ML14128A369

Humboldt Bay, Caisson Removal Feasibility Study Hundred Percent Draft Feasibility Report

ML14128A369
Person / Time
Site:	Humboldt Bay
Issue date:	10/01/2012
From:	Kiewit Engineering Co, Pacific Gas & Electric Co
To:	NRC/FSME
References
Download: ML14128A369 (1)

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d OKiewitHUMBOLDT BAY POWER PLANTEUREKA, CACAISSON REMOVAL FEASIBILITY STUDY100% DRAFT FEASIBILITY REPORT1 OCTOBER 2012 S~KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportTable of ContentsList of Abbreviations .................................................................................................................................... iv1.0 Executive Sum m ary ................................................................................................................................. 11.1 Project Description .............................................................................................................................. 12.0 Technical Challenges ............................................................................................................................... 22.1 Slurry W all Construction ..................................................................................................................... 32.2 Soil Stockpile Areas ............................................................................................................................. 32.3 Below Grade Obstructions .......................................................................................................... 42.4 As-Built Plans ....................................................................................................................................... 42.5 Lim its of Contam ination ...................................................................................................................... 43.0 Scope 1 Caisson Rem oval Engineering .............................................................................................. 53.1 Concept Developm ent ........................................................................................................................ 54.0 Caisson Excavation System ............................................................................................................ 64 .1 S lu rry W a ll ........................................................................................................................................... 74 .2 S o il N a il W a ll ....................................................................................................................................... 84.3 Sheet Pile & Ring Beam Shoring ..................................................................................................... 84.4 Instrum entation .................................................................................................................................. 94.5 Excavation System Rem oval ......................................................................................................... 105.0 Engineering Analysis ............................................................................................................................. 105.1 Historical Docum ents ........................................................................................................................ 105.2 Slurry W all Investigation ................................................................................................................... 115 .3 S lu rry W a ll ......................................................................................................................................... 1 25.4 Dewatering ........................................................................................................................................ 135 .5 S o il N a il W a ll ..................................................................................................................................... 1 35.6 Sheet Pile W all .................................................................................................................................. 135.7 Settlem ent ......................................................................................................................................... 135.8 Construction Vibration Analysis ................................................................................................... 176 .0 S a fe ty .................................................................................................................................................... 1 8Page Ii O@KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report6.1 Earthquake and Tsunam i Response .............................................................................................. 186.2 Equipm ent Noise ............................................................................................................................... 197.0 Slurry W all Construction ....................................................................................................................... 197.1 PG& E Site Preparation W ork Prior to Slurry W all Construction ................................................... 197.2 Slurry W all Contractor W ork ....................................................................................................... 208.0 Scope 2 -Foundation Pile Rem oval ................................................................................................... 219.0 Excavation Plan ..................................................................................................................................... 229.1 Soil Stockpile Area ............................................................................................................................. 229.2 Slurry W all Excavation ....................................................................................................................... 239.3 Caisson Excavation ............................................................................................................................ 249.4 Interm odal Containers -Soil Disposal ......................................................................................... 249.5 Concrete Debris ................................................................................................................................ 259.6 Interm odal Containers -Concrete Disposal ................................................................................ 2510.0 Logistics of Backfill Plan ...................................................................................................................... 2611.0 Traffic Plan .......................................................................................................................................... 2612.0 Groundw ater Treatm ent Assessm ent ............................................................................................ 2613.0 Storm W ater ........................................................................................................................................ 2714.0 Risk Analysis & Assessm ent ................................................................................................................ 2715.0 Budgetary Estim ate and W ork Breakdow n Structure ................................................................... 3116.0 Schedule .............................................................................................................................................. 3217.0 References .......................................................................................................................................... 3217.1 Historical Docum ents ...................................................................................................................... 3217.2 Engineering References .................................................................................................................. 33APPENDIX A .................................................................................................................................................. 34APPENDIX B ................................................................................................................................................. 60APPENDIX C ................................................................................................................................................ 62APPENDIX D ................................................................................................................................................. 71Page I ii I(MIKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportAPPENDIX E ................................................................................................................................................. 75APPENDIX F ................................................................................................................................................. 79APPENDIX G ................................................................................................................................................. 82APPENDIX H ............................................................................................................................................... 120APPENDIX I ................................................................................................................................................ 131Page liii CfKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportAISCACIALARAANSIASMEASTMbgsBq/m2BSLCALTRANSCCCCEQACFMCFRCLSMCOPCcyCs-137dBADCGLsDOTDTSCelev.FHWAFSARGWTSgpmHASPHBGSHBPPHSCIBCIM RAOIM/RAWISFSIKGLFOLLMWLLRWList of Abbreviation:American Institute of Steel ConstructionAmerican Concrete InstituteAs Low as Reasonably AchievableAmerican National Standards InstituteAmerican Society of Mechanical EngineersAmerican Society for Testing and MaterialsBelow Ground SurfaceBecquerel per Square MeterBackground Screening LevelCalifornia Department of TransportationCalifornia Coastal CommissionCalifornia Environmental Quality ActCubic Feet per MinuteCode of Federal RegulationsControlled Low Strength MaterialConstituent of Potential ConcernCubic YardsCesium -137A -Weighted DecibelDerived Concentration GuidelinesDepartment of TransportationDepartment of Toxic Substances ControlElevationFederal Highway AdministrationFinal Safety Analysis ReportGroundwater Treatment SystemGallons per MinuteHealth and Safety PlanHumboldt Bay Generating StationHumboldt Bay Power PlantHealth and Safety CodeInternational Building CodeInterim Measures Removal Action ObjectiveDraft Interim Measures Removal Work PlanIndependent Spent Fuel Storage InstallationKilogramLiquid Fuel OilLow-level Mixed WasteLow Level Radioactive WasteLmax Maximum Sound LevelLRW Liquid RadwasteLSA Low Specific ActivityMDA Minimum Detectable ActivitymCi/ml Microcuries per MilliliterNEHRP National Earthquake HazardsReduction ProgramNational Institute of Standards andTechnologyNRC Nuclear Regulatory CommissionNUREG NRC ReportsOSHA Occupational Health and SafetyAdministrationPCB Ploy Chlorinated BiphenylPCM Personal Contamination MonitorPCF Per Cubic FootPGA Peak Ground AccelerationPG&E Pacific Gas & Electric CompanypCi/g Picocuries per GramPPE Personal Protective EquipmentPSF Per Square FootPSI Per Square InchQA Quality AssuranceQC Quality ControlQualified Storm Water PollutionPrevention Plan DeveloperRAM Radioactive MaterialRB Radwaste BuildingRBL Radionuclide Background LevelRCNM Roadway Construction Noise ModelRCRA Resource Conservation andRecovery ActREM Roentgen Equivalent ManRFB Reactor Fuel BuildingRP Radiation ProtectionSAFSTOR Safe StorageSCO Surface Contaminated ObjectSFP Spent Fuel PoolPG&E's Humboldt Bay Power PlantSite located at 1000 King SalmonAvenue, Eureka, CaliforniaSPT Standard Penetration TestSVOC Semivolatile Organic CompoundTN Transnuclear, Inc.TPH Total Petroleum HydrocarbonVOC Volatile Organic CompoundPage l iv IKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report1.0 Executive SummaryThis report summarizes the results of our feasibility study for the Unit 3 caisson removal and Units 1, 2and 3 foundation piles removal. The outcome of our study indicates that it is feasible to remove thecaisson and the foundation piles.We have completed "proof of concept" level analyses and plans for a caisson excavation system, whichconsists of:1. a cement bentonite slurry wall to minimize groundwater infiltration;2. a soil nail wall for support of the upper excavation; and3. a sheet pile and ring beam shoring system for support of the lower excavation.In addition, we have completed a subsurface field investigation to confirm the presence of the Unit Fclay. Confirming the presence of the Unit F clay was critical to the feasibility of the slurry wall. Structuralcaisson demolition is proposed to be accomplished from the top.down with an excavator-mountedhydraulic hoe-ram. Plans for the caisson excavation system, the work breakdown structure/budgetaryestimate, level-1 schedule, and final grading specification, are contained in Appendices A through D,respectively.For the foundation pile removal, our review of the pile foundations, experience, and analysis indicatethat the piles can be removed. Also, because the piles have been in saturated soils except the firstcouple feet in