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Home My WebLink AboutCD 2019-0010; CARLSBAD DESAL PLANNED DEV PER; GEOTECHNICAL EVALUATION; 2016-11-30-.. --.. ------------.. .. ------.. .. ------ - 'M/n90 &~'GIW8 ···· ~ • ,• Gt.'011:,hn,c,w ,1nd Environrrienk!l Sc,ences Consul1<1nt1 GEOTECHNICAL EVALUATION NEW INTAKE/DISCHARGE-SIRUCTURE CARLSBAD SEAWATER DESALINATION PLANT 4600 CARLSBAD BOULEVARD CARLSBAD, CALIFORNIA l.AND Dt:\I t:i. ... P .. ENT ENGINEERi(·-lG PREPARED FOR: Poseidon Resources 5780 Fleet Street, Suite 140 Carlsbad, California 92008 PREPARED BY: Ninyo & Moore Geotechnical and Environmental Sciences Consultants 5710 Ruffin Road San Diego, California 92123 November 30, 2016 Project No. 107393003 57!0 Ruffin Road • San Diego, California 92123 • Phone (858) 576-1000 • Fax (858) 576-9600 san Olego • Irvine • LOS Angele$ • RanchO Cucamonga • Qak/ana • San FranciSCO • San Jose • Sacramento las Vegas • Phoenix • Tucson • Prescott Valley • Flagstaff • Denver • Broomfield • Houston .. --.. --.. -.. ---.. - -----.. ----------- rMJn9o&~oure -~-c;-a,;;;;; • ,• Gt'<.>te,nrncill ,ind lrw,ronml'fl(ilf Sc1enn:s Consult,mh Mr. Patrick Crain Poseidon Resources 5780 Fleet Street, Suite 140 Carlsbad, California 92008 Subject: Geotechnical Evaluation New Intake/Discharge Structure Carlsbad Seawater Desalination Plant 4600 Carlsbad Boulevard Carlsbad, California Dear Mr. Crain: November 30, 2016 Project No. 107393003 In accordance with your request, we have performed a geotechnical evaluation for the new In- take Discharge Structure at the existing Carlsbad Seawater Desalination Plant project located at the NRG Encina Power Plant in Carlsbad, California. This report provides our findings and con- clusions regarding the site geotechnical conditions and provides foundation design criteria and geotechnical recommendations for construction of the proposed project. Ninyo & Moore appreciates the opportunity to be of service to you on this project. Respectfully submitted, NINYO & MOORE Christina Tretinjak, PG, CEO Project Geologist Gregory T. Farrand, PG, CEO Principal Geologist CAT/WRM/GTF/KHM/gg Distribution: ( 1) Addressee William Morrison, PE, GE Senior Engineer 571 O Ruffin Road • San Diego. California 92123 • Phone (858) 576-I 000 • Fax (858) 576-9600 san Diego • 1rv1ne • tos Angeles • RanchO Cucamonga • OaJ(land • san Francisco • san Jose • sacramento Las Vegas • Phoenix • Tucson • Prescott valley • Flag.staff • Denver • Broomfield • Houston -.. -.. ----.. ---------.... -... .. 111111 .. .. -.. • -• -• ---.. .. New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California TABLE OF CONTENTS Page 1. INTRODUCTION ..................................................................................................................... 1 2. SCOPE OF SERVICES ............................................................................................................ 1 3. SITE AND PROJECT DESCRIPTION ................................................................................... 2 4. PREVIOUS SUBSURFACE EXPLORATION ....................................................................... 2 5. SUB SURF ACE EXPLORATION ............................................................................................ 4 6. LABO RA TORY TESTING ..................................................................................................... 4 7. GEOLOGY AND SUBSURFACE CONDITIONS ................................................................ .4 7 .1. Regional Geologic Setting ........................................................................................... .4 7.2. Site Geology ................................................................................................................. 5 7.2.1. Fill ....................................................................................................................... 5 7.2.2. Alluvium ............................................................................................................. 6 7.2.3. Santiago Formation ............................................................................................. 6 7.3. Groundwater ................................................................................................................. 7 7.4. Seismicity and Seismic Hazards ................................................................................... 7 7.4.1. Surface Ground Rupture ..................................................................................... 8 7.4.2. Strong Ground Motion ........................................................................................ 8 7.4.3. Liquefaction and Seismically Induced Settlement.. .......................................... 10 7.4.4. Lateral Spreading .............................................................................................. 11 7.4.5. Landslides ......................................................................................................... 12 7.4.6. Tsunamis ........................................................................................................... 12 8. CONCLUSIONS .................................................................................................................... 13 9. RECOMMENDATIONS ........................................................................................................ 14 9 .1. Earthwork ................................................................................................................... 14 9 .1.1. Pre-Construction Conference ............................................................................ 14 9.1.2. Site Preparation ................................................................................................. 14 9.1.3. Remedial Grading ............................................................................................. 15 9 .1.4. Excavation Characteristics ................................................................................ 15 9.1.5. Excavation Bottom Stability ............................................................................. 15 9.1.6. Temporary Excavations, Braced Excavations and Shoring .............................. 16 9 .1. 7. Construction Dewatering .................................................................................. 17 9.1.8. Fill Material. ...................................................................................................... 18 9.1.9. Fill Placement and Compaction ........................................................................ 19 9.1.10. Slopes ............................................................................................................... 20 9 .1.11. Lateral Pressures for Thrust Blocks .................................................................. 21 9 .1.12. Pipe Bedding and Modulus of Soil Reaction (E') for Flexible Pipes ................ 21 9 .1.13. Pipe Bedding for Rigid Pipes ............................................................................ 22 9.1.14. Utility Trench Backfill ...................................................................................... 22 9.2. Seismic Design Considerations .................................................................................. 23 I 07393003 R.doc .. -.. .. .. • -.. ---.. .. .. -.. ... .. .. .. .. -.. --11111 -.. -.. .. --.. -- New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 9.3. Foundations ................................................................................................................. 24 9.3.1. Mat Foundations ............................................................................................... 24 9.3.2. Spread Footings ................................................................................................. 25 9.3.3. Lateral Resistance ............................................................................................. 25 9.3.4. Static Settlement ............................................................................................... 25 9.4. Below Grade Walls ..................................................................................................... 26 9.5. Corrosivity .................................................................................................................. 26 9.6. Concrete Placement .................................................................................................... 27 9.7. Exterior Flatwork ........................................................................................................ 28 9.8. Pavement. .................................................................................................................... 28 9.9. Drainage ...................................................................................................................... 29 10. CONSTRUCTION OBSERVATION .................................................................................... 30 11. LIMITATIONS ....................................................................................................................... 30 12. REFERENCES ....................................................................................................................... 32 Tables Table 1 -Principal Active Faults ..................................................................................................... 8 Table 2 -2016 California Building Code Seismic Design Criteria ............................................... 23 Table 3 -Recommended Preliminary Flexible Pavement Sections .............................................. 29 Figures Figure 1 -Site Location Figure 2 -Boring Locations Figure 3 -Fault Locations Figure 4 -Geology Figure 5 -Tsunami Inundation Figure 6 -Lateral Earth Pressures for Braced Excavation Below Groundwater Figure 7 -Thrust Block Lateral Earth Pressures Figure 8 -Lateral Earth Pressures for Underground Structures Figure 9 -Uplift Resistance Diagram for Underground Structures Appendices Appendix A -Ninyo & Moore Boring and CPT Logs Appendix B -Ninyo & Moore Laboratory Testing Appendix C -Previous Site Boring Logs (GeoLogic Associates, 2008) Appendix D-Previous Site Laboratory Testing (GeoLogic Associates, 2008) Appendix E-Previous Site Boring Logs (Ninyo & Moore, 2013) Appendix F -Previous Laboratory Testing (Ninyo & Moore, 2013) Laboratory Testing Appendix G -Liquefaction Analysis 107393003 R.doc ii l(ln90.~ 1ftoore -.. --... ------.. 1111 -----.... --.. .. ---.. .. ---.. ----- New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California 1. INTRODUCTION November 30, 2016 Project No. 107393003 In accordance with your request, we have performed a geotechnical evaluation for the proposed new Intake Discharge Structure at the existing Carlsbad Seawater Desalination Plant project located at the NRG Encina Power Plant in Carlsbad, California (Figure 1 ). The purpose of this study was to conduct a geotechnical evaluation of the proposed site to evaluate the subsurface soil conditions and to provide geotechnical recommendations pertaining to the design and construction of the project. This report pre- sents our geotechnical findings, conclusions, and recommendations regarding this project. 2. SCOPE OF SERVICES Our scope of services included the following: • Reviewing available background materials, including published geologic maps and litera- ture, in-house information, stereoscopic aerial photographs, topographic and fault maps. • Reviewing previous geotechnical reports for the project site (GeoLogic, 2004; 2008; Ninyo & Moore, 2007; 2009a; 2009b; 2011; 2013), engineering plans, geotechnical data, and designs provided by the client. • Obtaining boring permits from the County of San Diego Department of Environmental Health prior to the performance of our subsurface exploration. • Performing a geologic reconnaissance of the site, including a meeting with the client and power plant owner for boring mark-out locations. The mark-out of existing underground utilities was conducted through Underground Service Alert and a private utility locator con- tracted by the client. • Performing subsurface exploration consisting of drilling, logging, and sampling three ex- ploratory borings using a truck-mounted drill rig and the advancement of 13 CPT soundings. Representative bulk and in-place soil samples were collected at selected intervals and trans- ported to our laboratory for testing . • Performing geotechnical laboratory testing of representative samples to evaluate pertinent soil characteristics and design parameters. • Compiling and analyzing data obtained from our background review, subsurface explora- tion, and laboratory testing . • Preparing this report presenting our findings, conclusions, and recommendations for the de- sign of the project. 107393003 Rdoc -.. --.. ----.. -... 1111 ... --- -.. .. .. -.. ---.. - New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California 3. SITE AND PROJECT DESCRIPTION November 30, 2016 Project No. 107393003 The proposed new Intake/Discharge Structure at the existing Carlsbad Seawater Desalination Plant project is located at the north end of the NRG Encina Power Plant facility at 4600 Carlsbad Boulevard in Carlsbad, California (Figure 1 ). The project area is bordered by an inlet for Agua Hedionda Lagoon to the north, the North County Transit District railroad alignment to the east, and Carlsbad Boulevard to the west. The site for the new Intake Discharge Structure presently consists of an asphalt concrete (AC) paved parking lot and an unpaved area to the north (Fig- ure 2). The new Intake Discharge Structure will be located on the west side of an existing intake pump station with an elevation (bottom of Slab) of approximately -25 feet with respect to the Na- tional Geodetic Vertical Datum of 1929 (NGVD 29). Topographically, the site of the parking lot is relatively flat with an elevation of approximately 17 to 19 feet above mean sea level (MSL). A 5-to 10-foot high slope descends from the north side of the new Intake Discharge Structure site . Based on our review of the provided geotechnical scope and plans (GHD, undated), we understand that the project will include the construction of a new intake discharge structure with a footprint of approximately 113 feet by 68 feet that is planned to the west of the existing intake structure (Fig- ure 2). The structure is planned to be founded approximately 43 feet below existing grade, at an elevation of approximately -25 feet with respect to NGVD 29. A fish/debris line less than 10 feet in depth is proposed to extend from the new structure to the discharge pond approximately 150 feet to the north/northeast. A 7-foot diameter dilution pipe approximately 20 feet deep will run along the southern side of the structure. A small electrical enclosure will be constructed to the east of the new structure. 4. PREVIOUS SUBSURFACE EXPLORATION As part of this evaluation, we have reviewed previous geotechnical evaluation reports by our firm and by other consultants (GeoLogic, 2004; 2008; Ninyo & Moore, 2007; 2009a; 2009b; 2011; 2013; 2015) that have been prepared for the site. The reports by GeoLogic were provided by the client. The GeoLogic evaluations included the performance of 18 exploratory borings. Of the 18 borings, Geo Logic's Borings B-17 and B-18 are considered relevant to this project. The I 07393003 R.doc 2 -.. .. ------------ -.. ---------------- Ill - New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 subsurface materials encountered within the project area by GeoLogic included fill, terrace de- posits (referred to as Old Paralic Deposits in this report), and materials of the Santiago Formation. Laboratory testing performed during GeoLogic's evaluations (2004; 2008) included the evaluation of in-situ moisture content and dry density, gradation, Atterberg Limits, consolida- tion, shear strength, expansion index, soil corrosivity (includes pH, electrical resistivity, chloride content and sulfate content), and R-value. Copies ofGeoLogic's logs of borings B-17 and B-18 are presented in Appendix C and their laboratory test results are presented in Appendix D. Ninyo & Moore performed a geotechnical evaluation for the existing intake pump station in 2013 (Ninyo & Moore, 2013). Our previous evaluation included the performance of three small di- ameter exploratory borings to depths of up to approximately 90 feet and the advancement of 10 cone penetration test (CPT) soundings to depths of up to approximately 50 feet. Of the bor- ings and CPT soundings performed during our previous subsurface exploration (Ninyo & Moore, 2013), we consider Boring NMB-7 and CPT soundings CPT-6 through CPT-8 to be pertinent to the Intake/Discharge Structure. Laboratory testing conducted during our previous evaluation (Ninyo & Moore, 2013) included in-situ moisture content and dry density, gradation, expansion index, and R-value. Logs of our exploratory boring NMB-7 and CPT soundings CPT-6, CPT-7, and CPT-8 are presented in Appendix E, while the results of our laboratory testing performed during our previous geotechnical evaluation are presented in Appendix F. As shown on Figure 2, Ninyo & Moore's CPT sounding CPT-7 was advanced adjacent to Geo- Logic's exploratory boring B-18. Additionally, Ninyo & Moore's exploratory boring NMB-7 and CPT sounding CPT-8 were advanced in close proximity to GeoLogic's exploratory boring B-17. Review of GeoLogic boring logs in Appendix C, along with Ninyo & Moore's boring and CPT logs in Appendix E indicates that the subsurface conditions disclosed by GeoLogic 's borings are not consistent with those shown in Ninyo & Moore's boring and CPTs. We suspect that this dis- crepancy may be related to GeoLogic's report (2008) showing their borings at locations that are different from where they were actually drilled. I 07393003 R.doc 3 -.. --.. .. --.. Ill ---.. ---.. .. --.. .. --.. -.. .. • .. • Ill -.. .. - New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California 5. SUBSURFACE EXPLORATION November 30, 2016 Project No. 107393003 Ninyo & Moore's subsurface exploration for the new Intake Discharge Structure was conducted on September 2 and November 1, 2016, and consisted of the drilling, logging, and sampling of three small-diameter borings to depths of up to approximately 60 feet and the advancement of 13 CPT soundings. The location of the borings and CPTs were selected by the client to coincide with the anticipated location of the proposed New Intake structure, routing of the proposed fish return, and to help Poseidon Resources evaluate the location of the existing intake channel. The borings were drilled using a truck-mounted drill rig equipped with 8-inch-diameter hollow-stem augers. The approximate locations of Ninyo & Moore's exploratory borings and CPTs for the new Intake/Discharge Structure, as well as the locations of the borings from previous evaluations (GeoLogic, 2008; Ninyo & Moore, 2013), are presented on Figure 2. The logs for the Ninyo & Moore borings and CPTs are presented in Appendix A. 6. LABORATORY TESTING Laboratory testing was performed on representative soil samples collected as part of this evalua- tion included tests to evaluate in-situ moisture content and dry density, gradation, Atterberg limits, shear strength, soil corrosivity (includes pH, electrical resistivity, chloride content, sulfate content, sulfide content, and redox potential), and falling head permeability. The results of mois- ture and density testing are presented on the Ninyo & Moore boring logs in Appendix A. Results of the other Ninyo & Moore laboratory tests are presented in Appendix B. 7. GEOLOGY AND SUBSURFACE CONDITIONS Our findings regarding regional and site geology along with groundwater conditions at the site are provided in the following sections . 7.1. Regional Geologic Setting The project area is situated in the coastal section of the Peninsular Ranges Geommphic Prov- ince. This geomorphic province encompasses an area that extends approximately 900 miles from the Transverse Ranges and the Los Angeles Basin south to the southern tip of Baja California I 07393003 R.doc 4 • .. Ill - Ill .. .. .. Ill .. -.. • .. 1111 .. .. -.. .. .. .. -.. ---.. ---.. ---- New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 (Norris and Webb, 1990; Harden, 1998). The province varies in width from approximately 30 to 100 miles. In general, the province consists of rugged mountains underlain by Jurassic metavol- canic and metasedimentary rocks, and Cretaceous igneous rocks of the southern California batholith. In the portion of the province in San Diego County that includes the project area, basement rocks are overlain by Quaternary and Tertiary age sedimentary rock. The Peninsular Ranges Province is traversed by a group of sub-parallel faults and fault zones trending roughly northwest. Several of these faults, which are shown on Figure 3, are considered active faults. The Elsinore, San Jacinto, and San Andreas faults are active fault systems located northeast of the project area and the Rose Canyon, Coronado Bank, San Di- ego Trough, and San Clemente faults are active faults located west of the project area. The Rose Canyon Fault Zone, the nearest active fault system, has been mapped approximately 4 miles west of the project site (Figure 3). Major tectonic activity associated with these and other faults within this regional tectonic framework consists primarily of right-lateral, strike- slip movement. Further discussion of faulting relative to the site is provided in the Seismici- ty and Seismic Hazards section of this report . 7 .2. Site Geology Geologic units encountered during our recent and the previous subsurface explorations at the site included fill, alluvial deposits (alluvium), and materials of the Santiago Formation (Fig- ure 4). While GeoLogic encountered Quaternary terrace deposits (now referred to as Old Paralic Deposits) in their exploratory borings (GeoLogic, 2008), this geologic unit was not encountered in either our previous (Ninyo & Moore, 2013) or recent subsurface exploration . Generalized descriptions of the geologic units encountered during our recent subsurface ex- ploration are provided in the subsequent sections. Additional descriptions are provided on the boring logs in Appendices A, C, and E. 107393003 R.doc 7.2.1. Fill Fill was encountered in our recent and the previous borings at the site. The fill materi- als were encountered from the ground surface or underlying the existing pavements 5 -.. -.. -.. -• -.. ---.. ... .. ... .. -.. --.. ... .. .. 11111 .. .. .. ----.. New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California 107393003 R.doc and extending to depths of 20 feet in the vicinity of boring NMB-7. As encountered, the fill materials generally consisted of various shades of brown, moist to wet, loose to medium dense, clayey to silty sand and poorly graded sand and very stiff to hard clayey silt. Portions of the encountered fill materials contained fine to coarse gravel, cobbles up to 4 inches in diameter, concrete debris and fragments of materials derived from the Santiago Formation. 7 .2.2. Alluvium Alluvium was encountered in our boring GHD-3 underlying the fill and extending to the total depth explored of approximately 16.5 feet. In our previous boring NMB-7 (Ninyo & Moore, 2013), the alluvium was observed to extend to depths up to approximately 32.5 feet. As en- countered, the alluvium generally consisted of various shades of brown and gray, moist to wet, loose to medium dense, silty sand and poorly graded sand. Portions of the encountered alluvium were noted to contain gravel, shell fragments, and cobbles . 7 .2.3. Santiago Formation Santiago Formation was encountered in our recent boring GHD-1 beneath the fill to the to- tal depth explored. The Santiago Formation was also encountered in Ninyo & Moore's previously drilled exploratory boring NMB-7 (Ninyo & Moore, 2013) beneath the alluvium and extending to the total depth explored of 90 feet. GeoLogic encountered Santiago For- mation beneath Quaternary terrace deposits in their exploratory borings B-17 and B-18. The Santiago Formation extends to GeoLogic's explored depth of 51.5 feet in both borings. As encountered, Santiago Formation consisted of gray to brown, finely laminated, moist to wet, weakly to strongly cemented, clayey fine-grained sandstone, silty fine-grained sand- stone that is interbedded with moderately indurated, silty claystone. Portions of the encountered Santiago Formation contained scattered manganese oxide deposits, iron-oxide lined root casts, and scattered strongly cemented/concretionary layers . 