 0.0 0.3 30.2 17.5 0.0 126.0 0.0 0.3 30.4 17.4 0.0 126.0 0.0 0.3 30.5 17.6 0.0 126.0 0.0 0.3 30.7 18.1 0.0 126.0 0.0 0.3 30.8 18.5 0.0 126.0 0.0 0.3 31.0 18.1 0.0 126.0 0.0 0.3 31.2 18.1 0.0 126.0 0.0 0.3 31.3 18.6 0.0 126.0 0.0 0.3 31.5 19.8 0.1 126.0 0.0 0.3 31.7 19.5 0.1 126.0 0.0 0.3 31.8 20.2 0.1 126.0 0.0 0.3 Page 5 CPT-8. sum 32.0 19.8 0.1 126.0 0.0 0.3 32.2 20.2 0.1 126.0 0.0 0.3 32.3 19.3 0.1 126.0 0.0 0.3 32.5 18.5 0.0 126.0 0.0 0.3 32.6 18.6 0.0 126.0 0.0 0.3 32.8 17.6 0.0 126.0 0.0 0.3 33.0 15.7 0.0 126.0 0.0 0.3 33.1 16.4 0.1 126.0 0.0 0.3 33.3 18.1 0.2 126.0 0.0 0.3 33.5 18.2 0.3 126.0 0.0 0.3 33.6 34.4 0.4 126.0 0.0 0.3 33.8 52.8 0.2 126.0 0.0 0.3 34.0 67.5 0.8 126.0 0.0 0.3 34.1 46.7 1.1 126.0 0.0 0.3 34.3 24.2 1.1 126.0 0.0 0.3 34.5 24.7 0.4 126.0 0.0 0.3 34.6 27.9 0.5 126.0 0.0 0.3 34.8 30.3 0.6 126.0 0.0 0.3 34.9 38.3 0.4 126.0 0.0 0.3 35.1 70.8 0.5 125.0 0.0 0.3 35.3 67.4 0.4 125.0 0.0 0.3 35.4 66.2 0.3 125.0 0.0 0.3 35.6 73.3 0.5 125.0 0.0 0.3 35.8 76.7 1.2 125.0 0.0 0.3 35.9 78.0 1.7 125.0 0.0 0.3 36.1 78.0 2.1 125.0 0.0 0.3 36.3 73.8 2.3 125.0 0.0 0.3 36.4 74.8 2.6 125.0 0.0 0.3 36.6 73.8 2.5 125.0 0.0 0.3 36.8 60.4 2.7 125.0 0.0 0.3 36.9 70.1 3.9 125.0 0.0 0.3 37.1 154.6 5.1 125.0 0.0 0.3 37.2 174.5 6.3 125.0 0.0 0.3 37.4 229.4 8.4 125.0 0.0 0.3 37.6 283.5 6.7 125.0 0.0 0.3 37.7 281.1 8.8 125.0 0.0 0.3 37.9 211.3 8.1 125.0 0.0 0.3 38.1 167.8 7.3 125.0 0.0 0.3 38.2 142.0 5.7 125.0 0.0 0.3 38.4 103.7 5.7 125.0 0.0 0.3 38.5 238.5 5.8 125.0 0.0 0.3 38.7 244.3 5.8 125.0 0.0 0.3 38.9 248.2 0.0 125.0 0.0 0.3 Output Results: Settlement of Saturated Sands=4.90 in. Settlement of unsaturated sands=0.26 in. Page 6 CPT-8. sum Total settlement of saturated and unsaturated Sands=5.16 in. Differential settlement=2.581 to 3.406 in. Depth CRRm CSRsf F.S. S_sat. S_dry S-all ft in. in. in. 0.00 2.00 0.31 5.00 4.90 0.26 5.16 0.05 2.00 0.31 5.00 4.90 0.26 5.16 0.10 2.00 0.31 5.00 4.90 0.26 5.16 0.15 2.00. 0.31 5.00 4.90 0.26 5.16 0.20 2.00 0.31 5.00 4.90 0.26 5.16 0.25 2.00 0.31 5.00 4.90 0.26 5.16 0.30 2.00 0.31 5.00 4.90 0.26 5.16 0.35 2.00 0.31 5.00 4.90 0.26 5.16 0.40 0.34 031 5.00 4.90 0.26 5.16 0.45 0.19 0..31 5.00 4.90 0.26 5.16 0.50 0.18 0.31 5.00 4.90 0.26 5.16 0.55 0.18 0.31 5.00 4.90 0.26 5.16 0.60 0.19 0.31 5.00 4.90 0.26 5.16 0.65 0.20 0.31 5.00 4.90 0.26 5.16 0.70 0.19 0.31 5.00 4.90 0.26 5.16 0.75 0.19 0.31 5.00 4.90 0.26 5.16 0.80 0.20 0.31 5.00 4.90 0.26 5.16 0.85 0.22 0.31 5.00 4.90 0.26 5.16 0.90 0.25 0.31 5.00 4.90 0.26 5.16 0.95 0.32 0.31 5.00 4.90 0.26 5.16 1.00 0.23 0.31 5.00 4.90 0.26 5.16 1.05 0.21 0.31 5.00 4.90 0.26 5.16 1.10 0.19 0.31 5.00 4.90 0.26 5.16 1.15 0.17 0.31 5.00 4.90 0.26 5.16 1.20 0.17 0.31 5.00 4.90 0.26 5.16 1.25 0.16 0.31 5.00 4.90 0.26 5.16 1.30 0.16 0.31 5.00 4.90 0.26 5.16 1.35 0.15 0.31 5.00 4.90 0.26 5.16 1.40 0.15 0.31 5.00 4.90 0.26 5.16 1.45 0.15 0.31 5.00 4.90 0.26 5.16 1.50 0.14 0.31 5.00 4.90 0.26 5.16 1.55 0.14 0.31 5.00 4.90 0.26 5.16 1.60 0.14 0.31 5.00 4.90 0.26 5.16 1.65 0.14 0.31 5.00 4.90 0.26 5.16 1.70 0.15 0.31 5.00 4.90 0.26 5.16 1.75 0.17 0.31 5.00 4.90 0.26 5.16 1.80 0.21 0.31 5.00 4.90 0.26 5.16 1.85 0.21 0.31 5.00 4.90 0.26 5.16 1.90 0.22 0.31 5.00 4.90 0.26 5.16 1.95 0.23 0.31 5.00 4.90 0.26 5.16 2.00 0.20 0.31 5.00 4.90 0.26 5.16 2.05 0.18 0.31 5.00 4.90 0.26 5.16 Page 7 CPT-8 . sum 2.10 0.21 0.31 5.00 4.90 0.25 5.16 2.15 0.23 0.31 5.00 4.90 0.25 5.16 2.20 0.24 0.31 5.00 4.90 0.25 5.16 2.25 0.35 0.31 5.00 4.90 0.25 5.16 2.30 0.56 031 5.00 4.90 0.25 5.16 2.35 0.49 0.31 5.00 4.90 0.25 5.16 2.40 0.42 0.31 5.00 4.90 0.25 5.16 2.45 0.37 0.31 5.00 4.90 0.25 5.16 2.50 2.00 0.31 5.00 4.90 0.25 5.16 2.55 2.00 0.31 5.00 4.90 0.25 5.16 2.60 2.00 0.31 5.00 4.90 0.25 5.16 2.65 2.00 0.31 5.00 4.90 0.25 5.16 2.70 2.00 0.31 5.00 4.90 0.25 5.16 2.75 2.00 0.31 5.00 4.90 0.25 5.16 2.80 2.00 0.31 5.00 4.90 0.25 5.16 2.85 2.00 0.31 5.00 4.90 0.25 5.16 2.90 2.00 0.31 5.00 4.90 0.25 5.16 2.95 2.00 0.31 5.00 4.90 0.25 5.16 3.00 2.00 0.31 5.00 4.90 0.25 5.16 3.05 2.00 0.31 5.00 4.90 0.25 5.16 3.10 2.00 0.31 5.00 4.90 0.25 5.16 3.15 2.00 0.31 5.00 4.90 0.25 5.16 3.20 2.00 0.31 5.00 4.90 0.25 5.16 3.25 2.00 0.31 5.00 4.90 0.25 5.16 3.30 2.00 0.31 5.00 4.90 0.25 5.16 3.35 2.00 0.31 5.00 4.90 0.25 5.16 3.40 2.00 0.31 5.00 4.90 0.25 5.16 3.45 2.00 0.31 5;00 4.90 0.25 5.16 3.50 2.00 0.31 5.00 4.90 0.25 5.16 3.55 2.00 0.31 5.00 4.90 0.25 5.16 3.60 0.26 0.31 5.00 4.90 0.25 5.16 3.65 0.26 0.31 5.00 4.90 0.25 5.15 3.70 0.25 0.31 5.00 4.90 0.25 5.15 3.75 0.24 0.31 5.00 4.90 0.25 5.15 3.80 0.23 0.31 5.00 4.90 0.25 5.15 3.85 0.22 0.31 5.00 4.90 0.25 5.15 3.90 0.21 0.31 5.00 4.90 0.25 5.15 3.95 2.00 0.31 5.00 4.90 0.25 5.15 4.00 2.00 0.31 5.00 4.90 0.25 5.15 4.05 2.00 0.31 5.00 4.90 0.25 5.15 4.10 2.00 0.31 5.00 4.90 0.25 5.15 4.15 2.00 0.31 5.00 4.90 0.25 5.15 4.20 2.00 0.31 5.00 4.90 0.25 5.15 4.25 2.00 0.31 5.00 4.90 0.25 5.15 4.30 0.26 0.31 5.00 4.90 0.25 5.15 4.35 0.37 0.31 5.00 4.90 0.25 5.15 4.40 0.27 0.31 5.00 4.90 0.25 5.15 4.45 0.34 0.31 5.00 4.90 0.25 5.15 Page 8 CPT-B. sum 4.50 0.31 0.31 5.00 4.90 0.25 5.15 4.55 0.42 0.31 5.00 4.90 0.25 5.15 4.60 0.52 0.31 5.00 4.90 0.25 5.15 4.65 0.49 0.31 5.00 4.90 0.25 5.15 4.70 0.47 0.31 5.00 4.90 0.25 5.15 4.75 0.44 0.31 5.00 4.90 0.25 5.15 4.80 0.41 0.31 5.00 4.90 0.25 5.15 4.85 0.38 0.31 5.00 4.90 0.25 5.15 4.90 0.25 0.31 5.00 4.90 0.25 5.15 4.95 0.17 0.31 5.00 4.90 0.25 5.15 