some cases, the piles are not anticipated to be deteriorated. Therefore, we believe thatthe piles will be extracted intact in one piece.The discussion and documents presented in this report have been used to develop this feasibility study,develop the proposed construction means and methods, and the cost estimate. Sections within thisreport also meet PG&E contract deliverable requirements as outlined in the PG&E Contract No.3500929301.1.1 Project DescriptionThis caisson removal feasibility study is divided into two scopes of work:Scope 1 work items include:* Installation of a cement bentonite slurry wall around the decommissioning area to controlgroundwater inflow;" Pre-trenching the slurry wall alignment to remove known and unknown subsurface obstructionsincluding piles and utilities and contaminated soil;" Excavation around the caisson;" Demolition of the caisson; and," Backfilling the void from the caisson demolition and removal.Page 1 HBPP Caisson Removal Feasibility Study100% Draft Feasibifity ReportScope 2 work items include:* Demolition of Units 1 and 2 foundation slabs and pile caps;* Removal of foundation piles; and,* Backfilling voids from the demolition and pile removal.The following nine specific deliverables are outlined in the Study Contract Documents for each Scope ofWork:1. A Work Breakdown Structure (WBS)2. Excavation Plan3. Backfill Plan4. Traffic Plan5. Groundwater Treatment Assessment6. Risk Analysis and Assessment7. Level-i Schedule8. Final Site Grading Specification9. A Budgetary Estimate2.0 Technical ChallengesTechnical challenges associated with the caisson demolition and removal includes:* Excavation and demolition below the groundwater table;" A PG&E supplied groundwater treatment system with a maximum capacity of 300 gpm;" Trend of and most current regional seismic activity;" Physical site constraints including the operating power plant and other office structures;* Obstructions from original construction; and" Annual precipitation over 38 inches per year.The purpose of installing the slurry wall is to minimize and control the volume of discharge generatedfrom dewatering such that discharge can be managed and treated through the on-site groundwatertreatment system. Key to assuring performance of the slurry wall is maintaining high quality standardson materials and construction procedures, maintaining integrity of the slurry wall diaphragm betweenpanels, and keying the slurry wall into a low permeability stratum (Unit F clay layer).The purpose of the shoring systems described herein are to allow the excavation and demolition work tobe safely performed within a controlled footprint, to minimize the volume of excavated materialremoved, and to minimize deformation, settlement, and operational impacts to the operating HBGSplant. Components of the earth retaining systems have been designed to resist "static earth forces,seismic forces, and estimated construction loading forces.Page 12 I @KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibifity ReportClimactic conditions of the Humboldt site also present challenges to the decommissioning work. Theannual rainfall of 38-inches will be accounted for in the planning of soil and debris handling, personnelsafety, and site traffic management. In addition, rainwater management and storage plans will have toaccommodate all site water being processed through the 300 gpm site water treatment system.Additional challenges that have been recognized as the project has developed are also discussed withinthe following sections.2.1 Slurry Wall ConstructionMobilization, including set up and commissioning of the slurry wall construction equipment, installationof guide walls, batching plant, and de-sanding plant is estimated to require one month prior tobeginning slurry wall production. After mobilization, the estimated production time for completing theslurry wall is five months, based on the PG&E-defined work schedule of four days per week and 10 hour1.157407e-4 days <br />0.00278 hours <br />1.653439e-5 weeks <br />3.805e-6 months <br />sper day. The estimated five month construction schedule is based on two machines (a hydro-mill andclam shell) operating to collectively produce 150 square feet of wall per hour. This five month scheduleestimate does account for some delays due to inclement weather and routine equipment maintenancebut does not include pre-trenching for obstructions or removal/relocation of utilities. Decommissioningand removal of equipment from the site is anticipated to require approximately three weeks. Therefore,the total estimated time frame for slurry wall construction including mobilization and demobilization isabout 7 months. This schedule exceeds the 6 month window currently included in PG&E's PreliminaryDecommissioning Schedule dated 27 June 2012.An opportunity to accelerate overall project schedule by approximately 2 months could be realized if theoperation adopted a working schedule five days per week 10 hours1.157407e-4 days <br />0.00278 hours <br />1.653439e-5 weeks <br />3.805e-6 months <br /> per day for production slurry wallconstruction and one 8-hour day (generally Saturday) for equipment maintenance and workpreparation. On occasion, work days may have to increase to 11 or 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br /> per day to completecertain phases of an operation that cannot or should not be stopped before the operation is completed.2.2 Soil Stockpile AreasCurrently, we are anticipating that the area east of the discharge canal will be available for stockpilingsoils (refer to sheet 12-008-009-4 of the Caisson Removal Plans).The slurry wall construction will produce about 15,000 to 17,000 cubic yards of soil which is anticipatedto be "clean" and acceptable for re-use as on-site backfill. The direction provided by PG&E is that thesoil will not be allowed to be temporarily stored in the intake or discharge canals. For this study, the soilwill only be able to be used for backfill of the caisson excavation or transported to a Class II landfill.Based on PG&E's CAPSTONE document none of the existing trailers are to be moved until "early 2014".To be able to temporarily stockpile the soils on site for processing, the trailers will need to be removedas shown on sheet #12-08-009-4 of the Caisson Removal Plans. Off-site temporary storage of soil fromthe slurry wall excavation has been included in the study and cost estimate. This will be furtherdiscussed in Section 9.Page 13 O~KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibilty ReportFor the caisson excavation, trailer city will be available as a soil stockpile area and we are anticipatinghaving a minimum of approximately 50,000 ft2 footprint with a maximum stockpile height of 8 feet. Thecaisson excavation will generate an additional 15,000 cubic yards of soil. The soil will be relatively drybecause of the dewatering and should be able to be shipped off-site once it has been characterized.Management of the caisson soil will need to incorporate the two week waiting period forcharacterization.Depending on the final stockpile location, potential for settlement over or adjacent to utilities or slopefailure should be evaluated. After the final location is selected, some additional subsurface investigationto evaluate soil properties such as strength, unit weight, and consolidation may be required.2.3 Below Grade ObstructionsA pre-trenching operation is recommended along the slurry wall alignment to identify and removeshallow obstructions, unidentified utilities, and screen for potential shallow radiological andenvironmental contamination. The recommended pre-trenching would be performed by open-cutexcavation along the entire wall alignment. Recommended trenching dimensions are 6 feet wide andabout 15 feet deep (elev -3ft).All other existing documented utilities intersecting the slurry wall alignment should be removed,relocated, or abandoned as necessary prior to slurry wall installation. Additional discussion regardingutility removal and remediation work is contained in identified sections of this report.For the soil nail wall construction, structures such as the SAS and Turbine building will *need to beremoved and some of the Turbine building foundation piles will have to be removed.2.4 As-Built PlansHorizontal survey control for the caisson has not been included with this feasibility study, therefore,final adjustments to the slurry wall, soil nail wall, and sheet pile/ring beam wall may be required to allowfor contaminated soil excavation. The horizontal survey control of the caisson should be performedbefore final design of the caisson excavation system is initiated.2.5 Limits of ContaminationA subsurface investigation is planned for the slurry wall alignment which will help delineate potentialcontamination in that area; however, this investigation will not likely provide sufficient data to identifyor delineate the potential contamination immediately adjacent to the caisson. An investigation shouldbe performed to delineate the vertical and horizontal extents of contamination beyond the caisson,after removal of near surface structures such as the turbine building and the SAS. The results of thissurvey are critical in understanding the total final scope of the excavation system requirements.Otherwise the caisson removal system could be installed within the limits, precluding the removal ofcontaminated soil.Page 14 IfOKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report1 Remnval F~nsineerinP3 0 Scone 1 Caisson Removal Enpineerinp3.1 Concept DevelopmentEarly concept development evaluated five potential schemes:1. Mud jacking the caisson;2. Ground freeze to cut-off groundwater infiltration and provide excavation support;3. Conventional shoring systems with dewatering;4. Cement bentonite slurry wall to cut-off groundwater infiltration; and5. An open cut sloped excavation with dewatering.An interface meeting was held on 17 April 2012 for the stakeholders to comment on concepts,communicate their concerns, restrictions, and limitations. Based on input from the stakeholders,discussion during the first meeting and review of additional historic documents, the engineering teammodified the options as required, and prepared a revised set of concepts. The result was four conceptswere carried forward to evaluate technical challenges, excavation area and potential dewatering effort.The four schemes are presented in Table 1:Table 1 -Caisson Removal System Concept SummaryPrimary Demo Approach Technical Challenge Dewatering Effort ExcavationScheme FootprintCement Open excavate top Depth and continuity of Low 200 ft diameterBentonite portion and utilize shoring Unit F claySlurry Wall system for bottom portionGround Open excavate top Brackish water and Low 200 ft diameterFreeze portion may need shoring flowing tidal watersystem for bottom portion adversely affect groundfreeze methodsConventional Dewatering to control Penetrating cemented High 120 ft diameterShoring groundwater to bottom of layer, groundwatercaisson treatmentMud Jack Open excavate top May need to demo the Moderate 200 ft x 200 ftportion and use last 10 feet in-place.dewatering to control May require additionalground water dewatering effortA second interface meeting was held on 1 May 2012; the stakeholders and design team evaluated andranked the alternative concepts. Each concept was ranked on a point scale from 1 to 5 (five being thebest) with 3 being neutral in 15 different categories including cost, risk, feasibility, and site andenvironmental impacts. The evaluation process resulted in the selection of the slurry wall concept forremoval of the caisson. Table 2 presents the ranking matrix.Page 15 rIOKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportTable 2 -Removal System Concept Ranking MatrixCEMENTBENTONITE GROUND CONVENTIONAL MUDSLURRY FREEZE SHORING JACKWALLCOST 3 1 3 4SCHEDULE 4 1 3 4VOLUME OF SOIL DISPOSAL (COST IMPACT) 3 3 3 3VOLUME OF WATER DISPOSAL (COST IMPACT) 5 5 1 1LAND AREA REQUIRED 3 1 5 4ABILITY TO REMOVE SURROUNDING SOIL 4 4 4 1(NEW) ITEMS LEFT IN PLACE 3 5 5 3RISK OF LEAVING PRE-EXISTING ITEMS BEHIND 5 5 5 4SAFETY (PERSONNEL) 3 3 2 4CONFIDENCE FACTOR 5 1 2 2RISK OF SITE IMPACT 5 3 2 2RISK OF UNKNOWNS AND ASSUMPTIONS 3 1 2 1RISK OF MIXING AQUIFERS 5 5 5 4COST OF BACKFILL 3 2 2 1IMPACT TO ENVIRONMENT/PUBLIC PERCEPTION 4 5 1 4TOTAL 58 45 45 42Major contributing factors for selection of the slurry wall with conventional excavationinclude the following:support systemS0SControl and maintenance of dewatering during excavation;Reliability of containment system; and,Reliable performance of conventional excavation support systems.The slurry wall concept and the associated support of excavation systems have been designed to a levelof detail sufficient to develop concept-level pricing and construction schedule, and sufficient to developthe deliverables identified in the contract.4.0 Caisson Excavation SystemFor the caisson demolition, an excavation system has been designed to maintain a dewateredexcavation with discharge rates that can be adjusted to meet the proposed PG&E groundwatertreatment system's maximum treatment rate of 300 gpm for all site dewatering activity, and retain theadjacent soil. The caisson excavation system will consist of three major components:Page 16 IKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report1. a cement bentonite slurry