6 -Ill -.. ---.. -.. --• .. -.. .. --.. .. ... ---.. -.. --------- New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California 7.3. Groundwater November 30, 2016 Project No. 107393003 Groundwater was encountered during the previous and recent subsurface explorations for the project at depths as shallow as 10 feet MSL, corresponding to an elevation of approxi- mate sea level (GeoLogic, 2004; 2008; Ninyo & Moore, 2013). Based on the variation in encountered groundwater depth in the borings, we recommend installing piezometers at the site to monitor groundwater elevations. Fluctuations in the groundwater level may oc- cur due to variations in tidal fluctuations, ground surface topography, subsurface geologic conditions and structure, rainfall, irrigation, and other factors. Additionally, due to the po- tential presence of relatively impermeable layers within the Santiago Formation, perched water conditions may be encountered at shallower depths. Furthermore, existing utility trenches act as conduits for subsurface water, and perched water conditions may be present within these areas . For design purposes, a groundwater elevation of sea level may be used for the intake pump station. Fluctuations in the groundwater level may occur due to variations in tidal fluctua- tions, ground surface topography, subsurface geologic conditions and structure, rainfall, irrigation, and other factors . 7 .4. Seismicity and Seismic Hazards The subject site is not located within a State of California Earthquake Fault Zone (former- ly known as an Alquist-Priolo Special Studies Zone) (Hart and Bryant, 1997). However, the site is located in a seismically active area, as is the majority of southern California, and the potential for strong ground motion in the project area is considered significant during the design life of the proposed structure. Figure 3 shows the approximate site location rela- tive to the major faults in the region. The active Rose Canyon fault is located approximately 4 miles west of the site. 107393003 R.doc 7 .. • -.. .. .. -.. .. Ill .. -.. ---.. .. -.. -.. -- .. ,. - Ill • .. ----- New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 Table 1 lists selected principal known active faults that may affect the subject site and the maximum moment magnitude (Mmax) as published by the United States Geological Survey (USGS, 2008). The approximate fault-to-site distances were calculated using the United States Geological Survey (2008) National Seismic Hazard Map Database (web-based), or were assessed from the referenced geologic maps. Table 1 -Principal Active Faults Approximate Maximum Moment Fault Fault-to-Site Distance 1 Magnitude 1 miles (kilometers) (Mmax) Rose Canyon 4 (7) 6.9 Newport-Inglewood (Offshore) 5 (9) 7.0 Coronado Bank 20 (32) 7.4 Elsinore (Temecula Segment) 24 (39) 7.1 Elsinore (Julian Sel!;ment) 24 (39) 7.4 Elsinore (Glen Ivy Segment) 34 (55) 6.9 Note: 1 USGS,2008 The principal seismic hazards at the subject site are surface fault rupture, strong ground mo- tion, liquefaction and dynamic settlement, lateral spread, landslides, and tsunamis. A description of these hazards and the potential for their occurrence on site are discussed below . 107393003 R.doc 7.4.1. Surface Ground Rupture Based on our review of the referenced literature and our site reconnaissance, no active faults are known to cross the project site. Therefore, the probability of damage from sur- face fault rupture is considered to be low. However, lurching or cracking of the ground surface as a result of nearby seismic events is possible. 7.4.2. Strong Ground Motion At your request, we have used the 2016 California Building Code (CBC) to evaluate ground motion and spectral response parameters. We note that the 2016 CBC has yet to be adopted and the USGS ground motion calculator is currently available in a beta testing format (USGS, 2016). We recommend that parameters be reevaluated when the 2016 CBC has been fully implemented and adopted by the local governing jurisdiction. 8 -.. -.. -.. -.. ----- ... -.. -.. ---.. .. .. .. -------- New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California 107393003 R.doc The 2016 CBC specifies that the Risk-Targeted, Maximum Considered Earthquake (MCER) ground motion response accelerations be used to evaluate seismic loads for design of buildings and other structures. The MCER ground motion response accelerations are based on the spectral response accelerations for 5 percent damping in the direction of maximum horizontal response and incorporate a target risk for structural collapse equivalent to 1 percent in 50 years with deterministic limits for near-source effects. The horizontal peak ground acceleration (PGA) that corresponds to the MCER for the site was calculated as 0.53g using the United States Geological Survey (USGS, 2016) seismic design tool (web-based). Spectral response acceleration parameters, consistent with the 2016 CBC, are also provided in the recommendations section of this report for the evaluation of seismic loads on buildings and other structures. The 2016 CBC specifies that the potential for liquefaction and soil strength loss be evaluated, where applicable, for the Maximum Considered Earthquake Geometric Mean (MCE0) peak ground acceleration with adjustment for site class effects in accordance with the American Society of Civil Engineers (ASCE) 7-13 Standard. The MCE0 peak ground acceleration is based on the geometric mean peak ground acceleration with a 2 percent probability of exceedance in 50 years. The MCE0 peak ground acceleration with adjustment for site class effects (PGAM) was calculated as 0.59g using the USGS (USGS, 2016) seismic design tool that yielded a mapped MCEa peak ground acceleration of 0.49g for the site and a site coefficient (FPGA) of 1.200 for Site Class D. Based on design ground motion presented above, along with the seismic design parameters presented below in Section 9 .2, the 2016 CBC indicates that a site-specific ground motion analysis may be required in accordance with Section 11.4. 7 of the 2015 NEHRP Provisions. Such analyses were not included in our scope of services. We recommend the site-specific ground motion analysis also be performed as required when the 2016 has been fully adopted by the local governing jurisdiction. 9 - • --• --• ---• - ... .. .. 11111 .. ... -.. 11111 -... ----.. • -.. 1111 .. - New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California 107393003 R.doc 7 .4.3. Liquefaction and Seismically Induced Settlement Liquefaction is the phenomenon in which loosely deposited granular soils with silt and clay contents of less than approximately 35 percent and non-plastic silts located below the water table undergo rapid loss of shear strength when subjected to strong earth- quake-induced ground shaking. Ground shaking of sufficient duration results in the loss of grain-to-grain contact due to a rapid rise in pore water pressure, and causes the soil to behave as a fluid for a short period of time. Liquefaction is known generally to occur in saturated or near-saturated cohesionless soils at depths shallower than 50 feet below the ground surface. Factors known to influence liquefaction potential include composition and thickness of soil layers, grain size, relative density, groundwater level, degree of saturation, and both intensity and duration of ground shaking . The liquefaction potential of the fill and alluvial soils was evaluated using subsurface data from CPT-7 and CPT-8, which were obtained during our previous subsurface ex- ploration at the site (Ninyo & Moore, 2013). The liquefaction analysis was based on Robertson and Wride's modified procedure (1997) using the computer program Lique- fyPro (CivilTech Software, 2007). A groundwater elevation of 2 feet above MSL was used in our evaluation. Results of our liquefaction evaluation indicate that relatively loose, granular soils within the fill and alluvium encountered beneath the groundwater at CPT-7 and CPT-8 to depths up to approximately 36 feet near the intake discharge structure are considered susceptible to liquefaction. As a result of liquefaction, the upper soils in the vicinity of the intake discharge structure may be subject to such hazards as dynamic settlement and lateral spreading. In order to estimate the amount of post-earthquake settlement, the method proposed by Tokimatsu and Seed (1987) was used in which the seismically in- duced cyclic stress ratios and corrected N-values are related to the volumetric strain of the soil. The amount of soil settlement during a strong seismic event depends on the thickness of the liquefiable layers and the density and/or consistency of the soils . 10 .. Ill .. .. .. .. .. .. .. 11111 .. Ill • .. -.. .. ... .. .. -.. .. .. .. 11111 -Ill .. -• Ill .. Ill .. .. New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California I 07393003 R.doc Based on our understanding of the project, the intake discharge structure will extend to a depth of 43 feet below the existing ground surface. Based on the structure's depth and the depth to liquefiable soils, our analysis indicates that the structure may be subjected to up to approximately 1/2 inch of total dynamic settlement due to liquefaction. Howev- er, our analysis indicates that the adjacent ground surface where piping may be present (such as where the proposed fish/debris line is planned at depths on the order of 10 feet) may be subject to up to approximately 5 inches of dynamic settlement resulting from liquefaction. Differential dynamic settlement of approximately one-half of the total dy- namic settlement should be anticipated over a horizontal distance of 30 feet. 7.4.4. Lateral Spreading Lateral spreading of the ground surface during an earthquake usually takes place along weak shear zones that have formed within a liquefiable soil layer. Lateral spread has gener- ally been observed to take place in the direction of a free-face (i.e., retaining wall, slope, channel, etc.) but has also been observed to a lesser extent on ground surfaces with very gentle slopes. An empirical model developed by Youd et al. (2002) is typically used to pre- dict the amount of horizontal ground displacement within a site. For sites located in proximity to a free-face, the amount of lateral ground displacement is correlated with the distance of the site from the free-face. Other factors such as earthquake magnitude, distance from the causative fault, thickness of the liquefiable layers, and the fines content and parti- cle sizes of the liquefiable layers also influence the amount of lateral ground displacement. The proposed location of the intake discharge structure is approximately 100 feet south of a descending slope leading to the edge of Agua Hedionda Lagoon. Our lique- faction evaluation indicates that relatively thin layers of alluvium and fill encountered in CPT-7 and CPT-8 possessed corrected standard penetration test (SPT) sampler blow counts of less than 15 (i.e., generally susceptible to seismically induced lateral spread) are present below the groundwater at the site. Based on these considerations, it is our opinion that there is a potential for the occurrence of lateral spread in the vicinity of the intake pump station. Our analysis indicates that approximately 12 inches of lateral 11 Ill .. • .. .. .. .. .. .. .. .. .. -... ... 1111 -.. .. .. .. --.. --• .. • .. -• • -- ... New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California 107393003 R.doc spread may occur in the event of the design earthquake. Higher displacements due to lateral spreading can be expected in areas closer to the lagoon . The intake structure is anticipated to be founded within relatively competent materials comprising the Santiago Formation and as such is not anticipated to experience deflec- tions related to lateral spreading. However, the proposed fish/debris line and other shallow improvements can be expected to undergo displacements due to lateral spread- ing. Consequently, consideration should be given to shut-off valves and/or flexible connections where these conduits enter/exit the proposed intake/discharge structure . Ground improvement of the fill and alluvium can be expected to reduce the potential for liquefaction and its associated effects; however, such methods are relatively costly and may not be economically feasible for this project. 7.4.5. Landslides Landslides may be induced by strong vibratory motion produced by earthquakes. Re- search and historical data indicate that seismically induced landslides tend to occur in weak soil and rock on sloping terrain. The process for zoning earthquake-induced landslides incorporates expected future earthquake shaking, existing landslide fea- tures, slope gradient and strength of earth materials on the slope. Based on our review of published geologic literature and our geotechnical evaluation, no landslides or re- lated features underlie the site (Tan, 1995) and the potential for seismically induced landslides is low. 7.4.6. Tsunamis Tsunamis are long wavelength seismic sea waves (long compared to ocean depth) gener- ated by the sudden movements of the ocean floor during submarine earthquakes, landslides, or volcanic activity. Based on our review of the tsunami hazards map prepared by the CGS (2009) the site is located adjacent to, but not within an area that is subject to tsunami inundation (Figure 5). Therefore, tsunamis are not a design consideration . 12 • ------• ---• • -- - -.. ---------• ---.. - New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California 8. CONCLUSIONS November 30, 2016 Project No. 107393003 Based on our geotechnical evaluation, it is our opinion that the proposed project is feasible from a geotechnical standpoint, provided the following recommendations are incorporated into the de- sign and construction of the project. In general, the following conclusions were made: • Materials derived from on-site excavations are generally considered suitable for reuse as fill materials. • Due to the presence of loose fill and alluvium, the contractor should anticipate caving condi- tions and/or yielding excavation bottoms when excavating in these materials. Therefore, temporary shoring, dewatering, and trench bottom stabilization is anticipated . • The upper portions of the fill are loose and are considered to be potentially compressible in their current condition. Consequently, remedial earthwork is recommended in those areas where new electrical enclosures or other ancillary structures are planned. • Groundwater was encountered during our recent subsurface exploration at a depth of 10 feet in our exploratory GHD-3. Similar depths to groundwater were observed during our previ- ous subsurface exploration at the site (Ninyo & Moore, 2016). Based on the depth of proposed intake discharge structure, the contractor should anticipate encountering ground- water and should be prepared to perform dewatering measures. Excavations close to or below groundwater will encounter wet and loose or soft ground conditions. • Because the proposed intake structure will be situated below the groundwater surface, de- sign should include consideration of uplift forces acting on the structure. • We understand that the bottom of the proposed intake structure will be constructed at rough- ly the same depth as the existing structure. Consequently, care should be taken to protect the existing structure during construction. Measures to protect the existing intake structure can include shoring, bracing, and underpinning to avoid undermining the existing structure dur- ing excavation. • The subject site is not located within a State of California Earthquake Fault Zone. The prob- ability of surface fault rupture at the site is considered to be low. • The results of the laboratory testing from this evaluation and previous ones performed at the site (GeoLogic, 2008; Ninyo & Moore, 2013) indicate the site is corrosive. • Based on information from Ninyo & Moore borings CPT-7 and CPT-8, our analysis indicates that fill and alluvium within the area surrounding the proposed location for the intake/discharge structure will be susceptible to liquefaction, dynamic settlement, and lateral spreading . 107393003 R.doc 13 --• - -.. ---.. -.. .. --.. -.. .. .. - ---• -• -• -• -.. - New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California • The proposed intake/discharge structure is anticipated to be founded within relatively com- petent materials comprising the Santiago Formation. As such, the intake/discharge structure is not expected to be affected by liquefaction or lateral spreading. Because the proposed fish/debris line and other shallow improvements will be underlain by fill and/or alluvium, these shallow improvements can be expected to undergo vertical and horizontal displace- ments related to dynamic settlement and lateral spreading. As a result, consideration should be given to shut-off valves and/or flexible connections where these conduits enter/exit the proposed intake/discharge structure. 9. RECOMMENDATIONS The following sections include our geotechnical recommendations for construction of the pro- ject. These recommendations are based on our evaluation of the site geotechnical conditions and our understanding of the planned construction, including anticipated foundation loads. The pro- posed site improvements should be constructed in accordance with the requirements of applicable governing agencies. 9.1. Earthwork Earthwork operations should be performed in accordance with the requirements of applica- ble governing agencies and the recommendations presented in the following sections of this report. Ninyo & Moore should be contacted for questions regarding the recommendations or guidelines presented herein. 107393003 R.doc 9.1.1. Pre-Construction Conference We recommend that a pre-construction conference be held. The owner and/or their rep- resentative, the governing agencies' representatives, the civil engineer, Ninyo & Moore, and the contractor should be in attendance to discuss the work plan and project schedule and earthwork requirements. 9.1.2. Site Preparation Prior to performing excavations or other earthwork, the site should be cleared of any debris, vegetation, and loose or otherwise unsuitable soils. Obstructions that extend be- 14 --.. --• -.. -----.. ---.. --.. .. --.. ----.. --.. ----- New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 low the finished grade should be removed and the resulting holes filled with compacted fill. Materials generated from the clearing operations should be removed from the pro- ject site and disposed of at a legal dump site . I 07393003 R.doc 9.1.3. Remedial Grading In the areas of the proposed new electrical enclosure or other ancillary structures, we recommend that the existing fill materials be removed down to a depth of 3 feet below the bottom of the proposed footings and replaced with compacted fill, where not already removed by planned site grading. The depth of removals may be deeper and should be evaluated in the field by Ninyo & Moore to observe that the existing fills have been re- moved. The lateral extent of these removals should be approximately 5 feet outside the building footprint, where feasible. 9.1.4. Excavation Characteristics Our evaluation of the excavation characteristics of the on-site materials is based on the results of our exploratory borings, previous CPT soundings (Ninyo & Moore, 2013) and our experience with similar materials. In our opinion, the on-site soils are generally ex- pected to be excavatable with heavy-duty earthmoving equipment in good working condition. However, loose fill and alluvial soils along with a shallow groundwater table were encountered during our subsurface exploration. The contractor should anticipate encountering caving soils. Furthermore, excavations close to or below groundwater will encounter wet and loose or soft ground conditions. 9.1.5. Excavation Bottom Stability In general, we anticipate that the bottoms of the trenches at the site are close to or ex- tend below the groundwater will encounter wet soils that are unstable. In general, unstable bottom conditions may be mitigated by overexcavating the excavation bottom to suitable depths and replacing the removed materials with a suitable reinforcing textile and gravel. Recommendations for stabilizing excavation bottoms should be based on evaluation in the field by the geotechnical consultant at the time of construction. How- 15 .. .. .. .. • .. -- -.. • ---.. -.. -.. ... -... .. .. .. .. -.. .. .. -.. .. --- New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California I 07393003 R.doc ever, as a general guideline, overexcavation of approximately 2 feet may be appropriate to develop a stable excavation bottom. If heavy equipment is used to perform the bot- tom stabilization, additional depths of removal and replacement should be anticipated. 9.1.6. Temporary Excavations, Braced Excavations and Shoring For temporary excavations, we recommend that the following Occupational Safety and Health Administration (OSHA) soil classifications be used: Fill and Alluvium Santiago Formation Type C TypeB Upon making the excavations, the soil classifications and excavation performance should be evaluated in the field by a competent person in accordance with the OSHA regulations. Temporary excavations should be constructed in accordance with OSHA recommendations. For trench or other excavations, OSHA requirements regarding per- sonnel safety should be met using appropriate shoring (including trench boxes) or by laying back the slopes to no steeper than 1.5: 1 (horizontal to vertical) in fill and alluvi- um and 1: 1 in the Santiago Formation . The contractor should be aware of and account for seepage, dewatering, and design in his approach to performing temporary excavations. We note that the depth to groundwa- ter/seepage conditions and the depth to the Santiago Formation are expected to vary across the site. The need to account for groundwater and seepage will also depend on the depth of the excavations, particularly when considering the excavation for the pro- posed Intake/Discharge structure. Consequently, excavations encountering seepage should be evaluated on a case-by-case basis. On-site safety of personnel is the responsi- bility of the contractor . As an alternative to laying back the sidewalls of temporary excavations, the excavations may be shored or braced. Temporary earth retaining systems will be subjected to lateral loads resulting from earth pressures. Braced shoring systems for excavations may be designed using the lateral earth pressure parameters presented on Figure 6. These lateral 16 -.. -- --• -------.. -.. .. .. .. ... ... .. -• -• .. • ---.. - New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California I 07393003 R.doc earth pressures should be evaluated by a structural engineer for the design of the shoring systems. These design earth pressures assume that spoils from the excavations, or other surcharge loads, will not be placed above the excavations within a 1 : 1 plane extending up and back from the base of the excavation. For bracing subjected to surcharge loads, such as soil stockpiles or construction materials/equipment, an additional horizontal uniform pressure of 0.50q may be applied to the full height of the excavation, where "q" is the surcharge pressure. 9.1.7. Construction Dewatering Groundwater was encountered during our recent subsurface exploration at depths as shal- low as 10 feet. Similar depths to groundwater were observed during our previous subsurface exploration at the site (Ninyo & Moore, 2016). As previously discussed, fluc- tuations in the groundwater levels may occur at the site. Dewatering measures during excavation operations (including those for the proposed Intake/Discharge structure, the fish/debris line and the dilution pipe) should be prepared by the contractor's engineer and reviewed by the design engineer. The need for and type of dewatering systems is antici- pated to depend on such factors as the location and depth of each excavation, as well as the contractor's proposed means and methods. Considerations for construction dewater- ing should include anticipated drawdown, piping, heaving of the excavation bottom, volume of pumping, potential for settlement, and groundwater discharge. As such, it may be prudent to photo-document structures and settlement sensitive improvements that are adjacent to the area of proposed construction prior to dewatering. Disposal of groundwa- ter should be performed in accordance with guidelines of the Regional Water Quality Control Board (RWQCB) . As part of our scope of services for this evaluation, we performed falling head permeabil- ity tests in general accordance with ASTM Test Method D5084. This testing was performed on samples obtained from the alluvium and the Santiago Formation. Results of this testing are presented in Appendix B. It should be understood that variations in the permeability of the subsurface materials may vary from those values presented herein. 