5.00 0.18 0.31 5.00 4.90 0.25 5.15 5.05 0.21 0.31 5.00 4.90 0.25 5.15 5.10 0.27 0.31 5.00 4.90 0.25 5.15 5.15 0.38 0.31 5.00 4.90 0.25 5.15 5.20 0.52 0.31 5.00 4.90 0.25 5.15 5.25 0.71 0.31 5.00 4.90 0.25 5.15 5.30 0.69 0.31 5.00 4.90 0.25 5.15 5.35 0.68 0.31 5.00 4.90 0.25 5.15 5.40 0.67 0.31 5.00 4.90 0.25 5.15 5.45 0.70 0.31 5.00 4.90 0.25 5.15 5.50 0.73 0.31 5.00 4.90 0.25 5.15 5.55 0.77 0.31 5.00 4.90 0.25 5.15 5.60 0.77 0.31 5.00 4.90 0.25 5.15 5.65 0.72 0.31 5.00 4.90 0.25 5.15 5.70 0.69 0.31 5.00 4.90 0.25 5.15 5.75 0.69 0.31 5.00 4.90 0.25 5.15 5.80 0.67 0.31 5.00 4.90 0.25 5.15 5.85 0.67 0.31 5.00 4.90 0.25 5.15 5.90 0.67 0.31 5.00 4.90 0.25 5.15 5.95 0.61 0.31 5.00 4.90 0.25 5.15 6.00 0.55 0.31 5.00 4.90 0.25 5.15 6.05 0.50 0.31 5.00 4.90 0.25 5.15 6.10 0.47 0.31 5.00 4.90 0.25 5.15 6.15 0.47 0.31 5.00 4.90 0.25 5.15 6.20 0.46 0.31 5.00 4.90 0.25 5.15 6.25 0.49 0.31 5.00 4.90 0.25 5.15 6.30 0.61 0.31 5.00 4.90 0.25 5.15 6.35 0.73 0.31 5.00 4.90 0.25 5.15 6.40 0.87 0.31 5.00 4.90 0.25 5.15 6.45 0.86 0.31 5.00 4.90 0.25 5.15 6.50 0.84 0.31 5.00 4.90 0.25 5.15 6.55 0.82 0.31 5.00 4.90 0.25 5.15 6.60 0.72 0.31 5.00 4.90 0.25 5.15 6.65 0.60 0.31 5.00 4.90 0.25 5.15 6.70 0.50 0.31 5.00 4.90 0.25 5.15 6.75 0.48 0.31 5.00 4.90 0.24 5.15 6.80 0.60 0.31 5.00 4.90 0.24 5.15 6.85 0.73 0.31 5.00 4.90 0.24 5.15 Page 9 CPT-8 . sum 6.90 0.80 0.31 5.00 4.90 0.24 5.15 6.95 0.60 0.31 5.00 4.90 0.24 5.15 7.00 0.44 0.31 5.00 4.90 0.24 5.15 7.05 0.32 0.31 5.00 4.90 0.24 5.14 7.10 0.29 0.31 5.00 4.90 0.24 5.14 7.15 0.26 0.31 5.00 4.90 0.24 5.14 7.20 0.24 0.31 5.00 4.90 0.24 5.14 7.25 0.25 0.31 5.00 4.90 0.24 5.14 7.30 0.28 0.31 5.00 4.90 0.24 5.14 7.35 0.31 0.31 5.00 4.90 0.24 5.14 7.40 0.34 0.31 5.00 4.90 0.24 5.14 7.45 0.38 0.31 5.00 4.90 0.24 5.14 7.50 0.43 0.31 5.00 4.90 0.24 5.14 7.55 0.47 0.31 5.00 4.90 0.24 5.14 7.60 0.43 0.31 5.00 4.90 0.24 5.14 7.65 0.44 0.31 5.00 4.90 0.24 5.14 7.70 0.68 0.31 5.00 4.90 0.24 5.14 7.75 0.62 0.31 5.00 4.90 0.24 5.14 7.80 0.49 0.31 5.00 4.90 0.24 5.14 7.85 0.44 0.31 5.00 4.90 0.24 5.14 7.90 0.35 0.31 5.00 4.90 0.24 5.14 7.95 0.28 0.31 5.00 4.90 0.24 5.14 8.00 0.24 0.31 5.00 4.90 0.24 .5.14 8.05 0.22 0.31 5.00 4.90 0.24 5.14 8.10 0.27 0.31 5.00 4.90 0.24 5.14 8.15 0.35 0.31 5.00 4.90 0.24 5.14 8.20 0.48 0.31 5.00 4.90 0.24 5.14 8.25 0.41. 0.31 5.00 4.90 0.24 5.14 8.30 0.36 0.31 5.00 4.90 0.24 5.14 8.35 0.33 0.31 5.00 4.90 0.24 5.14 8.40 0.31 0.31 5.00 4.90 0.24 5.14 8.45 0.32 0.31 5.00 4.90 0.24 5.14 8.50 0.33 0.31 5.00 4:90 0.24 5.14 8.55 0.43 0.31 5.00 4.90 0.24 5.14 8.60 0.53 0.31 5.00 4.90 0.24 5.14 8.65 0.66 0.31 5.00 4.90 0.24 5.14 8.70 0.70 0.31 5.00 4.90 0.2.4 5.14 8.75 0.40 0.31 5.00 4.90 0.23 5.14 8.80 0.29 0.31 5.00 4.90 0.23 5.14 8.85 0.28 0.31 5.00 4.90 0.23 5.14 8.90 0.31 0.31 5.00 4.90 0.23 5.13 8.95 0.34 0.31 5.00 4.90 0.23 5.13 9.00 0.39 0.31 5.00 4.90 0.23 5.13 9.05 0.38 0.31 5.00 4.90 0.23 5.13 9.10 0.36 0.31 5.00 4.90 0.23 5.13 9.15 0.41 0.31 5.00 4.90 0.23 5.13 9.20 0.80 0.31 5.00 4.90 0.23 5.13 9.25 0.31 0.31 5.00 4.90 0.23 5.13 sage 10 CPT-8. sum 9.30 0.22 0.31 5.00 4.90 0.23 5.13 9.35 0.18 0.31 5.00 4.90 0.23 5.13 9.40 0.1.7 0.31 5.00 4.90 0.23 5.13 9.45 0.16 0.31 5.00 4.90 0.23 5.13 9.50 0.15 0.31 5.00 4.90 0.23 5.13 9.55 0.15 0.31 5.00 4.90 0.23 5.13 9.60 0.15 0.31 5.00 4.90 0.23 5.13 9.65 0.15 0.31 5.00 4.90 0.23 5.13 9.70 0.16 0.31 5.00 4.90 0.23 5.13 9.75 0.15 0.31 5.00 4.90 0.22 5.13 9.80 0.15 0.31 5.00 4.90 0.22 5.13 9.85 0.15 0.31 5.00 4.90 0.22 5.12 9.90 0.15 0.31 5.00 4.90 0.22 5.12 9.95 0.15 0.31 5.00 4.90 0.22 5.12 10.00 0.15 0.31 5.00 4.90 0.22 5.12 10.05 0.15 0.31 5.00 4.90 0.22 5.12 10.10 0.14 0.31 5.00 4.90 0.22 5.12 10.15 0.14 0.31 5.00 4.90 0.22 5.12 10.20 0.14 0.31 5.00 4.90 0.22 5.12 10.25 0.13 0.31 5.00 4.90 0.22 5.12 10.30 0.13 0.31 5.00 4.90 0.22 5.12 10.35 0.13 0.31 5.00 4.90 0.21 5.12 10.40 0.13 0.31 5.00 4.90 0.21 5.11 10.45 0.13 0.31 5.00 4.90 0.21 5.11 10.50 0.12 0.31 5.00 4.90 0.21 5.11 10.55 0.12 0.31 5.00 4.90 0.21 5.11 10.60 0.12 0.31 5.00 4.90 0.21 5.11 10.65 0.12 0.31 5.00 4.90 0.20 5.11 10.70 0.12 0.31 5.00 4.90 0.20 5.10 10.75 0.11 0.31 5.00 4.90 0.20 5.10 10.80 0.11 0.31 5.00 4.90 0.20 5.10 10.85 0.11 0.31 5.00 4.90 0.19 5.09 10.90 0.11 0.31 5.00 4.90 0.19 5.09 10.95 0.11 0.31 5.00 4.90 0.19 5.09 11.00 0.11 0.31 5.00 4.90 0.18 5.08 11.05 0.11 0.31 5.00 4.90 0.18 5.08 11.10 0.12 0.31 5.00 4.90 0.18 5.08 11.15 0.12 0.31 5.00 4.90 0.17 5.08 11.20 0.13 0.31 5.00 4.90 0.17 5.07 11.25 0.13 0.31 5.00 4.90 0.17 5.07 11.30 0.15 0.31 5.00 4.90 0.17 5.07 11.35 0.16 0.31 5.00 4.90 0.17 5.07 11.40 0.15 0.31 5.00 4.90 0.17 5.07 11.45 0.15 0.31 5.00 4.90 0.17 5.07 11.50 0.14 0.31 5.00 4.90 0.17 5.07 11.55 0.13 0.31 5.00 4.90 0.16 5.07 11.60 0.13 0.31 5.00 4.90 0.16 5.06 11.65 0.13 0.31 5.00 4.90 0.16 5.06 Page 11 CPT-8. sum 11.70 0.13 0.31 5.00 4.90 0.16 5.06 11.75 0.13 0.31 5.00 4.90 0.16 5.06 11.80 0.13 0.31 5.00 4.90 0.16 5.06 11.85 0.13 0.31 5.00 4.90 0.16 5.06 11.90 0.13 0.31 5.00 4.90 0.15 5.06 11.95 0.13 0.31 5.00 4.90 0.15 5.05 12.00 0.13 0.31 5.00 4.90 0.15 5.05 12.05 0.13 0.31 5.00 4.90 0.15 5.05 12.10 0.13 0.31 5.00 4.90 0.15 5.05 12.15 0.13 0.31 5.00 4.90 0.15 5.05 12.20 0.12 0.31 5.00 4.90 0.14 5.05 12.25 0.12 0.31 5.00 4.90 0.14 5.04 12.30 0.11 0.31 5.00 4.90 0.14 5.04 12.35 0.12 0.31 5.00 4.90 0.13 5.04 12.40 0.12 0.31 5.00. 