wall;2. a soil nail wall for support of the upper excavation; and,3. a sheet pile and ring beam shoring system for support of the lower excavation.In addition, geotechnical instrumentation to monitor the performance of the system has beenincorporated into the plans. The locations, details and suggested monitoring of the instrumentation arepresented in the plans. Additional discussion regarding the instrumentation is presented in theidentified section of this report that follow.The caisson demolition will be discussed in section 9.0 of this report including methods, sequencing, andproduction.4.1 Slurry WallThe cement bentonite slurry is a mixture of Portland cement and bentonite powder (natural clay), waterand admixtures. Other materials may be used such as slag cement, which has a slower curing rate and isgenerally less expensive than Portland cement. Initially, the slurry is a viscous liquid with a typical unitweight of 65 to 75 pcf. The cured slurry mixture has an unconfined compressive strength of about 20 to80 psi, depending on the final mix design, and behaves more like a very stiff to hard clay. The netequivalent permeability of the completed slurry wall has been estimated to be 1x10-6 cm/sec; howeverthe cured slurry material itself will have a lower permeability.The wall alignment is excavated with a hydro-mill and clam shell in alternating primary and secondarypanels; both of which are about 30 inches wide. The hydro-mill excavates the primary panels and theclam shell excavates the secondary panels which overlap the primary panels about one foot on eachside. The panels will be excavated to and penetrate or "key" into the low permeable Unit F clay stratumat an approximate average depth of 170 feet below grade (elev. -160 ft). A graphic of the panelexcavation is presented on sheet 12-008-00-9 of the Caisson Removal plans. Discussion regarding thesubsurface investigation is contained Section 5.2.The hydro-mill is equipped with a monitoring system that provides real time data for the horizontal andvertical alignment. The hydro-mill is "steerable" so that when deviations occur the hydro-mill alignmentcan be corrected. The clamshell is also equipped with monitoring devices for alignment control. Theclamshell follows the path of least resistance where it follows the softer fresh slurry (i.e. viscous) asopposed to the surrounding soil. Because the clamshell is excavating in the softer fresh slurry,essentially a continuous wall is constructed without any seams. Inherently there would be a "seam"between the first and last panels. The key to insuring for the excavation of adjacent panels in freshslurry is the mix design and timing.The completed slurry wall will essentially create a low permeable "bathtub" for the caisson demolitionand other Unit 3 decommissioning activities. Because the slurry wall prevents horizontal groundwatermovement, the volume of water to be pumped and treated is the groundwater contained in the slurrywall, storm water, and minor infiltration.Page 17 MKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportThe slurry wall is not structurally reinforced, therefore excavations made adjacent to the wall should besupported as if the excavation was made in soil. Hence large deep excavations like that for the caissonremoval would be required to be sloped or support of excavation systems would need to beimplemented. Due to the physical site constraints, equipment surcharges and the seismic designrequirements, the upper 40 feet of the caisson excavation (elev. +12 ft to elev. -30 ft) cannot be slopedand meet the site requirements. A soil nail wall was selected to reinforce the soil to create slopes thatcan stay within the project constraints, resist the seismic forces, and support construction equipment.4.2 Soil Nail WallSoil nail wall construction would consist of installing 25 foot long by 1.5 inch diameter high strengthsteel bars on a grid pattern at approximate 4 foot by 4 foot spacing. The steel bars are inserted into theface of the slope at about 15 degrees from horizontal. There are several possible installation methods;however, the final product is a steel bar encompassed in a 6 to 8 inch diameter grouted 25 foot longhole. The slope or "face" of the wall will be covered with a reinforced shotcrete facing after each levelof nails are installed. The final wall face will be battered about 10 degrees from vertical. The shotcretefacing will resist soil forces and prevent erosion that would occur during rain on an exposed soil slopeand the wall will minimize the volume of soil to excavate, characterize, stockpile, backfill and/orpotentially dispose.The soil nail wall will be constructed around the entire perimeter of the caisson. The top of the wall willrange from elev. +12 ft around the north, east, and west sides (based on Plant north) of the caisson toelev. +0 ft along the turbine building foundation. The toe of the soil nail wall will be at elev. -30 ft. Thetoe of the wall will be offset about 20 to 25 feet from the outside edge of the circular part of the caisson.This will provide a 10 foot bench between the toe of the soil nail wall and the face of the sheet pile andring beam shoring system. The 10 foot bench will provide an access and egress point for workers duringthe caisson excavation and demolition work.The designed soil nail wall has a 10 degree battered face which will reduce the overall lateral movement.As the excavation proceeds and the soil nail wall is constructed, the inclinometers will be monitored forlateral deflection (further discussed in section 4.4). If the observed lateral deflection data is predictinggreater movement than desired the remaining nails can be post-tensioned to reduce the amount ofmovement required to mobilize the resistance.4.3 Sheet Pile & Ring Beam ShoringA primary reason for beginning the shoring system at elev. -30 ft was so that the cemented sand and siltlayer between elev.-32 ft and elev. -37 ft can be pre-trenched without specialty equipment from thiselevation; allowing for successful installation of the sheet piles. The subsurface data presented in thehistorical documents showed refusal type blow counts in this stratum. During the recent geotechnicalinvestigation refusal type blow counts were encountered in the granular deposits throughout the depthsexplored. Therefore, jetting in conjunction with vibratory hammer pile driving will be used forinstallation of the caisson sheet piles. In addition, a template at the surface would need to bePage 18 0 Ki lewi tHBPP Caisson Removal Feasibility Study100% Draft Feasibility Reportconstructed so that the correct circular pattern is constructed and the last set of sheet piles connects toclose the circle.The sheet piles would be installed to elev. -91 ft which would allow for excavation of the entire areabelow the caisson to elev. -81 ft, about 7 feet below the bottom of the caisson tremie slab. If deeperexcavation was required to remove contaminated soil, the excavation could be performed in discreteareas and then backfilled prior to excavating another discrete area. An alternate would be to installadditional sheet piles around the area of contaminated soil.The ring beams would be installed along the depth of the excavation at 10 ft spacing for five ring beamsand at 12.5 ft spacing for four ring beams. The size of the ring beams would in-part be dependent onthe number of ring beams used. The ring beams would either be cast-in-place concrete or steel beams.The concrete ring beams range in size from 34 inch square beams to 44 inch square beams dependingon the location and number of beams constructed. Details regarding the ring beams and steel alternatesections are presented on sheet 12-008-009-16 of the Caisson Removal plans.4.4 InstrumentationA geotechnical instrumentation program has been developed for the purpose of monitoringgroundwater levels inside and outside of the excavation, and lateraland vertical ground deformation.Groundwater levels will be monitored using piezometers, with monitoring points, between the caissonwalls and the slurry wall, and outside of the slurry wall. The difference in piezometric water level insideand outside of the slurry wall will demonstrate the effectiveness or quality of the slurry wall installation.The piezometers would also be used to evaluate the integrity of the slurry wall in the event that anearthquake occurs during the period of construction. For the purpose of collecting real-time piezometricdata during a seismic event, automated piezometers should be used.The inclinometers serve to measure lateral movement in the ground surrounding the excavation.Inclinometers would be placed inside and outside the slurry wall, similar to the piezometers, to monitorthe movement inside and outside the slurry wall and near the HBGS operating plant. Theinstrumentation could be manual or automated readout; however, for the inclinometers manual readingwould be most suitable considering the length of the inclinometer casing that would be monitored. In-place inclinometers with automated readings are best suited when specific zones or soil layers are to bemonitored. Similar to the piezometers, the inclinometers could also help evaluate the location ofdamage to the slurry wall after a seismic event. This could be observed by excessive deflection or theinclinometer probe would not be able to penetrate the full inclinometer casing depth.In addition to the piezometers and inclinometers, optical survey points would be installed on structuresthat are considered sensitive to settlement. The points would be set prior to the slurry wall installationand monitored throughout the project. Additional survey points could be installed on the soil nail walland sheet pile wall to monitor vertical and horizontal movement. Discussion about the potential forsettlement and lateral movement is discussed in section 5.7.Page 19 i 0@Ki ewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report4.5 Excavation System RemovalThe caisson excavation system will be removed to the extent feasible, logical, and economical. Thesheet pile and ring beam system will be completely removed. The concrete ring beams will bedemolished and disposed of as the excavation is backfilled. Once the backfill has reached approximatelyelev. -30 ft the sheet piles will be extracted and salvaged either for re-use or recycled depending onpotential ground contamination. This would be typical practice for temporary support systems.Soil nail walls are not typically removed, and are generally left in place and backfilled. The shotcretefacing could be removed if it is determined to be an obstruction, but the nails would be typically left inplace. If it is determined that the nail elements need to be removed, additional steps would be requiredto assure stability of the excavation and to fill voids left by the nails. The cost for removing soil nails hasnot been incorporated in the cost estimate.Similar to soil nail walls, slurry walls are not anticipated to be removed. In order to equalizegroundwater pressure inside and outside of the excavation post construction, a series of trenches wouldbe excavated through the slurry wall, thereby breaching the wall to elev. +0 ft. Five trenches, atapproximately 100 foot spacing around the slurry wall perimeter would be excavated and backfilled withpermeable fill. Additionally, the slurry wall guide walls will be removed.Demolition and handling cost to the waste management facility for concrete ring beams, shotcretefacing and guide walls are included in the cost estimate. All disposal fees are by PG&E.5.0 Engineering Analysis5.1 Historical DocumentsThe analyses performed to develop this feasibility study were based on historical studies, reports anddesign plans available in PG&E files. Also, a subcontracted surveying company field-verified theproposed slurry wall alignment to help identify potential obstructions. As this conceptual plan forCaisson removal developed, an additional geotechnical field investigation was determined necessary toverify the depth and continuity of the continuous clay layer (Unit F). The details of the investigation arediscussed in section 5.2. A list of the documents referenced and reviewed and initially relied upon forthis study is contained in the Reference section of this report. Several key documents reviewed andrelied upon for this study are:* "Evaluation of the Potential for Resolving the Geologic and Seismic Issues at the Humboldt BayPower Plant Unit No.3", by Woodward Clyde, November 1980.* "Hydrogeologic Assessment of Unit 3 Area", Humboldt Bay Power Plant, by SHN, March 2010.