17 .. .. ---.. -.. .. .. -.. ---- 1111 ... ... .. -... .. -.. .. --• -• -.. -• .. .. .. New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California I 07393003 R.doc Consequently, the design of dewatering measures should take into account that the per- meabilities presented in Appendix B may not be representative of the subsurface materials. We recommend that pump testing be performed by the contractor to allow for the design of an appropriate dewatering system . Due to the potential presence of relatively impermeable layers within the Santiago For- mation, perched water conditions may be encountered at shallower depths. Consequently, areas requiring dewatering may exist in areas where groundwater was not encountered in the exploratory borings/CPTs. The contractor may consider additional measures including grouting, slurry walls, and groundwater recharge wells to reduce groundwater inflow and/or resulting settlement. 9.1.8. Fill Material In general, fill material should be free of trash, debris, roots, vegetation, or other delete- rious materials. Fill should generally be free of rocks or lumps of material in excess of 4 inches in diameter. Rocks or hard lumps larger than approximately 4 inches in diame- ter should be broken into smaller pieces or should be removed from the site. On-site soils used for fill will involve moisture conditioning to achieve appropriate moisture content for compaction . Although not anticipated for this project, import fill should consist of clean, granular soils with an EI of 50 or less. Soil should also be tested for corrosive properties prior to importing. We recommend that imported materials satisfy the Caltrans (2012) criteria for non-corrosive soils (i.e., soils having a chloride concentration of 500 parts per mil- lion [ppm] or less and a pH value of 5.5 or higher, and a soluble sulfate content of approximately 0.10 percent [1,000 ppm] or less). Materials for use as fill should be evaluated by Ninyo & Moore prior to importing. The contractor should be responsible for the uniformity of import material brought to the site. 18 ---.. .. .. .. .. • ---.. -.. -.. -... -.. ---.. ----Ill -• -.. -Ill .. - New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California 107393003 R.doc 9.1.9. Fill Placement and Compaction Prior to placement of compacted fill, the contractor should request an evaluation of the exposed ground surface by Ninyo & Moore. Unless otherwise recommended, the ex- posed ground surface should then be scarified to a depth of approximately 8 inches and moisture conditioned to generally above the optimum moisture content. The scarified materials should then be compacted to 90 percent relative compaction as evaluated by ASTM D1557. It is the contractor's responsibility to notify this office and the appropri- ate governing agency when project areas are ready for observation, and to provide reasonable time for that review. Fill materials should be moisture conditioned to generally above the laboratory opti- mum moisture content prior to placement. The optimum moisture content will vary with material type and other factors. Moisture conditioning of fill soils should be generally consistent within the soil mass . Prior to placement of additional compacted fill material following a delay in the grading operations, the exposed surface of previously compacted fill should be pre- pared to receive fill. Preparation may include scarification, moisture conditioning, and recompaction. Compacted fill should be placed in horizontal lifts of approximately 8 inches in loose thick- ness. Prior to compaction, each lift should be moisture conditioned to generally above the laboratory optimum, mixed, and then compacted by mechanical methods to 90 percent rela- tive compaction as evaluated by ASTM D1557. Compacted fill placed at depths more than 20 feet adjacent to a structure should be compacted by mechanical methods to 95 percent of its modified Proctor density as evaluated by ASTM D1557. Successive lifts should be treat- ed in a like manner until the desired finished grades are achieved. 19 Ill .. ---.. • Ill --.. .. ---.. .. .. 111111 .. .. -.. .. --.. ---.. .. --- New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California 9.1.10. Slopes November 30, 2016 Project No. 107393003 Unless otherwise recommended by Ninyo & Moore and approved by the regulating agen- cies, fill and cut slopes should not be steeper than 2: 1 (horizontal to vertical). If slopes are planned at inclinations steeper than 2:1, a stability analysis of the proposed slope(s) should be performed by the project geotechnical engineer on a case-by-case basis. 107393003 R.doc Compaction of the face of fill slopes should be performed. The placement, moisture conditioning, and compaction of fill slope materials should be done in accordance with the recommendations presented in the Compacted Fill section of this report . The stability of cut slopes is generally affected by local geologic conditions, the gradi- ent of the overall slope, groundwater seepage conditions and also by the excavation technique used in creating the slope. Excavation of cut slopes should include removal of near-surface residual soils and/or weathered materials. It is recommended that cut slopes be observed by Ninyo & Moore during grading to further evaluate their stability and to provide appropriate mitigation recommendations as needed . Site runoff should not be permitted to flow over the tops of slopes. Positive drainage should be established away from the slopes. This may be accomplished by incorporating brow ditches placed at the top of the slopes to convey surface runoff away from the slope face where drainage devices are not otherwise available . The on-site soils are likely to be susceptible to erosion. Therefore, the project plans and specifications should contain design features and construction requirements to mitigate erosion of on-site soils during and after construction. Slopes and other exposed ground surfaces should be appropriately planted with a protective ground cover. To enhance surficial stability, fill slopes should be planted as soon as feasible subsequent to grading. Erosion control and drainage devices should be installed in compliance with the re- quirements of the local governing agencies as soon as feasible subsequent to grading. Imported fill materials, if used, should be evaluated for suitability by Ninyo & Moore prior to their use in constructing fill slopes . 20 --- -------• -------• .. ---------.. -- -.. New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California 107393003 R.doc 9.1.11. Lateral Pressures for Thrust Blocks Thrust restraint for buried pipelines may be achieved by transferring the thrust force to the soil outside the pipe through a thrust block. Thrust blocks cast adjacent to competent soil material may be designed using the lateral passive earth pressures presented on Figure 7. Thrust blocks should be backfilled with granular backfill material, and com- pacted in accordance with recommendations presented in this report. 9.1.12. Pipe Bedding and Modulus of Soil Reaction (E') for Flexible Pipes We recommend that new pipelines (pipes), where constructed in open excavations, be supported on 6 or more inches of granular bedding material in accordance with the current "Greenbook" Standard Specifications for Public Works. Granular pipe bedding should be provided to distribute vertical loads around the pipe. Bedding material and compaction should be in accordance with this report. Pipe bedding typically consists of graded aggregate with a coefficient of uniformity of three or greater. If gravel is uti- lized as pipe zone backfill, this material should be wrapped on all sides with a geosynthetic filter fabric . Pipe bedding and pipe zone backfill should have a Sand Equivalent (SE) of 30 or great- er, and be placed around the sides and top of the pipe. In addition, the pipe zone backfill should extend 1 foot or more above the top of the pipe. The modulus of soil reaction (E) is used to characterize the stiffness of soil backfill placed at the sides of buried flexible pipes for the purpose of evaluating deflection caused by the weight of the backfill over the pipe (Hartley and Duncan, 1987). A soil reaction modulus of 1,200 pounds per square inch (psi) may be used for an excavation depth of up to about 5 feet when backfilled with granular soil compacted to a relative compaction of 90 percent as evaluated by the American Society for Testing and Materials (ASTM) D 1557. A soil re- action modulus of 1,800 psi may be used for trenches deeper than 5 feet. 21 -.. -... -... -----.. ------.. .. ----.. .. -------.. New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 Special care should be taken not to allow voids beneath and around the pipe. Compac- tion of the bedding material and backfill should proceed up both sides of the pipe. Trench backfill, including bedding material, should be placed in accordance with the recommendations presented in the Utility Trench Backfill section of this report. 9.1.13. Pipe Bedding for Rigid Pipes We recommend that rigid pipes (reinforced concrete pipe, vitrified clay pipe, etc.) be supported on 6 inches or more of granular bedding material such as sand with a sand equivalent value of 30 or more. Bedding material should be placed around the pipe and box, and 12 inches or more above the top of the pipe and box in accordance with the current "Greenbook" Standard Specifications for Public Works. Special care should be taken not to allow voids beneath and around the pipe. Bedding material and compaction requirements should be in accordance with the recommendations of this report, the pro- ject specifications, and applicable requirements of the appropriate agencies. Based upon our subsurface evaluation, some excavated materials may be suitable for use as bedding material. If on-site material is used for bedding material, it should be tested for its sand equivalent and gradation. Also, if gravel is utilized as pipe zone backfill, this material should be wrapped on all sides with a geosynthetic filter fabric . I 07393003 R.doc For rigid pipe design, Rankin's ratio (K) 0.33 and a coefficient of friction(µ') of 0.50 may be used if sandy soils are utilized as bedding material. Actual values should be based on the materials utilized during construction. 9.1.14. Utility Trench Backfill In general, on-site soils with an organic content of less than approximately 3 percent by volume (or 1 percent by weight) are suitable for use as utility trench zone backfill. For the purpose of this report, the trench zone is considered to extend from 1 foot above the top of the pipe to the top of the trench. The backfill material should not generally con- tain rocks or lumps greater than approximately 3 inches, and particles not more than approximately 30 percent larger than 3/4 inch. Larger chunks, if generated during exca- 22 .. --.. -.. .. 1111 .. .. .. -.. .. -.. .. -... -.. ----... ,.. -------.. -- New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 vation, may be broken into acceptably sized pieces or disposed of offsite. Imported fill material, if needed for the project, should generally be granular soils with a very low to low expansion potential. Import materials should also be non-corrosive in accordance with the Caltrans (2012) corrosion guidelines. Materials for use as backfill should be evaluated by Ninyo & Moore's representative prior to filling or importing . Trench backfill should be compacted to 90 percent relative compaction as evaluated by ASTM D 1557 except for the upper 12 inches of the backfill in pavement areas that should be compacted to 95 percent. Lift thickness for backfill will depend on the type of compaction equipment utilized, but fill should generally be placed in lifts not exceeding 8 inches in loose thickness. Backfill should be moisture-conditioned to generally above the laboratory optimum. Special care should be exercised to avoid damaging the pipe during compaction of the backfill. 9.2. Seismic Design Considerations Design of the proposed improvements should be performed in accordance with the require- ments of governing jurisdictions and applicable building codes. Table 1 presents the seismic design parameters for the sites in accordance with the CBC (2016) guidelines and adjusted MCER spectral response acceleration parameters (USGS, 2016). Table 2 -2016 California Building Code Seismic Design Criteria Factors Values Site Class D Site Coefficient, F. 1.200 Site Coefficient, Fv 1.900 Maooed Soectral Resoonse Acceleration at 0.2-second Period, s. 1.113g Maooed Soectral Resoonse Acceleration at LO-second Period, S1 0.400g Spectral Response Acceleration at 0.2-second Period Adjusted for Site Class, SMs 1.335g Spectral Response Acceleration at 1.0-second Period Adiusted for Site Class, SM1 0.761g Design Spectral Response Acceleration at 0.2-second Period, Sos 0.890g Design Spectral Response Acceleration at 1.0-second Period, SDI 0.507g 107393003 R.doc 23 -.. .. ----.. -.. .. -• --.. .. .. ... .. .. -.. .. -.. .. --.. ---.. .. New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California 9.3. Foundations Based on our understanding of the project and discussions with the project structural engi- neer, we anticipate that the intake discharge structure will generally be supported on mat foundations bearing within the Santiago Formation and other ancillary structures will be supported on spread footings bearing on compacted fill. Foundations should be designed in accordance with structural considerations and the following recommendations. Require- ments of the appropriate governing jurisdictions and applicable building codes should be considered in the design of the structures . 107393003 Rdoc 9.3.1. Mat Foundations The appropriate allowable contact pressure(s) beneath the bases of mat foundations will vary with their size, shape, and other factors. A net allowable bearing pressure of 6,000 pounds per square foot (psf) may be assumed for the mat foundations embedded 8 feet or more within competent materials comprising the Santiago Formation. The allow- able bearing capacity may be increased by one-third when considering loads of short duration such as wind or seismic forces . Mat foundations typically experience some deflection due to loads placed on the mat and the reaction of the soils directly underlying the mat. A design modulus of subgrade reaction (K) of 150 pounds per cubic inch (pci) should be used for the Santiago For- mation in evaluating such deflections. This value is based on a unit square foot area and should be adjusted for large mats. Adjusted values of the modulus of subgrade reaction, Kv, can be obtained from the following equation for mats of various widths: Kv= K[(B+l)/2B]2 (pci) Bin the above equation represents the width (i.e., the lesser dimension of the width and length) of the mat in feet. 24 -.. -.. ------• .. -.. .. .. -.. ... -------------.. --- New Intake/Discharge Structure November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant, Carlsbad, California 107393003 R.doc 9.3.2. Spread Footings Shallow spread or continuous footings that are supporting ancillary structures that founded in compacted fill may be designed using an allowable bearing capacity of 2,000 psf. The al- lowable bearing capacity may be increased by one-third when considering loads of short duration such as wind or seismic forces. Spread footings should be founded 18 inches be- low the adjacent grade and should be 24 inches or more in width. The footings should be reinforced in accordance with the recommendations of the project structural engineer. Trenches should not be excavated adjacent to spread footings. If trenches are to be ex- cavated near a continuous footing, the bottom of the trench should be located above a 1: 1 plane projected downward from the bottom of the footing. Utility lines that cross beneath footings should be encased in concrete below the footing . 9.3.3. Lateral Resistance For resistance of footings to lateral loads, we recommend an allowable passive pressure of 350 psf per foot of depth in compacted fill up to a value of 3,500 psf. These values assume that the ground is horizontal for a distance of 10 feet, or three times the height generating the passive pressure, whichever is larger. We recommend that the upper 1 foot of soil not protected by pavement or a concrete slab be neglected when calculating passive resistance. For frictional resistance to lateral loads, we recommend that a coefficient of friction of 0.35 be used between soil or bedrock and concrete. The allowable lateral resistance can be taken as the sum of the frictional resistance and passive resistance provided the pas- sive resistance does not exceed one-half of the total allowable resistance. The passive resistance values may be increased by one-third when considering loads of short dura- tion such as wind or seismic forces. 9.3.4. Static Settlement We estimate that the proposed facilities, designed and constructed as recommended herein, will undergo total settlement on the order of ½-inch. Differential settlement on the order of 1/4-inch over a horizontal span of 40 feet should be expected . 25 .. .. .. --.. -- .. .. --.. -.. --... - -.. -.. .. ----• -.. -.. New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California 9.4. Below Grade Walls November 30, 2016 Project No. 107393003 Below grade walls may be designed for lateral pressures represented by the pressure dia- gram on Figures 8 and 9. For pipe wall penetrations into the below grade structures, standard "water-tight" penetration design should be utilized. To minimize relative pipe to wall differ- ential settlement, which could cause pipe shearing, we recommend that a pipe joint be located close to the exterior of the wall. The type of joint should be such that minor relative movement can be accommodated without distress. At the intake pump station, the pipe con- nections should be sufficiently flexible to withstand the differential settlement that could occur due to liquefaction of the soils beneath and adjacent to the pump station (estimated to be 1/4-inch over a horizontal span of 40 feet) . Based on information provided to Ninyo & Moore by the client and the project structural engineer, we understand at-grade structures will be constructed near to the below grade structures. In the event that the below grade structure will be constructed within a 1: 1 plane extending down and back from the base of the foundation of the adjacent at-grade structure, surcharge loading should be included in the design of the below grade wall. The surcharge load should be designed as an additional horizontal uniform pressure of 0.50q be applied to the height of the below grade wall within that zone of influence. Where "q" is the design foundation bearing pressure of the adjacent at-grade structure. As an alternative to designing for the surcharge loading of adjacent structures, lean concrete or slurry may be used to transfer the surcharge load from the adjacent structure foundations to be- low the zone of influence. The foundations may be extended down below the 1: 1 plane onto horizontal benches that are 4 feet wide that are backfilled with the lean concrete or slurry . 9.5. Corrosivity The corrosion potential of the site soils was evaluated based on laboratory testing of repre- sentative samples obtained from our exploratory borings. Laboratory testing was performed to evaluate pH, electrical resistivity, chloride and sulfate content, as well as redox potential. The laboratory results are presented in Appendix B. I 07393003 R.doc 26 .. ----• ----------.. - - -------------- New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 The pH of the tested samples ranged from 6.7 to 6.9, the electrical resistivity ranged from approximately 190 to 1,200 ohm-centimeters, the chloride content ranged from approxi- mately 90 to 2,640 parts per million (ppm), and the sulfate content ranged between approximately 0.058 and 0.092 percent (i.e., 580 and 920 ppm). The results of laboratory testing (Appendix B) indicated negative sulfide and Redox ranging from 245 to 284 m V. Caltrans (2015) corrosion criteria define a non-corrosive site as one having earth materials with less than 500 ppm chlorides, less than 0.20 percent sulfates (i.e., 2,000 ppm), a pH of 5.5 or more, and/or an electrical resistivity of 1,000 ohm-centimeters or more. The American Water Works Association (A WWA, 2005) 10-point soil test evaluation for iron pipe method was also used to evaluate the corrosion potential of the site soils. The A WWA method as- signs points for laboratory tested values of resistivity, pH, redox potential, sulfides, and moisture. The combined points indicate whether the site soils are corrosive. Our laboratory testing indicated a combined point value of 10, which indicates that soils are corrosive to ductile-iron pipe. Because the project site is generally classified as a corrosive site, we recommend that a cor- rosion engineer be consulted for design of improvements in contact with soil, if needed. 9.6. Concrete Placement Concrete in contact with soil or water that contains high concentrations of soluble sulfates can be subject to chemical and/or physical deterioration. According to American Concrete Insti- tute (ACI) 318, Section 4.3, (ACI, 2011), the potential for sulfate attack is considered negligible for water-soluble sulfate contents in soil of up to 0.10 percent by weight (up to 1,000 ppm). As indicated above, the soil samples tested for this evaluation indicate water-soluble sulfate con- tents of approximately 0.058 and 0.092 percent by weight (i.e., 580 and 920 ppm). Previous laboratory testing at the site (GeoLogic, 2004; 2008) indicated water-soluble sulfate contents of approximately 40 to 416 ppm. Accordingly, the on-site soils are considered to have a negligible potential for sulfate attack. However, due to the potential variability in soil conditions at the site and the proximity of a marine environment, we recommend that Type 11/V cement be with a wa- ter-cement ratio of0.45 or less be considered for the project. 107393003 R.doc 27 .. -.. - .. .. --------------.. .. -.. --.. .. -- -- New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 In order to reduce the potential for shrinkage cracks in the concrete during curing, we recommend that the concrete be placed following the recommendations of the structural engineer. The slump should be checked periodically at the site prior to concrete placement. We also recommend that crack control joints be provided in accordance with the recommendations of the project structural engineer to reduce the potential for distress due to minor soil movement and concrete shrinkage . The project structural engineer should be consulted for additional concrete specifications. 9.7. Exterior Flatwork We recommend that concrete flatwork be approximately 4 inches thick with No. 3 steel rein- forcing bars placed 24 inches on center each way. Flatwork should be installed with frequent crack-control joints at appropriate spacing as designed by the project architect. Flatwork in- cludes sidewalks and architectural features. Exterior flatwork should be supported on 12 inches of compacted fill as outlined in the Re- medial Grading section of this report. Positive drainage should be established and maintained next to flatwork. A root barrier system should be considered between planned trees and flatwork. 9.8. Pavement We understand that conventional rigid and flexible pavements may be constructed at the site . For preliminary design purposes, we have assumed traffic indices (Tls) of 5.0, 6.0, and 7.0 for proposed pavement areas at the site. These assumed Tls should be evaluated as necessary by the civil engineer, based on anticipated traffic loading. At that time, supplemental pave- ment design recommendations may be warranted. We have utilized an assumed R-value of 30 for preliminary design purposes. Actual pave- ment recommendations should be based on R-value tests performed on bulk samples of the soils that are exposed at the finished subgrade elevations across the site at the completion of the grading operations. 107393003 R.doc 28 .. .. 11111 .. .. .. .. --.. - Ill -.. -... -.. .. .. • .. - 1111 ---.. --.. • 11111 New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 Utilizing the assumed Tls and subgrade R-value presented above, we have evaluated the structural sections for flexible pavements at the site. The preliminary recommended structur- al sections for gravel roads and flexible pavements are presented in Tables 3 and 4, respectively . Table 3 -Recommended Preliminary Flexible Pavement Sections Traffic Index Design Asphalt Concrete Class 2 Aggregate Base R-Value (in) (in) 5.0 3.0 5.5 6.0 30 3.0 8.5 7.0 4.0 9.5 We recommend that the upper 12 inches of the subgrade, and aggregate base materials be compacted to a relative compaction of 95 percent relative density as evaluated by the current version of ASTM D 1557. If traffic loads are different from those assumed, the pavement design should be re-evaluated. Where rigid pavement sections are proposed, we recommend a 6-inch thickness of Portland cement concrete underlain by 4 inches of compacted aggregate base. We recommend that the Portland cement concrete have a 600 psi flexural strength and that it be reinforced with No. 3 bars that are placed 18 inches on center (both ways). The rigid pavement and aggregate base should be placed on compacted subgrade that is prepared in accordance with the recommenda- tions presented above . 