4.90 0.13 5.03 12.45 0.12 0.31 5.00 4.90 0.13 5.03 12.50 0.12 0.31 5.00 4.90 0.12 5.03 12.55 0.1.3 0.31 5.00 4.90 0.12 5.02 12.60 0.13 0.31 5.00 4.90 0.12 5.02 12.65 0.13 0.31 5.00 4.90 0.12 5.02 12.70 0.13 0.31 5.00 4.90 0.12 5.02 12.75 0.13 0.31 5.00 4.90 0.11 5.02 12.80 0.13 0.31 5.00 4.90 0.11 5.01 12.85 0.13 0.31 5.00 4.90 0.11 5.01 12.90 0.14 0.31 5.00 4.90 0.11. 5.01 12.95 0.14 0.31 5.00 4.90 0:11 5.01 13.00 0.14 0.31 5.00 4.90 011. 5.01 13.05 0.14 0.31 5.00 4.90 0.10 5.01 13.10 0.14 0.30 5.00 4.90 0.10 5.00 13.15 0.14 0.30 5.00 4.90 0.10 5.00 13.20 0.16 0.30 500 4.90 0.10 5.00 13.25 0.18 0.30 5.00 4.90 0.10 5.00 13.30 0.21 0.30 5.00 4.90 0.10 5.00 13.35 0.17 0.30 5.00 4.90 0.10 5.00 13.40 0.15 030 5.00 4.90 0.10 5.00 13.45 0.14 0.30 5.00 4.90 0.10 5.00 13.50 0.14 0.30 5.00 4.90 0.09 5.00 13.55 0.14 0.30 5.00 4.90 0.09 4.99 13.60 0.14 0.30 5.00 4.90 0.09 4.99 13.65 0.14 0.30 5.00 4.90 0.09 4.99 13.70 0.14 0.30 5.00 4.90 0.09 4.99 13.75 0.14 0.30 5.00 4.90 0.09 4.99 13.80 0.15 0.30 5.00 4.90 0.08 4.99 13.85 0.15 0.30 5.00 4.90 0.08 4.98 13.90 0.14 0.30 5.00 4.90 0.08 4.98 13.95 0.14 0.30 5.00 4.90 0.08 4.98 14.00 0.13 0.30 5.00 4.90 0.08 4.98 14.05 0.13 0.30 5.00 4.90 0.08 4.98 Page 12 CPT-8. sum 14.10 0.12 0.30 5.00 4.90 0.08 4.98 14.15 0.12 0.30 5.00 4.90 0.07 4.97 14.20 0.12 0.30 5.00 4.90 0.07 4.97 14.25 0.12 0.30 5.00 4.90 0.06 4.96 14.30 0.12 0.30 5.00 4.90 0.06 4.96 14.35 0.12 0.30 5.00 4.90 0.05 4.96 14.40 0.12 0.30 5.00 4.90 0.05 4.95 14.45 0.12 0.30 5.00 4.90 0.05 4.95 14.50 0.12 0.30 5.00 4.90 0.04 4.94 14.55 0.12 0.30 5.00 4.90 0.04 4.94 14.60 0.12 0.30 5.00 4.90 0.03 4.93 14.65 0.12 0.30 5.00 4.90 0.03 4.93 14.70 0.12 0.30 5.00 4.90 0.02 4.93 14.75 0.12 0.30 5.00 4.90 0.02 4.92 14.80 0.12 0.30 5.00 4.90 0.02 4.92 14.85 0.12 0.30 5.00 4.90 0.01 4.91 14.90 0.12 0.30 5.00 4.90 0.01 4.91 14.95 0.12 0.30 5.00 4.90 0.00 4.91 15.00 0.12 0.30 0.39* 4.90 0.00 4.90 15.05 0.12 0.30 0.39* 4.89 0.00 4.89 15.10 0.12 0.30 0.39* 4.87 0.00 4.87 15.15 0.12 0.31 0.39* 4.86 0.00 4.86 15.20 0.12 0.31 0.38* 4.84 0.00 4.84 15.25 0.12 0.31 0.38* 4.83 0.00 4.83 15.30 0.12 0.31 0.38* 4.81 0.00 4.81 15.35 0.11 0.31 0•37* 4.79 0.00 4.79 15.40 0.11 0.31 0.37* 4.78 0.00 4.78 15.45 0.12 0.31 0.39* 4.76 0.00 4.76 15.50 0.13 0.31 0.42* 4.75 0.00 475 15.55 0.15 0.31 0.49* 4.73 0.00 4.73 15.60 0.17 0.31 0.54* 4.73 0.00 4.73 15.65 0.15 0.31 0.49* 4.72 0.00 4.72 15.70 0.14 0.31 0.46* 4.71 0.00 4.71 15.75 0.13 0.31 0•43* 4.70 0.00 4.70 15.80 0.14 0.31 0.45* 4.69 0.00 4.69 15.85 0.15 0.31 0.47* 4.68 0.00 4.68 15.90 0.15 0.31 0.49* 4.67 0.00 4.67 15.95 0.14 0.31 0.45* 4.66 0.00 4.66 16.00 0.13 0.31 0.43* 4.65 0.00 4.65 16.05 0.13 0.31 0.41* 4.64 0.00 4.64 16.10 0.13 0.31 0.41* 4.63 0.00 4.63 16.15 0.13 0.31 0.40* 4.62 0.00 4.62 16.20 0.13 0.31 0.40* 4.60 0.00 4.60 16.25 0.13 0.31 0.40* 4.59 0.00 4.59 16.30 0.13 0.32 0.40* 4.57 0.00 4.57 16.35 0.13 0.32 0.41* 4.56 0.00 4.56 16.40 0.13 0.32 0.41* 4.55 0.00 4.55 16.45 0.13 0.32 0.40* 4.54 0.00 4.54 Page 13 CPT-8. sum 16.50 0.12 0.32 0.39* 4.52 0.00 4.52 16.55 0.12 0.32 0•37* 4.51 0.00 4.51 16.60 0.12 0.32 0.36* 4.49 0.00 4.49 16.65 0.11 0.32 0.36* 4.48 0.00 4.48 16.70 0.11 0.32 0.36* 4.46 0.00 4.46 16.75 0.11 0.32 0.36* 4.45 0.00 4.45 16.80 0.12 0.32 0.36* 4.43 0.00 4.43 16.85 0.12 0.32 0.36* 4.41 0.00 4.41 16.90 0.12 0.32 0.37* 4.40 0.00 4.40 16.95 0.12 0.32 0.39* 4.38 0.00 4.38 17.00 0.13 0.32 0.40* 4.37 0.00 4.37 17.05 0.14 0.32 0.42* 4.36 0.00 4.36 17.10 0.13 0.32 0.41* 4.35 0.00 4.35 17.15 0.13 0.32 0.40* 4.33 0.00 4.33 17.20 0.13 0.32 0.40* 4.32 0.00 4.32 17.25 0.13 0.32 0.39* 4.31 0.00 4.31 17.30 0.12 0.32 0.38* 4.29 0.00 4.29 17.35 0.12 0.32 0.38* 4.28 0.00 4.28 17.40 0.12 0.32 0.37* 4.26 0.00 4.26 17.45 0.13 0.32 0.39* 4.25 0.00 4.25 17.50 0.13 0.33 0.41* 4.24 0.00 4.24 17.55 0.15 0.33 0.46* 4.22 0.00 4.22 17.60 0.14 0.33 0•43* 4.22 0.00 4.22 17.65 0.14 0.33 0.42* 4.20 0.00 4.20 17.70 0.14 0.33 0.42* 4.19 0.00 4.19 17.75 0.14 0.33 0.43* 4.18 0.00 4.18 17.80 0.15 0.33 0.46* 4.17 0.00 4.17 17.85 0.18 0.33 0.56* 4.16 0.00 4.16 17.90 0.30 0.33 0.92* 4.16 000 4.16 17.95 2.00 0.33 5.00 4.16 0.00 4.16 18.00 2.00 0.33 5.00 4.16 0.00 4.16 18.05 2.00 0.33 5.00 4.16 0.00 4.16 18.10 0.35 0.33 1.06 4.16 0.00 4.16 18.15 0.24 0.33 0.73* 4.16 0.00 4.16 18.20 0.21 0.33 0.64* 4.16 0.00 4.16 18.25 0.22 0.33 0.67* 4.15 0.00 4.15 18.30 0.25 0.33 0.74* 4.15 0.00 4.15 18.35 0.28 0.33 0.84* 4.15 0.00 4.15 18.40 0.28 0.33 0.86* 4.15 0.00 4.15 18.45 0.27 0.33 0.82* 4.15 0.00 4.15 18.50 0.26 0.33 0.78* 4.15 0.00 4.15 18.55 0.24 0.33 0•73* 4.14 0.00 4.14 18.60 0.21 0.33 0.63* 4.14 0.00 4.14 18.65 0.20 0.33 059* 4.13 0.00 4.13 18.70 0.24 0.33 0.72* 4.12 0.00 4.12 18.75 0.22 0.33 0.67* 4.12 0.00 4.12 18.80 0.20 0.33 0.61* 4.12 0.00 4.12 18.85 0.18 0.34 0.55* 4.12 0.00 4.12 Page 14 CPT-8. sum 18.90 0.17 0.34 0.52* 4.12 0.00 4.12 18.95 0.17 0.34 0.51* 4.11 0.00 4.11 19.00 0.17 0.34 0.50* 4.10 0.00 4.10 19.05 0.17 0.34 0•50* 4.10 0.00 4.10 19.10 0.17 0.34 0.50* 4.09 0.00 4.09 19.15 0.17 0.34 0.51* 4.08 0.00 4.08 19.20 0.17 0.34 0.52* 4.07 0.00 4.07 19.25 0.19 0.34 0.57* 4.07 0.00 4.07 19.30 0.21 0.34 0.62* 4.07 0.00 4.07 19.35 0.23 0.34 0.67* 4.06 0.00 4.06 19.40 0.19 0.34 0.56* 4.06 0.00 4.06 19.45 0.17 0.34 0.50* 4.06 0.00 4.06 19.50 0.16 0.34 0.47* 4.05 0.00 4.05 19.55 0.16 0.34 0.46* 4.04 0.00 4.04 19.60 0.16 0.34 0.46* 4.03 0.00 4.03 19.65 0.16 0.34 0.46* 4.02 0.00 4.02 19.70 0.16 0.34 0.46* 4.01 0.00 4.01 19.75 