* "Humboldt Bay Independent Spent Fuel Storage facility -Final Safety Analysis Report Update",by PG&E, November 2011.The Woodward Clyde report provided evidence of the presence and continuity of the Unit F clay at adepth of about 170 feet below grade, about 50 feet thick and was described as the regional aquitard.Page 110 O@KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportThe presence of the Unit F clay in the vicinity of the plant site was primarily presented in Appendix C,specifically Plates C-2, C-6 through C-8, C-17, C-36a and C-36b, and was discussed within the text of thatreport. Appendix E presented strength data in the form of SPT N values for several of the borings in thevicinity of the Unit 3 caisson.The SHN report provided a summary of the historical reports, the geological profile and the sitehydrogeology. Additionally, this document provided the permeability parameters used to develop thisfeasibility evaluation. The permeability of the aquifers, based on field data, was presented andsummarized in the SHN report. It also provided field test data that indicates the upper brackish aquiferand the lower fresh water aquifer are not separated by an impermeable layer, referred to as the secondBay Clay. Rather, there is a gradual transition between the two aquifers. Therefore, the second bay clayis not continuous in the area of the Unit 3 caisson, according to SHN's report. This is presented onFigures 4 and 5 in SHN's report.The ISFSI FSAR report was reviewed to understand the site specific seismic parameters, primarily thedesign ground accelerations for different time and return periods. The final recommended seismicdesign requirements were provided by PG&E and are based on the 100 year return period seismic event.Peak ground acceleration (PGA) of 0.5g was recommended with an equivalent short period (0.2 sec)acceleration of 1.36g. Electronic communication from PG&E directing the seismic design criteria areattached in Appendix E.5.2 Slurry Wall InvestigationA geotechnical, radiological, and environmental subsurface investigation has been performed. Theinvestigation consisted of four deep soil borings which were advanced a minimum of 15 feet into theUnit F clay layer and 16 shallow geoprobe borings. In general, the borings were performed along thealignment of the slurry wall where accessible. A summary report including logs of the borings andgeoprobes, a location plan, and the results of the geotechnical, radiological, and environmentallaboratory testing will be provided after the laboratory testing is completed. Currently, copies of thefour deep soil boring logs are attached in Appendix G.Three of the four deep borings were performed within about 15 feet of the wall alignment; however,boring KB-2 was performed about 70 feet beyond the wall alignment due to other conflictingdecommissioning activities at the site. Continuous core samples were collected in each of the boringsand SPT sampling was performed at 5 foot intervals in the first 90 feet of each boring and at 10 to 20foot intervals thereafter. Representative samples of the collected soil from the ground surface to theUnit F clay were placed in labeled plastic and core boxes. All of the recovered Unit F clay samples wereplaced in plastic bags and core boxes except the portions used for testing. The samples recoveredduring the investigation are stored at SHN's office in Eureka, CA.The data collected during the investigation confirmed the presence and continuity of the Unit F claylayer at depths ranging from 160 to 181 feet below grade. The radiological testing performed by PG&Edid not indicate the presence of contamination in any of the four borings. Geotechnical laboratorytesting will include strength testing, Atterberg Limits, and grain size analysis. The environmentalPage I11

!*f OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Reportlaboratory testing program was determined by PG&E personnel. The laboratory data will be tabulatedin the report, in addition to the original lab reports.The initial geoprobe program consisted of 22 borings at depths ranging from 20 to 45 feet. Three ofgeoprobes were not performed because they were adjacent to the recent deep borings and anadditional three borings could not be cleared due to utilities or obstructions. The maximum achieveddepth of the geoprobes was 28 feet. The locations, depths and laboratory testing requirements for thegeoprobes were provided by PG&E radiological and environmental personnel.5.3 Slurry_ WallEngineering analyses for slurry trench stability excavation indicates that the standard of industry factorsof safety for continuous trenching (1.15) and panel excavations (1.25) can be achieved. At depths of 160feet below grade, the in-trench slurry will need a unit weight of about 82 pcf based on the dense soilconditions at depth. The required fresh mixed slurry unit weight will depend on the sand content in thein-trench slurry. For a sand content of 20%, the fresh mixed slurry will need to have a unit weight of 71pcf. Fluctuation of slurry within the trench has been assumed to be maintained at least 5 feet above thestatic water level outside of the trench. Final design of the cement bentonite slurry by the contractorwill provide the required range of parameters for trench stability.The design of the slurry wall assumes that a net aggregate equivalent permeability of the constructedslurry wall is equal to or less than 1x106 cm/sec. This factor accounts for local leakage to materialvariability and potential leakage between panels. Using this design basis, an equivalent potential leakagethrough the wall and into the excavation is estimated to be in the range of 6 gpm per 10 feet ofdewatered depth, or less than 60 gpm for the completed excavation. Groundwater infiltration throughthe bottom of the Unit F clay layer will be a function of the continuity of the Unit F clay layer and isestimated to be less than 2 gpm.Inflow to the excavation from rainwater has also been considered in the overall dewatering scheme. It isassumed that all rainwater falling within the footprint of the slurry wall will eventually enter theexcavation, either by direct runoff or local seepage through the soil within the slurry wall footprint.Using rainfall records from the Humboldt site, we estimate the net inflow from rainfall will contribute anadditional equivalent 30 gpm (1 year-24 hour storm event) to 70 gpm (5 year-24 hour storm event) tothe overall dewatering requirements.In summary, a maximum total pumping capacity of 130 gpm is sufficient to maintain a workable finaldepth excavation at steady state seepage conditions. A hydrologic evaluation of the slurry wall relativeto the potential impacts to the groundwater and tidal flow was performed by SHN consultants. SHN haspreviously reviewed historical documents, conducted several investigations as well as hydrogeologicalstudies for the site. According to SHN's report "the primary impact of the slurry wall will be itsalteration of localized groundwater flow." This would occur in the upper and lower aquifers at the site.The expected levels of impact, according to SHN, are negligible to the upper aquifer and minimallocalized impact to the lower aquifer. Therefore, it is not expected that the slurry wall will need to bePage 112 i llOKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Reportbreached any deeper than the 10 to 15 feet previously described. A copy of their evaluation report isincluded herein as Appendix H.5.4 DewateringThe upper 15 to 20 feet of the site soil is defined as the first Bay Clay layer comprised mostly of silt andclay, therefore the dewatering effort during excavation through these soils is expected to be nominal.However, utility trenches and other areas with granular backfill could hold water requiring increaseddewatering efforts. It is anticipated that localized sump pumps will be able to adequately handle thepotential for increased flow and the flows will decrease with time as stored water depletes. In thegranular soil below the first Bay Clay, the estimated volume of water per vertical foot of the slurry wallfootprint is about 74,000 gallons. To dewater this volume in one day, a pumping rate of about 50 gpmwould be required, not including groundwater or storm water infiltration.Four dewatering wells have been included in the design, each sized to pump up to 100 gpm. If thepumps were operated at the maximum groundwater treatment capacity of 300 gpm, water levels withinthe slurry wall could be drawn down as much as five feet per day.5.5 Soil Nail WallThe soil nail wall analysis and design was performed in general accordance with the FHWA Soil Nail WallTechnical Manual, FHWAO-IF-03-017, GEC No. 7. The minimum factor of safety against global slopestability failure for seismic (dynamic) conditions was 1.68 and 2.68 for static conditions. The factor ofsafety for internal stability of the soil nail wall, (e.g. nail pullout, face rupture) for the design seismicevent was 1.70. For the static case, the factor of safety was 2.41. Both the seismic and static casesincluded surcharge loading from a Manitowoc 2250 crawler crane.5.6 Sheet Pile WallThe sheet pile and ring beam system was analyzed with the SupportlT computer software. Seismiclateral forces were analyzed in general accordance with the National Earthquake Hazards ReductionProgram (NEHRP) Recommended Seismic Provisions for non-yielding walls. The ring beams were sizedto resist the greater of the combined static and seismic forces with a factor of safety of 1.25 or the staticforces with a factor of safety of 2.0. The ring beams were designed based on ACI 318 and the AISC SteelConstruction Manual, 13th edition.5.7 SettlementThe excavation for the caisson demolition will result in both lateral and vertical displacement of the soilsurrounding the excavation. The settlement (vertical displacement) and lateral displacement has beenestimated with empirical models based on observed data presented by Clough and O'Rourke in their"Construction Induced Movements of In-Situ Walls" and checked against numerical models utilizing two-dimensional finite element modeling with the computer software PLAXIS. The PLAXIS model isconsidered preliminary since the input soil parameters were estimated from material index propertiesand engineering judgment without specific laboratory data.Page 113 O@KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportThe historical data compiled by Clough and O'Rourke suggest that a triangular distribution of thesettlement profile can be assumed. This distribution assumes the maximum settlement takes place atthe face of the excavation and goes to zero at a distance of approximately two times the excavationdepth, or in our case 180 feet. This method predicts the settlement averages 0.15% of the excavationheight and the lateral movement averages 0.2% of the excavation height. With this empirical method,the estimated settlement is 1.6 inches and the lateral displacement is 2 inches at the face of theexcavation due to caisson removal.The finite element model includes the various soil types, excavation stages, dewatering conditions,slurry wall, soil nail wall, and sheet pile and ring beam system. The model was analyzed in stages similarto the actual construction and excavation process. For example, one stage would be excavation for theupper half of the soil nail wall and the following stage would be installation of the soil nails for the upperhalf of the wall. The results of PLAXIS modeling indicate a maximum settlement of 1.7 inches and 2.5inches of lateral displacement at the crest of the excavation which we interpret as verification of theempirical estimate. The finite element model also predicted localized movements of the face of the soilnail wall on the order of 4 inches. The results of the finite element model are shown on Figures 1 and 2,respectively.Based on the results of our analysis and previous experience, we estimate the settlement to beapproximately 2 inches at the face of the excavation and nil at the operating power plant. Figure 3graphically presents the approximate settlement range versus distance from the caisson excavation. Inaddition, the HBGS is supported by pile foundations, according to PG&E personnel. Thereforesettlement of the HBGS structures is not anticipated.Page 114 1OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report~inPlads Output Vesion 2010.0.0.5880I200.00160.00120.0080.00 -440.00 "-j40.00o-40.00 OM 40.00 $0.00 120.00 160.10 2001.00 240.00200.00175.00150.00'2600100.0075.0050.0025.00000-2500-50.00-75.00-100M00-12500-150.00-175.00-200.00-225.00YTotal displacements u yMaximum value = 0.1888 ft (Element 88 at Node 44)Minimum value = -0.2116ft (Element 349 aW Node 225) =2.5 inPLAXIS kt012I _ __ i 9-13-20129/19/201251 IKiewit CorporationFigure 1 -PLAXIS Model Maximum SettlementPage 115 eOKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportPlaxis Output VMsio 201 0.0.0.%880-40.00 0.00 400080.00 120.00160.00 200.00 240.002000100.00-120.0080.00-40.00-0.00 -~2.5 inL3T4..20.000.00-20.0040.00-60.00-80.00-100.00-120.00-140.00-180.00-180.00-200.00U20.00-240.00-2M000-29D.00-20000-320.00-40.00YTotal displacements uxMaximum value = 0.000 It (Element 7 at Node 10)Minimum value = -0.3427 ft (Element 349 at Node 2. 