9.9. Drainage Proper surface drainage is imperative for satisfactory site performance. Positive drainage should be provided and maintained to convey surface water away from foundations and off- site. Positive drainage is defined as a slope of 2 percent or more over a distance of 5 feet away from the foundations and tops of slopes. Runoff should then be conveyed by the use of swales or pipes into a collective drainage system. Surface waters should not be allowed to pond adjacent to footings or pavements . 107393003 R.doc 29 .. .. .. .. • .. -1111 .. -.. .. --.. --.. .. .. -... --.. ----.. .. -• • - New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California 10. CONSTRUCTION OBSERVATION November 30, 2016 Project No. 107393003 The recommendations provided in this report are based on our understanding of the proposed project and on our evaluation of the data collected based on subsurface conditions disclosed by widely spaced exploratory borings. It is imperative that the interpolated subsurface conditions be checked by a qualified person during construction. Observation and testing of compacted fill and backfill should be performed by a qualified person during construction. In addition, the project plans and specifications should be reviewed to check for conformance with the recommendations of this report prior to construction. It should be noted that, upon review of these documents, some recommendations presented in this report might be revised or modified. During construction we recommend that the duties of the geotechnical consultant include, but not be limited to: • Observing clearing, grubbing, and removals. • Observing excavation bottoms and the placement and compaction of fill, including trench backfill. • Evaluating imported materials prior to their use as fill, if used . • Performing field tests to evaluate fill compaction . • Observing foundation excavations for bearing materials and cleaning prior to placement of reinforcing steel or concrete. 11. LIMITATIONS The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical report have been conducted in general accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in the project area. No warranty, expressed or implied, is made regarding the conclusions, recommendations, and opinions pre- sented in this report. There is no evaluation detailed enough to reveal every subsurface condition. Variations may exist and conditions not observed or described in this report may be encountered during construction. Uncertainties relative to subsurface conditions can be reduced through addi- tional subsurface exploration. Additional subsurface evaluation will be performed upon request. 107393003 Rdoc 30 .. .. • .. • .. • .. -.. ---.. ---.. --.. -.. --.. .. -----.. ----.. New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 Please also note that our evaluation was limited to assessment of the geotechnical aspects of the project, and did not include evaluation of structural issues, environmental concerns, or the pres- ence of hazardous materials . This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. Ninyo & Moore should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document. This report is intended for design purposes only. It does not provide sufficient data to prepare an accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant per- form an independent evaluation of the subsurface conditions in the project areas. The independent evaluations may include, but not be limited to, review of other geotechnical reports prepared for the adjacent areas, site reconnaissance, and additional exploration and laboratory testing . Our conclusions, recommendations, and opinions are based on an analysis of the observed site conditions. If geotechnical conditions different from those described in this report are encountered, our office should be notified, and additional recommendations, if warranted, will be provided upon request. It should be understood that the conditions of a site could change with time as a result of natural processes or the activities of man at the subject site or nearby sites. In addition, changes to the applicable laws, regulations, codes, and standards of practice may occur due to government ac- tion or the broadening of knowledge. The findings ofthis report may, therefore, be invalidated over time, in part or in whole, by changes over which Ninyo & Moore has no control. This report is intended exclusively for use by the client. Any use or reuse of the findings, conclu- sions, and/or recommendations of this report by parties other than the client is undertaken at said parties' sole risk. I 07393003 R.doc 31 .. .. .. Ill .. • .. 1111 • Ill ----.. - .. .. --.. .. .. -----.. • • .. --• New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California 12. REFERENCES November 30, 2016 Project No. 107393003 American Concrete Institute (ACI), 2014, ACI 318 Building Code Requirements for Structural Concrete and Commentary. American Society of Civil Engineers (ASCE), 2010, Minimum Design Loads for Buildings and Other Structures, ASCE 7-10. American Water Works Association (AWWA) 2005, C105-10 Polyethylene Encasement for Ductile-Iron Pipe Systems Anderson, J.G., Rockwell, T.K., and Agnew, D.C., 1989, Past and Possible Future Earthquakes of Significance to the San Diego Region: Earthquake Engineering Research Insti- tute (EERI), Earthquake Spectra, Volume 5, No. 2. Blake, T.F., 2001, FRISKSP (Version 4.00) A Computer Program for the Probabilistic Estimation of Peak Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources. Boore, D.M., Joyner. W.B., and Fumal, T.E., 1997, Equations for estimating horizontal response spectra and peak acceleration from western North American earthquakes: a summary of recent work: Seismological Research Letters, v. 68, p. 128-153. Building News, 2012, "Greenbook," Standard Specifications for Public Works Construction: BNI Publications . California Building Standards Commission, 2016, California Building Code, Title 24, Part 2, Volumes 1 and 2 (Beta Test Version). California Department of Transportation (Caltrans), 2012, Corrosion Guidelines (Version 2.0), Division of Engineering and Testing Services, Corrosion Technology Branch: dated November . California Geological Survey (CGS), 2006, Seismic Shaking Hazards in California, http://www.consrv.ca.gov/cgs/rghm/pshamap/pshamain.html: last edited on October 30. California Geological Survey (CGS), 2009, Tsunami Inundation Map for Emergency Planning, Oceanside Quadrangle/San Luis Rey Quadrangle: dated June 1. CivilTech Software, 2007, Liquefy Pro (Version 5.5j), A Computer Program for Liquefaction and Settlement Analysis. County of San Diego, 1975, Orthotopographic Survey, Sheet 354-1665, Scale 1:2,400. GeoLogic, 2004, Geotechnical/Environmental Investigation Report, Proposed Carlsbad Seawater Desalination Project, Encina Generating Station, Carlsbad, California: dated February 18 . GeoLogic, 2008, Geotechnical/Environmental Report, Proposed Carlsbad Desalination Project, Reconfigured Site, Encina Generating Station, Carlsbad, California: dated September 22 . I 07393003 R.doc 32 ------------• -----------• ----------- Ill - New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 Geotracker, 2016, http://www.geotracker.swrcb.ca.gov/: accessed September. GHD, undated, Geotechnical Scope, Carlsbad Desalination Plant -Intake/Discharge Structure, Carlsbad, CA. Google, Inc., 2016, www.googleearth.com: accessed September. Harden, D.R., 2004, California Geology: Prentice Hall, Inc. Hart, E.W., and Bryant, W.A., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps: California De- partment of Conservation, Division of Mines and Geology, Special Publication 42, with Supplements 1 and 2 added in 1999 . Hartley, J.D., and Duncan, J.M., 1987, E' and Its Variation with Depth: American Society of Civ- il Engineers (ASCE), Journal of Transportation Engineering, Vol. 113, No. 5: dated September. Ishihara, K., 1985, Stability of Natural Deposits during Earthquake, Proceedings of 11 th ICSMFE, San Francisco, California, USA. Jennings, C.W. and Bryant, W.A., 2010, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, California Geologic Data Map Series, Map No. 6, Scale 1 :750,000. Kennedy, M.P., and Tan, S.S., 2005, Geologic Map of the Oceanside 30' x 60' Quadrangle, Cali- fornia, Scale 1: 100,000. Mitchell, J.K., Baxter, C.D.P., and Munson, T.C., 1995, Performance of Improved Ground Dur- ing Earthquakes, Soil Improvement for Liquefaction Hazard Mitigation, Geotechnical Special Publication No. 49, American Society of Civil Engineers, 1-36. Nin yo & Moore, 2007, Geotechnical Reconnaissance Study, Agua Hedionda Lift Station and Pipe- line Alignment, Carlsbad, California, Project No. 106044001: dated May 31. Ninyo & Moore, 2009a, Geotechnical Evaluation, Agua Hedionda Lift Station and Force Main, Carlsbad, California, Project No. 106044002: dated August 3. Ninyo & Moore, 2009b, Environmental Soil and Groundwater Sampling, Agua Hedionda Lift Sta- tion and Force Main, Carlsbad, California, Project No. 106044002: dated September 25. Ninyo & Moore, 2011, Geotechnical Evaluation, Carlsbad Energy Center Project, Carlsbad, Cali- fornia, Project No. 107109001: dated July 28. Ninyo & Moore, 2013, Geotechnical Evaluation, Carlsbad Seawater Desalination Plant (Intake Pump Station Site), 4600 Carlsbad Boulevard, Carlsbad, California, Project No. 107383002: dated August 20. 107393003 R.doc 33 -.. ---- ----• ---• ---• ----------• ------ New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 Ninyo & Moore, 2015, Geotechnical Evaluation, Carlsbad Energy Center, Simple Cycle Project, Carlsbad, California, Project No. 108006001: dated October 30.Ninyo & Moore, 2009, Agua Hedionda Lift Station and Force Main, Carlsbad, California: dated August 3. Norris, R.M. and Webb, R.W., 1990, Geology of California: John Wiley & Sons. Peterson, M.D., Bryant, W.A., Cramer, C.H., Cao, T., Reichle, M.S., 1996, Probabilistic Seismic Hazard Assessment for the State of California: California Department of Conservation Division of Mines and Geology Open File Report 96-08, and United States Department of the Interior United States Geological Survey Open File Report 96-706 . Robertson, P.K., and Wride, C.E. (1997). "Cyclic liquefaction and its evaluation based on the SPT and CPT," Proc. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER 97-0022, pp. 41-88. Seed, H.B., and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes, Earthquake Engineering Research Institute Monograph, Oakland, California. Tan, S.S., 1995, Landslide Hazards in the Northern Part of San Diego Metropolitan Area, San Diego County, California: California Division of Mines and Geology, Open File Report 95-04, Del Mar Quadrangle, scale 1 :24,000. Tokimatsu, K., and Seed, H.B., 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking, Journal of the Geotechnical Engineering Division, ASCE, Vol. 113, No. 8, pp. 861-878 . United States Federal Emergency Management Agency (FEMA), 1997, Flood Insurance Rate Map (FIRM), Map Number 06073C0764F: effective date June 19. United States Geological Survey, 1960 (photo-revised 1988), San Luis Rey Quadrangle, Califor- nia, San Diego County, 7.5-Minute Series: Scale 1 :24,000. United States Geological Survey (USGS), 2008, National Seismic Hazard Maps -Fault Parame- ters website, http://geohazards.usgs.gov/cfusion/hazfaults search/hf search main.cfm. United States Geological Survey, 2016, Ground Motion Parameter Calculator (Beta Version), World Wide Web, http://earthquake.usgs.gov/designmaps/beta/us/. Youd, T.L., and Idriss, I.M. (Editors), 1997, Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Salt Lake City, Utah, January 5 through 6, 1996, NCEER Technical Report NCEER-97-0022, Buffalo, New York. Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Finn, W.D., Harder, L.F., Hynes, M.E., Ishihara, K., Koester, J.P., Liao, S.S.C., Marcuson, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K., Seed, R.B., and Stokoe, K.H., II., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils, Journal of Geotechnical and Geoenvironmental Engineering: American Society of Civil Engineering 124(10), p. 817-833. I 07393003 R.doc 34 --• • .. .. • • • 1111 • -- --.. ... .. ------11111 -• • -.. -• .. • - New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California November 30, 2016 Project No. 107393003 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 Geoenvironmen- tal Engineer, Vol. 128, No. 12, ASCE: dated December 1. AERIAL PHOTOGRAPHS Source Date Flight Numbers Scale USDA I May 2, 1953 I AXN-14M I 18 & 19 I 1:20,000 107393003 R.doc 35 \ Ai ,ii,,~ 'il --~ (Nll.,ll,I/} -~1( (fJWrt ,r,,u,, ~ PA IFIC -➔----~--'-... ------- ..J Q \ 1 San Diego County ; t ·-~,~ ~ MAP EXTENT SCALE IN FEET 0 1,200 2,400 NOTE: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE N 4,800 A ~'l-----~-'---"n_'!J_'O-.&_l(t--'---D-U_r_e_--l _____ s_1T_E_L_o_c_A_TI_O_N ____ --j ~ PROJECT NO. DATE NEW INTAKE DISCHARGE STRUCTURE 1=2 1-----------+----------j CARLSBAD SEAWATER DESALINATION PLANT FIGURE 1 g 107393003 11/16 CARLSBAD, CALIFORNIA -'L---------..1...--------...... ---------------------------'------' r Agua Hedionda GHD-2 TD=18 0 ~ PROPOSED NEW INTAKE DISCHARGE STRUCTURE Lagoon PROPOSED FISH/DEBRIS RETURN LINE CPT-6 TD=50.0 (:j LEGEND i. GHD-3 BORING (NINYO & MOORE, 2016) <>' TD=18.0 TD=TOTAL DEPTH IN FEET ■ T-13 CONE PENETRATION TEST, (NINYO & MOORE, 2016) ~ NMB-7 BORING (NINYO & MOORE, 2013) w TD=90,3 TD=TOTAL DEPTH IN FEET 8_18 EXPLORATORYIGEOTECHNICAL BORING, 0 (GEOLOGIC ASSOCIATES, 2008) • TD=5, .5 TD=TOTAL DEPTH IN FEET N A CPT-S CONE PENETRATION TEST, r-(NINYO & MOORE, 2013) TD=39,o TD=TOTAL DEPTH IN FEET SCALE IN FEET 001"8 BORING LOCATIONS FIGURE o 80 160 DATE NEW INTAKE DISCHARGE STRUCTURE SOURCES: MALCOlM PIRNIE IARCAOIS, CARLSBAD SEAWATER DESALINATION PLANT DATED: 10,10/2012,: GOOGLE EARTH, 2010. 107393003 11/16 CARLSBAD, CALIFORNIA ~1L _________________ L_....:.::.:.:::.::::.::...._.J. ___ .:.::,,;;;_ ___ .L.,. _______ ;;;,,;~;,,;;;.,;;;,,:,.;;;.;;;;;..,;;,;,,;;,,;;;.;... _______ .._ ____ _ 2 LEGEND CALIFORNIA FAULT ACTIVITY SOURCE: JENNINGS, C.W., AND BRYANT, W.A., 2010. FAULT ACTIVITY MAP OF CALIFORNIA, CALIFORNIA GEOLOGICAL SURVEY. ::. < ':!- ::l ~ \!! 0 HISTORICALLY ACTIVE HOLOCENE ACTIVE LATE QUATERNARY (POTENTIALLY ACTIVE) QUATERNARY (POTENTIALLY ACTIVE) STATE/COUNTY BOUNDARY 0 SCALE IN MILES 30 ~ NOTES: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE ~ ~ E FAULT LOCATIONS 60 u.., z 1-----------~---------+---------------------------, g PROJECT NO. DATE NEW INTAKE DISCHARGE STRUCTURE f-l----------+-----------1 CARLSBAD SEAWATER DESALINATION PLANT FIGURE 3 ~ 107393003 11/16 CARLSBAD, CALIFORNIA ..,'L...--------......I.--------........L--------------------------........ -----' LEGEND Pacific Ocean ~ ALLUVIAL FLOOD PLAIN DEPOSITS ~ MARIBE BEACH DEPOSITS loop.,., I OLD PARALIC DEPOSITS, UNITS 6-7 )0o1>2-, l OLD PARALIC DEPOSITS, UNITS 2-4 pvop,~,,I VERY OLD PARALIC DEPOSITS, UNITS 10-11 lovop,, I VERY OLD PARALIC DEPOSITS, UNIT 11 (J!!] SANTIAGO FORMATION SOURCE: KENNEDY, M.P., AND TAN, S.S., 2005, GEOLOGIC MAP OF THE OCEANSIDE 30' X 60' QUADRANGLE, CALIFORNIA ..J Q ::;; ,( :!: " "' ~ "' ;; 1·.,a,s,: I LANDSLIDE DEPOSITS 65 Lu FAULT -SOLID WHERE ACCURATELY o···· LOCATED, DASHED WHERE APPROXIMATE, DOTTED WHERE CONCEALED. ARROW AND NUMBER INDICATE DIRECTION AND ANGLE OF DIP OF FAULT PLANE 10 ---l_ STRIKE AND DIP OF BEDS, INCLINED N SCALE IN FEET 0 1,000 2,000 4,000 A ~ NOTES: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE Nt-----------------..--------------------------r-------t i l(ln9o&l(too~e GEOLOGY FIGURE ~,.._ _______ ---r--------+--------------------------1 0 fil ._ __ P_R_O_J_E_C_T_N_O_. ______ D_A_T_E __ _, NEW INTAKE DISCHARGE STRUCTURE ;;: CARLSBAD SEAWATER DESALINATION PLANT S1 107393003 11/16 CARLSBAD, CALIFORNIA .. ,L-_______ ---1, ________ ..._ _______________________ --'--------' 4 \ ' \ ,, \ C> \~ \.,\ 7 \ ~ .,.:>, \ \ \ •p 0 ~ \ ..... "'· ... j_. ' 0-,,: \ I .,.. \ \ I '! -../'. \ I ~~---.... \ ~> ... . , \ .. t.. \ \_ l " \ • .. .... :,, . \ ·t \ SOURCE: CALIFORNIA GEOLOGICAL SURVEY, 2009, TSUNAMI MAP FOR EMERGENCY PLANNING, OCEANSIDE· SANLUISREY QUADRANGLES . ..J Q ::; "- ~ .. <O ;; I:" LEGEND -TSUNAMI INUNDATION LINE -TSUNAMI INUNDATION AREA ~ NOTES: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE N SCALE IN FEET 0 1,000 2,000 4,000 A TSUNAMI INUNDATION J l(ln90&1(loo-re i ''--------------------4---------------------------l °' PROJECT NO. DATE NEW INTAKE DISCHARGE STRUCTURE i:! l-----------+------------1 CARLSBAD SEAWATER DESALINATION PLANT FIGURE 5 ~ 107393003 11/16 CARLSBAD, CALI FORNIA .o'L..--------....l.--------....1.--------------------------..i..----~ .. .. -----------.. ---------.. --------i -,:, ci a, "T ,:, -"'' 8 !il "' -,._ 0 ;, -.. - SHORING BRAC~) 12 INCHES OR MORE T NOT TO SCALE PROJECT NO. DATE 107393003 11/16 1 .. 1. 2. 3. 4. 5. 6. 7. Pa1 .. I GROUND SURFACE h1 + + + h2 H 12 INCHES OR MORE NOTES: APPARENT LATERAL EARTH PRESSURES, Pa 1 AND Pa 2 Pa1=26Hpsf Pa2 = 13 Hpsf CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE, P8 P5 = 120 psf WATER PRESSURE, Pw Pw= 62.4 h2 psf PASSIVE PRESSURE, P. Pp= 350 D psf ABO~E GROUNDWATER; 150 D psf BELOW GROUNDWATER SURCHARGES FROM EXCAVATED SOIL OR CONSTRUCTION MATERIALS ARE NOT INCLUDED H, h1 , ~ AND D ARE IN FEET + GROUNOWATER TABLE T D 1 LATERAL EARTH PRESSURES FOR BRACED EXCAVATION BELOW GROUNDWATER NEW INTAKE DISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA FIGURE 6 -• -• --.. -------.. ... ... -.. --• --------Cl 3: ,:, • ~ i' • "' a, "' ... 0 -;::, --PROJECT NO. -107393003 .. - GROUND SURFACE~ NOT TO SCALE DATE 11/16 THRUST BLOCK ~ I\ I \ I \ NOTES: \ d (VARIES) \ \ 1. GROUNDWATER BELOW BLOCK Pp= 175 (D~ dl lb/ft 2. GROUNDWATER ABOVE BLOCK Pp= 1.7 ( D - d )[ 124.Bh + 58 ( D+d)] lb/ft 3. ASSUMES BACKFILL IS GRANULAR MATERIAL D (VARIES) 4. ASSUMES THRUST BLOCK IS ADJACENT TO COMPETENT MATERIAL 5. D, d AND h ARE IN FEET 6. ~ GROUNDWATER TABLE THRUST BLOCK LATERAL EARTH PRESSURE DIAGRAM NEW INTAKE DISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA FIGURE 7 -----------H -------.. ... -... -... .. .. -------~ ~ .. :;, 'O ., 8 bl -~ PROJECT NO. -"' 107393003 --~------~-~- UNDERGROUND STRUCTURE <I ___ ,,_· --~ 4: <l . A 4 -----..,-.. --~ ,. .i:,.. ]lllllllllll ----Pu •I UPLIFT PRESSURE NOT TO SCALE DATE 11/16 FINISHED GRADE + STATIC PRESSURE WATER PRESSURE NOTES: 1. APPARENT LATERAL EARTH PRESSURES, fb1 AND Po2 Po1 = 60 h 1PSI Po2= 60 h1 + 29 h2 psi 2. WATER PRESSURE, Pw Pw = 62.4 h2 psi 3. DYNAMIC LATERAL EARTH PRESSURE, Pe, IS BASED ON A PEAK GROUND ACCELERATION, OF 0.48 g PE= 28 H psi 4. UPLIFT PRESSURE, Pu Pu = 62.4 h2 psi 5. SURCHARGE PRESSURES CAUSED BY VEHICLES OR NEARBY STRUCTURES ARE NOT INCLUDED 6. H, h1 AND h2 ARE IN FEET 7. ! GROUNDWATER TABLE LATERAL EARTH PRESSURES FOR UNDERGROUND STRUCTURES NEW INTAKE/DISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA DYNAMIC PRESSURE FIGURE 8 Ill .. --------.. ----.. -.. -.. -------.. --C) ,: -0 .. l -0 I -"' 8 "' "' "' ,-.. -~ "' I • -PROJECT NO. -107393003 -- UNDERGROUND / STRUCTURE / FINISHED GRADE . . . .. ►. h.· • • • t -- I> SOIL WEDGE A • H I I 20° I ~I I I I I I I I ,1--. ------. _-1---L..--.....J h--.• ____ .. _, T ~~~~-~~~l I I I I I I I I I I I I I I I I I I I I I I I I RESISTANCE TO UPLIFT= WEIGHT OF STRUCTURE + WEIGHT OF SOIL WEDGE A NOT TO SCALE DATE 11/16 NOTES: 1. UNIT WEIGHT OF SOILS, 7 OR 'Yb 7 = 120 pcf ABOVE GROUNDWATER TABLE 'Yb = 58 pcf BELOW GROUNDWATER TABLE 2. UPLIFT PRESSURE, Pu Pu = 62.4 h2 psi 3. H, Z, h1 AND h2 ARE IN FEET 4. -!-GROUNDWATER TABLE UPLIFT RESISTANCE DIAGRAM FOR UNDERGROUND STRUCTURES NEW INTAKE DISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA I I I I I I I I I I I I I I / FIGURE 9 .. ------- -------.. --------------------- New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California APPENDIX A NINYO & MOORE BORING AND CPT LOGS Field Procedure for the Collection of Disturbed Samples November 30, 2016 Project No. 107393003 Disturbed soil samples were obtained in the field using the following methods. Bulk Samples Bulk samples of representative earth materials were obtained from the exploratory borings. The samples were bagged and transported to the laboratory for testing. The Standard Penetration Test {SPT) Sampler Disturbed drive samples of earth materials were obtained by means of a Standard Penetra- tion Test sampler. The sampler is composed of a split barrel with an external diameter of 2 inches and an unlined internal diameter of 1-3/8 inches. The sampler was driven into the ground 12 to 18 inches with a 140-pound hammer free-falling from a height of 30 inches in general accordance with ASTM D 1586. The blow counts were recorded for every 6 inches of penetration; the blow counts reported on the logs are those for the last 12 inches of pene- tration. Soil samples were observed and removed from the sampler, bagged, sealed and transported to the laboratory for testing. Field Procedure for the Collection of Relatively Undisturbed Samples Relatively undisturbed soil samples were obtained in the field using the Modified Split Barrel Drive Sampler. The sampler, with an external diameter of 3.0 inches, was lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sample barrel was driven into the ground with the weight of the hammer of the drill rig in general accordance with ASTM D 3550. The driving weight was permitted to fall freely. The approximate length of the fall, the weight of the hammer, and the number of blows per foot of driving are presented on the boring logs as an index to the relative resistance of the materials sampled. The samples were removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. 107393003 R.doc .. ----------.. ----.. ----• -----.. --------- Cf) w ~ ...J c.. ~ ::E <( :::c: Cf) I-c.. w ::di Cl &: ·E: Cl 15 20 U:- ~ (.) I-~ e:, 0 e..., 0 w ~ ...J LL 0::: 0 ~ ::::, ii5 co ::E I-z Cf) w >-0 0 Cl Cf) ...J co ::E >-0::: Cl XX/XX z 0 i== <( (/) (.) . -(.) LL . -Cf) Cf) • Cf) ::::, <( ...J (.) SM CL BORING LOG EXPLANATION SHEET Bulk sample. Modified split-barrel drive sampler. 2-inch inner diameter split-barrel drive sampler. No recovery with modified split-barrel drive sampler, or 2-inch inner diameter split-barrel drive sampler. Sample retained by others . Standard Penetration Test (SPT). No recovery with a SPT. Shelby tube sample. Distance pushed in inches/length of sample recovered in inches. No recovery with Shelby tube sampler. Continuous Push Sample. Seepage. Groundwater encountered during drilling. Groundwater measured after drilling. MAJOR MATERIAL TYPE (SOIL): Solid line denotes unit change. Dashed line denotes material change. Attitudes: Strike/Dip b: Bedding c: Contact j: Joint f: Fracture F: Fault cs: Clay Seam s: Shear bss: Basal Slide Surface sf: Shear Fracture sz: Shear Zone sbs: Shear Bedding Surface The total depth line is a solid line t at is drawn at the bottom oft e boring. BORING LOG Explanation of Boring Log Symbols PROJECT NO. DATE FIGURE COARSE- GRAINED SOILS more than 50% retained on No. 200 sieve FINE- GRAINED SOILS 50%or more passes No. 200 sieve Loose Medium Dense Dense Very Dense GRAVEL GRAVEL with more than DUAL 50% of CLASSIFICATIONS · coarse 5% to 12% fines fraction retained on No. 4 sieve GRAVEL with FINES more than 12% fines CLEAN SAND SAND SAND with 50% or more DUAL of coarse CLASSIFICATIONS fraction 5% to 12% fines passes No. 4 sieve more than 12% fines SILT and INORGANIC CLAY liquid limit less than 50% ORGANIC SILT and INORGANIC CLAY liquid limit 50% or more ORGANIC Highly Organic Soils 5 -10 9 -21 11 -30 22-63 31 -50 64 -105 > 50 > 105 GP GW-GM GP-GM GW-GC GP-GC GM GC GC-GM SW SP SW-SM SP-SM SW-SC SP-SC SM SC SC-SM CL ML CL-ML OL (Pl> 4) OL(PI <4) CH MH 0 H (plots on or above "A"-line) OH (plots below "A"-line) PT 4-7 8 -20 21 -33 > 33 poorly graded GRAVEL well-graded GRAVEL with silt poorly graded GRAVEL with silt well-graded GRAVEL with clay poorly graded GRAVEL with clay silty GRAVEL clayey GRAVEL silty, clayey GRAVEL well-graded SAND poorly graded SAND well-graded SAND with silt poorly graded SAND with silt well-graded SAND with clay poorly graded SAND with clay silty SAND clayey SAND silty, clayey SAND lean CLAY SILT silty CLAY organic CLAY organic SILT fat CLAY elastic SILT organic CLAY organic SILT Peat 6 -14 Soft Finn 15-42 Stiff 43-70 Very Stiff > 70 Hard Boulders > 12" > 12" Larger than basketball-sized Cobbles 3 -12· 3 -12" Fist-sized to basketball-sized Coarse 3/4 -3" 3/4 -3" Thumb-sized to fist-sized Gravel Fine #4 -3/4" 0.19 -0.75" Pea-sized to thumb-sized Coarse #10 -#4 0.079 -0.19" Rock-salt-sized to pea-sized Sand Medium #40-#10 0.017 -0.079" Sugar-sized to rock-salt-sized Fine #200 -#40 0.0029 -Flour-sized to 0.017" sugar-sized Fines Passing #200 < 0.0029" Flour-sized and smaller PLASTICITY CHART 70 ~ 60 ii: 50 ·/ / / >< w C / CH or OH./ V ~ >-I- u j:: U) c( .J Cl. 40 30 20 10 7 4 0 2-4 5-8 9 -15 16 -30 > 30 I/ /' V CL or OL / MHorOH ~ V ..