0.15 0.34 0.43* 4.00 0.00 4.00 19.80 0.14 0.34 0.42* 3.99 0.00 3.99 19.85 0.14 0.34 0.41* 3.98 0.00 3.98 19.90 0.14 0.34 0.40* 3.97 0.00 3.97 19.95 0.13 0.34 0.39* 3.96 0.00 3.96 20.00 0.13 0.34 0.38* 3.94 0.00 3.94 20.05 0.13 0.34 039* 3.93 0.00 3.93 20.10 0.13 0.34 0.39* 3.91 0.00 3.91 20.15 0.14 0.34 0.40* 3.90 0.00 3.90 20.20 0.14 0.34 0.40* 3.89 0.00 3.89 20.25 0.14 0.34 0.41* 3.87 0.00 3.87 20.30 0.14 0.34 0.41* 3.86 0.00 3.86 20.35 0.14 0.35 0.42* 3.85 0.00 3.85 20.40 0.14 0.35 0.42* 3.83 0.00 3.83 20.45 0.15 0.35 0.42* 3.82 0.00 3.82 20.50 0.15 0.35 0.43* 3.81 0.00 3.81 20.55 0.15 0.35 0.44* 3.80 0.00 3.80 20.60 0.16 0.35 0.46* 3.78 0.00 3.78 20.65 0.17 0.35 0.48* 3.77 0.00 3.77 20.70 0.17 0.35 0.48* 3.76 0.00 3.76 20.75 0.16 0.35 0.47* 3.75 0.00 3.75 20.80 0.16 0.35 0.46* 3.74 0.00 3.74 20.85 0.15 0.35 0.44* 3.73 0.00 373 20.90 0.14 0.35 0.41* 3.72 0.00 3.72 20.95 0.14 0.35 0•39* 3.71 0.00 3.71 21.00 0.13 0.35. 0.37* 3.70 0.00 3.70 21.05 0.13 0.35 0.36* 3.68 0.00 3.68 21.10 0.12 0.35 0.36* 3.67 0.00 3.67 21.15 0.12 0.35 0.35* 3.65 0.00 3.65 21.20 0.12 0.35 0.35* 3.64 0.00 3.64 21.25 0.12 0.35 0.34* 3.62 0.00 3.62 Page 15 CPT-8. sum 21.30 0.12 0.35 0.34* 3.61 0.00 3.61 21.35 0.12 0.35 0.34* 3.59 0.00 3.59 21.40 0.12 0.35 0•34* 3.58 0.00 3.58 21.45 0.12 0.35 0.35* 3.56 0.00 3.56 21.50 0.12 0.35 0.35* 3.55 0.00 3.55 21.55 0.12 0.35 0.35* 3.53 0.00 3.53 21.60 0.12 0.35 0.35* 3.52 0.00 3.52 21.65 012 0.35 0•35* 3.50 0.00 3.50 21.70 0.12 0.35 0.35* 3.49 0.00 3.49 21.75 0.13 0.35 0.36* 3.47 0.00 3.47 21.80 0.13 0.35 0.36* 3.46 0.00 3.46 21.85 0.13 0.35 0.37* 3.44 0.00 3.44 21.90 0.14 0.35 0.38* 3.43 0.00 3.43 21.95 0.14 0.35 0.40* 3.41 0.00 3.41 22.00 0.15 0.35 0.41* 3.40 0.00 3.40 22.05 0.15 0.36 0.42* 3.39 0.00 339 22.10 0.15 0.36 0.43* 3.37 0.00 3.37 22.15 0.16 0.36 0.44* 3.36 0.00 3.36 22.20 0.16 0.36 0.44* 3.35 0.00 3.35 22.25 0.16 0.36 0.45* 3.34 0.00 3.34 22.30 0.16 0.36 0.45* 3.33 0.00 3.33 22.35 0.16 0.36 0•45* 3.32 0.00 3.32 22.40 0.16 0.36 0.45* 3.30 0.00 3.30 22.45 0.16 0.36 0.45* 3.29 0.00 3.29 22.50 0.16 0.36 0.45* 3.28 0.00 3.28 22.55 0.16 0.36 0•45* 3.27 0.00 3.27 22.60 0.16 0.36 0•45* 3.26 0.00 3.26 22.65 0.16 0.36 0.45* 3.25 0.00 3.25 22.70 0.16 0.36 0.45* 3.24 0.00 3.24 22.75 0.16 0.36 0.45* 3.23 0.00 3.23 22.80 0.16 0.36 0.45* 3.21 0.00 3.21 22.85 0.16 0.36 0.44* 3.20 0.00 3.20 22.90 0.16 0.36 0.44* 3.19 0.00 3.19 22.95 0.16 0.36 0.44* 3.18 0.00 3.18 23.00 0.16 0.36 0.44* 3.17 0.00 3.17 23.05 0.16 0.36 0.43* 3.16 0.00 3.16 23.10 0.16 0.36 0.43* 3.15 0.00 3.15 23.15 0.15 0.36 0.43* 3.14 0.00 3.14 23.20 0.15 0.36 0.42* 3.13 0.00 3.13 23.25 0.15 0.36 0.42* 3.12 0.00 3.12 23.30 0.15 0.36 0.41* 3.10 0.00 3.10 23.35 0.15 0.36 0.40* 3.09 0.00 3.09 23.40 0.14 0.36 0.39* 3.08 0.00 3.08 23.45 0.14 0.36 0.38* 3.07 0.00 3.07 23.50 0.13 0.36 Ø•37* 3.06 0.00 3.06 23.55 0.13 0.36 0.36* 3.04 0.00 3.04 23.60 0.13 0.36 0.35* 3.03 0.00 3.03 23.65 0.12 0.36 0.34* 3.02 0.00 3.02 Page 16 CPT-8. sum 23.70 0.12 0.36 0.33* 3.00 0.00 3.00 23.75 0.12 0.36 0.32* 2.99 0.00 2.99 23.80 0.11 0.36 0.31* 2.97 0.00 2.97 23.85 0.11 0.36 0•30* 2.95 0.00 2.95 23.90 0.11 0.36 0.30* 2.94 0.00 2.94 23.95 0.11 0.37 0.30* 2.92 0.00 2.92 24.00 0.11 0.37 0.30* 2.90 0.00 2.90 24.05 0.11 0.37 0.29* 2.88 0.00 2.88 24.10 0.11 0.37 0.29* 2.87 0.00 2.87 24.15 0.11 0.37 0.30* 2.85 0.00 2.85 24.20 0.11 0.37 0.30* 2.83 0.00 2.83 24.25 0.11 0.37 0.31* 2.82 0.00 2.82 24.30 0.12 0.37 0.31* 2.80 0.00 2.80 24.35 0.11 0.37 0.31* 2.79 0.00 2.79 24.40 0.11 0.37 0.31* 2.77 0.00 2.77 24.45 0.11 0.37 0.31* 2.75 0.00 2.75 24.50 0.12 0.37 0.32* 2.74 0.00 2.74 24.55 0.12 0.37 0.33* 2.72 0.00 2.72 24.60 0.12 0.37 0.34* 2.71 0.00 2.71 24.65 0.12 0.37 0•33* 2.70 0.00 2.70 24.70 0.12 0.37 0.31* 2.68 0.00 2.68 24.75 0.11 0.37 0.30* 2.67 0.00 2.67 24.80 0.11 0.37 0.30* 2.65 0.00 2.65 24.85 0.11 0.37 0.30* 2.64 0.00 2.64 24.90 0.11 0.37 0.30* 2.62 0.00 2.62 24.95 0.11 0.37 0.30* 2.60 0.00 2.60 25.00 0.11 0.37 0.30* 2.59 0.00 2.59 25.05 0.11 0.37 0.30* 2.57 0.00 2.57 25.10 0.11 0.37 0.30* 2.55 0.00 2.55 25.15 0.11 0.37 0.31* 2.54 0.00 2.54 25.20 0.12 0.37 0.32* 2.52 0.00 2.52 25.25 2.00 0.37 5.00 2.51 0.00 2.51 25.30 2.00 0.37 5.00 2.51 0.00 2.51 25.35 2.00 0.37 5.00 2.51 0.00 2.51 25.40 2.00 0.37 5.00 2.51 0.00 2.51 25.45 2.00 0.37 5.00 2.51 0.00 2.51. 25.50 2.00 0.37 5.00 2.51 0.00 2.51 25.55 2.00 0.37 5.00 2.51 0.00 2.51 25.60 2.00 0.37 5.00 2.51 0.00 2.51 25.65 0.13 0.37 0.34* 2.51 0.00 2.51 25.70 0.12 0.37 0.32* 2.49 0.00 2.49 25.75 0.12 0.37 0.31* 2.48 0.00 2.48 25.80 0.11 0.37 0.30* 2.47 0.00 2.47 25.85 0.11 0.37 0.30* 2.45 0.00 2.45 25.90 0.11 0.37 0.29* 2.43 0.00 2.43 25.95 0.11 0.37 0.29k 2.41 0.00 2.41 26.00 0.11 0.37 0.29* 2.40 0.00 2.40 26.05 0.11 0.37 0.29* 2.38 0.00 2.38 Page 17 CPT-8 . sum 26.10 0.11 0.38 0.29* 2.36 0.00 2.36 26.15 0.11 0.38 0.29* 2.34 0.00 2.34 26.20 0.11 0.38 0.29* 2.33 0.00 2.33 26.25 0.11 0.38 0.29* 2.31 0.00 2.31 26.30 0.11 0.38 0.29* 2.29 0.00 2.29 26.35 0.11 0.38 0.28* 2.27 0.00 2.27 26.40 0.11 0.38 0.28* 2.25 0.00 2.25 26.45 0.11 0.38 0.28* 2.24 0.00 2.24 26.50 0.10 0.38 0.28* 2.22 0.00 2.22 26.55 0.10 0.38 0.28* 2.20 0.00 2.20 26.60 0.10 0.38 0.28* 2.18 0.00 2.18 26.65 011 0.38 0.28* 2.16 0.00 2.16 26.70 0.11 0.38 0.28* 2.14 0.00 2.14 26.75 0.11 0.38 0.29* 2.13 0.00 2.13 26.80 0.11 0.38 0.29* 2.11 0.00 2.11 26.85 0.12 0.38 0.31* 2.09 0.00 2.09 26.90 2.00 0.38 5.00 2.08 0.00 2.08 26.95 2.00 0.38 5.00 2.08 0.00 2.08 27.00 2.00 0.38 5.00 2.08 0.00 2.08 27.05 2.00 0.38 5.00 2.08 0.00 2.08 27.10 2.00 0.38 5.00 2.08 0.00 2.08 27.15 2.00 0.38 5.00 2.08 0:.00 2.08 27.20 2.00 0.38 5.00 2.08 0.00 2.08 27.25 2.00 0.38 5.00 2.08 0.00 2.08 27.30 2.00 0.38 500 2.08 0.00 2.08 27.35 2.00 0.38 5.00 2.08 0.00 2.08 27.40 2.00 0.38 5.00 2.08 0.00 2.08 27.45 2.00 0.38 5.00 2.08 0.00 2.08 27.50 2.00 0.38 5.00 2.08 0.00 2.08 27.55 2.00 0.38 5.00 2.08 0.00 2.08 27.60 2.00 0.38 5.00 2.08 000 2.08 27.65 2.00 0.38 5.00 2.08 0..00 2.08 27.70 2.00 0.38 5.00 2.08 0.00 2.08 27.75 2.00 0.38 5.00 2.08 0.00 2.08 27.80 0.12 0.38. 0.33* 2.08 000 2.08 27.85 0.12 0.38 0.31* 2.06 0.00 2.06 27.90 0.12 0.38 0.31* 2.05 0.00 2.05 27.95 0.12 0.38 0.31* 2.04 0.00 2.04 28.00 0.12 0.38 0.31* 2.02 0.00 2.02 28.05 0.12 0.38 0.31* 2.01 0.00 2.01 28.10 0.12 0.38 0•31* 1.99 0.00 1.99 28.15 0.12 0.38 0.32* 1.98 0.00 1.98 28.20 0.12 0.38 0.33* 1.96 0.00 1.96 28.25 0.12 0.38 0.32* 1.95 0.00 1.95 28.30 0.12 0.38 0.31* 1.94 0.00 1.94 28.35 0.12 0.38 0.30* 1.92 0.00 1.92 28.40 0.11 0.38 0.30* 1.91 0.00 1.91 28.45 0.12 0.38 0.30* 1.89 0.00 1.89 Page 18 CPT-8 . sum 28.50 0.12 0.38 0.31* 1.88 0.00 1.88 28.55 0.12 0.38 0.31* 1.86 0.00 1.86 28.60 0.12 0.38 0.30* 1.85 0.00 1.85 28.65 0.12 0.39 0.30* 1.84 0.00 1.84 28.70 0.11 0.39 0.30* 1.82 0.00 1.82 28.75 0.11 0.39 0.29* 1.80 0.00 1.80 28.80 0.11 0.39 0.29* 1.79 0.00 1.79 28.85 0.11 0.39 0.29* 1.77 0.00 1.77 28.90 0.11 0.39 0.29* 1.76 0.00 1.76 28.95 0.11 0.39 0.28* 1.74 0.00 1.74 29.00 0.11 0.39 0.28* 1.72 0.00 1.72 29.05 0.11 0.39 0.28* 1.71 0.00 1.71 29.10 0.11 0.39 0.28* 1.69 0.00 1.69 29.15 0.11 0.39 0.27* 1.67 0.00 1.67 29.20 0.11 0.39 0.27* 1.65 0.00 1.65 29.25 0.11 0.39 0.27* 1.64 0.00 1.64 29.30 0.11 0.39 0.28* 1.62 0.00 1.62 29.35 0.11 0.39 0.28* 1.60 0.00 1.60 29.40 0.11 0.39 0.28* 1.58 0.00 1.58 29.45 0.11 0.39 0.28* 1.57 0.00 1.57 29.50 0.11 0.39 0.28* 1.55 0.00 1.55 29.55 0.11 0.39 0.28* 1.54 0.00 1.54 29.60 0.11 0.39 0.28* 1.52 0.00 1.52 29.65 0.11 0.39 0.28* 1.50 0.00 1.50 29.70 0.11 0.39 0.27* 1.49 0.00 1.49 29.75 0.11 0.39 0.27* 1.47 0.00 1.47 29.80 0.11 0.39 0.27* 1.45 0.00 1.45 29.85 0.11 0.39 0.27* 1.43 0.00 1.43 29.90 0.11 0.39 0.27* 1.42 0.00 1.42 29.95 0.10 0.39 0.27* 1.40 0.00 1.40 30.00 0.10 0.39 0.27* 1.38 0.00 1.38 30.05 0.10 0.39 0.27* 1.36 0.00 1.36 30.10 0.10 0.39 0.27* 1.35 0.00 1.35 30.15 0.10 0.39 0.27* 1.33 0.00 1.33 30.20 0.10 0.39 0.27* 1.31 0.00 1.31 30.25 0.10 0.39 0.27* 1.29 0.00 1.29 30.30 0.11 0.39 0.27k 1.27 0.00 1.27 30.35 0.11 0.39 0.27* 1.26 0.00 1.26 30.40 0.11 0.39 0.27* 1.24 0.00 1.24 30.45 0.11 0.39 0.27* 1.22 0.00 1.22 30.50 0.11 0.39 0.27* 1.21 0.00 1.21 30.55 0.11 0.39 0.27* 1.19 0.00 1.19 30.60 0.10 0.39 0.27* 1.17 0.00 1.17 30.65 0.10 0.39 0.27* 1.15 0.00 1.15 30.70 0.10 0.39 0.26* 1.13 0.00 1.13 30.75 0.10 0.39 0.26* 1.12 0.00 1.12 30.80 0.10 0.39 0.26* 1.10 0.00 1.10 30.85 0.10 0.39 0.26* 1.08 0.00 1.08 Page 19 CPT-8. sum 30.90 0.10 0.39 0.26* 1.06 0.00 1.06 30.95 0.10 0.39 0.26* 1.04 0.00 1.04 31.00 0.10 0.39 0.26* 1.02 0.00 1.02 31.05 0.10 0.39 0.27* 1.01 0.00 1.01 31.10 0.10 0.39 0.27* 0.99 0.00 0.99 31.15 0.11 0.39 0.27* 0.97 0.00 0.97 31.20 0.11 0.39 0.27* 0.95 0.00 0.95 31.25 0.11 0.39 0.27* 0.94 0.00 0.94 31.30 0.11 0.39 0.27* 0.92 0.00 0.92 31.35 0.11 0.39 0.27* 0.90 0.00 0.90 31.40 0.11 0.39 0.27* 0.88 0.00 0.88 31.45 0.11 0.39 0.27* 0.87 0.00 0.87 31.50 0.11 0.39 0.27* 0.85 0.00 0.85 31.55 0.11 0.39 0.27* 0.83 0.00 0.83 31.60 0.11 0.39 0.27* 0.81 0.00 0.81 31.65 0.11 0.39 0.27* 0.80 0.00 0.80 31.70 0.11 0.39 0.27* 0.78 0.00 0.78 31.75 0.11 0.39 0.27* 0.76 0.00 0.76 31.80 0.11 0.39 0.27* 0.74 0.00 0.74 31.85 0.11 0.39 0.27* 0.73 0.00 0.73 31.90 0.11 0.39 0.27* 0.71 0.00 0.71 31.95 0.11 0.39 0.27* 0.69 0.00 0.69 32.00 0.11 0.39 0.27* 0.68 0.00 0.68 32.05 0.11 0.39 0.27* 0.66 0.00 0.66 32.10 0.11 0.39 0.27* 0.64 0.00 0.64 32.15 0.11 0.39 0.27* 0.62 0.00 0.62 32.20 0.11 0.39 0.27* 0.61 0.00 0.61 32.25 0.11 0.39 0.27* 0.59 0.00 0.59 32.30 0.11 0.39 0.27* 0.57 0.00 0.57 32.35 0.11 0.39 0.27* 0.56 0.00 0.56 32,40 0.11 0.39 0.27* 0.54 0.00 0.54 32.45 0.10 0.39 0.27* 0.52 0.00 0.52 32.50 0.10 0.39 0.26* 0.50 0.00 0.50 32.55 0.10 0.39 0.27* 0.48 0.00 0.48 32.60 0.10 0.39 0.27* 0.47 0.00 0.47 32.65 0.11 039 0.27* 0.45 0.00 0.45 32.70 0.11 0.39 0.27* 0.43 0.00 0.43 32.75 0.11 0.39 0.27* 0.41 0.00 0.41 32.80 0.11 039 0.27* 0.40 0.00 0.40 32.85 0.11 0.39 0.27* 0.38 0.00 0.38 32.90 0.11 0.39 0.27* 0.36 0.00. 0.36 32.95 0.11 0.39 0.28* 0.35 0.00 0.35 33.00 2.00 0.39 5.00 0.33 0.00 0.33 33.05 2.00 0.39 5.00 0.33 0.00 0.33 33.10 2.00 0.39 5.00 0.33 0.00 0.33 3315 2.00 0.39 5.00 0.33 0.00 0.33 33.20 2.00 0.39 5.00 0.33 0.00 0.33 33.25 2.00 0.39 5.00 0.33 0.00 0.33 Page 20 CPT-8. sum 33.30 2.00 0.39 5.00 0.33 0.00 0.33 33.35 2.00 0.39 5.00 0.33 0.00 0.33 33.40 2.00 0.39 5.00 0.33 0.00 0.33 33.45 2.00 0.39 5.00 0.33 0.00 0.33 33.50 2.00 0.39 5.00 0.33 0.00 0.33 33.55 2.00 0.39 5.00 0.33 0.00 0.33 33.60 0.15 0.39 0.38* 0.33 0.00 0.33 33.65 0.14 0.39 0.36* 0.32 0.00 0.32 33.70 0.13 0.39 0•34* 0.31 0.00 0.31 33.75 0.13 0.39 0•34* 0.29 0.00 0.29 33.80 0.13 0.39 0.34* 0.28 0.00 0.28 33.85 0.15 0.39 0.38* 0.27 0.00 0.27 33.90 0.16 0.39 0.42* 0.25 0.00 0.25 33.95 0.18 0.39 . 