%" '/CL-ML/ MLorOL .. 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (LL), % 3-5 1-3 2-3 6-10 4-5 4-6 11 -20 6-10 7 -13 21 -39 11 -20 14 -26 > 39 > 20 > 26 uses METHOD OF SOIL CLASSIFICATION Explanation of uses Method of Soll Classification PROJECT NO. DATE FIGURE en w ...J a. U: ~ 0 :g-<( I-~ e:.. en 0 0 ~ ,-~ 0 w ~ ...J LL 0:: 0 I en ::::, u5 co ~ I-~ I-z a. en w >-C 0 en w '3 g? 0 0 0 ...J en ·c co ~ >-0 0:: 0 0 ... - - IJ 14 10.4 ~ -, 60 4.3 ... - z 0 i== . <( en 0 . -0 LL . -en en . en::::> ~ CJ SP DATE DRILLED ___ .....:9_;_/0:..::2.....:/1...::.6 __ _ BORING NO. ----------GHD-1 GROUND ELEVATION ----'-l'--9'-=+_,_(M--'-SL-'-) __ _ SHEET OF 2 METHOD OF DRILLING 6" Diameter Hollow Stem Auger (Diedrich D50) (Pac Drill) DRIVE WEIGHT ___ 1_4_0_1b_s-'. (~A_u_to_-T_n_,_·p_H_a_m_m_e_r,_) __ DROP --------30" SAMPLED BY CAT LOGGED BY CAT REVIEWED BY GTF ----DESCRIPTION/INTERPRETATION FILL: Brown, moist, medium dense, fine to medium SAND; trace silt. Light olive brown; scattered fragments of Santiago Formation. Reddish brown. Brown and reddish brown (mottled). Brown and grayish brown (mottled); scattered gravel; trace clay. ----- 1 O -1 ,_-i----+--+----+n,....+-----h\N"o recoverv. SANTIAGO FORMATION: .... Gray, moderately cemented, clayey fine-grained SANDSTONE. , 1---1------1----1.ight gray, moderately cemented, silty fine-grained SANDSTONE; scattered manganese - _ 53 deposits; some fine laminations visible. -I 50/5" 15.4 G l t d t l ray; strong y cemen e ; race c ay. Brownish gray, moist, strongly cemented, clayey silty fine-grained sandstone; slightly 20--, micaceous; scattered iron-oxide lined root casts. 60 18.9 - • 50/4" 18.0 107.8 I->- 30 -1-1 50/3" I!!": 50/5" .111 Light gray; weakly to moderately cemented; silty fine-grained sandstone; massive . Water added to borehole. Gray; strongly cemented; fine-to medium-grained; trace clay. :::: Ill! :::: !Iii 1111 Light gray; moderately cemented. I BORING LOG NEW INTAKE/DISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT, CARLSBAD, CALlFORNIA f--~P~R~O~J=E=c=T~N=o-. -~,~--=D~A=TE~--~,~--~F~IG~u=R=E-----ll . I 07393003 11/16 A-1 CJ) w ...J a. U::-~ ~ 0 ~ <( I-e:, CJ) 0 0 ~ ...__ 0 w ~ ...J u.. 0::: 0 I ~ ::, ci5 co :!: I-I-z a. CJ) w >-w ::?!: ~ 0 5 0 CJ) 0 ...J ::J > co :!: >-co ·c 0 0::: 0 40 11!'. 5014" 12.9 - - r, 50/5" -= -- ¥ so --I!!!'.'. 50/5" 24.6 -- >-- I!!!'.'. 50/5" >-- >-- 60 ->-.,. -- -- - - -- 70 -- - ->- -- -- z 0 i== . <( CJ) 0 . -0 u.. . -CJ) CJ) • CJ) ::, ~ 0 9/02/16 BORING NO. GHD-1 DATE DRILLED GROUND ELEVATION ---------- 19' ± (MSL) SHEET 2 OF METHOD OF DRILLING 6" Diameter Hollow Stem Auger (Diedrich 050) (Pac Drill) DRIVE WEIGHT ___ 1_40_1b_s.~(_A_ut_o_-T_r~ip_H_a_m_. m_e_r)~_ DROP 30" SAMPLED BY CAT LOGGED BY CAT REVIEWED BY GTF DESCRIPTION/INTERPRETATION SANTIAGO FORMATION: (Continued) 2 Grayish brown, moist, moderately cemented SANDSTONE; scattered strongly cemented/ concretionary layers. Clayey. Trace clay. Wet. Light grayish brown; weakly to moderately cemented; no clay. Light brown. Light grav. Total Depth= 60.5 feet. Groundwater encountered during drilling at approximately 49 feet during drilling. Backfilled shortly after drilling on 9/02/16. Note: 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. I ~BORING LOG NEW INTAKE/DISCHARGE STRUCTURE >---C_A_RL_S_B~A_D_S~EA_W_A T~E_R_D_E_S_A_LIN~A=T~IO_N_P_L_A_NT~•-C_A_RL_S_B_A_D=, C~A~L=l=FO_RNIA __ __, PROJECT NO. I DATE I FIGURE 107393003 11/16 A-2 Cf) w ...J a.. iL ::l?: ~ u z ~ <( I-e::, 0 Cf) 0 .:= . 0 ~ ...J ~ --w 0 <( Cf) LL a::: u . I ~ ::, en II) -U ::l?: LL . I-I-z -Cf) a.. Cf) w >-Cf) . C 0 Cf) en ::, w ~ Q) 5 0 0 ...J ~ ::, > II) ::l?: >-co ·c 0 a::: u 0 0 -..... GW -SM - ~I I I 2.9 110.6 -- 10 --- - -X 27 - -- - -IX 15 -i/ 12 20 -~ - ~- ~- -- -- 30 --- -- -- -- 4() 9/02/16 BORING NO. GHD-2 DATE DRILLED GROUND ELEVATION ---------- 11' ± (MSL) SHEET OF METHOD OF DRILLING 6" Diameter Hollow Stem Auger (Diedrich D50) (Pac Drill) DRIVE WEIGHT ___ l4_0_l_bs_. ~(A_u_to_-_Tn~·p~H_am_m_e_r~) __ DROP 30" SAMPLED BY CAT LOGGED BY CAT REVIEWED BY GTF ---------DESCRIPTION/INTERPRETATION ASPHALT CONCRETE: Approximately 6 inches thick. BASE: !Grav moist medium dense silty sandy GRAVEL-aooroximately 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. Light grayish brown; loose. Gravel and cobble layer from approximately 7 to 11 feet; rounded clasts approximately l to 4 inches in diameter. Loose gravel with no matrix caving into borehole around auger. No recovery; on gravel/cobbles. No recovery; on gravel/cobbles. No recovery; on gravel/cobbles. Total Depth = 18 feet. Groundwater not encountered during drilling. Backfilled shortly after drilling on 9/02/16. Note: 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. I BORING LOG NEW INTAKE/DISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT, CARLSBAD, CALIFORNlA 1--~P~R~O~J=Ec=T~No=.----.l---=o""'AT=E=------.l----=F1=GC"Cu=R=E-----1i . 107393003 I 1/16 A-3 CJ') w ...J a.. ~ ~ <( CJ') ~ -- :r: I-a.. C: w ~ Q) 0 :::, > ca ·c 0 0 >-- >-- U:::- ~ (.) z I-e:. 0 0 e..... j:: . 0 w ~ ...J <( CJ') L1. a:: 0 (.) . ~ ::J en Ill -(.) ~ L1. • I-z -C/'J CJ') w >-CJ') • 0 CJ') CJ') ::J 0 0 ...J ::5 Ill ~ >-a:: (.) DATE DRILLED 9/02/16 BORING NO. GHD-3 GROUND ELEVATION ____ l_0'_±___,_(M_SL-'-) __ _ DRIVE WEIG HT ___ 1_40_lb_s.~(_A_ut_o_-T_n~·p_H_a_m_m_e~r)~_ SHEET OF METHOD OF DRILLING 6" Diameter Hollow Stem Auger (Diedrich D50) (Pac Drill) DROP --------30" 0 SAMPLED BY CAT LOGGED BY CAT REVIEWED BY GTF ----DESCRIPTION/INTERPRETATION .::'f::· GW SM ASPHALT CONCRETE: r---t----t---nflfltl'---~':!.Y....-4\\Aooroximately 2 inches thick. 11'-----'"---"---''---'--'--'=-'-'-'-"~=--==.:..:c~-="'--'--"-'-'---------------------------ll ---------1-----SC BASE: IY ellowish brown, moist, medium dense, fine to coarse sandy GRAVEL; approximately 6 nches thick. 1FILL: ti 1Light olive, moist, medium dense, silty SAND; scattered gravel up to approximately 2 I 18 21.8 100.7 SM ~~+~4~~-itffltt/--:::-:-:--ti\!!!Ches thick. ____________________________ _ Light olive and brown (mottled), moist, medium dense, clayey fine to medium SAND; \few fine gravel. -- 10 --1 ¥ 13 10.7 118.1 -- >-->-- -I 6 ->-- 20 -->-- -- -- -- -- 30--- >-->-- -- -- ALLUVIUM: Gray, moist, medium dense, silty fine SAND. Light brown; wet. Dark yellowish brown; scattered small lenses of olive gray. Brown; cohesionless. 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 ofbentonite grout and patched with concrete shortly after drilling on 9/02/16. Note: 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. I BORING LOG NEW INTAKE/DISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT, CARLSBAD, CALIFORNIA 1--~P~R~O~J=E=cT~N=o-. -..,l---=D..,.AT=E=----..,l----=F1=G..,,u=R=E----1 . I 07393003 11/16 A-4 C I a -Ninyo & Moore Geotechnical Project Poseidon/Carlsbad Desai Plant Operator DG-RC FIiename SDF(2481.cet Job Number 107393003 Cone Number 0001350 OPS Hole Number T-01 Date and Time 11/1/2016 8:25:21 AM Maximum Depth 6.89 ft EST GW Depth During Test 20.00 ft ; Net Area Ratio .8 er h cr: CPT DATA 0 ~~ -' ~ w 6 :r C. TIP FRICTION Fs/Qt SPT N w ~ o ~ 0 TSF 500 0 TSF 10 0 % 10 0 rJ) ca 350 ' I 0 I I 5( v v I=: >-( ~ l 1 I-< f>'a, ~ . --'---I---~ f,-,;: ~ h 10 .._ _.._ -r----·-1 • I 15 -··~ -·-1----• 20~ -·----•----h • 25 .. I--f----· >-I-, __ 30 --I 1111 h 35 I 40 - n L-45 • 1-sensitive fine grained ■4-silty clay to clay ■ 7 • silty sand to sandy slit ■ 10-gravelly sand to sand 2-organic material ■ 5 • clayey slit to silty clay 8 -sand to silty sand ■ 11 • very stiff fine grained(") L_J3. clay ■ 6 • sandy 1111 to clayey slit ■9-sand ■ 12. sand lo clayey sand ("I Cone Size 10cm squared S"Soll behavior type and SPT based on data from UBC-1983 m I -Ninyo & Moore Geotechnical Project Poseidon/Carlsbad Desai Plant Operator DG-RC FIiename SDF(249).cet Job Number 107393003 Cone Number DDG1350 GPS Hole Number T-01A Date and Time 11/1/2016 8:41:48 AM Maximum Depth 7.87 ft I EST GW Depth During Test 20.00 ft I Net Area Ratio .8 0:: r""\:r: CPT DATA 0 r ....J ~ UJ µb~ 6 :r: 0.. . I TIP FRICTION Fs/Qt SPTN LU ~ 0~ Cl) CD 0 TSF 500 0 TSF 10 0 % 10 0 350 , 0 I I -~ ..I. m-I h 5( _,,.-., ( I {v--~ ,_ ........ ) -~ ? ··---1-----,,__ r, e---I---' 10 ·--l L-------.._ • - h 15 -~ -,__ ·---• 20 .1--·-t-- • 25 -t--t- 30 -1--• 35 r, --- • 40 ------ ri ~ 45 - 1 -.sensitive fine grained ■4-silty clay to clay a 7 • silty sand to sandy IIH ■ 10-gravelly sand to sand 2. organic material ■ 5 • clayey •IH to slHy clay 8 . sand to silty ,and Ill 11 • very stiff line grained(") 13 • clay ■ 6 • sandy slit to clayey slit • 9 . sand ■ 12 • sand to clayey sand r) Cone Size 10cm squared S'Soll behavior type and SPT based on data from UBC-1983 ~ E -Ninyo & Moore Geotechnical Project Poseidon/Carlsbad Desai Plant Operator DG-RC Filename SDFj251 J,Cj!t Job Number 107393003 Cone Number DDG1350 GPS Hole Number T-02 Date and Time 11/1/2016 9:06:34 AM Maximum Depth 22.15 ft EST GW Depth During Test 20.00 ft .., Net Area Ratio .8 ' 0::: CPT DATA 0 I-..J ~ w -fu~ 0 I Cl. TIP FRICTION Fs/Qt SPT N w r:: 0~ 0 TSF 500 0 TSF 10 0 'I, 10 0 350 rn (Il 0 --I ~ .r -_Ls I -I ~ ,.,V ' 5 -~ I +-----,-~ f .. ~ .., t " 10 I '=t=> 15 ? -t---It -~ 111 f 20~ ~ -1--.. -~ -- I~ <: ~~ -1-- -.__ I'-.. -,----f--- h ; ~ 17 -25 .__ -- 30 --.. h 35 - II 40 -- -45 I ~ • 1-sensitive fine grained ■4-•!Hy cloy to cloy ■ 7 -silty aand to undy silt ■ 10-gravelly sand to sand 2-organic material ■ 5 -clayey silt to silty clay 8-sand to silty sand 1111. very stlffllne grained (") _}3· clay ■ 8 • aandy silt to clayey silt •·· sand ■12-sand to clayey sand (") Cone Size 10cm squared S'Soll behavior type and SPT based on data from UBC-1983 m I -Ninyo & Moore Geotechnical I Project Poseidon/Carlsbad Desai Plant Operator DG-RC FIiename SDF(2521.cet Job Number 107393003 Cone Number DDG1350 GPS Hole Number T-03 Date and Time 11/1/2016 10:00:59 AM Maximum Depth 21.98 ft EST GW Depth During Test 20.00 ft ~ -Net Area Ratio .8 a:: h :r:: CPT DATA 0 ~-...J ~ UJ 0 :r:: c.. TIP FRICTION Fs/Qt SPT N UJ ~ oS 0 TSF 500 0 TSF 10 0 % 10 0 350 , Cl) co ' 0 I I II C (, <~ tj. -- V 5 5 ~ -.__ ,== _,_ --:-/ ~ -~ ~ -b, h I f ) 10 C -> [p I ~ "~~ ----r--I----~ ~~ • 17 =-20 ? Li' L..=;; ,_ l? r, f-- • 25 f---·f---~ -·-· - 30 • h 35 --- • 40 --- -45 • 1 . sensitive fine grained ■4• silty clay to clay ■ 7 • allty sand to sandy slit ■ 10 • gravelly sand to sand h 2-organic material ■ 5 • clayey silt to silty clay 8. sand to silty sand ■ 11 • very stiff line grained (") , _ _1 3 . clay ■ 8 • sandy slit to clayey slit ■9-sand ■ 12 -sand to clayey sand 1•) Cone Size 10cm squared S-Soll behavior type and SPT bued on data from UBC-1983 ~ I -Ninyo & Moore Geotechnical Project Poseidon/Carlsbad Desai Plant Operator DG-RC FIiename SDF(253).cet Job Number 107393003 Cone Number DDG1350 GPS Hole Number T-04 Date and Time 11/1/2016 10:24:29 AM Maximum Depth 25.26 ft EST GW Depth During Test 20.00 ft ; Net Area Ratio .8 a: t"'\: CPT DATA 0 > i-fu ~ = <( w r 0.. TIP FRICTION Fs/Qt SPTN ow ~ oi!::. (/) Ill 0 TSF 500 0 TSF 10 0 % 10 0 350 ' C QI,-<'._ I • s I.-,--I--"" ~, ~ c..,,;: ,:""" ,-..... 5 [:; ,_,_ >---.---I= P--It~ l? -~ I -cc.. ~ i-, c_ 1,.-I'-- "~ =-• 1--_,_,_ -r--i--t:se:_ L = ~,. I 15 <;-I I -----J r ,-,. ,__ ' • 20 \ ~-~ ► ---------· ---t--~ f;:: / h -I~ !I• .. 25 l_1 } < t---,-_._ . •----· 30 --.. ,--· r--·-· 11 35 ~ - • 40 -· ~--· --- n -45 - • 1-sensitive fine grained ■4• silty clay to clay ■ 7 • silty sand to sandy silt ■ 10-gravelly sand to sand 2-organic material ■ 5 • clayey ollt to silty clay 8-sand to silty aand ■ 11 • very stiff fine grained(") -•3-clay ■ 6 • sandy silt to clayey silt ■9-sand ■12-und to clayey sand (") Cone Size 10cm squared S'Soll behavior type and SPT based on data from UBC-1983 I I C -Ninyo & Moore Geotechnical Project Poseidon/Carlsbad Desai Plant Operator DG-RC FIiename SDFj254).cet Job Number 107393003 Cone Number DDG1350 GPS Hole Number T-05 Date and Time 11/1/201610:58:49 AM Maximum Depth 21.98ft EST GW Depth During Test 20.00 ft I Net Area Ratio .8 0:: CPT DATA 0 I 5 I-...J <( w r-&~ -I c.. TIP FRICTION Fs/Qt SPT N Ow ~ OS. 0 TSF 500 0 TSF 10 0 'I, 10 0 350 , Cl) a) ' 0 .::: ? -r--, 5 f M ( ,..__ I--f l> 5" > 5 -~ ( tr c::~ 7 r---h ....-·~--1D / I .. -,- j ~ " p, 15 ~ / < • ... 20 j 1--1---£ 1---~ --~~ ~ t, '-~ ,__ 1 ~ .. 25 30 • h 35 • 40 -45 - • 1-sensitive fine grained ■4-silty clay to clay ■ 7. silty sand to sondy allt ■ 10 -gravelly sand to sand t-,. 2. organic materlal ■ 5 -clayey slit to silty clay 8-sand to silty sand ■ 11 -very stiff ftne grained (•> 13. clay ■ I • sandy silt to clayey silt •·· sand ■12-sand to clayey sand ('> Cone Size 10cm squared S-Soll behavior type and SPT based on data from UBC-1983 C I -Ninyo & Moore Geotechnical Project Poseldon/Cutsbod Desai Plont Operator DG-RC FIiename SDFj255}.cet Job Number 107393003 Cone Number DDG1350 GPS Hole Number T-06 Date and Time 11/1/201611:18:31 AM Maximum Depth 25.43 n EST GW Depth During Test 20.00 n ~ -Net Area Ratio .8 a:: t""II CPT DATA 0 ~-...J ~ w 0 :c 0.. TIP FRICTION Fs/Qt SPT N w ~ oS 0 TSF 500 0 TSF 10 0 'I, 10 0 350 , (J) co ' ii 0 -D---!:? r2 ~ 1 I s: Ill t----. r----aa ) C t:= 5 ~ l~ ·~ -j h -I> ih• v-' I-= S,. 10 f' --l f ~ i i-, 15 ';:, ---~ ? ----+--I.an 15""" ,__., ,,, 5 P-• 20 ,-~ h J1 ;?;-... ~ s=-• > <I--~ r, 30 ,-,__ - t, 35 • 40 n -45 - • 1-sensitive fine grained ■4-silty clay to clay ■ 7 • silty sand to sandy slit ■ 10-gravelly sand to aand n 2 -organic material ■ 5 • clayey silt to silty clay • 8 -sand to sltty sand ■ 11 -very stiff fine grained(") .__, 3 . cloy ■ 6 • sandy slit to clayey slit ., . sand ■ 12-nnd to clayey sand ('I Cone Size 10cm squared S'Soll behavior typo and SPT based on data from UBC-1983 C I -Ninyo & Moore Geotechnical Project Poseidon/Carlsbad Desai Plant Operator DG-RC Filename SDF(256),cpt Job Number 107393003 Cone Number DDG1350 GPS Hole Number T-07 Date and Time 11/1/2016 11:46:57 AM Maximum Depth 14.27 fl EST GW Depth During Test 20.00 fl I Net Area Ratio .8 c:: t""l:r: CPT DATA 0 .... ...J ~ LU ~€ 0 :r: a.. TIP FRICTION Fs/Qt SPT N LU /:: 0 TSF 500 0 TSF 10 0 % 10 0 350 , Cf) cc ' C 0 ...._ I--I -I 5~ l,..--:::> ~ ( , ... < < ' -== I ...._ -::; f=;_ --> -p =~ 10 ~~ I---" -5 ■ -~ ~ ~ --, l> --p- 15 ~ - • 20 ■ 25 -- 30 -~ ----•--------· -,-• n 35 • 40 -~ -· n .. 45 - • 1-sensitive fine grained ■4-silty clay to clay ■ 7 - silty ■1nd to sandy silt ■ 10-gravelly sand to sand r,i 2-org1mlc material ■ 5 • clayey silt to silty clay •&-sand to silty sand ■ 11 -very stiff ftne grained(") .__t 3-clay ■ I . sandy silt to clayey silt 1119-sand ■ 12-sand to clayey sand r) Cone Size 10cm squared S-Soll behavior type and SPT based on data from UBC-1983 Net Area Ratio .8 45 sensitive fine grained organic material cla~1 Ninyo & Moore Geotechnical Project Poseidon/Carlsbad Desai Plant Operator DG-RC Job Number 107393003 Cone Number DDG1350 Hole Number T-08 Date and Time 11/1/201612:15:07 PM EST GW Depth Du""rl-"n'-'g'-T'-'e'-'s"-t __________ --=2cc0'-'.0"'0-'ft'-------------- TIP TSF FRICTION TSF ■ 4 • silty clay to clay ■ 5 • clayey ollt to silty clay ■ 6 • 11ndy silt to clayey slit CPT DATA 10 0 Fs/Qt '/4 ■ 7 • silty sand to sandy silt 8 • und to silty 11nd ■9-11nd 10 0 FIiename GPS Maximum Depth SPT N SDF(257).cpt 41.34 ft ■ 10. gravelly sand to sand ■ 11 • very stiff line grained 1•1 ■ 12 • 11nd to clayey sand C-1 Cone Size 10cm squared p S-Soll behavior type and SPT buod on data from UBC-1983 Cl'.'. 0 ....J ~ UJ 0 J: a.. UJ ~ U) CD I Ninyo & Moore Geotechnical I I -Project Poseidon/Carlsbad Desai Plant Operator DO-RC FIiename SDF{258).cet Job Number 107393003 Cone Number 0001350 OPS Hole Number T-09 Date and Time 11/1/2016 1 :03:02 PM Maximum Depth 14.93 ft EST OW Depth During Test 20.00 ft ~ 1111 Net Area Ratio .8 0:: CPT DATA 0 I ~ I-..J LU a. 0 I c.. ~w ~ TIP FRICTION Fs/Qt SPT N LU ~ a~ 0 TSF 500 0 TSF 10 0 ¾ 10 0 350 Cl) CD 0 -h I •-II I I I I _,-°' --....... ' '1 I I?, <;b> l":2 ; ~ 1--1--1-- ► 5 ~ r ~-If ·r---I,, ") / \ I~ 10 ·----<.: > -• ~ "--,c ~ -15 ~ --20 -t--1--· t--t---·----'--- h • 25 .. t--- 30 • h 35 I--t---,___ .~ ---_..__ -40 --·>----- 45 • 1 -sensitive fine grained ■4-silty clay to clay ■ 7 • silty Hnd to sandy slH ■ 10-gravelly sand to sand r,.2. organic matertal ■ 5 -clayey silt to silty clay r a. sand to silty sand ■ 11 -very stiff line grained 1•1 I a-1 3 -clay ■ 6 • sandy slit to clayey slit ••· sand ■ 12 • sand to clayey sand l"l Cone Size 10cm squared S-Soll behavior type and SPT bued on data from UBC-1983 I C -Ninyo & Moore Geotechnical Project Poseidon/Carlsbad Desai Plant Operator DG-RC FIiename SDF(259!,Cl!t Job Number 107393003 Cone Number DDG1350 GPS Hole Number T-10 Date and Time 11/1/20161:22:08 PM Maximum Depth 15.09 ft EST GW Depth During Test 20.00 ft a Net Area Ratio .8 er ~ CPT DATA 0 i g :=! ~ w I Cl. TIP FRICTION Fs/Qt SPTN ow ~ 0 TSF 500 0 TSF 10 0 ¾ 10 0 350 , Cl) co ' n 0 I ,-:..,_ J i ; ·•1; ~ & M I½ ~ -r----i--, 5 -c-- ( I _,__ c--f-I > h re I 10 I • ~ I ,_. I<:; i--p- 15 --I -20 -~ - • 25 ----- 30 • n 35 • 40 --..- -45 • 1-sensitive fine grained ■4-silty clay to clay ■ 7 • silty sand to sandy silt ■10-gravelly sand to sand 2-organic material ■ 5 -clayey silt to silty clay 8. sand to silty und ■ 11 • very stiff flne grained(") _13-clay ■ 6 • undy slit to clayey sllt ■9 . sand ■12-sand to clayey sand (") Cone Size 10cm squared S"Soll behavior type and SPT based on data from UBC-1983 C 1; -Ninyo & Moore Geotechnical Project Poseldon/Carlsb1d Desai Plant Operator DG-RC FIiename SDF(2&01.cet Job Number 107393003 Cone Number DDG1350 GPS Hole Number T-11 Date and Time 11/1/2016 1 :39:59 PM Maximum Depth 20.51 ft EST GW Depth During Test 20.00 ft II Net Area Ratio .a a:: CPT DATA 0 I ~ -~~ _, UJ 6 I D.. TIP FRICTION Fs/Qt SPT N UJ ~ 0~ Cl) al 0 TSF 500 0 TSF 10 0 % 10 0 350 ' 0 1-s:i:s .;;::: -j 1-1: I [? i=::.. 1---t::=-r--f-e:::: t::::: I . J,--I:;?. ,1.--- 517 - C 10 ~ ~ ,,,_ 15 ) > ) .... ~ .... ~ ;;, ·=-111 I r ~ ~ > ? 20 -C • 25 ,_ -r--I--- 30 Ill h 35 -40 --~ - 45 -• 1 -sensitive fin• grained ■4-silty clay to clay ■ 7 • silly sand to sandy 1111 ■ 10. gravelly s1nd to und r-'P 2 . organic material ■ 5 • clayey silt to sllty clay a . sand to silty sand ■ 11 . very stiff fine grained (0) ---· 3. clay ■ 6 • undy sill to clayey silt .. 9. aand ■ 12-sond to clayey sand (•) Cone Size 10cm squared S-Soil behavior type and SPT booed on data from UBC-1983 □ I I -Ninyo & Moore Geotechnical Project Poseidon/Carlsbad Desai Plant Operator DG-RC FIiename SDF(261).cet Job Number 107393003 Cone Number DDG1350 GPS Hole Number T-12 Date and Time 11/1/2016 2:02:52 PM Maximum Depth 24.93 n EST GW Depth During Test 20.oon I Net Area Ratio .8 a:: n I CPT DATA 0 5 ~€ ...J < UJ -I a.. TIP FRICTION Fs/Qt SPT N OUJ ~ 0 TSF 500 0 TSF 10 0 % 10 CF) CD 0 350 ' 0 r--i::a I I ~ I C ~ e= . ::::,, < 5 ~ ~ l -I__..- """ii -.... ~ - ----·----I---· [> ~ ~ ~ r: •= r, i _!,;;:"" =-- 10 .. [ ,-I > ~ ~ 15 c-- f _ r-, 'I._ "l i-> t:::, C .__. • ? C r> r> 20 -----· -:::i ) r n ~ ~ < '-~ ~ • 25 ·-c-----= --I= ,__ - 30 w -- - 35 ,_ . -I-111 • 40 ---I----->-- n -45 - ■1-sensitive fine grained ■4-silty clay to clay ■ 7 • •Illy sand to Hndy •Ill ■ 10-gravelly sand to sand r,-2-organic material ■ 5 -clayey •lit to silty clay I. sand to altty ••nd ■ 11 • very stiff line grained(") ~3-clay ■ 8 • sandy silt to clayey slit ■I . 1and ■ 12-sand to clayey sand (') Cone Size 10cm squared S'Soll behavior type and SPT based on data from UBC-1983 ~ I -Ninyo & Moore Geotechnical Project Poseidon/Carlsbad Desai Plant Operator DG-RC Filename SDF(262!.cet Job Number 107393003 Cone Number DDG1350 GPS Hole Number T-13 Date and Tlme 11/1/2016 2:23:52 PM Mulmum Depth 20.51 ft EST GW Depth During Test 20.00 ft I I ■ Net Area Ratio .8 a:: I ~ CPT DATA 0 5 ...J <I: UJ ~€ -I a.. TIP FRICTION Fs/Qt SPT N 0 UJ ~ .. I 0 TSF 500 0 TSF 10 0 ·~ 10 0 350 , <J) co 0 I I I I C ;> ·~ = ,_I> I l) ~ t-f 5 :? --(/ V '----~ r1 ;. i 1-.. ,..._ ? L. t:> 10 ' • ~ ~ I I:== -[ ~ ~ I I; ~::. ~ I ,v i ~-fJJf; h 15 _., -~ --c: r--, < '--i I "' ~ l • > _'.:p ~ 20 _i.-= - r, • 25 ·----f---·-------f----- 30 ---- ■ 35 ,_ ~--- ■ 40 .. 45 - ■1 • sensitive fine grained ■4-allty clay to clay ■ 7 • silty sand to sandy sltt ■ 10 . gravelly sand to sand 2-organic material ■ 5 • clayey silt to sllty clay ~ 8-sand to silty sand ■ 11 • very stltfllne grained(') .... • 3 -clay ■ I -sandy •Ill to clayey silt ■9-sand ■12 -sand to clayey sand (") Cone Size 10cm squared S-Soll behavior type and SPT based on data from UBC-1983 -------... ----------.. ----------• -------- New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California APPENDIXB November 30, 2016 Project No. 107393003 NINYO & MOORE LABORATORY TESTING Classification Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on the logs of the exploratory borings in Appendix A. In-Place Moisture and Density Tests The moisture content and dry density of relatively undisturbed samples obtained from the ex- ploratory borings were evaluated in general accordance with ASTM D 2937. The test results are presented on the logs of the exploratory borings in Appendix A. Gradation Analysis Gradation analysis tests were performed on selected representative soil samples in general ac- cordance with ASTM D 422. The grain-size distribution curves are shown on Figures B-1 through B-3. These test results were utilized in evaluating the soil classifications in accordance with USCS . Atterberg Limits Tests were performed on a selected representative fine-grained soil sample to evaluate the liquid limit, plastic limit, and plasticity index in general accordance with ASTM D 4318. These test re- sults were utilized to evaluate the soil classification in accordance with USCS. The test results and classification are shown on Figure B-4. Direct Shear Tests Direct shear tests were performed on relatively undisturbed samples in general accordance with ASTM D 3080 to evaluate the shear strength characteristics of selected materials. The samples were inundated during shearing to represent adverse field conditions. The results are shown on Figures B-5 through B-7. Soil Corrosivity Tests Soil pH, and resistivity tests were performed on representative samples in general accordance with CT 643. The soluble sulfate and chloride content of selected samples were evaluated in general accordance with CT 417 and CT 422, respectively. The test results are presented on Fig- ure B-8. Redox potential testing was also performed in general accordance with AWWA C105, Appendix A. Results of this testing are attached to the end of this appendix. 107393003 R.doc GRAVEL I SAND I FINES I Coarse Fine I Coarse Medium I Fine I SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½" 1"¼" ½"¼" 4 _8 16 30 50 100 200 100.0 ' ...._ i I· ~ 90.0 ' 1, i i 80.0 i i ' i 70.0 \ f- I I I <.!) iiJ 60.0 i s: : I ; \ >-co so.a a:: w ' z ' [i: 40.0 i f-z w i (.) 30.0 a:: i I: ! w 0.. \! 20.0 ; \ ! 10.0 j ' l ! :, ! i i 0.0 100 10 1 0.1 0.01 0.001 0.0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D,o D30 Dso Cu Cc Passing uses Location (ft) Limit Limit Index No. 200 (%) • GHD-1 5.0-6.5 ----0.13 0.22 0.38 3.0 1.0 2 SP PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln9a&l(loore GRADATION TEST RESULTS FIGURE PROJECT NO. DATE NEW INTAKE/DISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT B-1 107393003 11/16 CARLSBAD, CALIFORNIA 107393003_SIEVE GHD·1@ 5.0~.5.>ds GRAVEL I SAND FINES I Coarse Fine I Coars Medium I Fine SILT I CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1-1/2" 1" 3/4" 3/8" 4 10 1.§ 30 50 100 200 100.0 • I ~~ ; 11 ! ' ) 90.0 ! • i ; ' ' i ! 80.0 i ! : I \ ! ' i • ! ' 70.0 ' i \ . I-I . (!) i ' • jjj 60.0 :s: I ! i i \ : >-! ; al 50.0 Q'.'. I ' \ I w z ; \ . i u::: 40.0 ; \ ; I-! z ; w u 30.0 ! ' \ ! Q'.'. w ; ! 0.. i 20.0 ~ i ' ' ~-i-.. N --... . • i • 10.0 ' i ; : ; ' 0.0 ! ; ' i 100 10 1 0.1 0.01 0.001 0.0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D,o D30 D50 Cu Cc Passing Equivalent Location (ft) Limit Limit Index No.200 uses (%) • GHD-1 20.0-21.5 37 26 11 ------20 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 1fln90&1ftoo~a GRADATION TEST RESULTS FIGURE PROJECT NO. DATE NEW INTAKE/DISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT 8-2 107393003 11/16 CARLSBAD, CALIFORNIA 107393003_SIEVE+HYDRO GHD-1@ 20.0-21.5.):ls GRAVEL I SAND I FINES I Coarse Fine I Coarse Medium I Fine I SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½" 1"¼" ½"¼" 4 8 16 30 50 100 200 100.0 • -._ ' i ; i I' 90.0 ' ; l ! i I ; 80.0 i ' ! 