0.47k 0.24 0.00 0.24 34.00 0.19 0.39 0.49* 0.24 0.00 0.24 34.05 0.21 0.39 0.53* 0.23 0.00 0.23 34.10 0.26 0.39 0.65* 0.22 0.00 0.22 34.15 2.00 0.39 5.00 0.22 0.00 0.22 34.20 2.00 0.39 5.00 0.22 0.00 0.22 34.25 2.00 0.39 5.00 0.22 0.00 0.22 34.30 2.00 0.39 5.00 0.22 0.00 0.22 34.35 2.00 0.39 5.00 0.22 0.00 0.22 34.40 2.00 0.39 5.00 0.22 0.00 0.22 34.45 2.00 0.39 5.00 0.22 0.00 0.22 34.50 2.00 0.39 5.00 0.22 0.00 0.22 34.55 2.00 0.39 5.00 0.22 0.00 0.22 34.60 2.00 0.39 5.00 0.22 0.00 0.22 34.65 2.00 0.39 5.00 0.22 0.00 0.22 34.70 2.00 0.39 5.00 0.22 0.00 0.22 34.75 2.00 0.39 5.00 0.22 0.00 0.22 34.80 2.00 0.39 5.00 0.22 0.00 0.22 34.85 0.19 0.39 0.48* 0.22 0.00 0.22 34.90 0.15 0.39 0.39* 0.21 0.00 0.21 34.95 0.14 0.39 0.36* 0.20 0.00 0.20 35.00 0.14 0.39 0.36* 0.19 0.00 0.19 35.05 0.15 0.39 0.38* 0.18 0.00 0.18 35.10 0.16 0.39 0.40* 0.17 0.00 0.17 35.15 0.16 0.39 0.40* 0.15 0.00 0.15 35.20 0.15 0.39 0.39* 0.14 0.00 0.14 35.25 0.15 0.39 0.39* 0.13 0.00 0.13 35.30 0.15 0.39 0.38*. 0.12 0.00 0.12 35.35 0.15 0.39 0.38* 0.11 0.00 0.11 35.40 0.14 0.39 0.37* 0.09 0.00 0.09 35.45 0.15 0.39 0.37* 0.08 0.00 0.08 35.50 0.15 0.39 0.39* 0.07 0.00 0.07 35.55 0.16 0.39 0.41* 0.06 0.00 0.06 35.60 0.17 0.39 0.42* 0.05 0.00 0.05 35.65 0.18 0.39 0•47* 0.04 0.00 0.04 Page 21 CPT-8 . sum 35.70 0.20 0.39 0.52* 0.03 0.00 0.03 35.75 0.23 0.39 0.59* 0.02 0.00 0.02 35.80 0.25 0.39 0.64* 0.01 0.00 0.01 35.85 0.27 0.39 0.68* 0.00 0.00 0.00 35.90 0.29 0.39 0.74* 0.00 0.00 0.00 35.95 0.31 0.39 0.80* 0.00 0.00 0.00 36.00 0.34 0.39 0.86* 0.00 0.00 0.00 36.05 0.37 0.39 0•94* 0.00 0.00 0.00 36.10 0.40 0.39 1.02 0.00 0.00 0.00 36.15 0.42 0.39 1.08 0.00 0.00 0.00 36.20 0.45 0.39 1.15 0.00 0.00 0.00 36.25 0.48 0.39 1.23 0.00 0.00 0.00 36.30 0.52 0.39 1.34 0.00 0.00 0.00 36.35 0.57 0.39 1.46 0.00 0.00 0.00 36.40 0.62 0.39 1.59 0.00 0.00 0.00 36.45 0.64 0.39 1.65 0.00 0.00 0.00 36.50 0.64 0.39 1.64 0.00 0.00 0.00 36.55 0.64 0.39 1.63 0.00 0.00 0.00 36.60 0.69 0.39 1.76 0.00 0.00 0.00 36.65 2.00 . 0.39 5.00 0.00 0.00 0.00 36.70 2.00 0.39 5.00 0.00 0.00 0.00 36.75 2.00 0.39 5.00 0.00 0.00 0.00 36.80 2.00 0.39 5.00 0.00 0.00 0.00 36.85 2.00 0.39 500 0.00 0.00 0.00 36.90 2.00 0.39 5.00 0.00 0.00 0.00 36.95 1.48 0.39 3.78 0.00 0.00 0.00 37.00 1.06 0.39 2.73 0.00 0.00 0.00 37.05 1.09 0.39 2.80 0.00 0.00 0.00 37.10 1.21 0.39 3.11 0.00 0.00 0.00 37.15 1.34 0.39 3.45 0.00 0.00 0.00 37.20 1.48 0.39 3.80 0.00 0.00 0.00 37.25 1.65 0.39 4.23 0.00 0.00 0.00 37.30 1.94 0.39 4.99 0.00 0.00 0.00 37.35 2.28 .0.39 5.00 0.00 0.00 0.00 37.40 2.65 0.39 5.00 0.00 0.00 0.00 37.45 2.58 0.39 5.00 0.00 0.00 0.00 37.50 2.56 0.39 5.00 0.00 0.00 0.00 37.55 2.57 0.39 5.00 0.00 0.00 0.00 37.60 2.71 0.39 5;00 0.00 0.00 0.00 37.65 2.82 0.39 5.00 0.00 0.00 0.00 37.70 2.82 0.39 5;00 0.00 0.00 0.00 37.75 2.82 0.39 5.00 0.00 0.00 0.00 37.80 2.82 0.39 5.00 0.00 0.00 0.00 37.85 2.56 0.39 5.00 0.00 0.00 0.00 37.90 2.35 0.39 5.00 0.00 0.00 0.00 37.95 2.-22 0.39 5.00 0.00 0.00 0.00 38.00 2.11 0.39 5.00 0.00 0.00 0.00 38.05 2.04 0.39 5.00 0.00 0.00 0.00 Page 22 CPT-8. sum 38.10 1.85 0.39 4.75 0.00 0.00 0.00 38.15 1.63 0.39 4.20 0.00 0.00 0.00 38.20 1.43 0.39 3.68 0.00 0.00 0.00 38.25 1.41 0.39 3.62 0.00 0.00 0.00 38.30 1.58 0.39 4.05 0.00 0.00 0.00 38.35 1.96 0.39 5.00 0.00 0.00 0.00 38.40 2.02 0.39 5.00 0.00 0.00 0.00 38.45 1.33 0.39 3.43 0.00 0.00 0.00 38.50 1.44 0.39 3.71 0.00 0.00 0.00 38.55 1.75 0.39 4.50 0.00 0.00 0.00 38.60 1.77 0.39 4.55 0.00 0.00 0.00 38.65 1.79 0.39 4.60 0.00 0.00 0.00 38.70 1.81 0.39 4.65 0.00 0.00 0.00 38.75 1.47 0.39 3.79 0.00 0.00 0.00 38.80 1.12 0.39 2.87 0.00 0.00 0.00 38.85 0.98 0.39 2.51 0.00 0.00 0.00 38.90 0.98 0.39 2.53 0.00 0.00 0.00 38.95 0.98 0.39 2.53 0.00 0.00 0.00 39.00 0.98 0.39 2.52 0.00 0.00 0.00 * F.S.<1, Liquefaction Potential zone (F.s. is limited to 5, CRR is limited to 2, CSR is limited to 2) safety) Units Depth = ft, Stress or Pressure = tsf (atm), unit weight = pcf, Settlement in. CRRm Cyclic resistance ratio from soils CSRsf cyclic stress ratio induced by a given earthquake (with user request factor of F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf s_sat Settlement from saturated sands S_dry Settlement from unsaturated Sands S_all Total Settlement from Saturated and unsaturated sands NoLiq No-Liquefy Soils Page 23 APPENDIX D RESPONSE TO CITY OF CARLSBAD COMMENTS Ct El, Leighton HETHERINGTCNEiiJGiNEERJNG,•iNc. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY City of Carlsbad 1635 Faraday Avenue Carlsbad,Californja 92008-7314 Attention: Mr. David Rick January 6, 2020 Project No. 8966.1 Log No. 20806 PLC^,Ajc ,1 DiW) Subject: THIRD-PARTY GEOTECFINICAL REVIEW (SECOND) Carlsbad Seawater Desalination Plant Intake Pump Station Phase 1 4600 Carlsbad Boulevard Carlsbad, California Project ID: 0R2019-0038 References: Attached Dear Mr. Rick: In accordance with your request, Hetherington Engineering, Inc. has provided third-party geotechnical review of Reference 4. Subsequent to our first review (Reference 3), the geotechnical consultant has changed. While this is the second third-party geotechnical review, it is the first review of the new consultants report. The- following comments are provided fr analyses and/or response by the Geotechnical Consultant. 