11 ; i i I-70.0 I ! Ii • I! ; 1 i I ; ' • Cl j ; i [j ' ' i 60.0 i ; ! ! ~ ' \ >-i co i ' ; o:'. 50.0 i ; ' w i \ z ' Li: 40.0 ' i ; ' . I' ' I-' N_ z w 1 : I (.) i i o:'. 30.0 I i ..... w I a.. ; j i 20.0 i i i 1i I ; I! ' 10.0 ; ; i ' I i ! i 0.0 100 10 1 0.1 0.01 0.001 0.0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D,o D,o Dso Cu Cc Passing uses Location (ft) Limit Limit Index No. 200 (%) • GHD-3 15.0-1 6.5 ----------26 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln9a&lf\O&re GRADATION TEST RESULTS FIGURE PROJECT NO. DATE NEW INTAKE/DISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT B-3 107393003 11/16 CARLSBAD, CALIFORNIA 107393003_SIEVE GHD-3@ 15.0-16,5.xts uses Equivalent SYMBOL LOCATION DEPTH LIQUID PLASTIC PLASTICITY CLASSIFICATION uses (FT) LIMIT, LL LIMIT, PL INDEX, Pl (Fraction Finer Than (Entire Sample) No. 40 Sieve) • GHD-1 20.0-21 .0 37 26 11 ML SM 60 50 :/ ~v :/ CH or OH V a: / >< 40 :/ / w / 0 ~ ~ 30 ~orOL V u ~ U) 20 ~ MH or OH ~ / / CL 10 ~ / I/ ML or OL ./ CL -ML / I 0 / 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT, LL PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318 1fln9a&l(toora ATTERBERG LIMITS TEST RESULTS FIGURE PROJECT NO. DATE NEW INTAKE/DISCHARGE STRUCTURE 107393003 11/16 CARLSBAD SEAWATER DESALINATION PLANT 8-4 CARLSBAD, CALIFORNIA 107393003_ATTERBERG Page 1.xls 9000 8000 7000 ,/ /' 6000 V" U::-/ / ,,, (/) a.. / W""' ',,,, ~ (/) 5000 V I,,"' (/) ,,, . w a::: / .,I,," I-/ (/) 4000 ./' ," a::: <( i, w .. v , F I 3000 ., (/) V '~,,,, / /~ F 2000 / ~/ r / ,,, / V /' 1000 / , I/ .., 0 / 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 NORMAL STRESS (PSF) Description Symbol Sample Depth Shear Cohesion, c Friction Angle, ~ Soil Type Location (ft) Strength (psf) (degrees) Silty SANDSTONE -GHD-1 25.0-25.9 Peak 490 37 Formation Silty SANDSTONE --x--GHD-1 25.0-25.9 Ultimate 100 32 Formation PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 l(ln90&,y\oo .. a DIRECT SHEAR TEST RESULTS FIGURE NEW INTAKE/DISCHARGE STRUCTURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT 8-5 107393003 11/16 CARLSBAD, CALIFORNIA 107393003_DIRECT SHEAR GHD-1 @25.0-25.9.xls 5000 4000 / U::-~ ?' Cl) 3000 a.. / ~ -~ Cl) Cl) ~ w 0::: ~/ I-Cl) £ 0::: 2000 <( ~-w ✓ I Cl) fit A ~ ,[/ , I' 1000 l ~-~ ~,. 1...-7 0 .. 0 1000 2000 3000 4000 5000 NORMAL STRESS (PSF) Description Symbol Sample Depth Shear Cohesion, c Friction Angle, $ Soil Type Location (ft) Strength (psf) (degrees) 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 PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 JVln9o &~oora DIRECT SHEAR TEST RES UL TS FIGURE NEW INTAKE/DISCHAR\;E ::;TRUCTURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT B-6 107393003 11/16 CARLSBAD, CALIFORNIA 107393003_DIRECT SHEAR GHD-3@ 5.0-6.5.xls 7000 6000 5000 U::- Cf) a.. -4000 Cf) Cf) w 0::: V I-/ Cf) 3000 0::: V: --,,,,.. I" -<( / w ,,,,, 0 I V _,.,,.. Cf) / 1--" 2000 ~ . ./ ~ 1---'" ~ .,.... ~ '- 1000 L.J ·r,,,,.. V i.,--- 0 0 1000 2000 3000 4000 5000 6000 7000 NORMAL STRESS (PSF) Description Symbol Sample Depth Shear Cohesion, c Friction Angle, $ Soil Type Location (ft) Strength (psf) (degrees) 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 PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 JVln9o&JV\OO~a DIRECT SHEAR TEST RESULTS FIGURE NEW INTAKE/DISCHARGE STRUCTURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT B-7 107393003 11/16 CARLSBAD, CALIFORNIA 107393003_DIRECT SHEAR GHD-3@ 15.0-16.5.xls RESISTIVITY 1 SULFATE CONTENT 2 SAMPLE SAMPLE DEPTH pH 1 LOCATION {FT) (Ohm-cm) (ppm) (%) GHD-1 40.0-45.0 6.9 190 580 0.058 GHD-2 1.0-4.0 6.7 1,200 920 0.092 1 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643 2 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417 3 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422 PROJECT NO. 107393003 107393003_CORROSIVITY Page 1.xls DATE 11/16 CORROSIVITY TEST RESULTS NEW INTAKE/DISCHARGE STRUCTURE CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA CHLORIDE CONTENT 3 (ppm) 2,640 90 FIGURE B-8 \'f{rt-KEANTAN -- =-u~lABOiATORIES - October 3, 2016 Ninyo & Moore 5710 Ruffin Road San Diego, California 92123 Attention: Subject: Kai Vedenoja/ Gregory Farrand ReporVLaboratory Test Results ----- Project Name: Poseidon/Carlsbad Desai Project No.: 107~93002 KTL Project No.: 05-318-137 Dear Mr. Kai Vedenoja/ Gregory Farrand : www.keantanlabs.com email: info@keantanlabs.com Enclosed are results of the laboratory testing program conducted on samples from the above referenced project. The testing performed for this program was conducted in general accordance with testing procedures as follows: TYPE OFTEST Permeability (Triaxial) Attached herewith is Summary of Permeability Test Result (2). TEST PROCEDURE ASTM D 5084 We appreciate the opportunity to provide testing services to Ninyo & Moore. If you have any questions regarding the test results, please contact us. Encls. . d B CA 91765 • Tel.: (909) 860-1896 • Fax: (909) 860-1856 640 N. Diamond Bar Blvd., DIamon ar, KEANTAN LABORATORIES www.keantanlabs.com email: i11Fo@keantanlabs.com SUMMERY OF LABORATORY TEST RESULT PROJECT NAME.: Poseidon/Carlsbad Desai KTL NO.: 05-318-137 PROJECT NO.: DATE.: Boring NO. GHD-1 GHD-3 107393002 10-3-2016 MOISTURE CONTENT (%} 13 .95 18.51 CLIENT.: Nin yo & Moore SUMMARIZED BY.: K. Tan DRY DENSITY HYDRAULIC CONDUCTIVITY (PCF) (cm/sec) ASTM D 2434/ASTM D 5084 ASTM D 2434/ASTM D 5084 112.59 l.28E-04 106.10 l.60E-04 640 N. Diamond Bar Blvd., Diamond Bar, CA 91765 • Tel.: (909) 860-1896 • Fax: (909) 860-1856 Keanhln Laboratories Project Number: 05-318-137 Project Name: Poseidon/Carlsbad Desai Borin& Number: GIID-1 -----,----110RING NUMBEA CSl)._J :SMIPLETYPE Riat SAMl'l.ENIJMB£R n/a SAMP1.EDEPnl ffTl 30-30.8 MOISTURE COHTB!T 1%1 Jl,,S DRY DENSITY (Pr.I'\ lll.59 -SOIL DESClUl'TI.ON DENSITY MOISIUaE COLOR CONTAlNEa MJMBER KB-JS wr. WETSOU.+CONI.f""') 325.2 WT. DRV.:SOIL+COHT. (tbli) l!SJ WT. CONTAINEll ,_, 15 TUB.E NUMBER SPEClflC GRA.Yn:'( K=( ((a•L)/(2*A*AtW(ln(h1/h2)) a= average cross section area of tube L= Length of sample A= Area of sample h1 = Head loss across the permeameter h2= head loss across the penneameter 11.00 M•lll 5-45 (90A 111 ... 1 ASTMD5084 TestedB : Computed By: Checked Bx_: Cell Pressure: Botlon Pl■lc■: Top Platea: Avenge Errec.tiff Stress: • (sq in): Longth,(<m) ndius: Ara: change in time: Timie(min) 0 10 Trial#! Trial#l Avenge Pennnbility .k 83 80 &2 3 Q,3685 7.62 1,2S 4.91 300 Top(<m) Bottom(<•) 2H 14.7 5.1 J.23E-04 ..._,_ l,JJE-04 ..._,_ J.l8~ <m/1« I.& 1L2 212 Daie 10/4/2016 Daie IClf.4nOl6 Date l<Wl/2016 Length ~I hl Top (in) Bottom (in) Top (i■) Bollom (in) 9.21 0.71 S.79 4.41 59.0) 51.90 201 8.JS 59.38 51.66 Keanhln Laboratories Project Number. Project Name: BorinA Number: 05-318-137 Poseidon/Carlsbad Desai GHD-3 ---····· ..,. .. , -~-· ······ ····• BORINO NUMBER GHD-3 SAJ\fPLETYl'E KIH. SAMPU: NUMBER "'· SAMPLE DEP'IH (l'T> 1 .. 11.s MOISTUllE.COH1E'O' 1%) 11.5\ DRY DENSITY CPCFI 10,.10 SOIL DESCRIPTION DENSITY MOISTIJKE COLOR CONT AJNER l'(UMBEll ~ WT WETSOIL+CONT.•·-' 206 wr. DRYSOIL+CON'I'. (om) 117.1 WT.CONTA!NEllr•..;l 85 TUBENUMBER SPECIAC CiRA VITY K"'{ ({a*L)/(2* A* At))*(ln{h1/h2)) a= average cross section area of tube L= Length of sample A= Area of sample h1= Head loss across the permeameter h2= head loss across the permeameter llA7 Kb-1 s« 459.1 15.1 ASTMD5084 Tested By: Computed Bv: Checked By: Ctll p....,,.,., Bottom Pllllea: TopPlaa.■: Average EtTtctive; Strt:11: • (1q I■): Leagtb:(cm) radius: Aru: change in time: Tilll1(,.in) 0 s 10 Trial#! Trial#l A••race Perm1abiily jk 83 80 82 0,3685 7.62 1.25 4.91 300 Top(cm) Botlom(cm) 24.5 129 1.4 1.64E--04aa/s« 1.56E--04emir,« 1.60£.-04 cm1-1.5 14,1 25.6 Date J0/412016 Date ]0{4/20]6 Date 10/412016 Length "' hl Top (ia) Bottom rm) Top(;.,) Bottom (in) 9.65 0.59 S.08 s.ss 60,)7 5064 o.ss 10.08 60.)3 51 07 Customer Name Address City />hone KTL No. Qty 2 Comments Keantan laboratories Nin o & Moore 5710 Ruffin Road San Diego_ _ _ 640 North Diamond Bar Boulevard Diamond Bar, California 91765 1-909-860-1896 1-909-860-1856 (Fax) State CA -Z!P 92123 0.lc C!i<nlNo. Rep Invoice No. 2587 UNVOfCEI ' Misc. 1 October 31 2016 107393002 Darren Vo taskovic Pt11.l«1 Nome Poseidon/Carlsbad 05-318-137 --------- Descri tion Permeability (Falling Head ASTM D 5084) Nnte: Thank you for using Keantan Laboratories Note: If you have any questions, feel free contacting our office. --------------- Unit Price $ 170.00 $ Subtotal $ -TOTAL 340.00 3 0.00 .-----~----- 340.00 I ! We appreciate the opportunity to pro:ide testing services to Nin yo & Moore. If you have any questions regarding the test results, please contact us. Payment due 30 days after which interest will accrue 1. 5% per month. -------··----. -------------------~ Thank you for using Keantan laboratories DATE: ATTENTION: TO: SUBJECT: COMMENTS: TRANSMITTAL LETTER November 28, 2016 Darin Vojtaskovic Ninyo & Moore 5710 Ruffin Road San Diego, CA 92123 Laboratory Test Data HOR Lab #16-07 40LAB Enclosed are the results for the subject project. James T. Keegan, MD Laboratory Services Manager 431 West Baseline Road · Claremont, CA 9171 l Phone: 909.962.5485 · Fax: 909.626.3316 Sample ID Table 1 -Laboratory Tests on Soil Samples Nlnyo & Moore HOR Lab #16-0740LAB 28-Nov-16 GHD-1@ 40 .0-45.0 GHD-2@ 1.0-4.0 :;;.:::.-::..-:..c:_---·--------- Resistivity as-received saturated pH Electrical Conductivity Chemical Analyses Cations calcium Ca2+ magnesium Mg2+ sodium Na1+ potassium K1+ Anions carbonate CO3i- Units ohm-cm ohm-cm mS/cm mg/kg mg/kg mg/kg mg/kg mg/kg na na na na na na na na na na na na na na na na na na bicarbonate HCO31· mg/kg na na fluoride F1-mg/kg na na chloride c11• mg/kg na na sulfate so/· mg/kg na na phosphate PO4a-mg/kg na na Other Tests ammonium NH41 + mg/kg na na nitrate NO31-mg/kg na na sulfide 52-qual Negative Negative Redox mV 129 124 . Resistivity per ASTM G187, Cations per ASTM D6919, Anions per ASTM D4327, and Alkalinity per APHA 2320-B. Electrical conductivity In millislemens/cm and chemical analyses were made on a 1 :5 soil-to-water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed 431 West Baseline Road· Claremont. CA 91711 Phone: 909 .962.5485 · Fax: 909 .626.3316 Page 1 of 1 New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California I 07393003 R.doc APPENDIXC PREVIOUS SITE BORING LOGS (GEOLOGIC ASSOCIATES, 2008) November 30, 2016 Project No. 107393003 UNIFIED SOIL CLASSIFICATION LABORATORY CLASSIFICATION CfUTl!RIA GW ancl SW: Cu = D.., ID,o greater lh4n 4 ror OW, greater than 6 for SW Ce II o,/JD.., x D1~ between 1 and 3 ~ ~4<1--+-..+--i--.l'-l------l--~-I GP ancl SP: Clean 9111vel or sand not meeting requirements for GW end SW GM and SM: Atterberg LlmHs below "A" LINE and Pl lea& than 4 5 GC end SC: Atterberg Limits above "A" LINE ancl Pl graate, than 7 ~211--4-.r-4-mc..,q_-+-+--1-~ Coe~e Fin1:1 Sand Gravel 8~& Cobble Boulder ll. • ~ ~ EI] ~ 8 § -m § 40 00 80 Classll!cetlon of ~arth materials Is bri~,<2.'l field lns_pectlon and should not be construed to 1mp1y loboratory analysis "'"""s so stated LtOUIDUMIT MATERIAL SYMBOLS Asphalt Concrete Congl<>merste Sandstone Slly Sandstone ~ Calcer,rous Sandstone Mori ~ llmestono § Dolostone ~ 8reccia Clayey Sandstone m Volcanic Ash!Tulf SQbtone -Metamorphic Rock Sandy Siltstone ~ Quartzite Claye11.Slltstone /Silty Clayetone Clayatone/Shale f ~ ~ ~J Extrusive lgnoous m lntrualVe lgneOI.IS R Blows / Foot• Granular Blows/ Foot• Cohesive 0-5 Vory Loose 0-2 Very Sort 6-10 Loose 2•4 Soft 11 -30 dlum Dena 4-8 Medium Stiff 31-60 Dense 8-15 Stiff 50 Very Denso 15-30 Very Stiff >30 Hard • using 140-lll. hammer wllh 30" drop., 350 ft-lb/blow LEGEND OF BORING Bul<Samplo Water Level 5;?. _ VllllSlo.fo.~ • _ . "NSR" lndlcatn NO SAMPLE RECOVERY Geologic Associates Boring Log BORING NO.: 8-1 6 PAGE: I OF 1 JOB NO.: 2008-0075 SITE LOCATION: CARLSIW> DESALINATION PROJECT DRILLING METHOD: a• • HOLLOW STEM AUGER CONTRACTOR: GEOLOGIC ASSOCIATES LOGGED BY: TMP COMMENTS ~ .... ~~ 0~ ~~ 114.8 111.2 w 0: ~g 0 ::I 6.4 5.4 2 !i 0 B 26 22 26 18 45 22 w t::lci, (l)w ~ :i: a. u ~e BULK 2.5 2.5 1.4 1.4 1.4 1.4 0 z ~ ~ 1 2 3 4 5 6 7 ~ DATE STARTED: 7/15/08 DATE flNiSHEO: 7/15/08 ELEVATION: 17 FEET (PBSJ, 2004) GW DEPTH: 14 FEET CAVING DEPTH: NONE OBSERVED TOTAL DEPTH: 20.0 FEET :i:w ~~ VISUAL FIELD DESCRIPTION 0 -_ .... .... _.._ -~-1 _ ..... I--.... ........ ._ .... 2 >-,_ .._ .... ..... -.... ML FILL: 3 INCHES OF ASPHALT CONCRETE OVER 3 INCHES OF AGGREGATE BASE · ; ' \. MODERATE YELLOWISH BROWN (10YR 5/4) MOIST, VERY : : ~ SM ~~ciLA:;o~~: WITH FlNE SAND. . ' LIGHT BROWN {5YR 5/6) MOIST, MEDIUM DENSE, FlNE TO . ·: MEDIUM SILTY SAND. ,~rU..l....J,_-+-3 -.... _,_ -...... ~, -~ ~ , .. .... ,~ -..... ' ... 015 FEET; COLOR CHANGE TO MEDIUM GRAY (NS), BECOMES DENSE. _.._ >--5 ... : J •,· ,_: ' . ,'sc MEDIUM CRAY (NS) WET, MEDIUM DENSE FlNE CLAYEY ...... --I>';.;,~ SAND .._._5 ~.h . 2•Cl-l'~,__-l-..!!.--IL£4--1---------..J\\v,...-------------1 .... -... -t--~7 .... -.... ,... ... 1-.._ i-....... ,o .... -- 3! -:: 50 -1-~11 _.._ ..... -,-,_i- >--12 ......... .... -.._ _ ..... _--16 NOTES: 1. TOTAL DEPTH = 20.0 FEET . 2. GROUNDWATER AT APPROXIMATELY 14 FEET DURING DRILLING . 3. BORING BACKFILLED ON 7/15/2008 AND CAPPED WITH CONCRETE PLUG. The data presented on this log is a simplification of actual conditions encountered ond applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ ot other locations and may change with the possoge of time. Geo-Loaic A S SO C IAT E S.;:, Geologic Associates Boring Log BORING NO.: 8-17 PAGE: 1 or 1 JOB NO.: 2008-0075 SITE LOCATION: CARLSBAD DESALINATION PROJECT DRILLING METHOD: a• f HOLLOW STEM AUGER CONTRACTOR: GEOLOGIC ASSOCIATES LOCCED BY: lMP COMMENTS 108.7 19.5 40 38 90.1 33.2 57 33 44 45 25 46 81 85 85 BULK 2.5 1.4 d z ~ a.. ! 1 2 J 2.5 4 1.4 5 1.4 6 1.4 7 1.4 8 1.4 9 1.4 10 1.4 11 1.4 12 ' DATE STARTED: 7/14/08 DATE FINISHED: 7/14/08 ELEVATION: 17 FEET (PBSJ, 2004) CW DEPTH: 15 fEET CAVING DEPTH: 10 TO 15 fEET TOTAL DEPTH: 51.5 fEET ------ ........ ........ -2 VISUAL FIELD DESCRIPTION FILL: J INCHES or ASPHALT CONCRETE OVER 4 INCHES Of AGGREGATE BASE ROCK ·. '. : N,4L PALE YELLOWISH BROWN (10YR 6/2) MOIST, HARD CLAYEY : . 1 I \'-l-'s""1L.,,,_T.,,_. ---....,..,,-=---=-----------------l TERRACE DEPOSITS: ...... PALE YELLOWISH BROWN (10YR 6/2) MOIST, DENSE, FINE SM SILTY SANO WITH INTERBEDDEO CLAYEY SILT LENSES . ....... ~ -------------------------------------.... ........ -- ML MIDDLE LIGHT GRAY (N4) MOIST, VERY STIFF, CLAYEY SILT WITH INTERBEDDED FINE CLAYEY SAND LENSES. IS -= ~ -=-5 ---i--i,...~ --.... ........ 2( .... ::--s ... .......... ·. \ -- ----8 . : ~· .... --------9 .... - ..... ., . . • ... ... ......... . . --12 . : ........ --16 .... SM DARK YELLOWISH ORANGE (10YR 6/6) WET, DENSE, FINE TO MEDIUM SILTY SANO WITH THIN SCATTERED CLAYEY SILT LENSES. SANTIAGO FORMATION: MEDIUM GRAY (NS) WET, VERY DENSE, FINE TO MEDIUM SILTY SANDSTONE WITH SCATTERED SILT LENSES. A V NOTES: 1. TOTAL DEPTH = 51.5 FEET. 2. GROUNDWATER ENCOUNTERED AT 15 rm AT TIME or DRILLING. 3. BORING BACKFILLED ON 7/14/2008 AND CAPPED WITH CONCRETE PLUG . The data presented on this log is o simplification of actual conditions encountered ond applies only at the location of this boring and at the time of drilling. Subsurface conditions moy differ ot other locations ond moy change with the passage of time. Geologic Associates Boring Log BORING NO.: 8-18 PAGE: 1 Of 1 JOB NO.: 2008-0075 SITE LOCATION: CARLSBAD DESALINATION PROJECT DRILLING METHOD: 8° I HOLLOW STEM AUGER CONTRACTOR: GEOLOGIC ASSOCIATES LOGGED BY: TMP ci z COMt.tENTS BULK 1 109.3 12.1 57 2.5 2 109.5 16.7 68 2.5 3 33 1.4 4 24 1.4 5 34 1.4 6 55 1.4 7 54 1.4 8 85 1.4 9 65 1.4 10 52 1.4 11 72 1.4 12 DATE STNm:D: 7 /14/08 DATE FINISHED: 7/14/08 ELEVATION: 17 FEET (BOYLE/PBSJ, 2004) GW DEPTIH: 14 FEET CAVING DEPTH: NONE ENCOUNTERED TOTAL DEPTH: 51.5 FEET --- ----1 --- VISUAL FIELD DESCRIPTION FILL: 3 INCHES OF ASPHALT CONCRETE OVER 4 INCHES OF AGGREGATE BASE ROCK \ML PALE YELLOWISH BROWN (IOYR 6/2) MOIST, HARD CLAYEY \ SILT WITH SCATTERED FINE TO MEDIUM SILTY SAND LENSES. --. ML TERRACE DEPOSITS: ._ .... '"'2 . , \_ PALE YELLOWISH BROWN (10YR 6/2) MOIST, HARD, CLAYEY >->-: ,. SILT WITH SCATTERED FINE TO MEDIUM SILTY SAND LENSES . .,_: .. ~ SM PALE YELLOWISH BROWN (1 CYR 6/2f MOIST, HARD, FlNC -- '--.. SlllY SANO WITH INTERBEDDED FINE CLAYEY SAND LENSES. 1"'4-1-4'~::.l-· .. --------------------------------- .... : ., SM PALE YELLOWISH BROWN (10YR 6/2) MOIST, DENSE, FINE _ -, TO MEDIUM SILTY SAND WITH INTERBEDOED ClAYEY. SILT _:_4 . · · LENSES. --... --15 -- -=-s -----.... ,_ 2( ,-~'""6 -- 2' -- .. ---8 ---------9 >-'- '"" .... _ -- .... --'-- >-'-~--16 • J :. \ •: I• •• ' ..•. : . ··., PALE YELLOWISH BROWN (10YR 6/2) WET, MEDIUM DENSE, FINE TO MEDIUM SILTY SANO . DARK YELLOWISH ORANGE (10YR 6/6) WET, MEDIUM TO COARSE SILTY SAND. ... 0 25 FEET: TRACES OF GRAVEL. SNffiAGO FORMATION: GRAYISH ORmGE (10YR 7 /4) WET, VERY DENSE, FINE TO MEDIUM SILTY SANDSTONE WITH SCATTERED SILT LENSES. V NOTES: 1. TOTAL DEPTH = 51.5 FEET. 2. GROUNDWATER ENCOUNTERED AT 14 FEET AT TIME OF DRILLING. 3. BORING BACKFILLED ON 7 /1-4/2008 AND CAPPED WITH CONCRETE PLUG. The data presented on this log is a simplification of actual conditions encountered and applies only at the location of this boring ond ot the time of drilling. Subsurface conditions moy differ at other locations ond may change with the possoge of time. New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California I 07393003 R.doc APPENDIXD PREVIOUS SITE LABORATORY TESTING (GEOLOGIC ASSOCIATES, 2008) November 30, 2016 Project No. 107393003 Geotechnlcal/Environmental Report -Carlsbad Seawater Desalination Plant APPENDIXB 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. 18-2 and ASTM D4829. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent satL1ration 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 Expansion Index Potential"' B-12, 0-2' Brown silty sund with mica 3 Very Low B-16, 1'-4' Orange brown silty sand with clay 0 Very Low B-17, l '-3' Fine sandy clay 66 Medium "'Bused on tile 1997 edition of the Uniform Building Code, prepared by the Intemational Conference of Building Officials, (ICB0, 1997). Minimum Resistivity and pH Tests: Minimum resistivity a.nd pH tests were performed in genernl accordance with California Test Method 643 to evaluate the corrosion potential for buried meta.Ilic conduits. The results are presented in the table below: Sample Location pH Minimum Resistivity Metallic Corrosion (ohms-cm) Potential** B-9, 2-4' 8.3 1050 Severe B-11,0-3' 8.4 5,300 Moderate B-12, 0-2' 8.6 7,500 Low B-17, 1-3' 7.3 500 Severe B-18, l'-3' 7.9 1400 Severe *" perU. S. Navy, 1969. Atte1·bcrg Limit Testing: Atterberg Limit Testing (plasticity index) was performed in accordance with ASTM D4318. The results are presented in the following pages. Grain Size Analysis: Grain-size distl'ibutions were performed on selected samples in accordance with ASTM D422. The results are presented in the following pages. B-1 C:\Atdl"<\.Proj,ttol:I0lll\lOOi-om5 • P.,.l,1.., °"'8MJrull Rtport>Vos,lclon Llmil l'ln■t Rt•' 9·1008.aot Soluble Sulfates: The soluble sulfate contents of selected samples were determined by California Test Method 417 to evaluate the potential for sulfate attack (corl'osion) to concrete. The test results are presented in the table below: Sample Location Soluble Sulfate Content (ppm} Sulfate Exposure to Concrete*"'* B-9, 2-4' 49 Negligible B-11,0-3' 33 Negligible B-12, 29 Negligible B-17, 1-3' 416 Negligible B-18, l '-3' 40 Negligible 0 •· Based on Section 1904.3 of the 2007 CBC. Consolidation Testing: Consolidation testing was performed in accordance with ASTM D 2435. The test results are presented on the following pages. R-Value: Resistance "R" 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, 2-4' 38 B-14, 1-3' 47 Dh·ect Shear Testing: Direct shear testing was performed in accordance with ASTM D3080. The results are presented on the following pages. B-2 Poseidon I e'nma GRAIN SIZt ANALYSIS -ASlM D 422 Job#2008-075 U.S. Slandarif Sle\le Size 31n ,.s.n 3{41n 3/8lo 18 Qi #100 l200 100 I I ~ I ' ' l I I l l I r ~ I ' • I I I l I I ' I r I I r I ' 90 .. I I I ' ~I I r I I I r I I r I r I • I ., I I I I ' I ' I I I 80 I I I I • ' I I I I --I I I I I ' I --4-. I I I I I r I ' I I I I I I I : I I I ' I I l: 70 .... I' I r I r I I r I r r I a, I I I I I I I I I \, I I 0 I I I I I I I I I I I == 60 ,, >, I j I I I r I I I I \ I I m I I I I I I I I 1 I J I .. I I I I I I I I I i'-. I I m 50 I I I I I 1 I I I I I C I I I \ ' I ii: I I I I 1 I I I ' ' "! I I I I I I I I ' ;'\ . I m I I ' I r I I I ' I u 40 \ I. I I I I I I I ' r I I I I I I I I I I ' I I I I I ' \. I I 30 ' I I I ' I I 1" I ' I I I I I ' ' I I I l I I I I 20 ' I I I I I I I I I I ' I I ' ~· I I I I r I I ' I ie I I ' I I ' I r I I 10 ' I • I I ' I I I I ) I I I ; I I I I ' ' I I I I I I I I I I I I ' I I I I I I I ' ' 0 100 10 1 0.1 0.01 0.001 Grain Size (mm) Boring/ sample Initial Dry Initial Moist. Test Dry Test Moist. Percent Passif1!;1 Unified Soil No. Density (%} Density (%) No. 200 Sieve LL PL Pl Class. Description (pcf) (pcf} B-12/1, 0-2' 16.5 SM Silty Sand w. Gravel ... Geologic Associates Poseidon I Carlsbad Desai Plant CONSOLIDATION TEST-ASTM D2435 Job No. 2008-075 Boring / Sample No. 8-11/2 Depth: 1' · 2' Date 07-31 -08 1.01 -- 1.00 "Natural - ---0.99 -, ............. i--o Submerged -v-...... - 0.96 '----;: -· ' -0.97 V ...... - 0.96 -·t---. - 0.95 .. 0.94 - 0.93 ·--~ 0.92 . - -.;- CII Ul.91 ,§, ·--- .:c .,.90 :c ~ SIity Sand w. trace Clay ~-88 . 01 Dry Density: 122.6 pcf (/) lnllfal Water Content: 8,2 % 0.88 Final Water Content: 14.0 % H20@ 3200 PSF om 0.86 0.85 0.84 . ,- 0.83 '"" - 0.82 --~ 0.81 0.00 -- ., 0.79 100 1000 10000 100000 Vertical Pressure (psi) Geologic Assoc:iatas Poseidon I Carlsbad Desai Plant DIRECT SHEAR TEST· ASTM 0-3080 , peak shear strength 2 strength at 1 /4" displacement 326° 1:t:t:mtttm~mttt::t:t:l:tti:tt:t:t:t:::t:t:l::tt:1:t::t:1+~:r,.1:t.:t:t:1-,::t:.:i:~tt-::t:itl-1:++:i-t+-::t:itl-::t-+:i-1+:t~:t:+tt-:t-it:l-tt~l+::J:im 2750 83:EEf.IE:EE83:Ell:EE3:EEIIE3:EEf:EEEf:EE:EEEifE:EE8:EEEEE93:E3:EEf:EE:l::EE:l:Ei;.J3:E:ftE 1000 0 u...L.-'-LL.J-J...I..J...L..C.'-'-.L..l..L.J..L.J..L.L.JL.L.LLL..1...l,..I..L.L.L.J....L.L.LL.L.~ ........... ...wL.L..L.LL.L.1 ·~~~-~~ .................. ~~-·~~ 0 260 500 760 1000 1250 1500 1750 2000 2250 2500 2750 3000 3260 3500 3750 4000 ilWt Undisturbed & Saturated Normal Pressure (psf) 1000 2000 4000 Normal Pressure (psf) Strain Rate: 0.0042 in. / min. Description SIitstone Pry Density (pcf) Initial Water 1 115.8 13.5 Peak Shear Strength (psf) 1070@0.1150" 1990@ 0.0900" 3280@ 0.1550" C = 350 psf $ = 38 deg. Ultimate Shear Streng1h (psf) 800 1560 2980 C = 100 psf q, = 36 deg. JOI) N :tl.)Wj·Ult) Date: 8-08-08 , .. {%' Geologic Associates PosekJon I Carlsbad Desai Pwnt DIRECT SHEAR TEST -ASTM D-3080 , peak shear strength 2 strength at 1/4" displacement 3500 3250 1--l-1-,l...l...l..-l-+-l--.j..j 1250 1000 500 250 0 . 0 250 500 750 1000 1250 1500 1750 2000 2250 2600 2750 3000 3260 3500 9760 4000 Normal Pressure (psf) Samole B-1114 ~ Undisturbed & Saturated Normal Pressyrn (psf) 1000 2000 4000 Strain Rate: 0.0042 in. / min. Description Silty Sand/ Sandstone Dry Density (pcf) Initial WntAr I • Peak Shear Strength (psf) 1 040 @ 0 .0550" 1690@0.1050" 3340 @ 0.1200" C = 250 psf $= 38 deg. 108.6 6.4 Ultimate Shear Strength (psf) 680 1300 2600 C = 50 psf 4>=33 deg. JoO N a,LJIJ·UI/J Date: 8-06-08 Geologic Associates New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California I 07393003 R.doc APPENDIXE PREVIOUS SITE BORING LOGS (NINYO & MOORE, 2013) November 30, 2016 Project No. 107393003 0 f,- f,- f,- 5 f,-f,- f,-f,- f,-f,- l-o 0 u.. ~ 0 _J cc w a:: ::, I--en 0 ~ _J 0 cc ~ >-en z 0 F . < en u . -U u.. . -en en . en ::, ::i u DATE DRILLED 1/29/13 BORING NO. NMB-7 GROUND ELEVATION _17_'_±.,_(M_S_L..:....) _____ _ SHEET I OF -------5 METHOD OF DRILLING 10" Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT ___ 1_40_1_b_s.~(A_u_t_o-_T_ri~p_H_a_m_m_e~r) __ DROP 30" SAMPLED BY BTM/NMM LOGGED BY BTM REVIEWED BY GTF -----DESCRIPTION/INTERPRETATION 1-----+---+----•---~~A=S=P~HA=L~T~C=O~N~C=RE~T=E=: GM iAooroximately 3.5 inches thick. SC AGGREGATE BASE: !Gray, damp, dense, silty GRAVEL with sand· aooroximately 3 inches thick. FILL: Brown, moist, medium dense, clayey SAND; scattered gravel. 24 6.7 ::0. ------ --1---- - - --sp-=-sM -Light brown, moist, medium dense, poorly graded SAND with silt; scattered gravel. - 15 15 -r-1-- --I----~ ---,_ -SM --Reddish brown to brown, wet, loose, silty SAND; scattered gravel and concrete chunks; - roots. 12 15.3 109.2 ¥ Saturated. ')() I BORING LOG CARLSBAD SEA WATER DESALINATION PLANT (INT AKE PUMP STATION SITE), CARLSBAD, CALIFORNIA l-----cP=-=R=-=oc-cJ=Ec=T=-NC':'0=-.---.1-----,D=-A=-=T=E,----r--1----=F"'IG~U""R=-=E=------1 . 107383002 7/13 A-8 (/) w ....I Cl. U:-~ ~ u <1: I-!:I::. Q) (/) 0 e..... ....I ~ --0 w /'.: 0 LL a:: I u5 ::J u'i cc ~ I-~ I-z Cl. (/) w >-C 0 (/) w ::!!: ~ 0 0 0 ....I ~-;:: cc ~ >-0 a:: 0 20 15 - -f- -f- 25 -- 19 30-- 20 - f-- 35 --' 27 f- ,111 z 0 ~ <1: Cl) u . -U LL . -(/) (/) . (/) ::J ~ u SP-SM DATE DRILLED 1/29/13 BORING NO. NMB-7 --------- --------- GROUND ELEVATION 17' ± (MSL) -~-~------SHEET 2 OF 5 METHOD OF DRILLING IO" Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BTM/NMM LOGGED BY BTM REVIEWED BY GTF -----DESCRIPTION/INTERPRETATION ALLUVIUM: Brownish gray, saturated, medium dense, poorly graded SAND with silt; scattered gravel; shell fragments; micaceous. Cobbles. ~ -SM--Brownish gray to reddish gray, saturated, medium dense, silty SAND; interlayered with - gray clay. No clay; scattered gravel. SANTIAGO FORMATION: Light gray, saturated, weakly cemented, silty fine-grained SANDSTONE interbedded with gray, saturated, moderately indurated, silty CLA YSTONE. I BORING LOG CARLSBAD SEA WATER DESALINATION PLANT 1---~-~(IN_TA~KE_P_UM~P_S_T_A_TI_O~N_S_IT_E_),_C_A_RL_S~B_A_D_, C_A_L_IF_O_RNIA ____ ---< PROJECT NO. I DATE I FIGURE 107383002 7/13 A-9 Cl) w ...J c.. U::-~ (_) z 4: I-~ ~ 0 Q) Cl) 0 ~ ...J i== ~ --0 w ~ 0 4: u:i LL a::: (_) . I ui ::::) ui en -(_) ~ LL . I-3:: I-z -Cl) c.. Cl) w >-Cl) • C 0 Cl) Cl) ::::) w '5 .~ i.5 0 0 ...J :5 en.._ en ~ >-0 a::: (_) 0 40 , 50/3" ~ f-f- f-f- f-f- -f- 45 --, 52 - f- -f- -f- -f- 50 --, 5016" -- -- 55--, 50/4" -- f-- -- i;n DATE DRILLED 1/29/13 BORING NO. NMB-7 ------------------ GROUND ELEVATION _17_'_±~(M_S_L~) _____ _ SHEET 3 OF 5 METHOD OF DRILLING 10" Hollow-Stem Auger (Baja Exploration) (CME 75) DROP 30" DRIVE WEIGHT ___ 1_40_I_b_s.~(A_u_t_o-_T_ri~p_H_a_m_m_e~r) __ -------- SAMPLED BY BTM/NMM LOGGED BY BTM REVIEWED BY GTF -----DESCRIPTION/INTERPRETATION SANTIAGO FORMATION: (Continued) Brown, saturated, weakly cemented, silty fine-grained SANDSTONE. Gray. Brownish gray. I BORING LOG CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION SITE), CARLSBAD, CALIFORNIA l----::P::-=Rc::O:-,J=Ec=-:T::cN:--:,0::-.--,-1-----=D=--:A=-=T==E---.--1----=F::-::IG::-:-U-:-=R:-=E,-------1I . 107383002 7/13 A-10 Cf) UJ DATE DRILLED BORING NO. _J 1/29/13 NMB-7 a.. U:-~ ~ () z 'fil' <{ I-e:. 0 GROUND ELEVATION 17' ±(MSL) SHEET 4 OF 5 Cf) 0 0 i== ~ 1-~ 0 UJ ~ _J <{ Cl) --- u... 0:: 0 () . I en :J iii en _() METHOD OF DRILLING IO" Hollow-Stem Auger (Baja Exploration) (CME 75) ~ u... . I-s: I-z -Cf) a.. Cf) UJ >-Cf) • C: 0 Cf) Cf) :J UJ 's.~ 0 0 0 _J ::i DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" en.._ en ~ >-0 0:: () 0 SAMPLED BY LOGGED BY REVIEWED BY BTM/NMM BTM GTF DESCRIPTION/INTERPRETATION 60 , 50/6" SANTIAGO FORMATION: (Continued) ~ Brownish gray, saturated, weakly cemented, silty fine-grained SANDSTONE. I-f-- I-f-- I-f-- --- 65 --, 50/4" --- I-- f--- -- 70--, 50/2" --- -- >-I- f-I- 75-f-, 50/6" Brown. ---ii :: I-f-- I-f-- I-f-- RO I l(ln9a&l(t.Oo-re I BORING LOG CARLSBAD SEAWATER DESALINATION PLANT (INT AKE PUMP STATION SITE), CARLSBAD, CALIFORNIA PROJECT NO. l DATE I FIGURE 107383002 7/13 A-11 Cl) w ...J a. G:' ~ ~ u z <l: f-~ e:, 0 Q) Cl) 0 ~ i== ~ --0 w ~ ...J <l: (/) LL Ct'. 0 u . :r: ui ::J iii 0) -U ~ LL . f-:s: f-z -Cl) a. Cl) w >-Cl) • C 0 Cl) Cl) ::J w ~ Q) 6 0 0 ::i .2: ...J ~ 0) .... 0) ~ >-0 Ct'. u 0 1SU ~ 50/3" -- -- -- f-- 85 -f-~ 50/4" f-t- -- -- -- 90--,. 50/3" -- f-t- f-f- -- 95 --- -- f-f- -f- 1/lll DATE DRILLED 1/29/13 BORING NO. NMB-7 --------- GROUND ELEVATION _17_'_±_,_(M_S_L-'-) _____ _ SHEET 5 OF 5 METHOD OF DRILLING 10" Hollow-Stem Auger (Baja Exploration) (CME 75) DROP 30" DRIVE WEIGHT ___ 1_40_1_b_s . ....,,(A_u_t_o-_T_ri_,_p_H_a_mm_e"""r) __ -------- SAMPLED BY BTM/NMM LOGGED BY BTM REVIEWED BY GTF DESCRIPTION/INTERPRETATION SANTIAGO FORMATION: (Continued) Grayish brown, saturated, weakly cemented, silty fine-grained SANDSTONE. Total Depth = 90.3 feet. Groundwater encountered at approximately 16 feet during drilling. Well set shortly after drilling on 1/30/13. Note: Groundwater may rise to a level higher than that measured in the borehole due to seasonal variations in precipitation and several other factors as discussed in the report. I BORING LOG CARLSBAD SEAWATER DESALfNA TION PLANT (INT AKE PUMP STATION SITE), CARLSBAD, CALJFORNlA 1---P~R-O~J=Ec=T~N-O~.-~,--~D~A~T=E~--~,--~F=IG~u-R=E~----i _ 107383002 7/13 A-12 Ninyo & Moore 0 Qt (tsf) Max. Depth: 50.033 (ft) Avg Interval 0 164 (ft) 400 0 fs (lsf) 5 -1 u (psi) Site: NRG Sounding: CPT-06 20 0 Rr (%) 10 Engineer: Brian Date: 517/2013 01:22 0 SBT 12 ..... 1 SBT Soil Behavior Type (Robertson 1990) •EG ------------:--;:-;:----------=-~~-S-ite_:_N-RG--~~---E-n-gl-ne-e-r:_B_rla_nSEIT ____ _ Ninyo & Moore Soundlng:CPT-07 Date:518/201309:10 Q1 (tsf) 400 o fs (tsf) s _, u (psi) 20 o Rr (%) ,o o S~T 0 g ..c:. Q. .. 0 10 40 Max. Depth: 50.197 (ft) Avg Interval 0 164 (ft) ,--·--· I I s.y I SBT Soil Behavior Type (Robertson 1990) • EG l_ __________ ----::--:-::---------=~~-S-ite_:_N_R_G_c;:--i;u---E-n_g_in-ee-r:_B_ria_nsirr ____ _ Ninyo & Moore Sounding:CPT-08 Date:5/8/201307:34 Qt (tsf) o fs (lsf) 5 -1 u (psi) 20 o Rr (%) 10 o S~T s .,:; ci. " 0 400 o +-.---.--.-.--.--.--.--r-n 40 Max. Depth: 39.042 (ft) Avg. Interval. 0 164 (ft) SST· Soil Behavior Type (Robertson 1990) New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California 107393003 R.doc APPENDIXF PREVIOUS SITE LABORATORY TESTING (NINYO & MOORE, 2013) November 30, 2016 Project No. 107393003 Carlsbad Seawater Desalination Plant (Intake Pump Station Site) 4600 Carlsbad Boulevard, Carlsbad, California APPENDIXC August 20, 2013 Project No. 107383002 NINYO & MOORE LABORATORY TESTING Classification Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on the logs of the exploratory borings in Appendix A. In-Place Moisture and Density Tests The moisture content and dry density of relatively undisturbed samples obtained from the ex- ploratory borings were evaluated in general accordance with ASTM D 2937. The test results are presented on the logs of the exploratory borings in Appendix A. Gradation Analysis Gradation analysis tests were performed on selected representative soil samples in general accor- dance with ASTM D 422. The grain-size distribution curves are shown on Figures C-1 through C-10. These test results were utilized in evaluating the soil classifications in accordance with USCS . Expansion Index Tests The expansion index of a selected material was evaluated in general accordance with ASTM D 4829. The specimen was molded under a specified compactive energy at approximately 50 percent saturation. The prepared I-inch thick by 4-inch diameter specimen was loaded with a surcharge of 144 psf and was inundated with tap water. Readings of volumetric swell were made for a period of 24 hours. The results are presented on Figure C-11. Soil Corrosivity Tests Soil pH, and resistivity tests were performed on a representative sample in general accordance with CT 643. The soluble sulfate and chloride content of the selected sample was evaluated in general accordance with CT 417 and CT 422, respectively. The test results are presented on Figure C-12. R-Value The resistance value, or R-value, for site soils was evaluated in general accordance with Califor- nia Test (CT) 301. A samples was prepared and evaluated for exudation pressure and expansion pressure. The equilibrium R-value is reported as the lesser or more conservative of the two calcu- lated results. The test results are shown on Figure C-13. I 07383002 R Intake Pump Station rev.doc I GRAVEL SAND FINES I I Coarse Fine Coarse Medium I Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½" , .. ¾" ½" ¾" ◄ 8 16 30 50 100 200 100.0 I I I I I I I I I I I 90.0 I I I -I t t It I I I I I I I I I I I 80.0 I I I f I I I I I f I I I I l I I I I I I 700 1--I I I I I t ' I :I: ('.) I I l I I I I I I I I ~ 60.0 I I I I II I I I >-I I I I I I I I I I I CD 50.0 rl r I Q:'. I ' ~ I ' \, w z I I I I I I I I I I u:: 40.0 I 1--ii I !I I I I I \I z l I I I I I I I I I w Ill u 30.0 Q:'. I I I I I ~ w a.. I J I I I I I I l I 20.0 I I I I I I I I I I \ I 10.0 I l I I l I I I I I I I I I I I I 0.0 I 1 I I I 100 10 1 0.1 0 01 0 001 0.0001 GRAIN SIZE IN MILLIMETERS Sample Depth Liquid Plastic Plasticity Passing Symbol Location (ft) Limit Limit Index 0 10 D30 Dso Cu c. No. 200 uses (%) • B-6 25.0-26.5 --· -· 0.09 0.15 0.21 2.4 1.2 6 SP-SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln90&1ftOO-ra GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-1 107383002 8/13 CARLSBAD, CALIFORNIA 107383002_SIEVE S-6@ 25,0-28 S ids GRAVEL SAND FINES I Coarse Fine Coarse Medium Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½" 1" l/4" ½"¾" 4 8 16 30 50 100 200 100 0 N ' ' I I I I I I I T I I 90.0 : I ~ I I I 11 ' I ' I I I J I I I I I I ~ I I 80.0 I I II I I I I \ I-I I I I I I I I I I I 70.0 J: II II I I I I I (!) \ ~ I I I I I l I I I I I 60.0 h -r-II I I I I I fu I I I I j I I I I I I 0:: UJ 50.0 :1 I I l I I ' I II z u:: I I I I I I I I I I I I-40.0 I I I I I ~ II z UJ 0 I I I I I I I I I I 0:: 30.0 UJ I I I I I I l\ a. 20.0 I i I I I I I I I I -I I I I I I I I I l I 10.0 I I I I I ~ I I I I I I I I I I 00 I I I I I 100 10 1 0 1 0 01 0 001 0 0001 GRAIN SIZE IN MILLIMETERS Sample Depth Liquid Plastic Plasticity D10 D30 D60 Passing Equivalent Symbol Location (ft) Limit Limit Index Cu c. No. 200 uses (%) • B-6 40.0-41.5 --·-0.08 0.14 0.28 3.5 0.9 8 SP-SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM O 422 l(ln90& l(too-ra GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-2 107383002 8/13 CARLSBAD, CALIFORNIA 10738J002_SlEVE 8-6@ 40 0-41 5 xis GRAVEL SAND FINES I Coarse Fine Coarse Medium Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½" 1· ¾" ½" ¾· 4 8 1~ 30 50 100 200 100.0 I I I I I I I I I r,.. I I II I H-+-l I-I I r-., I 90.0 -I\ I I I I I I I I I I I 800 t I It : I I I I I II I J I I I I I I I I I I I I t--70 0 I t-1 :i:: II I I I I ' I CJ l I I I I I I l I I I ~ 60.0 . >-I I I I I \i (D I I I I I I I I I I 0:: 50.0 w II I I 11 I I I ~ z u:: I I 1 I I I I I I I t--400 ii I I II I I I I I \ r z w I I I I I I I I I I I (.) 0:: 30.0 w r I I I I c.. 20.0 I I I I I I I I I I I I I I I I I I I I I I 10.0 I I I I I I 1 I I I I I I I I I I I I 00 I I I I I 100 10 1 01 001 0 001 0 0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D10 D30 Dso Cu c. Passing Equivalen1 Location (ft) Limit Limit Index No. 200 uses (%) • B-6 50,0-51 ,0 --·-----.. -26 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln90&1(too~• GRADATION TEST RESULTS FIGURE PROJECT NO, DATE CARLSBAD SEAWATER DESALINATION PLANT {INTAKE PUMP STATION AND PIPE CORRIDOR) C-3 107383002 8/13 CARLSBAD, CALIFORNIA 1073B3002_SIEVE 8-6 @ 50 0-51 0xlt GRAVEL SAND FINES I Coarse Fine Coarse Medium I Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½" l" ¾" !,S" l.,(t 4 ~ 16 30 50 100 200 100,0 I I I I I I I I I ~. I I 90.0 . I t II I I I II I I I I I I I I I I I 800 . . I I I ll I I 11 I I-I I I I I I I I I l I J: 70 0 I I I ' I Q I I I I l I I I l ' I I UJ ~ 60 0 I I I I i I >-CD I I I I l I I I I \ I I 0:: UJ 500 I I I I I I z \ U:: I I I I I I I I I I I I-40 0 I ~ r I I z I I ' I UJ l l I I I I I I I 1\1 I (.) 0:: 300 I II -UJ l I I l l\ a.. ! I I I I I I I I 20 0 l I I l I I I I I I ~ 100 I I I I I I I I I I I I I I I I 00 I I 1 I I 100 10 1 0.1 001 0001 0 0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D10 D,o Deo Cu c. Passing Equivalent Location (fl) Limit Limit Index No. 200 uses (%) • 8-6 75.0-75.5 -------· .. -18 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln9o&l(loore GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-4 107 383002 8/1 3 CARLSBAD, CALIFORNIA 107383002_SIEVE 8-B@ 75 0-75 S xi,; I GRAVEL SAND FINES I Coarse Fine Coarse Mediu~ I Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½" ,~ ¼" '/2" l/4" 4 8 16 30 50 100 200 100.0 I I -,-. ~I I I I I I ,-j I I I I 90 0 I I I I I I I I T ~ I I 80 0 I I I-I ~ I I I I l I I I I I I I ' I l I-·t-I I 70 0 l I I I (9 ' w l I I I I I I I I \ I l s: 60 0 1 >-I I I I I I (D I I I I I I I I I \ I 0:: w 50 0 II I I I I I \ I z u: I I I I I I I I I ' I I I-400 z I I I I ~ w I I I I l I I I I I (.) 0:: 300 -I I w I I I I 0.. 20 0 I I I I l I I I I I I I I I I I -I I 10,0 I I l I I I I I I i I I I I I l I I o.o I I II I 1 I 100 10 1 0,1 0 01 0001 0 0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D10 D,o Doo Cu C, Passing Lo cation (ft) Limit Limit Index No. 200 uses {%) • B-7 15.0-16.5 -· -·---.. -· --24 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln90 & l(loo~a GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-5 107383002 8/13 CARLSBAD, CALIFORNIA 107J83002_SIEVE B-7@ 15 0·16 5 xi$ I GRAVEL SAND I FINES I I Coarse Fine Coarse Medium I Fine I SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½~ 1" ¼" ½" w~ 4 8 16 30 50 100 200 100,0 I I I I I l I I T ~ I I 900 I II I I I I I I I I I I I I l I I 8QO 11 I : l I I I I I I I I I I I I I I I I I-70 0 -l I I I :i:: :1 I (.!) I I ' I UJ I I I I I I I I I I I 3: 600 ii I I II l I 1-I >-CD I I I I I l I I I I I 0:: 50 0 1 UJ ,1 I l II I I \ J z u: l I I I I I I I I I I I-40 0 z I I II I I ' I UJ I I I I I I I I I I I u 0:: 30 0 UJ ,, I I I I \ I 0. 20 0 I I I I I I I l I I I r I I I I I I I I \ I I 100 I I I I I I [ I \.I I I I I I I I I I I i'--.. 00 I I II I II I I I 100 10 1 0 1 0.01 0001 00001 GRAIN SIZ E IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity 010 0 30 Oso Cu Cc Passing Location (ft) Limit Limit Index No. 200 uses (%) • B-7 20.0-21.5 -----0.16 0.29 0.41 2.6 1.3 5 SP-SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 1(ln90&1f.oora GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-6 107383002 8/13 CARLSBAD, CALIFORNIA 107383002_SIEVE B-7@ 20 0-21 5 KIS I GRAVEL SAND FINES I I Coarse Fine Coarse Medium I Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½" 1" J~N Y/ ¾" 4 8 16 30 50 100 200 100 0 ~ I I I I I I I N-~! I I 900 I .-1-+ I I I I I I I l I I I I " I I 80.0 I I I I ' I I ' I I I 1 I I I I I I "' I I ~ 700 t9 :1 II I I I I ' II ~ I I I I I I I 1 I I\ I I 600 ..... I I i-I I \ I j >-ID I I I I I I I 1 I \ I I 0:: w 500 I I I I I \ I j - z u: I I I I l I l 1 I ,, I I-◄00 II I I I I ~ II z w I I I I I I I 1 I I u 0:: 30.0 w I I I I I ~r ll. 20 0 I I I I I I I I I I I I I I I I I I I I 100 I I I I I 1 I I I I I I I I I I I I I I 00 11 I I l I I I II 100 10 1 01 0 01 0.001 00001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D10 Dao Dso Cu c. Passing Location (ft) Limit Limit Index No. 200 uses (%) • B-7 30.0-31.5 ----------23 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln90&.¥oow-a GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-7 107383002 8/13 CARLSBAD, CALIFORNIA 107383002_SIEVE 8,7@ JO 0-31 5 ,i, GRAVEL SAND FINES I Coarse Fine Coarse Medium Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3• 2' 1½" 1" .l/4" ½"'A" 4 8 16 30 50 100 200 100 0 II I I " i' I ' I l I I I I I I I I 90 0 ~ II ; I I -j I II I ;I l I I ' l l I I I I I ~ .... I I i--t I .... 80 0 --'I • I '\ I !I I I I I I I I I I I I I-70.0 I ll I I !I I I ' I 11 (!) u:; I I I I I I I I I \I I ~ 60.0 I I I I I ~ II >-al I I I I I I I I I I ct: 50.0 UJ II II I I I :1 I I I \ z CL I I I I I I I I I I I I-40.0 z J I I I I UJ 0 I I I I I I I I I I ct: 30.0 UJ I I I I I I I Q. 20.0 I I I I I I I I I I I I I I I I I I I I I I 10.0 I I I I I I I I I l I I I l I I I 0.0 Ii !I I I I I I I 100 10 1 01 0 01 0 001 0 0001 GRAIN SIZE IN MILLIMETERS Sample Depth Liquid Plastic Plasticity 0 30 Dso Cu C, Passing Equivalent Symbol Location (ft) Limit Limit Index D,o No. 200 uses (%) • B-7 45.0-46.5 -.. - - - .. . . .. 35 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln9o&l(too~a GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-8 107383002 8/13 CARLSBAD, CALIFORNIA 107383002_SIEVE B-7 C 45 0-48 5 ICls GRAVEL SAND FINES I Coarse Fine Coarse Medium Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½" 1" ¾" ½"¾" 4 8 16 30 50 100 200 100 0 I' I' 11 I ---I I I I I I I I I ~ 1 I 90,0 I I I ' I' I I I I I I I I I I I I I \ I 1 80,0 fl -, I I I I I I I-I I I I I I I I I \ I I 70 0 -I II l I I I ' I (9 w I I I I I I I I I \ I I ~ 600 r-n in I I I \ I 0:: I I [ I I I I I I I I w 50 0 I 111 I I \l z U: I I I I I I I I l I I-40 0 I I r I I 1\ z w (.) I I I I I I I I I I 0:: 30,0 -w I [ I I I I a. 20 0 I I I I I I I I I I I I I I I I I I I I I 10 0 I I ! I l I I l I I I I I I I I I I 00 I I I I I II 100 10 1 0 1 0 01 0.001 0.0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D,o 030 Dao Cu C, Passing Equivalent Location (ft) Limit Limit Index No. 200 uses (%) • 6-7 70.0-70,6 -------------22 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln90& l(t.oo~e GRADATION TEST RESULTS FIGURE PROJECT NO, DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-9 107383002 8/13 CARLSBAD, CALIFORNIA 107383002_SIEVE e.7 @ 70 0.70 6 xis GRAVEL SAND FINES I Coarse Fine Coarse MedilXll Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3• 2' 1½" 1" :J/4" ½"¾" 4 8 16 30 50 100 200 100.0 ~ ~ I I I I I I I I I ,.., I I ' 90 0 I 1--1 ~1-1-I t-. -' ' ~ I t t I I I I I I I \ I I 80.0 I _, I 11 I I I \ I I I I I I I I I l I I I-70.0 f ::r::: I I I ii I I I (.') ~ I I I I I I I I I I 60.0 1:1 in I I I I I ,\ II 0:: I I I I I I I l I I w 50.0 I I I II I I I I z u: I I I I I I I I I I I I-40.0 I I I I I I 11 z w l) I I I I I I I l I I 0:: 30.0 w I I I I I I 0.. 20.0 I I l I l I I I I I I I I I I I I I I I I I 10.0 I I I I I I I I I I I I I I I I I I I 0.0 I I I I I I 100 10 1 0 1 0.01 0 001 0 0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D,o D:io Dea Passing Equivalen1 Location (ft) Limit Limit Index Cu C, No. 200 uses (%) • B-7 85.0-85.3 --·---.. --34 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln90&1'\oora GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-10 107383002 8113 CARLSBAD, CALIFORNIA 10738J002_SIEVE 8-1@ 85 0-85 3 ,1, SAMPLE SAMPLE LOCATION DEPTH (FT) B-7 1.0-5,0 INITIAL MOISTURE (%) 9.5 PERFORMED IN GENERAL ACCORDANCE WITH PROJECT NO. DATE 107383002 8/13 107363002_EXPANSION Page 1 xis COMPACTED DRY DENSITY (PCF) FINAL MOISTURE (%) VOLUMETRIC SWELL (IN) EXPANSION POTENTIAL INDEX EXPANSION 110.0 18.7 0.048 47 Low 0 UBC STANDARD 18-2 [!J ASTM D4829 EXPANSION INDEX TEST RESULTS FIGURE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) CARLSBAD, CALIFORNIA C-11 SAMPLE LOCATION B-6 SAMPLE DEPTH IFT) 3.0-5.0 pH 1 9.2 RESISTIVITY 1 (Ohm-cm) 660 SULFATE CONTENT 2 (ppm) (%) 160 0.016 1 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643 2 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417 3 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422 PROJECT NO. 107383002 107383002_CORROSIVITY Page 1 xis DATE 8/13 CORROSIVITY TEST RESULTS CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) CARLSBAD, CALIFORNIA CHLORIDE CONTENT 3 (ppm) 320 FIGURE C-12 SAMPLE LOCATION B-6 SAMPLE DEPTH (FT) 3.0-5.0 SOIL TYPE Clayey SAND (SC) PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2844/CT 301 PROJECT NO. 107383002 107383002_R-Value TABLE page 1,xls DATE 8/13 R-VALUE TEST RESULTS CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) CARLSBAD, CALIFORNIA R-VALUE 15 FIGURE C-13 Carlsbad Seawater Desalination Plant (Intake Pump Station Site) 4600 Carlsbad Boulevard, Carlsbad, California APPENDIXC NINYO & MOORE LABORATORY TESTING Classification August 20, 2013 Project No. 107383002 Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on the logs of the exploratory borings in Appendix A. In-Place Moisture and Density Tests The moisture content and dry density of relatively undisturbed samples obtained from the ex- ploratory borings were evaluated in general accordance with ASTM D 2937. The test results are presented on the logs of the exploratory borings in Appendix A. Gradation Analysis Gradation analysis tests were performed on selected representative soil samples in general accor- dance with ASTM D 422. The grain-size distribution curves are shown on Figures C-1 through C-10. These test results were utilized in evaluating the soil classifications in accordance with USCS . Expansion Index Tests The expansion index of a selected material was evaluated in general accordance with ASTM D 4829. The specimen was molded under a specified compactive energy at approximately 50 percent saturation. The prepared I-inch thick by 4-inch diameter specimen was loaded with a surcharge of 144 psf and was inundated with tap water. Readings of volumetric swell were made for a period of 24 hours. The results are presented on Figure C-11 . Soil Corrosivity Tests Soil pH, and resistivity tests were performed on a representative sample in general accordance with CT 643. The soluble sulfate and chloride content of the selected sample was evaluated in general accordance with CT 417 and CT 422, respectively. The test results are presented on Figure C-12. R-Value The resistance value, or R-value, for site soils was evaluated in general accordance with Califor- nia Test (CT) 301 . A samples was prepared and evaluated for exudation pressure and expansion pressure. The equilibrium R-value is reported as the lesser or more conservative of the two calcu- lated results. The test results are shown on Figure C-13. 107383002 R [ntake Pump Station rev.doc . I GRAVEL SAND FINES I I Coarse Fine Coarse Medium I Fine I SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½" 1N ¾" ½"¾" 4 8 16 30 50 100 200 100.0 ' r I I I I I I I I I I I 90.0 I I I I I 11 -I I I I I I I I I I I I 80.0 + IH-1 I I I 1, ' I I I I I I I I I I I I I 70.0 ' ' I-II I II I 11 ' ' 1 I II J: CJ I I I I I l l l I I I ~ 60.0 1-t-1 II I II I I I II >-I I I I I I l I I I I ID 50.0 a:: ,I I p-r-I II I I \, w z I I I I I I l I I I u: 40.0 u -I-II I II I II I I \I z I I I I l I I I I I w .. u 30.0 h--fl I I I ~ I a:: w a. I I I I I I I I I I 20.0 I I I I I I I I I I \ I 10.0 I 11 I I I I I I I I I I I I I I I I ~ 0.0 II I t I I I II 100 10 1 0.1 0 01 0 001 00001 GRAIN SIZE IN MILLIMETERS Sample Depth Liquid Plastic Plasticity D,o Deo Cu C, Passing uses Symbol Location (fl) Limit Limit Index 030 No. 200 -(%) • B-6 25.0-26.5 --.. -0.09 0.15 0.21 2.4 1.2 6 SP-SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln90&1ftoo~a GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-1 107383002 B/13 CARLSBAD, CALIFORNIA 107383002_SIEVE 8-6@ 25 0-28 S xis GRAVEL SAND FINES I Coarse Fine Coarse Medium Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3• 2' 1½" 1· ¾" ½·¾" 4 8 16 30 50 100 200 100 0 II II I I -N I I I I I I I I I I 90.0 ; I I ' I II I ' I I I I I I I I I I I I I 80.0 II II I I l I I I I-I I I I I I I I I l~r-, I I :r: 70.0 II II I I I I I C) :\ ~ I I I I I I I I I I I 60.0 I ,_ t I II 1-1 I J I fu I I I I I I I I l I I 0:: w 50.0 II II I II l I I I I z u:: I I I I I I I I I I I I-400 I l I I I ~ z II w (.) I I I I I I I t I I 0:: 30.0 l I w I I I I l\ ll. 20.0 I I I I I I I I I I I I I I I I I I I I , I 10.0 -I I I I I I I I I I I I I I I 00 I II I I I I 100 10 1 01 0.01 0 001 0 0001 GRAIN SIZE IN MILLIMETERS Sample Depth Liquid Plastic Plasticity Dso Passing Equivalent Symbol Location (ft) Limit Limit Index D10 0 30 Cu C, No. 200 uses (%) • B-6 40.0-41.5 ---0.08 0.14 0.28 3.5 0.9 8 SP-SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln9o&~OO'r8 GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-2 107383002 8/13 CARLSBAD, CALIFORNIA I07J8J002_SIEVE 8-6@ 40 D-41 5.xls GRAVEL SAND FINES I Coarse Fine Coarse Medium Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½" 1· ¾" ½"¾t 4 8 1§_ 30 50 100 200 100.0 I I I I I I I I l I\ I I 11 I 4-11-1-1 -!