1'j I.I1ItJ1.) P -1 114 - The Consultant should review the project grading and foundation plans, provide any additional geotechnical analyses/recommendations considered necessary, and confirm that the plans have been prepaied in aácórdance with the geotechnical recommendations. The Consultant should provide geologic cross-sections utilizing the current grading plans to clearly show (at a minimum) a) existing site topography, b) proposed struàtures/improvements, c) proposed finished grades, d) geologic contacts, e) geologic structure, f) locations of the subsurface exploration, g) temporary consfruction slopes, h) remedial grading, etc. The Consultant should provide the site seismic risk and seismic design categories. The Consultant has indicated on the order of 1.5 to 5.25-inches of settlement and no lateré.l spreading due to liquefaction in portions of the site. The Consultant should address whether the recommended grading and foundation recommendations will 5365 Avenida Endnas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beáäh, CA 92651:2306. (949) 715-5440 • Fax (760) 931-0545 www.hethertngtonengineering.com AH Geotechnical Engi (expires 3/31/20) THIRD-PARTY GEOTECI-INICAL REVIEW (SECOND) Project No. 8966.1 Log No. 20806 January 6, 2020 Page 2 mitigate the effects of liquefaction induced ground displacements on the proposed improvements to an acceptable level. The Consultant should address the possible impacts of liquefaction on the proposed improvements at the site. The Consultant should provide a description of approved foundation embedment materials. Remedial grading recommendations leave undocumented fill in-place. The Consultant should address the suitability of the existing undocumented fill to support the proposed fill and improvements, or provide alternative recommendations. The Consultant has provided conventional shallow foundation recommendations. The Consultant should discuss where conventional shallow foundations may be used and provide minimum reinforcement requirements for shallow conventional footings. The Consultant should provide a list of recommended observation and testing during site grading and construction. The opportunity to be of service is sincerely appreciated. If you have any questions regarding this review, please contact this office at your convenience. Sincerely, ZHET ON ENGINEERING, INC ERI gseth Professional Geologist 3772 (fR E.G. 115 Certified Engineering Geologist I Ewp. __- Certified Hydrogeologist 591 (expires 3/31/20) -- . Distribution: I-via e-mail (David.Rick®carlsbadca.gov) 1-via e-mail (Elissa.Tovarcarlsbadca.gov) HETHERINGTON ENGINEERING. INC. REFERENCES "Geotechnical Evaluation, New Intake/Discharge Structure, Carlsbad Seawater Desalination Plant, 4600 Carlsbad Boulevard, Carlsbad, California", by Ninyo & Moore, dated November 30, 2016. "Grading Plan, Poseidon Channelside, Carlsbad Desalination Plant Intake Pump Station Phase 1, 4600 Carlsbad Blvd., Carlsbad, CA 92008", by Kiewit-Shea and Tetra Tech, dated August 23, 2019 (Sheets (3-0002, 0-0003, C-0100, C-0102, C- 2101, SW000I, SW6151, TC000Iand TC100I). "Third-Party Geotechnical Review (First Review), Carlsbad Seawater Desalination Plant Intake Pump Station Phase 1, 4600 Carlsbad Boulevard, Carlsbad, California, Project ID: GR2019-0038", by Hetherington Engineering, Inc., dated September 27, 2019. "Geotechnical Exploration Report, Intake Pump Station Project, Carlsbad Desalination Plant, City of Carlsbad, California", by Leighton Consulting, Inc., dated December '6,2019. "Grading Plans For: Carlsbad Desalination Plant Intake PS Phase 1", by Tetra Tech, dated December 2,2019 (Sheets I through 12). a •• Project No. 8966.1 Log No 20806 HETHERINOTON ENGINEERING INC. RESPONSE TO CITY OF CARLSBAD GEOTECHNIAL REVIEW COMMENTS Comment Ref. Doc./ Comments Comment - - Designer Response (Tetra Tech) No. Drawing Sheet No. Discussion IRvwr IDate JNo. Discussion IBY JDate Permit Comments Prefab Metal Electrical Enclosure Foundation and Retaining Wall Design Verify these seismic parameter values; geotech report shows values slightly 44 Page A2 higher. Coordinate and reconcile. M. Baker 12/26/2019 45 Page A3 Verify occupancy category with client. M. Baker 12/26/2019 46 Page B2 Verify value does not exceed the premanufactured building design demand. M. Baker 12/26/2019 Plans call this item as deferred submittal by the premanufactured building 47 Page B6 designer. Clarify. M. Baker 12/26/2019 Plans DTL 6: Discuss with geotech and provide liquefaction mitigation measures. The 1/10/20201 1 121S-2501 current liquefaction settlements stated in geotech report are high. Geotechnical Report Review Letter from Hetherington Engineering, Inc. to David Rick (City of Carlsbad) Review the project grading and foundation plans, provide any additional geotechnical analyses/recommendations considered necessary, and confirm that the plans have been prepared in accordance with the geotechnical 126 Page 1 recommendations. - 1/10/2020 Acknowledged. D. Chandra 1/28/2020 A geotechnical cross-section along the proposed brine discharge pipeline alignment was included in our referenced report. We will revise the cross-section to show the Provide geologic cross-sections utilizing the current grading plans to clearly show proposed finish grade, which will be approximately the same as the existing grade (at a minimum) a) existing site topography, b) proposed elevation. No remedial grading is recommended for-the discharge pipeline structures/improvements, c) proposed finished grades, d) geologic contacts, e) construction; as such, it was not shown on the cross-section. In addition, we will geologic structure, fl- locations of the subsurface exploration, g) temporary prepare a geotechnical cross-section for the proposed electrical building and retaining 127 Page 1 construction slopes, h) remedial grading, etc. 1/10/2020 walls. The geotechnical cross-sections will be included in our revised report. D. Chandra 1/28/2020 The project site falls under seismic design category D. The seismic risk category will be - 128 Page 1 Provide the site seismic risk and seismic design categories. 1/10/2020 determined by the structural engineer (Tetra Tech). D. Chandra 1/28/2020 As discussed in Section 2.7.1 of our referenced report, the potential for liquefaction at the electrical building area is very low. Based on our liquefaction analysis of Boring GHD-1 located within the proposed electrical building area, the seismically-induced • settlement is negligible at this location, which is expected due to the presence of bedrock of the Santiago formation at a relatively shallow depth (10 feet). The grading and foundation recommendations for the electrical building and retaining walls are considered adequate. • The seismically-induced settlement of 1.5 to 5.25 inches was estimated for areas The Consultant has indicated on the order of 1.5 to 5.25-inches of settlement and underlain by marine beach deposits, which are considered susceptible to liquefaction. no lateral spreading due to liquefaction in portions of the site. The Consultant Portions of the proposed pipeline is anticipated to be underlain by marine beach should address whether the recommended grading and foundation deposits and it is recommended in Section 2.7.1 that the use of flexible joints is recommendations will mitigate the effects of liquefaction induced ground considered. 129 Page 1/Page 2 displacements on the proposed improvements to an acceptable level. 1/10/2020 D. Chandr 1/28/2020 RESPONSE TO CITY OF CARLSBAD GEOTECHNICAL REVIEW COMMENTS The proposed electrical building and associated improvements are not anticipated to be adversely impacted by liquefaction as indicated in Section 2.7.1 of our report. The proposed pipeline may experience seismically-induced settlement due to liquefaction as indicated in Section 2.7.1. Additionally, the potential for lateral spreading at the site is considered low as Address the possible impacts of liquefaction on the proposed impovements at discussed in Section 2.7.2 of our referenced report: 130 Page 2 the site. 1/10/2020 D. Chandr 1/28/2020 As discussed in Section 3.1.2 of our report, overexcavation and recompaction on the order of 3 feet below the proposed foundations is recommended, and as such, the proposed foundations will be embedded into compacted fill. The onsite soils may be 131 Page 2 Provide a description of approved foundation embedment materials. 1/10/2020 used as compacted fill materials. D. Chandr 1/28/2020 The fill at an approximate depth of 5 feet is considered adequate to support the proposed fill and improvements. The remedial grading recommendations for the proposed electrical building and retaining walls will result in compacted fill to a depth - of approximately 5 feet below finished grade. Existing fill encountered in Boring GHD-1, located within the electrical building area, has SPT (N1)60 values ranging from 24 to 50 at a depth of 5 feet or greater. Based on the SPT (N1)60 and USCS soil type (fine to medium sand), the existing fill has a • minimum friction angle of 34 degrees (Caltrans Geotechnical Manual, 2014). The geotechnical recommendations in the report were based on a friction angle of 30 • degrees. Also, the medium dense to dense sand is not conisdered susceptible to long- Remedial grading recommendations leave undocumented fill in-place. The term settlement. Therefore, the existing fill at the proposed electrical building site is Consultant should address the suitability of the existing undocumented fill to considered suitable to support the proposed fill and improvements following the support the proposed fill and improvements, or provide alternative remedial grading recommendations in our referenced report. 132 Page 2 recommendations. 1/10/2020 - D. Chandr 1/28/2020 As indicated in Section 3.3, the proposed structures (i.e. electrical building and The Consultant has provided conventional shallow foundation recommendations. retaining walls) may be supported on conventional shallow foundations. The The Consultant should discuss where conventional shallow foundations may be foundations reinforcement should be designed by the structural engineer and as a used and provide minimum reinforcement requirements for shallow minimum consist of No. 4 rebar (top and bottom) in the longitudinal direction placed 133 Page 2 conventional footings. - 1/10/2020 at 12 inches on center. . D. Chandr 1/28/2020 Provide a list of recommended observation and testing during site grading and The list of recommended observation and testing during site grading and construction 134 Page 2 construction. 1/10/2020 was included in Section 3.10 of our referenced report: D. Chandr 1/28/2020 Geotechnical Report by Leighton See comments on structural calculations and grading plans. Coordinate S - 135 Cover Page accordingly. . M. Baker 12/26/2019 - 136 Cover Page Add city project reference numbers CO2019-0010, GR2019-0038, DWG 520-6A M. Baker 12/26/2019