-I I r\ I 90.0 I\ l I I I I I I I I I I 80 0 1, I I Ir : I I I ' 11 I I 11 I ' I I I I I I I I I I I I I-700 f H I I II I I I ' I (!) I I I I I I I I I I I ~ 60.0 I I I I \1 >-CD I I I I I I I I I I a:: 50.0 w :I I I I I ~ I z u:: I I 1 I I I I I I I I-40 0 I 1--Y-I II I I I \ z w I I I I I I I I I I I (.) a:: 30.0 r w I I I I I Q. 20.0 I I I I I I I I I I I I I I I I I I I I I I 10 0 I I I I I I I I I I I I I I I I l I I 00 I l I I I 100 10 1 01 001 0 001 00001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D,o D30 DBO Cu C, Passing Equivalent Location (ft) Limit Limit Index No. 200 uses (%) • B-6 50.0-51 .0 --.. -.. .. .. -26 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln90&1(t.OO'r8 GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-3 107383002 8/13 CARLSBAD, CALIFORNIA 107383002_SIEVE B-B@ 50 0-51 0 ,1, GRAVEL SAND FINES Coarse Fine Coarse Medium Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3• 2' 1½" 1· ¾" ½" ¾" 4 ~ 16 30 50 100 200 100 0 II I -, i I I I I I I I I I I 90,0 I, I I I I ' ' ' ' I I I I I I I I I l I I 80 0 I II I I I I I I-I I I I I I I I I \ I I 700 I I I I I l ~ I I I I l I I I I l I w ' s: 60 0 >-I I I I I (D I I I I I I I I I \ I I 0:: 500 w I I I I I I I I I z \ u:: ! I I I I I I I I I I I-40.0 T ,_ r T ' I I ' I ii z w 0 I I I I I l I I I \I I 0:: 30 0 I -w l I I I l\ Cl. I I I I I I I I I I 20 0 I I I I I I I I I I ' 100 "" I I I I ~ I I l -I I I I I I I I I I I 00 I I II I l I I 100 10 1 0.1 0 01 0001· 0 0001 GRAIN SIZE IN MILLIMETERS Sample Depth Liquid Plastic Plasticity 0 10 0 30 050 Cu c. Passing Equivalent Symbol Location (ft) Limit Limit Index No.200 uses (%) • B-6 75.0-75.5 ----------18 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln90& '(t.oo-ra GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-4 107383002 8/13 CARLSBAD, CALIFORNIA 107l83002_SIEVE B-6@ 75 0-75 5 x1s I GRAVEL SAND FINES I I Coarse Fine Coarse Medium I Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½" 1" ¾. ½·¼· 4 8 16 30 50 100 200 1000 I l iT'-~I I I ! I I i j I f I 90 0 ' . I I I I I I I I T ~ I I 80 0 I • I I I I I I I I I I I I I I I I I [\ I I f-70 0 I 1-1-...... + ... I I I j I ' ' I ' C) iii I I I I I I I I I \ I I s: 600 fu I I I I I I I I I I I I I I \ I l 0:: 500 w II I I I I ' ' z u:: I I I I I I I I I ' I I f-400 I I I I I "" z w I I I I I I I l l I 0 0:: 300 I r r1 I I I w a.. 20 0 I I I I I I I I I I I I I l I I I I I 100 I I I I I I I I l I I 1 I I I I I l I I 00 I I I I I 100 10 1 01 0 01 0 001 0 0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity 010 030 Dao Cu Cc Passing Location (ft) Limit Limit Index No. 200 uses (%) • B-7 15.0-16,5 -·-.. ---.. .. 24 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln90& 'flOO"r8 GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-5 107383002 8/13 CARLSBAD, CALIFORNIA 107383002_SIEVE ~7@ 15 0-16 5 xi, I GRAVEL SAND I FINES I Coarse Fine Coarse Medium I Fine I SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½· 1"¾" ½" ~· 4 B 16 30 50 100 200 100 0 I I I I I I I : T ~ I I 90 0 I ,_...., l I I I I I I I I I l I I I I I I I I BO 0 ! : I I I I I I I I I ! I I I I I I I-700 I I I t J: (!) II I I I I ' I uJ I I I I I I I I I I I ~ 600 1-I >-I I I I I ID I I I I I I I l I I I a:: 500 I w I l I I I I \ l z u: I I I I I I I I I I I I-40 0 z .l I I I I I I I w I I I I I I I I I I I (.) a:: 300 w I I I I I I \ I 0.. 200 I I I I I I I J l I I I I I I I -I I I . I I ' I 100 I I I I I I I I \I ! I I I I I I I I I ,......_ 00 II I I I I I 100 10 1 0 1 0 01 0 001 0 0001 GRAIN SIZE IN MILLIMETERS Symbol sample Depth Liquid Plastic Plasticity D,o D30 Dso Cu c. Passing Location (ff) Limit Limit Index No. 200 uses (%} • B-7 20.0-21 .5 .. . . -0.16 0.29 0.41 2.6 1.3 5 SP-SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 1(ln90&/(loora GRADATION TEST RES UL TS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-6 107383002 8/13 CARLSBAD, CALIFORNIA 107383002.SIEVE S-7@ 20.0-21 5 ,1, I GRAVEL SAND I FINES I I Coarse Fine Coarse Medium Fine I SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' 1½h 1" >A" ~•¾" 4 8 16 30 50 100 200 100 0 -I I I I I I I -i-;. ~! I I 900 j ,-J-I It I I I I ) ' I I I l I I I I I I 80.0 1, I I I ' I I II I I ~ ' r I l I I I I I I I I ~ 700 . I (!) I I II I I I ~ I I I I I I I 1 I i\ I I 600 I II I I I \ I >-ID I I I I I I I I I I I a:: \ w 50 0 I I I I I \ I -z u::: I I 1 I I I I 1 I r\ I I I-400 II I I I II I I z ~ w I l I I I I I I I r 0 a:: 30.0 I I I I I w 0. 200 I I I I I I I I I I I I I I I I I I I I I 100 I I I I I I I I I I I I I I I I I I I 00 II I I II I I I ' 100 10 1 01 001 0001 00001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D10 D30 Dso Cu Cc Passing Location (ft) Limit Limit Index No. 200 uses (%) • B-7 30.0-31.5 .. --·---.. .. 23 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 1fln9o&l(too-ra GRADATION TEST RES UL TS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-7 107383002 8/13 CARLSBAD, CALIFORNIA 107l83002_S1EVE et. 7@ JO 0.31 S xi, GRAVEL SAND FINES I Coarse Fine Coarse Medium Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3' 2' 1½" 1"¾" ½"'" .. 4 ! 16 30 50 100 200 100 0 I 'T i' :• I I I I I I I I I I 90 0 t I i II I . I j I I I I I I l ~, I I 80 0 -1t tH ' ..... ,, I I 1\ I I-I I I I I I I I I I I I 700 II I I I II I I ' I II l!) UJ I I I I I I I I I \I I s: 60.0 >-II II I I J 'I I I i\ II ID I I I I I I I I I I ~ 50.0 IJJ II II I I I ii I I I ' II z u:: I I I I I I I I I I j I-40.0 z I I I I I IJJ () I I I I I I I I I I ~ 30.0 IJJ I I I I I I ll. 20.0 I I I I I I I I I I I I I I I I I I I I I 10.0 I I I I I l I I I I I I I I I I 0.0 II :1 I I 'I I I I 100 10 1 01 001 0.001 0 0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D30 Deo Cu c. Passing Equivalent Location (ft) Limit Limit Index D,o No. 200 uses (%) • B-7 45,0-46,5 -.. ---.. .. . . 35 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 1(ln90&1f.Oo-ra GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-8 107383002 8/13 CARLSBAD, CALIFORNIA 107l83002_SIEVE S.7 0 4!1 0--48 S ){Is . GRAVEL SAND FINES I Coarse Fine Coarse Medium Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2' HI" 1· ¾" ½"¾" 4 e 16 30 50 100 200 100 0 I I' I I ' I' II -. I II l I I I I I I I I 1 I 90,0 I I I I I I I I I I I I I I I I l I ' I I 80,0 1 I I I I ' I II I-I I I I I I I I I \ I I 70 0 I f r I 11 I I l ' I ~ I I I I I I I I I I I w \ ~ 600 I I ri-1 I I \ I >-m I I I I I I I I I I I er w 500 I 111 I I ~ I z u:: I I I I I I I I I I ' I-40.0 I I I I i\ -z w (.) I I I I I l I I I I er 300 w I I I I I Q. 20 0 I ! I I I I I I I I I I I l I I I I l I I 10 0 I I I l I I I I I l l I I I I I I 00 I I t I I I 100 10 1 0 1 0 01 0.001 00001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D,o D30 Deo Cu c. Passing Equivalent Location (ft) Limit Limit Index No. 200 uses (%} • B-7 70.0-70.6 .. .. .. --.. .. -22 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l(ln90& l(t.oo~e GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) C-9 107383002 8/13 CARLSBAD. CALIFORNIA 107383002_S1EVE B-7@ 70 0-70 e xlt 1-J: (!) ~ ~ a: w z u: ~ w (.) a: w Q. GRAVEL SAND FINES I Coarse Fine Coarse Medium Fine SILT CLAY I U.S. STANDARD SIEVE NUMBERS HYDROMETER 100.0 90 0 ½. ¾· 4 8 1~ ....-n·...-..-.....-r-,.--..r--.-.1:,..,......,...,..-,-,-.-.,--...... ...,,...rr,.....,....-,---,-..,..,--.-T'TI'l"....--r--r-.-----,--.,.,.,n-,--r--r--.--.,,...,..,...,..-r-r-,---.---, I I I l l I I l I r,~ I I r--,... 1-1+1'-+-;1-11 --+-: I H-t-11,H--1-;1-1--+, -I-H·-t-l-•l-+'"n---l--t,-1;;f•t-t-1--t--t--t---tt1H-t--t-t-r---,..--; 1--1-1-1-++-+--+---I 30 50 100 200 t I II J I I I I \ I I BO.O II ( l I I I ' I I I I I I I I I I I I 70·0 1+H11-H-H1l-1-H1-ll--!-1-III-I--H--llll-l---l-t-1+--+H1-H-H-+-l-l-\\·-+11-l+ltfl ++-+--+-+--+H·t+-H--1---1---+tiH-++-t-t---+--i I I I I I I I I I ~ 60.0 H-kllH-1-1-t-ll +t-l--lt--(t-!tl+HHt-1-1--tl-i---++l l+HH-1-1·-+-+ 11 \\·-H-ltjl-HH-+--+---H+t-H-+-+--+--+H-1-HH-+-+----i I I II II I I I 50 · 0 II II I I I I I ' I I I I I '"++*! +-+-i-11 --il-++-HI-H-l-+--1-il-Hurtl -H-l'-t---t--f+l+H--+-t-t--Hi+I-H·-t-t---1 40.0 H-lrl-H-IT--+-.......,_(_,.(-llrr ( I I I I I I II I l I I 30.0 H-lrll-l-+--1,--,hl--1~-...--hl,-1-1-1-li-4-l-..-l-l --rl+l++-H--+-.f-+-,,l--+l-lrl-l-l-l--l---t---t-H+t-t--+--t--t--l+H-++-+--t----f----l 200 1+-1'+1 -l-+---1-1-1 +-l'---1'-I --='--1':1++-1-1'-11 -1--'-ll I-"-' l+H--1-+-+--+---+--+-,--H·-~'•-1-+-½--l--+--l-l-l+Hl-l--t--l--+t-l-+++-+--+-+----I . I I I I I I I l I I I 10.0 1-1-1,1.j.-1-1-il .......... 1-l'-...... 1-lll+-~➔--I-...LI ,,_~ '-1-1-1-1--1'-l----'-l--+l.f.LH-+-+-+--lf----+++~-+-+-➔-----+-----I I I I I I I I I I I I 0.0 j,J.UL--l-1...Jll"--'-'l-"-__..1--la.L.U...U..L-L.J..I J__~ '...u....i-'-'c......J.....l.l---1-'.,,,._._........,_-L..-J'-----IJ-.L~...I-.L----'---+U--L--'-'--''-L--'---I 100 10 0 1 0.01 0001 00001 Symbol • Sample Depth Location (ft) B-7 85.0-85.3 Liquid Limit GRAIN SIZE IN MILLIMETERS Plastic Limit Plasticity Index D,o Deo PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 PROJECT NO. DATE 107383002 8/13 GRADATION TEST RESULTS CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) CARLSBAD, CALIFORNIA Passing Equivalenl No. 200 uses (%) 34 SM FIGURE C-10 101383002_SiEVE B--1@ 85 0-85 l ds SAMPLE SAMPLE LOCATION DEPTH (FT) B-7 1.0-5.0 INITIAL MOISTURE (%) 9.5 PERFORMED IN GENERAL ACCORDANCE WITH PROJECT NO. DATE 107383002 8/13 107363002_EXPANSION Page 1 ,ils COMPACTED DRY DENSITY (PCF) FINAL MOISTURE (%) VOLUMETRIC SWELL (IN) EXPANSION POTENTIAL INDEX EXPANSION 110.0 18.7 0,048 47 Low 0 UBC STANDARD 18-2 0 ASTM D4829 EXPANSION INDEX TEST RESULTS FIGURE CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) CARLSBAD, CALIFORNIA C-11 SAMPLE LOCATION 8-6 SAMPLE DEPTH (FT) 3.0-5.0 pH1 9.2 RESISTIVITY 1 (Ohm-cm) 660 SULFATE CONTENT 2 (ppm) (%) 160 0.016 1 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643 2 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417 3 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422 PROJECT NO. 107383002 107383002_CORROSIVI1'Y Page 1 >tis DATE 8/13 CORROSIVITY TEST RESULTS CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) CARLSBAD. CALIFORNIA CHLORIDE CONTENT 3 (ppm) 320 FIGURE C-12 SAMPLE LOCATION B-6 SAMPLE DEPTH (FT) 3.0-5.0 SOIL TYPE Clayey SAND (SC) PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2844/CT 301 PROJECT NO, 107383002 107383002_R-Value TABLE page t.xls DATE 8/13 R-VALUE TEST RESULTS CARLSBAD SEAWATER DESALINATION PLANT (INTAKE PUMP STATION AND PIPE CORRIDOR) CARLSBAD, CALIFORNIA R-VALUE 15 FIGURE C-13 New Intake/Discharge Structure Carlsbad Seawater Desalination Plant, Carlsbad, California I 07393003 R_doc APPENDIXG LIQUEFACTION ANALYSIS November 30, 2016 Project No. 107393003 8 .c ~ " Tj I < ~ ~ I ,,, ! :~ (.) e Q. ~ :, ,:,-::; LIQUEFACTION ANALYSIS Desalination Intake Structure Hole No.=CPT-7 Water Depth=16 ft Surface Elev.=18 Shear Stress Ratio (ft) O 0 I I I I I I I I I ~ 10 - ~ 20 ¼ 30 40 -= ~ fs1=1 5° CRR -CSR fs1- Shaded Zone has Liquefaction Potential 60 70 CivilTech Corporation 107393002 Magnitude=6. 64 Acceleration=0.484g Factor of Safety Settlement 1 0 1 5 0 (in.) 10 I ,ll I I I I I I S = 1.48 in. Saturated Unsaturat. - Plate G-1 CPT-7.sum ******************************************************************************************************* LIQUEFACTION ANALYSIS CALCULATION SHEET copyright by civilTech software www.civiltech.com (425) 453-6488 Fax (425) 453-5848 ******************************************************************************************************* Input Licensed to , 10/6/2016 2:41:19 PM Input File Name: G:\File share\CAT.temp\107393002 Carlsbad Desal\Liquefaction calcs\CPT-7.liq 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 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 Magnitude=6.6 1. CPT Calculation Method: Modify Robertson* 2. Settlement Analysis Method: Tokimatsu, M-correction 3. Fines correction for Liquefaction: Idriss/seed (SPT only) 4. Fine correction for settlement: During Liquefaction* 5. settlement calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1. 3 7. Borehole Diameter, 8. sampling Method, 9. user request factor of safety (apply to CSR) , Plot one CSR curve (fsl=l) 10. use curve smoothing: Yes* * Recommended options In-situ Test Data: Depth qc fs gamma Fines D50 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 User= 1 Cb= 1.15 CS= 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 o.o 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 0.0 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 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 28.1 0.8 127.0 0.0 0.3 18.9 26.4 0.9 127 .o 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 o. 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 o.o 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 .o 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 o. 3 45.6 194.3 o. 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. 2 125.0 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=l.44 in. Settlement of unsaturated sands=0.04 in. Total Settlement of Saturated and unsaturated sands=l.48 in. Differential settlement=0.739 to 0.975 in. Depth CRRm CSRsf F.S. s_sat. s_dry s_all ft ; n. 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 o. 35 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 o. 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 5.00 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 o. 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 o. 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 1.44 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 0.31 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 0.01 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 5.00 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 o. 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 o. 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 0.30 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 o. 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. 671' 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 0.58* 1.43 0.00 1.43 16.35 0.17 0.31 0.57* 1.42 0.00 1.42 16.40 0.17 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. so 0.16 0.31 0.53* 1.40 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. 801' 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, 1. 25 0.00 1. 25 17.70 0.17 0.32 0. 531' 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 0.19 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 0. 951' 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 0.39 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 1.14 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 1.12 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. 751' 1.08 0.00 1.08 22.00 0.25 0.35 0.72* 1.07 0.00 1.07 22.05 o. 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-f, 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 o. 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 0.81-1, 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 0.81-1, 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 o. 781' 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 0.71-1, 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 25.35 0. 50 o. 36 1.37 0. 57 0.00 0.57 25.40 o. 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 o. 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 o. 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 o. 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* o. 51 0.00 0. 51 26.90 0.21 o. 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 o. 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 o. 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 0.481' 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 o. 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 0.34 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 o. 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 o. 54 0.38 1.44 0.34 0.00 0. 34 29.40 0. 51 0.38 1.34 o. 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 o. 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. 991' 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 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. 961' 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 o. 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 o. 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 o. 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 0.711' 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 o. 38 0.38 0.98* 0.30 0.00 o. 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. so 0.38 1. 32 0.30 0.00 0.30 36.45 o. 52 0.38 1. 35 0.30 0.00 0.30 36. so o. 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 o. 53 o. 38 1. 39 0.26 0.00 0.26 38.95 o. 51 o. 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 l. 25 0.25 0.00 0.25 39.25 0.48 o. 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 o. 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 o. 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 2.39 0.23 o.oo 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 o.oo 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 o. 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 o.oo 0.23 43.50 o. 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 o. 54 0.38 1.43 0.23 0.00 0.23 43.90 o. 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. 851' 0.23 0.00 0.23 44.40 0.33 0.38 0.88* 0.23 0.00 0.23 44.45 o. 34 0.38 0.91* 0.23 0.00 0.23 44. 50 0.33 0.37 0.881' 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 0.74* 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 o. 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 o. 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 o. 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 o. 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. 771' 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 o. 821, 0.08 0.00 0.08 47.20 0.32 0.37 0.86* 0.08 0.00 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 0.891' 0.08 0.00 0.08 47.40 0.33 0. 37 0.891' 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 o. 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 o. 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. 561' 0.02 0.00 0.02 Page 28 safety) CPT-7.sum 49.15 0.21 0.37 0.56* 0.01 0.00 0.01 49.20 0.21 0.37 0. 561' 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 o.oo 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 o. 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.<l, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) units CRRm CSRsf F.S. s_sat s_dr1 s_al NOLiq Depth= ft, Stress or Pressure= tsf (atm), unit Weight= pcf, Settlement= in. cyclic resistance ratio from soils cyclic stress ratio induced by a given earthquake (with user request factor of Factor of Safety against liquefaction, F.S.=CRRm/CSRsf settlement from saturated sands settlement from unsaturated sands Total settlement from Saturated and unsaturated Sands No-Liquefy soils Page 29 8 'l "" " ~ .,. "G I < "' ::, ; ! "' ! ~ i.3 £ :?:-" " O' :.:J LIQUEFACTION ANALYSIS Desalination Intake Structure Hole No.=CPT-8 Water Depth=15 ft Surface Elev.=17 Magnitude=6. 64 Acceleration=.484g Shear Stress Ratio Factor of Safety (ft) o 1 o 1 s o ,-,--=~~====~==::::::::::::::::::::::::::J I 1111111 10 20 t 30 ' fs1=1 ---40 CRR -CSR fst- Shaded Zone has Liquefaction Potential 50 60 70 CivilTech Corporation 107393002 S = 5.16 in. Saturated Unsaturat. - Plate G-2 CPT-8.sum ******************************************************************************************************* LIQUEFACTION ANALYSIS CALCULATION SHEET Copyright by CivilTech software www.civiltech.com (425) 453-6488 Fax (425) 453-5848 ******************************************************************************************************* Input 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 g Earthquake Magnitude= 6.6 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. Acceleration=0.48 g Earthquake Magnitude=6.6 1. CPT calculation Method: Modify Robertson* 2. settlement Analysis Method: Tokimatsu, M-correction 3. Fines correction for Liquefaction: stark/Olson et al.* 4. Fine Correction for settlement: During Liquefaction* 5. settlement calculation in: All zones* 6. Hammer Energy Ratio, 7. Borehole Diameter, Ce = 1. 3 Cb= 1.15 CS= 1 8. sampling Method, 9. user request factor of safety (apply to CSR) , Plot one CSR curve (fsl=l) user= 1 10. use curve smoothing: Yes* * Recommended Options In-Situ Test Data: Depth qc fs gamma Fines D50 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 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 0.2 126.0 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 o. 3 33. 5 18.2 o. 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 o. 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 o. 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 0.31 5.00 4.90 0.26 5.16 0.45 0.19 0.31 5.00 4.90 0.26 5.16 o. 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 0.31 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 o. 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-8.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 o. 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 o. 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 o. 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 0.24 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 o. 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 Page 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 0.17 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 0.13 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 0.11 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 o. 30 5.00 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 0.30 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. 39-1, 4.86 0.00 4.86 15.20 0.12 0.31 0. 381' 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 4.75 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 0.451' 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 o. 411' 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 o. 371' 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. 381' 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 0.00 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 o. 33 0.63'1." 4.14 0.00 4.14 18.65 0.20 0.33 0. 591' 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 o. 34 o. 51* 4.11 0.00 4.11 19.00 0.17 0.34 0.50:1, 4.10 0.00 4.10 19.05 0.17 0.34 0.50:1, 4.10 0.00 4.10 19.10 0.17 0.34 o. 501' 4.09 0.00 4.09 19.15 0.17 0.34 0. 5p, 4.08 0.00 4.08 19.20 0.17 0.34 0. 521' 4.07 0.00 4.07 19.25 0.19 0.34 0. 57:1, 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 0.461' 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 o. 39:1, 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 0.39* 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 0.481' 3.76 0.00 3.76 20.75 0.16 0.35 0.471' 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 3.73 20.90 0.14 0.35 0.41* 3.72 0.00 3.72 20.95 0.14 0.35 o. 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 o. 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 o. 351' 3.55 o.oo 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 0.12 0.35 0. 351' 3.50 o.oo 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 3.39 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 .451' 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 o.oo 3.21 22.85 0.16 0.36 0.441' 3.20 o.oo 3.20 22.90 0.16 0.36 0.441' 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 o.oo 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 o.oo 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 0.37* 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. 311' 2.97 0.00 2.97 23.85 0.11 0.36 o. 301' 2.95 0.00 2.95 23.90 0.11 0.36 0. 301' 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. 311' 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. 331' 2. 72 0.00 2. 72 24.60 0.12 0.37 0. 341' 2.71 0.00 2.71 24.65 0.12 0.37 0. 331' 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. 301' 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 0.311' 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 o. 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 0.29* 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 0.11 0.38 o. 281' 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 5.00 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 0.00 2.08 27.65 2.00 o. 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 o. 38 5.00 2.08 0.00 2.08 27.80 0.12 0. 38 0.33* 2.08 0.00 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 l. 95 28.30 0.12 0.38 0.31* 1.94 0.00 1.94 28.35 0.12 0.38 o. 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 o. 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 0.271' 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. 27"' 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. 271' 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. 27t, 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. 271• 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 o. 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 0.39 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 0.39 o.27t, 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 33.15 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 o.oo 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-l: 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 0.47* 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 o. 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 o. 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 .oo 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 5.00 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 safety) 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) units CRRm CSRsf F.S. s_sat s dry s_all NoLiq Depth= ft, Stress or Pressure= tsf (atm), unit weight= pcf, Settlement= in. Cyclic resistance ratio from soils Cyclic stress ratio induced by a given earthquake (with user request factor of Factor of Safety against liquefaction, F.S.=CRRm/CSRsf Settlement from saturated sands settlement from unsaturated sands Total settlement from saturated and Unsaturated sands No-Liquefy soils Page 23