7)i= in-3212 9/19/2012PLAXIS 3_9-13-2012 51 Kiewit CorporationFigure 2 -PLAXIS Model Maximum Lateral DisplacementPage 116 OGKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportNO SETTLEMENTOPERATING POWER PLANTFigure 3 -Estimated Area of Settlement5.8 Construction Vibration AnalysisThe on-site gas line that feeds the operating power plant was identified as a utility of concern by PG&Epersonnel. Currently, no data regarding the construction of the line (e.g. material type, size, or bedding)or the specific as-built location and depth have been provided. The potential for damage to utilities isrelative to their flexibility, e.g. steel pipelines are more flexible than concrete and therefore canwithstand higher particle velocities without damage. For the purposes of this study, we have calculatedestimates of the peak particle velocity from the pile extraction activity. Because the location materialtype and size of the gas line was not provided, peak particle velocities were calculated at distances fromthe vibration source of 25 feet, 50 feet and 100 feet. It is anticipated that the gas line is at least 25 feetaway from the existing piles that will be removed.Page 117 Ia OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportBased on the upper 15 to 20 feet of soil being firm to stiff clay and the gas line located within the claylayer, peak particle velocities are estimated to be about 0.4 in/sec at a distance of 25 feet from thesource and 0.15 in/sec at a distance of 50 feet. At a distance of 100 feet the peak particle velocity isabout 0.05 in/sec. Figure 4 below, by Wiss (1981), presents peak particle velocities for a range ofconstruction equipment versus the distance from the source. Also presented on the figure, is thedamage threshold for commercial construction and the results of our calculations (in red).1000 Typical Earth Vibrationsdue to Construction(after Wis, 1981)100 1. .lb --I--1Ebedded DynamiteE --1/2 Ton Ball, 10ft SwingE Diesel Pile Driver, 36,000 ft-lb'10- ... Vibratory Pile Drvero -x -Pavement Breaker, 6 ft Drop> C-a- 2 Ton Drop Batl, 40 ft Drop00 ---- Caisson Drilling & Large Dozer-X- Trucks... 0 Dacamage Trese eietUX-X -Cranie Idling0.01 Damage. ... -Threshold -Commercial10 100 1000Distance from Source, mFigure 4 -Construction Vibrations6.0 Safety6.1 Earthquake and Tsunami ResponseThe proposed soil nail wall and sheet pile wall have been designed to resist the required seismic designparameters and typical temporary design factors of safety. Details regarding the analysis and resultantfactor of safety are discussed in section 5.0.In addition to designing safe soil restraining systems, safe worker access and egress to the excavationhas been considered. There is a minimum 10 foot bench designed around the entire caisson betweenthe bottom of the soil nail wall and the top of the sheet pile wall. This 10 foot bench along with thebattered soil nail wall face will allow for easy access and egress with ladders. The ladders can besupported/tied into the soil nails and constructed as the excavation proceeds. As the excavationproceeds inside the sheet pile wall, fixed ladders with cages would be necessary for access and egress.Page 118 CKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportAs the excavation proceeds and access and egress become challenging, earthquake/tsunami evacuationdrills would be performed to assess the adequacy of the access and egress procedures as well as thetime for all workers to evacuate the excavation and get to the appropriate muster point (the high pointof the site near the ISFSI). The drills would be performed to meet the seven minute tsunami run-upwarning.6.2 Equipment NoiseTable 3 is based on the Federal Highway Administration's (FHWA) roadway construction noise model(RCNM). The RCNM is based on noise calculations and noise monitoring from the Central Artery Tunnel("Big Dig") project in Boston, Massachusetts. The maximum sound level (Lmax) presented are based onthe A-weighted method in accordance with OSHA 29 CFR standard 1910.95.Table 3 -Equipment Noise EmissionsEquipment Acoustical Use Lmax at 50 ft Measured Lmax Data PointsFactor (%) (dBA) at 50 ft (dBA)Clam Shovel 20 93 87 4Excavator 40 85 81 170Mounted Impact 20 90 90 212Hammer (Hoe Ram)Slurry Plant 100 78 78 1Slurry Trenching 50 82 80 75MachineVibratory Pile Driver 20 95 101 447.0 Slurry Wall ConstructionThis section addresses the work to be performed by the slurry wall contractor, and work that will berequired to be performed before the slurry wall construction begins by PG&E.7.1 PG&E Site Preparation Work Prior to Slurry Wall ConstructionThe following is to be performed by PG&E prior to the start of the slurry wall congtruction schedule:1. Review and approval of the following contractor submittals:* Detailed Slurry Wall Design Plan* Slurry Wall Mix Design* Slurry Wall Stability Analysis* Quality Assurance/Quality Control Plan* Instrumentation and Monitoring PlanPage 119 IKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report2. The superstructure of the SAS, turbine building, and tank structures will need to be removed.Based on the current decommissioning schedule, these activities are planned to occur beforethe slurry wall construction.3. Based on the plans, the SAS and turbine building have finish floor slabs lower than EL+12. Thearea along the slurry wall alignment will need to be level, so voids left by demolition of thesuperstructures will need to be filled. This should be incorporated into the slurry wall contractwork, which would place the responsibility on the contractor for their equipment support.4. Obtain required permits and approved RAW or license termination plan7.2 Slurry Wall Contractor WorkThe following defines the work to be performed by the slurry wall contractor:1. Complete additional borings, if necessary, to confirm location and characterization of Unit F clayaquitard. This information to be utilized for final slurry wall design.2. Develop and submit for PG&E review:* Detailed Slurry Wall Design Plan* Slurry Wall Mix Design* Slurry Wall Stability Analysis* Quality Assurance/Quality Control Plan* Instrumentation and monitoring plan preparation and submittal for review and approval byPG&E3. Mobilization would include preparation of the subgrade to support construction loads includingvoids left from superstructure demolition of the SAS, Hot Shop and Turbine building; setup andcalibration of the slurry plant; setup of de-sanding plant; and mobilization of slurry wallconstruction equipment to the site.4. Pre-trench the slurry wall alignment. This includes the removal of all non-essential and cold anddark underground utilities within 10 feet of the slurry and removal or relocation of overheadelectric lines within 20 feet of the proposed slurry wall alignment, removal of contaminatedsoils, and backfilling the excavation with CLSM. Open utility conduits, pipe, tunnels, etc shall becapped and/or filled with CLSM. At a minimum, the pre-trenching shall be 6 feet wide by 15 feetdeep. The final depth of the trench will be dependent on the extent of the contamination. Theremoval of contaminated soils beyond the 6 ft wide trench is not considered part of this scopeof work unless it is expected to contaminate the slurry wall.5. Protect, temporarily support and/or relocate essential utilities servicing Unit 3 such as electric,water, main plant exhaust system and communication.6. Removal of foundation- piles and concrete slabs from Unit 2 that are along the slurry wallalignment.7. Install, read, and maintain piezometers, inclinometers, and/or other instrumentation requiredby instrumentation and monitoring plan.8. Construct the slurry trench guide walls.9. Construct the slurry wall in accordance with approved QA/QC plan.Page 120 OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report10. Verify performance of slurry wall. This would be accomplished by monitoring piezometers atthe beginning of dewatering and observing the reaction of the groundwater levels outside of theexcavation. Successful performance of the slurry wall would be groundwater infiltration ratesless than 30 gpm for a dewatered elevation of elev. -20 ft. Specific details of the performancetesting should be included in the contractor submittals listed under item 2 above. Rainfallmeasurements will need to be collected to account for the additional infiltration.11. Demobilization8.0 Scope 2 -Foundation Pile RemovalThe timber piles removal is planned to be performed with a vibratory extractor hammer. This methodwould require about 3 to 5 feet of competent pile for the extractor clamp to grasp the pile. The analysisindicates that an APE 200 vibratory hammer would be able to remove the 30 to 40 ft long timber piles.In the unlikely event that the vibratory hammer is unable to remove the pile, additional excavationwould be made around the piles by backhoe.The timber piles installed in Units 1 and 2 have pile cutoff elevations ranging from elev. +3 to elev. +10and Unit 3 has pile cutoff elevations ranging from about elev. -3 ft to elev. +10 ft. Based on the sitehydrogeological studies groundwater levels are generally around elev. +5 ft to elev. +7 ft. This wouldindicate that the timber piles have been submerged with the exception of the first couple of feet and arenot expected to be deteriorated. Therefore, extraction is expected to be accomplished in a single piece.If the first several feet of the pile are deteriorated, this portion of the pile could be removed and someover excavation would be done to provide the 3 feet of competent pile necessary for the vibratoryextractor. The upper 15 to 20 feet of soil at the site is low permeable silt and clay, hence, over-excavating in these soils is not expected to significantly increase dewatering volumes. Also, the Unit 3piles will be within the slurry wall, hence deeper excavations will not create a problem withgroundwater control. If significant inflow is encountered, sheet piles could be temporarily installedaround the excavation to minimize the groundwater flow.The extracted timber piles will be cut into lengths that fit the intermodal units. This would be doneinside the Waste Management Facility or the existing Rubb tent so that the sawdust could be easilycleaned up and placed inside the intermodal unit as well. The handling of soil excavated for the timberpile removal will be handled in accordance with the approved RAW. Additional details includingquantities, production rate, and stockpile locations are addressed in the following Excavation Plansection of this report.Removal of sheet piles and H piles are not expected to leave significant voids in the groundbecause theyare not displacement piles. Timber piles may leave voids in the ground where they penetrate cohesivesoils which could be filled with a controlled low strength material (CLSM) like flowable fill or cementPage 121 Of*KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Reportbentonite grout. Voids from timber piles penetrating saturated granular soils are not expected toremain open.The estimated volume of soil that will be excavated for Units 1 and 2 is 2,150 cubic yards. The slurry wallpre-trenching will be narrow in width and will only overlap portions of the unit 2 pile caps. Therefore,only partial demolition and pile extraction will occur during the initial pre-trenching activity. Theremaining foundation removal and excavation is scheduled to begin in 2017, the same time that caissonbackfill is scheduled to start. At this time, soil stockpile area in the trailer city area will be available.9.0 Excavation PlanSoil testing frequency for characterization of excavated soil is based on the current Interim MeasuresRemoval Action Work Plan (IM/RAW) document which was provided to us by PG&E and approved by theCalifornia Department of Toxic Substances Control (DTSC). The IM/RAW document addresses themanagement of excavated soil including testing requirements and the re-use of excavated soil forbackfill. The current IM/RAW addresses shallow excavations, 3 feet bgs and less as stated on page 12 ofthe report. We understand from conversations with PG&E personnel that a revised IM/RAW will beprepared for the deeper excavations associated with Units 1, 2, and 3 for submittal and approval by theDTSC. Also, the plan will incorporate the DCGL's for radiological contamination as determined by theN RC.Material flow diagrams for the slurry wall construction and the caisson excavation are attached inAppendix H. Also, Table 6 in Appendix H presents the estimated schedule for excavated soil generatedeach week, options for the number of intermodals units to support the operation and the volume of soilthat would still need to be managed after completion of the excavation.9.1 Soil Stockpile AreaA temporary Stockpile/Laydown area will need to be constructed in the area east of the discharge canal,referred to as "Trailer City". The proposed soil stockpile area is shown on sheet 12-008-009-4. For slurrywall construction, areas 5 and 5A will be required for stockpiling and processing of soil so that it can beshipped off-site for temporary storage. During the caisson excavation and removal, the same areawould be required for segregation of weekly stockpiles until the soil has been characterized andtransported off-site for disposal. If needed, additional area for caisson excavation would be availableafter the remaining trailers are removed from the trailer city complex.To mitigate the potential of contaminated water/soil from migrating into the existing subgrade at theTrailer City Stockpile area, the Contractor shall provide an asphalt or concrete pad designed to allow freewater flow out of the stockpiles to a containment area. Free water from the stockpiles will be pumpedto the PG&E water treatment facility. Regardless of the pad construction, all stockpiles shall be coveredwhen not in use.Page 122

@OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report9.2 Slurry Wall ExcavationThe slurry wall excavation will consist of two stages, the pre-trenching which includes the removal ofunderground utilities, contaminated soil, foundation piles and other below grade structures and theinstallation of the slurry wall. No superstructure demolition or removal is included in this work.Based on meetings with PG&E personnel, all the material (soil and utility materials) from the pre-trenching operation will be placed directly into intermodals. Foundation materials will be transported tothe Waste Management Facility for additional processing. After the materials are loaded into theintermodals by the contractor, PG&E will be responsible for the on-site/off-site transportation of theintermodals. The total volume of excavated material will not be determined until after the final sitesurvey (FSS) is completed by PG&E, but based on the minimum recommended pre-trench dimensions ofsix feet wide by 15 feet deep the total neat volume of material for the slurry wall alignment excavationis about 2,250 cubic yards; however, the estimated volume of excavated soil is about 4,000 cubic yards.We are anticipating that the pre-trenching activity can be completed in about 111 working days, whichresults in an average of about 36 cubic yards of waste per day. The pre-trenching excavation willfluctuate depending on the different activity work flows described above. It is anticipated that on somedays, zero intermodals will be required, and during peak excavation activities as many as 13 intermodalswill be required.Based on the current slurry wall alignment and a wall thickness of 2.5 feet, the theoretical volume of soilis approximately 12,000 cubic yards. With anticipated overage beyond the theoretical quantity andswelling of the soils, approximately 17,000 cubic yards of loose soils will need to be handled andstockpiled. The excavated material is expected to be wet and often fluid in nature during theexcavation, loading, and stockpile operations. Because soil remediation along the slurry wall alignmentwill be completed before slurry wall construction begins, the excavated soil from the slurry wall isanticipated to be acceptable for re-use as backfill for industrial site use. For this study, we haveassumed the excavated material will meet the criteria of the California DTSC for re-use below thegroundwater table.Approximately 1,000 cubic yards to 1,500 cubic yards could be stockpiled on a weekly basis. For thisstudy, we have assumed 1,000 cubic yard stockpiles. In order to handle this quantity of saturatedmaterial at a fairly rapid pace, allow some time for the excavated material to drain-out, and maintain athree week on site stockpile storage capacity prior to shipments off-site, the proposed soil stockpile areawill be required for laydown and soil processing, if staged/managed correctly. This stockpile areamaximizes the footprint provided by PG&E for contractor use, including the removal area of the phase 1trailers from trailer city on January 1, 2014.The soil generated from the slurry wall construction will be transported to a temporary off-site storagefacility and back to the site to be used as fill by the contractor. The soil will be transported in dumptrucks and shall not contain free water. Upon completion of the slurry wall and off-site transportation ofsoil, areas 5 and 5A would be available for other site activities until the caisson excavation begins. Weunderstand from PG&E that "clean" soil will not be allowed to be temporarily stockpiled in the canalsnor will any of the other planned restoration activities be able to accept/use the soil for backfill.Page 123

@OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report9.3 Caisson ExcavationUpon commencement of the caisson excavation and demolition, all materials from the soil stockpileareas shall be removed.The caisson excavation is divided up into two phases. Phase 1 consists of ten 4 foot thick lifts, to allowfor the soil nail wall construction, between elev. + 12 ft t and elev. -30 ft. Phase 2 includes five liftsranging in thickness from 4 feet to 14 feet between elev. -30 ft and elev. -80 ft. Materials excavatedfrom around the caisson will be loaded into trucks and hauled to the temporary stockpile location fortesting by PG&E. On average, each lift of excavation within the caisson will generate approximately1,000 to 1,200 cubic yards of material to be stockpiled at the Trailer City Stockpile area. A lift onaverage for both Phases 1 and 2 will have durations for excavation of approximately one week, and thenhave approximately three to five weeks until the next excavation lift begins. For this study, we haveused a four week cycle time. This material flow cycle will allow for the two week testing period and oneto two weeks to relocate the material to its next destination before the next excavated lift of material(1,000 CY) arrives to the stockpile area.Once the individual stockpile has been characterized, the material within the stockpile can be moved toa larger stockpile with the same characteristics, freeing up additional temporary laydown area for thesmaller individual 1,000 cubic yard stockpiles. The stockpile area can accommodate large quantities ofsimilarly characterized materials. For this study, we have assumed all soil excavated during the caissondemolition will be contaminated. Therefore, any temporary 1,000 cubic yard stockpile that may becharacterized as acceptable for re-use will need to be promptly removed to another area on site to beutilized as fill material or be disposed of off-site. This will provide the necessary area for the next 1,000cubic yards of excavated soil to be stockpiled, tested, and segregated until the laboratory testing iscompleted.9.4 Intermodal Containers -Soil DisposalThe stockpile area will be staffed full time with one loader operator/loader and one laborer for supportduring excavation operations to load soil into the intermodal units. This crew would be full time duringthe slurry wall excavation and one out of every four weeks during the caisson excavation cycle. Duringcaisson non-excavation weeks, the crew will be part time only to load the required quantity ofintermodals to support the off-haul operations.Soil treatment for water content in the intermodal containers is not included in the budget estimate noris any re-handling of materials to perform drying operations. The laydown area shown is fully utilizedfor stockpiling purposes only and the stockpiles are allowed to self-drain. For this study, it has beenassumed that the two week waiting period for the testing would allow sufficient time for excess waterto drain from the soil, allowing the soil to be placed into an intermodal. Additional site area would berequired for treatment or intermodals would need to be relocated by PG&E to other areas on site toprovide additional treatment prior to shipment of-site.Based on the caisson excavation production rates presented in Table 6, a minimum of 30 intermodalunits will be need to be loaded on average every week to accommodate the construction and maintain azero stockpile balance. For example, if a zero balance were to be maintained and soil treatment isPage 124

! 0 *KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Reportneeded to remove moisture content, potentially more than 30 containers could be in continual use forthis operation. If the disposal cycle time for a container to leave site and return for reuse is four weeks(one week to load plus one week for treatment, plus a two week roundtrip), potentially 120 intermodalswould be required for zero balance. The table also presents different intermodal container quantityoptions which would reduce the quantity of intermodals in the cycle and allow the stockpile to increasein quantity. For example, using 25 intermodals per week allows the stockpile to gradually increase inquantity at a manageable rate and would be depleted about 6 weeks after completion of the excavationactivities. With the cycle time described above, 25 intermodals would potentially require 100intermodals to be in use at one time to support the work.9.5 Concrete DebrisConcrete debris will be generated from:" Units 1 and 2 pile caps and slab-on-grade;* Unit 3 turbine building pile cap(s) and slab-on-grade;* The refueling building slabs above the caisson; and,* The Unit 3 caisson.Concrete debris will be handled at the Waste Management Facility located south of Count Room Roadand west of Donbass Street (based on plant North). The location of the Waste Management Facility isshown on sheet 12-008-009-4 of the Caisson Removal Plans. The concrete demolition will beaccomplished with an excavator mounted hydraulic hoe-ram. The in-place demolition will create debristhat can be transported to the Waste Management Facility for additional processing such that the debrismeets the requirements of the waste disposal site. The contractor will segregate piles of concrete, rebarand other bulk debris for PG&E to load into the intermodal unit. After the intermodal units are filled,PG&E will either move them to an on-site storage location or transport them for disposal. As concretedebris is generated it will be temporarily stockpiled in the area of Units 1 or 2. The temporary stockpileswill likely be required because other concrete debris will be occupying the waste management facilityfor processing. Temporary stockpiles will be covered when not in use.9.6 Intermodal Containers -Concrete DisposalConcrete removed from the upper section of the caisson will be demolished in 4 foot lifts in conjunctionwith the soil nail wall construction. The estimated schedule for demolition of the upper portion of thecaisson (elev. +12 ft to elev. -30 ft) is 60 weeks and the anticipated volume of concrete is 3,660 cubicyards. On average 60 cubic yards of concrete debris would be generated each week that would need tobe placed into intermodal units; however, this volume could be as high as 100 cubic yards. Therefore,the number of intermodal units required each week to accommodate the volume of debris will be 18 to30.The estimated schedule for demolition of the lower portion of the caisson and tremie slab is 27 weeksand the anticipated volume of concrete is 2,540 cubic yards. Using an average timeline of 27 weeks willPage 125

!a OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Reportrequire average processing of 94 cubic yards. This will require 12 intermodals per week to keep up withdebris generation.10.0 Logistics of Backfill PlanPG&E has not indicated that the soil excavated would need to be backfilled with similar soil, i.e. thatbackfill does not need to match the existing geologic strata. The final grading specification included withthis submittal addresses the specifics of the proposed fill materials including, compaction requirements,gradation, and Atterberg Limits.For the purposes of this estimate, we have assumed that all excavated material from the slurry wall willbe used as backfill for the caisson and all material from the caisson excavation will not be acceptable forre-use as backfill. Backfilling will be done in multiple lifts in accordance with the backfill specificationrequirements. Backfill operations will be performed in conjunction with the demolition of the ringbeams in the lower portion of the excavation and the shotcrete fascia in the upper portion of theexcavation. Once the caisson has been backfilled to elev. -30 ft, the sheet piles will be removed andbackfill will continue to elev. + 12 ft.11.0 Traffic PlanSite plans with traffic routing have been developed for the various operations. This includes; import andexport haul trucks, on-site construction equipment, pedestrian traffic, debris storage areas for testingand re-use, and laydown/office areas. The traffic plans are presented in the plans in Appendix A. ThePG&E site roadways, D-Com Ave, RCA Way, etc., will be used only as necessary to transport materials.The roads will not be used to store materials or as a place to park equipment.12.0 Groundwater Treatment AssessmentThe slurry wall will limit groundwater infiltration into the caisson excavation and therefore thedewatering flow rate for the area can be adjusted to meet the groundwater treatment system'smaximum influent rate of 300 gpm. Excavations outside the slurry wall are not expected to extendbeyond elev. +0 ft or into the more permeable granular soils typically encountered at about elev. -10 ft.Therefore flow rates in these types of excavations are expected to be nominal.Page 126

@KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report13.0 Storm WaterIncluded in the concept plans are anticipated erosion and sediment control details and the locations ofthese measures around the proposed construction use area. A qualified Storm Water PollutionPrevention Plan Developer (QSD) has reviewed the proposed site use plans and developed the erosionand sediment control plan and details for this feasibility study. The SWPP permit will be obtained byPG&E.14.0 Risk Analysis & AssessmentA risk analysis and assessment has been performed for Scope 1 and 2. Tables 4 and 5 below provide therisk, the potential impact(s) to the project, mitigation strategies to reduce and/or prevent the risk, andaction plan(s) should the risk item occur.Page 127 ewit.moval Feasibility Study100% Draft Feasibility ReportTable 4 -Scope 1 Risk Analysis & Assessment MatrixRisk Impact Mitigation Strategy / Action Plane to slurry wall Increase in water Depending on severity of breach action items would be to 1) pump andseismic event infiltration treat more water, 2) Identify breach location and grout to slowinfiltration, 3) identify damaged section and replace section of slurry walle to support of Deformation and/or Shoring system design will include seismic forces and will be engineeredtion system/soil failure of the and peer reviewed prior to implementation of the design. The soil nailII from a excavation support wall and SOE are designed based on site specific ground motion studiesevent system and a 100 yr return period. The same ISFSI seismic parameters havebeen applied to the soil nail wall and SOE designs.Iwater inflows Increased water Strict QA/QC of slurry wall construction, increase capacity of GWTS,toff area larger treatment grout high permeability areas in wall, emergency procedure in place to:pected requirement increase GWTS to max capacity allowed by designii overtops Flooding of Training -participate in tsunami drills, provide quick means of egress.tion excavation, risk toworker safetyient of Damage to HBGS Strict procedures will be in place. Design and construct caisson-N excavation removal to minimize settlement of NEWGEN, MonitorNEWGEN during construction to adjust methods prior to damage.iinated Unable to release site Sample soils prior to slurry wall construction. Continuously sample and)l outside of monitor soils as they are excavated. Strict soil removal procedures willsystem be in place. Construct additional shoring system outside of circularsheet pile/soldier pile retaining system.Page 128 ewit.moval Feasibility Study100% Draft Feasibility ReportRisk Impact Mitigation Strategy / Action Plane to NEWGEN Damage to HBGS Vibration analysis performed during engineering phase prior to)nstruction beginning construction, monitor vibrations during construction phase,,n and limit equipment based on monitoring.ial Safety -Injury to people Entry to the excavation will be controlled via barriers per OSHA. Strictfalling into the fall protection procedures will be in place.xcavationckpiling Insufficient area Find alternative storage areas, revise site use plan to add onsite storage.onsiteeather/muddy Delays in Prepare for all weather operations, adhere to storm water pollutionDns construction, prevention plan, strict precautionary procedures in place.negative impact onstorm water quality:ient on-site Decreased Provide off-site parking and shuttle bus from remote lots, encourageproductivity ride share. Relocate engineering, training, and administrative personneloff-sitein lab sampling Delay in construction Assure a close and capable lab to evaluate soil samples in expedite form,osal or reuse activities, overall in case necessaryschedule impactPage 129 ewitSmoval Feasibility Study100% Draft Feasibility ReportTable 5 -Scope 2 Risk Analysis & Assessment MatrixRisk Impact Mitigation Strategy / Action Plan!akage Foundation elements Excavate to pile and extractleft in groundii overtops Flooding of Training -participate in tsunami drills, provide quick means of egresstion excavation, risk toworker safetye to NEWGEN Damage to HBGS Evaluate equipment during engineering phase, monitor vibrations during)nstruction construction phase, limit equipment based on monitoring, vibration)n analysis performed prior to beginning construction.ial Safety -Injury to people Entry to the excavation will be controlled via barriers per OSHA. Strictfalling into the fall protection procedures will be in place.xcavationeather/muddy Delays in Prepare for all weather operations, adhere to storm water pollutionons construction, prevention plan, strict precautionary procedures in placenegative impact onstorm water qualityStaff parking Decreased Shuttle bus from remote lots, encourage ride sharee)& transport productivityPage 130 i @KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report15.0 Budgetary Estimate and Work Breakdown StructureOur estimate for the caisson feasibility study is $83 million. The budgetary estimate and WBS areattached in Appendix B. The estimate is based on the scope of work outlined in the contract documents,the scope changes, and interaction with PG&E personnel. The following list provides assumptions madefor the purposes of the schedule and estimate.1. 21 March 2013 is the Notice to Proceed (NTP).2. 60 days to submit and approve slurry wall design.3. Pre-trenching of slurry wall alignment will be completed in 111 working days.4. No special work conditions exist for workers during demolition or for excavation in an open airdemolition environment.5. We have allowed time for final site survey to be performed but no additional time for workstoppages or additional excavation due to contamination beyond the planned excavation limits.No contingencies for downtime or work stoppage due to environmental or radiological issues.6. Slurry Plant and de-sanding plant is outside RCA.7. Pumped concrete will be utilized for flowable fill and guide walls.8. All equipment is free released without any replaced components.9. Hauling of intermodals empty or full will be performed by PG&E.10. Caisson soils will be classified as contaminated and be hauled off-site/disposed of at a PG&Eselected dump site. Cost to assist PG&E with loading intermodals is included only. No cost fordelivery of intermodals, transporting of intermodals, or disposal fees are included.11. Concrete debris, rebar, sheet piles, timber piles and other bulk demolition debris will bedelivered to the Waste Management Facility, processed then loaded into intermodals by PG&E.Handling of all intermodals, transportation of intermodal and disposals fees is not included.12. Off-site temporary soil stockpile will be covered with tarps.13. Pricing based on Kiewit past experience.14. No time/impact is schedule or priced for RP delays.15. Used $12/1000 Gal to buy water.16. Slurry wall equipment is mobilized/demobilized to/from the East Coast.17. Trailers for this contract will be mobilized and removed from the site by the contractor. Noother trailers will be removed /relocated by the contractor.18. Use existing parking for craft/staff.19. All slurry wall soil will be used as backfill for the caisson. The balance of the caisson fill will beimported.20. Pricing assumes that sheet piling will be salvaged at 50% of cost.Page 131 O@KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report21. No demobilization of trailers.22. The instrumentation will be monitored and maintained by the GC selected to perform the slurrywall and caisson excavation and demolition.23. The dewatering wells will be operated and maintained by the GC selected to perform the slurrywall and caisson excavation and demolition.24. No demolition of underground pits or vaults.16.0 ScheduleThe schedule is resource loaded with major pieces of equipment and man-hour loaded utilizing the crewsize and production rates of the budgetary estimate. This man-hour loading will assist PG&E inidentifying the average number of workers required to complete the project as well as identify anymanpower peaks that are likely to occur throughout the course of the demolition activities. Theschedule is attached in Appendix C.17.0 References17.1 Historical Documents* "Evaluation of the Potential for Resolving the Geologic and Seismic Issues at the Humboldt BayPower Plant Unit No.3", by Woodward Clyde, November 1980." "Hydrogeologic Assessment of Unit 3 Area", Humboldt Bay Power Plant, by SHN, March 2010.* "Humboldt Bay Independent Spent Fuel Storage Facility -Final Safety Analysis Report Update",by PG&E, November 2011." "Subsurface investigation Proposed unit No.3, Humboldt Bay Power Plant", by Dames andMoore, July 1959." "Hydrogeologic Assessment Report Humboldt Bay Power Plant", by Woodward ClydeNovember, 1985.* "Effects of Tides on Groundwater Flow at Humboldt Bay Power Plant", January, 1987." "Humboldt Bay Power Plant Historic Site Assessment", January, 2007.* "Removal of Sub-Structures Position Paper, Humboldt Bay Power Plant", by Enercon, November2009* "Groundwater Treatment System Conceptual Design, Humboldt Bay Power Plant", by CH2MHiII,November 2011.* "Tidal influence Study of Unit 3 Area, Humboldt Bay Power Plant", by SHN, July 2011.* "Final Draft Interim Measures/Removal Action Work Plan PG&E Humboldt Bay Power Plant", byArcadis, December 2009Page 132

@OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report17.2 Engineering References" FHWA Soil Nail Wall Technical Manual, FHWAO-IF-03-017, GEC No. 7.* AISC Steel Construction Manual, 13th edition." ACI 318* Slurry Walls as Structural Walls. Xanthakos, Petros P. 1979, 2nd Ed.* Construction Vibrations. Dowding, Charles H. 2000, 1st Ed." Construction Induced Movements of In-Situ Walls. Clough, Wayne G. and O'Rourke, Thomas D.Page 133

@OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportAPPENDIX ACONCEPT PLANS SCOPE 1 & 2Page 134 HUMBOLDT BAYPOWER PLANTEUREKA, CALIFORNIAJOB NUMBER: 12-008-009CAISSON REMOVALFEASIBILITY STUDYVICINITY AUAPFEASIBILITY STUDY PREPARED BY:OKiewitKIEWIT ENGINEERING CO.KIEWIT PLAZA OMAHA, NE 66131DISCLAIMER:THU INFORAI HRiýN I INTRNDED AS A VROOF OFAND IS DMONSHA IN NATURE.L rr SHALL NOT M CONSTRUED AS CONYMNIMSK ALLNECUGSART IRFORIATIONR EQUIANWO TO PUOFORCHS THlE WOIRKL. CNROSML -REPO9NSLE "O INDEFMENDENTLTy VALIDATING ALL ELEMUNWTS OFDUIDiN AND PROVIDING ALL NEGHUSRND EiNEERING NECESSAR TO SUIT ITSOWN MISLANS AND MErHODS4 FOR EXECUrTING THE WO1E.

ABV ABOVEADJ ADJJST/ADJUSTABLEALT ALTERNATEALUM ALUMINUMANCH ANCHOR/ANCHORAGEAPPROX APPROXIMATELYS ATAVG AVERAGEBEL BELOWBLDG BUILDINGBLK BLOCKBM BEAMBOc BOTTOM OF CONCRETEROT BOTTOMRON BOTTOM OF WALLBP BASE PLATE/BEGIN POINTBRO BEARINGBRKT BRACKETRTWN BETWEENBVCE BEGIN VERT CURVE ELEVBVCS BEGIN VERT CURVE STATIONBW BOTH WAYSCc CENTER TO CENTERCAJS CAISSONCAP CAPACITY,_ CENTERLINECF CUBIC FEETCHAN CHARNELCJ CONTROL JOINTCLG CEILINGCLR CLEARCOG CENTER OF GRAVITYCOL COLUMNCONC CONCRETECONN CONNECTIONCONST CONSTRUCTIONCONT CONTINUOUSCONTR CONTRACTORCTR CENTERCU FT CUEIC FOOTCU TD CUBIC YARDB DIAMETERDBL DOUBLEDEG DECREEDEMO DEMOUSH/DEMOUTIONDIAG DIAGONALDN DOWNOWG DRAWINGEA EACHEL ELEVATIONEMNED EMBEDMENTENGR ENGINEEREP END POINTEO EQUALEQUIP EQUIPMENTEVES END VERT CURVE STATIONEVCE END VERT CURVE ELEVEW EACH WAYEXIST EXISTINGECP EXPANSIONFF FINISH FLOORFLG FLANGEFND FOUNDATIONFT FOOTFTG FOOTINGCA GAUGEGALV GALVANIZEDGOVT GOVERNMENTGRND GROUNDHCL HORIZONTAL CONTROL UNEHORIZ HORIZONTAL10 INSIDE DIAMETERIE INVERT ELEVATIONINV INVERTJOT JOISTJT JOINTK KIP-1OOSKSI KIPS PER SQUARE INCHANGLE+/- PLUS OR MINUSLOS POUNDSLO LONGLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALMAX MAXIMUMMECH MECHANICALMFR MANUFACTURERMIN MINIMUMMISC MISCEL EOUSNO. NUMBERNTS NOT TO SCALEOc ON CENTEROO OUTSIDE DIAMETEROPNG OPENINGPLATEPLC PROGRAMMABLE LOGISTICS CONTROLPC PRECASTPERP PERPENDICULARPI POINT INTERSECTIONPLF POUNDS PER LINEAR FOOTPLWD PLYWOIODPNL PANELPPM PARTS PER MILLIONPSF POUNDS PER SQUARE FOOTPSI POUNDS PER SQUARE INCHPVI POINT OF VERT INTERSECTR RADIUSRCSC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONSREINP REINFORCEMENTREQU REQUIREDREV REISIONSCHED SCHEDULESF SQUARE FOOTSiM SIMILARSPA SPACINGSPECS SPECIFICATIONSTA STATIONSTD STANDARDSTIFF STIFFENERSTl STEELST STREETSWL SAFE WORKING LOADT&B TOP AND BOTTOMTBD TO BE DETERMINEDTHK THICK / THICKNESSTOG TOP OF CONCRETETOP TOP OF FOOTINGTOP TOP OF PIERTOS TOP OF STEELTOW TOP OF WALLTYP TYPICALUNO UNLESS NOTED OTHERWISEVERT VERTICALW/ WITHW/O WITHOUTWD WOODDETAIL INDICATORSHEET I FRO -SECTION OR DETAILWHICH SECTION (.-,;--/SHEET I WHEREOR DETAIL IS CUT-t'j'i SECTION OR DETAILCAN RE FOUNDSHEET INDEXO. IDRmAlWIN SUBJECTGENERALI SHEET INDEX2 GENERAL NOTES3 GENERAL ARRANGEMENT PLAN4 SITE USE PLANSTORM, SEWER. WATER. & OIL UTILITIES PLAN, ELECTRIC & TELECOMMUNICATION UTILITIES PLANSLURRY WALL6 SLURRY WALL STE USE PLAN7 SLURRY WALL AUGNMENT PLANB INSTRUMENTATION & DEWATERING PLAN9 TYP ELEVATION & SECTIONS10 STORM WATER PREVENTION PLANSTORIM WATlrwR11 STORM WATER PREVENTION PLAN (BY OTHERS)12 STORM WATER PREVENTION DETAILS (BY OTHERS)SOIL NAIL WALL13 !SOIL NAIL WALL ELEVATION & DETAILS14 ISOIL NAIL WALL DETAILSSHORING AND EQUIPMENT SUPIPORT15 DEMOLITION EQUIPMENT SUPPORTiN ISHEET PILE & RING BEAMPRINT IS ONE HALF INDICATED GEER AL NOTES1. ALL DIMENSIONS AND ELEVATIONS ARE IN DECIMAL FEET UNLESS NOTED OTHERWISE2. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS ASSOCIATED WITH THE WORK3. CONTRACTOR SHALL PROVIDE AN OSHA APPROVED FALL PROTECTION SYSTEM WHERE NEEDED4. BASE TOPOGRAPHIC. SITE. AND UTILITY PLANS WERE PROVIDED BY PG&E. NORTHING AND EASTING COORDINATES ARE BASEDON NADB83. ELEVATIONS ARE BASED ON NAVD8X.5. CAISSON DIMENSIONS AND SECTIONS ARE BASED ON THE UNIT 3 REACTOR CAISSON VERTICAL SECTIONS -SHEET #55428REV 8. THE UNIT 3 FUEL PIT AREA PLANS AND SECTIONS ARE BASED ON SHEET f55433 REV 4. UNIT 3 TURBINE BUILDINGFOUNDATION PILES LOCATION. TIP, AND CUTOFF ELEVATIONS ARE BASED ON SHEET #55420 FOUNDATIONS PILUN PLAN6. CONTRACTOR SHALL SUBMIT PROPOSED CONCRETE DESIGN MIX WITH TEST RESULTS TO THE ENGINEER FOR REVIEW ANDAPPROVAL7. REINFORCING STEEL SHALL BE NEW BILLET STEEL CONFORMING TO THE REQUIREMENTS OF ASTT A-61T GR 60 UNLESS NOTEDOTHERWISEB. BACKFILL SHALL CONFORM TO THE REOUIREMENTS STATED IN THE CONTRACT SPECIFICATIONS, COORDINATES ARE PROVIDED FOR SURVEY LAYOUT PURPOSES10. STRUCTURAL STEEL SHALL BE THE FOLLOWING TYPE/ GRADE:A. STRUCTURAL STEEL. EXCEPT AS NOTED, SHALL BE ASTM ASS Fy-SUKSI OR BETTERTI. WELDINGA. ALL WELDS SHALL BE WITH 70 KSI ELECTRODE PER AWS DI.112. BOLTSA. BOLTS SHALL BE A325 SR BETTER UNLESS NOTED OTHERWISEB. BOLTS SHALL BE USED IN ACCORDANCE WITH RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTVF A325 ORA490 BOLTSC. BOLT HOLES SHALL BE NORMAL SIZE PER RCSC SPECIFICATIONS UNLESS NOTED OTHERWISE0. LONG THREADED BOLTS SHALL BE ASTM F1554 GR 105 OR BETTERE. J BOLTS SHALL BE ASTIA F1554 GR 36 OR BETTER13. $J.3RRY WALLS(A HALL BE A CEMENT BENTONITE MIX WITH A MINIMUM AVERAGE PERMEABILITY OF 1X10-6 CM/SEC AND A MINIMUMUNCONFINED COMPRESSIVE STRENGTH OF 20 PSI AT 28 DAYS. CONTRACTOR TO PROVIDE MIX DESIGNS TO PG&E WITHLABORATORY TESTING RESULTS PRIOR TO BEGINNING SLURRY WALL CONSTRUCTTON.B. SLURRY WALL CONTRACTOR TO PROVIDE SC PLAN FOR SLURRY WALL TO PORE FOR APPROVALC. SLURRY WALL CONTRACTOR IS RESPONSIBLE FOR PRE-TRENCHING THE SLURRY WALL AUGNMENT TO EL -3 ANDINCLUDESC.1. REMOVAL OF ALL NON-ESSENTIAL AND COLD AND DARK UTILITIES WITHIN 10.0' OF THE SLURRY AND REMOVAL ORRELOCATION OF OVERHEAD ELECTRIC LINES WITHIN 20OD' OF THE PROPOSED SLURRY WALL ALIGNMENTC.2. REMOVAL OF CONTAMINATED SOIL AND BACKFILLING THE EXCAVATION WITH CLSM. OPEN UTILITY CONDUITS. PIPE.TUNNELS, ETC SHALL BE CAPPED AND/OR FILLED WTH CLSMCA3. PROTECT. TEMPORARILY SUPPORT AND/OR RELOCATE ESSENTIAL UTILITIES SERVICING UNIT 3 SUCH ASELECTRICAL. WATER, MAIN PLANT EXHAUST SYSTEM AND COMMUNICATIONCA,. REMOVAL OF FOUNDATION PILES AND CONCRETE SLABS FROM UNIT 2 THAT ARE ALONG THE SLURRY WALLAUGNMENT14. DEWATERINGA. DEWATERING WELL INSTALLATION AND ABANDONMENT SHALL BE PERFORMED. AT A MINIMUM. IN ACCORDANCE WITH ALLAPPLICABLE STATE AND LOCAL REGULATIONS. CONTRACTOR TO SUBMIT WELL INSTALLATION LOGS IN ACCORDANCE WITHALL APPUCABLE STATE AND LOCAL REGULATIONS.tQC CONTRACTOR TO VERIFY EXISTING/PROPOSED STRUCTURES AND UTILITIES. NOTIFY THE ENGINEER OF WELLS MOVEDMORE THAN S FTC, DEWATERING PUMPS FOR THE DEEP WELLS SHALL BE PLC COMPATIBLE FOR AUTOMATIC SHUTDOWN BY SWIS RECEIVERTANK0. GENERATORS OR SECONDARY POWER SUPPLY IS REQUIRED IN CASE OF PRIMARY POWER SUPPLY FAILURE. ADDITIONALPUMPS SHALL BE AVAILABLE IN CASE OF PUMP FAILURE OR REQUIRED MAINTENANCE.E. ESTIMATED SPECIFIC YIELD FOR THE CEMENT BENTONITE WALL CONTAINED AREA IS 5 MILLION GALLONSTHE GWTS HAS A MAXIMUM CAPACITY OF 300 GPM FOR THE ENTIRE SITE WHICH MAY INCLUDE OTHER DEWATERINGWORK NOT INCLUDED IN THESE PLANSA G. DEWATERING SYSTEM DESIGN BASED ON A 160 FEET THICIK AQUIFER CONTAINED WITHIN THE CEMENT BENTONITE SLURRYWALL CUTOFF(( ALL PIPING SHALL BE MIN DIAMETER SHOWN ON PLANS. PIPING MATERIAL IS THE CONTRACTOR'S OPTION; HOWEVER. THEPIPING WILL NEED TO BE SERVICEABLE THROUGHOUT THE LIFE OF THE PROJECT AND COMPATIBLE WITH THE DWITSRECEIVER TANSI. PRIOR TO DEWATERING EXCAVATION:1.1. REFER TO THE INSTRUMENTATION & MONITORING SECT7ON FOR REOUIREMENTS PRIOR TO BEGINNING DEWATERING1.2. CEMENT BENTONITE SLURRY WALL SHALL BE COMPLETED1l.3 PROVIDE BERM. AND SLOPE GROUND AWAY FROM EXCAVATION TO CONTROL SURFACE WATER1.4. PROVIDE 150 FEET HAND HELD WATER LEVEL INDICATOR (DURHAM GEO SLOPE INDICATOR OR SIMILAR) FOR USEBY OWNERiNSTALL A FLOWMETER TO MONITOR THE FLOW RATE ENTERING THE GWTS RECEIVER TANKI. PROVIDE ROSSUM SAND CONTENT TESTER FOR USE BY ENGINEER. SAND CONTERT IN DISCHARGE SHALL BELIMITED TO IOPPMJ. PRIOR TO INSTALLATION. SUBMIT PROPOSED PUMP INFORMATION. CASING AND SCREEN SPECIFICATIONS. FLOWMETERMODEL AND FILTER PACK GRADUATION TO ENGINEER FOR ACCEPTANCEK. GROUNDWATER SHALL BE MAINTAINED A MINIMUM OF 5 FEET BELOW THE BOTTOM OF EXCAVATON15 AVATION AND BACKNFILLCUT SLOPES TO BE OBSERVED ON A DAILY BASIS AND AFTER ANY SIGNIFICANT PRECIPITATION EVENTS FOR SIGNS OFINSTABIUTYB. UTLITY LOCATIONS SHOULD BE VERIFIED PRIOR TO EXCAVATIONC. SURFACE DRAINAGE SHOULD BE DIRECTED AWAY FROM DESCENDING SLOPES.0. VEHICLE AND MATERIAL SURCHARGES SHOULD BE KEPT A MINIMUM OF 5 FEET BACK FROM CREST OF SLOPES16. SOIL NAIL WALLA. MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH ACI 318 AND ACI 506 (MOST RECENT ADDITIONS)A(/ PERFORM MINIMUM OF ONE CREEP TEST PER -HWA GEOTECHNICAL ENGINEERING CIRCULAR NO.5-SECTION 8.5.5.PRE-PRODUCTION SOIL NAIL LOAD TEST SHALL BE PERFORMED IN THE COHESIVE & GRANULAR SOILS.D. THE SOIL NAILS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE SLD (SERVICE LOAD DESIGN) PROCEDURES CONTAINEDIN THE FHWA 'MANUAL F`OR DESIGN AND CONSTRUCTION MONITORING OF SOIL NAIL WALLS, REPORT NO.FHWA-SA-96-069E. SO(L NAILS:J,, GROUT: TYPE II CEMENT, 4.0DD PSI MIN, 8 INCH MIN1MUM SLUMP. WATER TO CEMENT RATIO (W/C) SHALL NOTEXCEED 0.45 BY WEIGNT FOR GROUT. MINIMUM 3 DAY COMPRESSIVE STRENGTH -1,000 PSI.BARS: Fy-,75 KSI (GRADE 75), CONFORMING TO AS'TM A615.SOIL NAIL ASSEMBLY HARDWARE. INCLUDING BEARING PLATES. NUTS. AND WASHERS: Fy=36 KSIF 4. LAYOUT OF SOIL NAILS TO BE PERFORMED BY THE CONTRACTOR BASED ON THE DEVELOPED ELEVATIONS ANDTYPICAL SECTION. ADAJSTNENTS MAY BE MADE TO ACCOMMODATE FIELD CONDITIONS AS APPROVED BY THEENGINEER.E.5. TOTAL LENGTH OF TEST SOIL NAILS EQUALS EMBEDMENT LENGTH PLUS EXTRA LENGTH REQUIRED FOR JACKINGEQUIPMENTEN6. TESTING OF ALL SOIL NAILS SHALL BE PERFORMED IN ACCORDANCE WITH FHWA SOIL NAI. MANUAL CONTRACTORIS RESPONSIBLE FOR PROVIDING TEST APPARATUS AND LOADING JACK.E.7. PROOF TESTING SHALL BE PERFORMED ON 5D OF THE NAILS INSTALLED AND VERIFICATION TESTING SHALL BEPERFORMED ON AT LEAST FOUR SACRIFICIAL TEST NAILSF.B. THE MAXIMUM UNSUPPORTED VERTICAL CUT SHALL NOT EXCEED 5 FEET UNLESS APPROVAL IS GIVEN BY THEENGINEER FOR A TALLER CUT. WALL FACE EXCAVATION SHALL NOT PRECEDE THE INSTALLATION OF NAILS BYMORE THAN 48 HOURS WITHOUT THE PRIOR APPROVAL OF THE ENGINEER.F. TERETE FACING:REINFORCED SHOTCRETE:A Fy (REBAR) -60 ESIF.3. Fy (WRIN) = 65 KSIFA. F'c = TYPE II CEMENT, 4.000 PSI (28 DAY COMPRESSIVE STRENGTH)FT.S WATER TO CEMENT (W/C) RATIO SHALL NOT EXCEED 0.45 BY WEIGHT FOR SHOTCRETEFA. MINIMUM SHOTCRETE COVER MEASURED FROM THE FACE OF SHOTCRETE TO THE FACE OF ANY REINFORCING BAROR WIRE SHALL BE 1.5 INCHES. UNLESS OTHERWISE NOTEDG. STRUCTURAL OBSERVATION AND SPECIAL INSPECTIONG.1. CONTRACTOR SHALL ALLOW FOR UP TO ONE WEEK PER LEVEL OF SOIL NAILS FOR FINAL SITE SURVEY BY PG&E.THIS SHALL BE ACCOMPUSHED SUCH THAT EXPOSED SOIL SLOPES ARE NOT EXPOSED FOR MORE THAN 48 HOURSBEFORE SOIL NAILS ARE INSTALLED.G.2. PG&E QUALIFIED REPRESENTATIVE SHALL.G.2.1. OBSERVE ALL SOIL NAIL HOLES BEFORE GROUT OR SHOTCRETE IS PLACEDG.2.2. INSPECT ALL REINFORCEMENT PRIOR TO PLACEMENT OF SHOTCRETEG.3. THE ENGINEER SHALL OBSERVE AND EVALUATE ALL EXCAVATIONS TO ASSESS WHETHER THE GEOLOGIC CONDITIONSARE REPRESENTATIVE OF THOSE ASSUMED IN THE DESIGNG.4. THE ENGINEER SHALL PERFORM FULL TIME CONSTRUCTION OBSERVATION OF:G.4.1. SOIL NAIL DRILLINGG.4.2. ALL THREAD BAR INSTALLATIONG.4.3. GROUTINGH. THE ENGINEER SHALL BE NOTIFIES TO OBSERVE ALL SOIL NAIL TESTING1. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 48 HOURS PRIOR TO REQUIRED OBSERVATION/INSPECTION17. SHORINGt" CONCRETE SHALL BE P'c -5,000 PSIREINFORCING STEEL SHALL BE ASTM A61TS GR. 60, BAR BENDS PER ACI STANDARDSC. STEEL SHEET PILES SHALL BE ASTT A572. GR. 50 OR BETTER0. SHEET PILES SHALL PENETRATE A MINIMUM OF 10 FEET BEYOND THE BOTTOM OF EXCAVATIONE. EXCAVATION SHALL NOT PROCEED BELOW THE LEVEL OF EACH RING BEAM UNTIL THE RING BEAM HAS REACHED DESIGNCOMPRESSIVE STRENGTHF. GENERAL EQUIPMENTF.l. SURCHARGE LOADS:F.2. MANITOWOC 2250 CRAWLER CRANEG. TIMBER0.I. CRANE MATS SHALL BE 75% HEM-FIR (NORTH) NO. 1 AND 25% HEM-FIR (NORTH) NO. 2 OR BETTERG.2. DECK OVERLAY SHALL BE HEMLOCK NO. 2 OR BETTERG.3. GUARDRAIL CONTINUOUS MEMBERS SHALL BE HEMLOCK NO. 1H. DO NOT DEMOLISH ANY RING BEAM UNTIL BACKFILL HAS BEEN PLACED UP TO THE BOTTOM LEVEL OF THE RING BEAM18. INSTRUMENTATION/MONITORINGA. INCLINOMETERS SHALL BE INSTALLED PRIOR TO CONSTRUCTION OF THE SLURRY WALLB. PIEZOMETERS SHALL BE LOCATED AT THE COORDINATES PROVIDED. WITHIN 5 FEET. IF LOCATIONS VARY MORE THAN SFEET. THE ENGINEER SHALL BE NOTIFIED FOR APPROVALC. PIEZOMETERS AND INCUNOMETERS SHALL BE READ BASE ON THE FOLLOWING SCHEDULE AND THE RESULTS REVIEWEDIN THE FIELD BY THE CONTRACTOR. IN ADDITION, THE RESULTS SHALL BE TRANSMITTED TO THE ENGINEER AND PG&EFOR REVIEW. READING FREQUENCIES BELOW ARE MINIMUMS. HOWEVER, DURING THE COURSE OF THE JOB THESEMINIMUM FREQUENCIES MAY BE INCREASED OR DECREASED BY CONCURRENCE OF PG&E AND ENGINEER BASED ON THERESULTS OF PREVIOUS READINGSD. DURING INSTALLATION OF SLURRY WALL -1 PER DAYE. PRIOR TO START OF EXCAVATION DEWATERING -MIN OF I PER WEEKF. PIEZOMETERS DURING EXCAVATION -I PER DAY (7 DAYS PER WEEK)G. INCLINOMETERS DURING EXCAVATION AND BACKFILL -2 PER WEEKH. PIEZOMETERS DURING BACRFILL -3 PER WEEKI. INSTRUMENTATION SHALL BE PROTECTED FROM DAMAGE BY CONCRETE BARRIERS, MANHOLES. OR OTHER APPROVEDMETHODSPRINT IS ONE HALF INDICATED SCALEL DESIGNED BTNPG, 09-14-12 G.TIF. IOOX DRAP'T SUBMITTAL K.E.M. DRAWN BY,& i 0 9 --95-2 S I .9 0Z S U B M IT T A L N .P .G-SI S60 SUBMITTAL MPG KIEWIT ENGINEERING CO. CHECKED BYBGALE AS OEDATE AFE,-1PROJECT TITLEHUMBOLDT BAY POWER PLANTPROJECT LOCATIONEUREKA, CAJoB No.T2-OOR-009PROJECTTASN DRAWING NO.CAISSON REMOVAL FEASIBILITY STUDY 12-008-009-2-illI1DRAWING SUBJECTGENERAL NOTESSHEET N02 OF 16REV. I DATE IBY IDESCRIPTION CNWD I mffwrr PLAzA OMAHA, HE 6811211 K.E.M.

PLANT LOCATIONSNO. eS PO DNoUumON O. ONO. DUS W IONIUNIT REMOVED 12-5 OECGM SAFETY TRAILER 24-A RMdS 32 RIGGING STORAGE -REMOVED2 UNIT REAOVED 12-6 ENGINEERING TRAILER 2-B HASKELL SAFETY TRAILER 3 NOT USED3 UNIT NUMBER 3 12-7 ENGINEERING TRAILER 24-C FINANCE 34 SHEPHERDS SOURCE4 HOT SHOP 13 COUNT ROOM 24-D NORTH COAST FABRICATIONS 25 UNIT 3 WORK CREW BLDG5 OFFICES, SHOPS, & WAREHOUSE 13-A FOSSIL DECOMMISSIONING TRAILER 24-E RADWASTE 36 HBGS WORK SHOPB ADMINISTRAT10N ANNEX 13-B RAP OFFICE TRAILER 24-F WARTSILA OFFICE TRAILER B 37 ABOS CONTROL ROOM7 TRAINING/NETWORK BLDG 14 SOID RADWASTE HANDDUNG BLDG 24-H FRONT OFFICE/ENVtRONMENTAL 38 HBGS MB-BLDG/CONTROL8 SECURITY BLDG 15 LOW LEVEL RADWASTE BLDG 24-I PROCUREMENT TRAILER 39 HBGS ENGINE HALL9 FFD TRAILER TB UOUID RADWASTE BLDG 24-J DECOM 6-WIDE OFFICE TRAILER 40 HBGS LV-ROOM7ASSEMBLY BLDG 1 SAS BLDG 25 OFFICE TRAILER 41 HBGS FIREPUMP HOUSETO-A INITIAL TRAINING AND BADGING 1 UNIT 3 ACCESS CONTROL 26 PAINT/SANDBLAST BLDG 42 HBOS TEMP OPERATIONS -REMOVED1 PRIMARY ALARM STATION (PAS) T9 27 HBPP RREPUMP HOUSE -REMOVED 42 WACH'S TRAILER -REMOVED12-1 GENERAL ENGINEERING TRAILER 20 RADWASTE OFFICE TRAILER B 28 MOBILE EMERGENCY POWER PLANT I -REMOVED 44 RUBB TENT12-2 ELECTRICAL ENGINEERING TRAILER 21 HAZARDOUS WASTE STORAGE 29 MOBILE EMERGENCY POWER PLANT 2 -REMOVED 45 FUTURE USE12-3 MECHANICAL/PIPING ENGINEERING TRAILER 22 NEWGEN/RP B-WIOE OFFICE TRAILER 30 MEPP ISLAND BLDG12-A CIV1L/STRUCTURAL ENGINEERING TRAILER 23 FUTURE USE 31RELAY BLDGFOOTPATHI ASn'112113-2 "NLCSCAL: 2 -itPRINT IS ONE HALF 2N4ICATED SCALEN.PG. AS NOTED HUMBOLDT BAY POWER PLANT j EUREKA. CA 12-008-O09tj 9-412OF. .O RAFT ,SUBMITAL FT V I, *.;: K e itI 0.__ " AL00U" PROJECT DRAWING NO.io9-o5-121..I Sl. BOX SUBMITTAL MDAIB CL CAISSON REMOVAL FEASIBILITY STUDY T2-oo9-ooB-30,86-15--12 S.2.1. BOXI SUBMITTAL N.P.. KIEWIT ENGINEERING CO CHECKED BTY DATE FDRAWING SUBJECT SWEET NO.RE. DT T DSRPIN CIKS KIEwrr PLZA O HIA N IEt613 RE 7-15--12 RI WT GENERAL ARRANGEMENT PLAN 3OPFI316 72Zvx1SIn USE SCHEDULEUQEND NO. D IIOI AREA1 CONSTRUCT1ON STAGING AREA 32.8022A2A TREATMENT SYSTEM 8.120II 2B OrTS RECEIVER TANK 3833A WASTE MANAGEMENT FACIUTY 12.00038 DEBRIS TESTING AREA 5.250F4f INTERMODAL CONTAINER STOCKPILE AREA 46.9885 SOIL STOCKPILE AREA 30.8505 SOIL STOCKPILE AREA 33.7506A CONTRACTOR OFICE TRAILER 1.4406B CONTRACTOR OFFICE TRAILER 2,7007 HAGS -OPERATING POWER PLANT N/A8 CAISSON REMOVAL AREA N/A-BUILDINGS / STRUCTURES TO REMAIN N/A-INTERMODEL TRUCK ROUTE N/A-CONSTRUCTION EQUIPMENT & MATERIALS TRUCK ROUTE N/A-STE WALKWAY PAIH N/A-HBGS ACCESS ROUTE N/ASOIL STOCKPILE AREA NOTEE1. TRAILERS AFLE NEED TO BE MOVED FROM AREASA BY JANUARY 1. 2014 FOR STOCK PILECON STRUCTTON2. A PORTiON OP AREA 54 1811 RE OPEN FORTRUCA TuRNAROUND PURPOSESSITE USE PLANS.:C -100 ,.IPRINT IS ONE HALF INDICATED SCALEPROJECT DOLE PROJECT LOCATION JOB NO.00--2 T. 700. DRAFT SUBMITTAL ITEM.P09-05-12 SJ.H 90RO SUBMITTAL MGDESIGNED BYN.P.OKAAAS NOTED06 2HM PROOECT TBALY ER PLANTPROJE LOCATIONEUREKA, CA12-008-009PROJECT TASK DRAWING NO.CAISSON REMOVAL FEASIBILITY STUDY 12-008-009-4& 0 78,-21 .,-6W SUBMIttAL .wr.G KIEIWIT ENOINEPRINZ COj CNEERDESCRIPTION CA I WPAA CBN.N SSDRAWING SUBJECTSITE USE PLANA OF 16REV. I DATE IBYI 1ý/LEGENDSTORM DRAINPRESSURE SEWER-- -- SANITARY SEWRFRESH WATERrI- FRE WATERPIPES14" PG&E OIL UNEUTIUTY TUNNELHUMBEOLDT BAYUT/LITIES PLANSCAL -I7w , -HALFPROJECT LOCATIONEUREKA. CAHUMBOLDT BAY POWER PLANT iPROJECT TASKPROJECT TASKCAISSON REMOVAL FEASIBILITY STUDYDRAWING SUBJECTSTORM, SEWER, WATER, & OIL UTILITIES PLAN LEGEINDiT4111111CKRI FrHOOVERMEAD POWER-u- UNDERGROUND POWERTELECOMMUNICA1IONS CONDUITFiBER OPTIC7HUMBOLDT BAYccmUTILITIES PLANSCAL 1 -00'CAREMOVAL FEASIBILITY STUDYDRAWING SUBJECTERAWINGCSUBJECTELECTRIC & TELECOMMUNICATION UTILITIES PLAN LEGEND IV7HYDRONIILL BOUNDARIES 50- FROM ICENTER OF SLURRY WALL ON EITHERSIDESHEET PILE WALL TO CREATELEVEL GRADE FOR SLURRY WALLEQUIP. WALL DESIGN TO BECOMPLETED BY CONTRACTORRCA ACCESS TRACER TOBEREQEDREO A TEDTRO a Y PG&EkiPRINT IS ONE HALF INDICATED SCALESLURRY WALL PLAN NOTE;I' -21r FINAL SLURRY & DESANI1NG PLANT LAYOUT TOSSIE: I" -2 BE DETERMINED BY SLURRY WALL CONTRACTORPROJECT LOCATION;&09-4-12 0G I YOI I @IDESIGNED BY9DRAFT SUBMITTAL A t BY9OX SUBA4ITTAL NPGSJAS NOTEDDTPROJECTTLE PLANTTLHUMBOLDT BAY POWERPROJECT LOCATIONEUREKACAJOB NO.T2-008-009PROJECT TASK DRAWING NO.CAISSON REMOVAL FEASIBILITY STUDY 12-0o0-0os-6.& &~ 0O6-T-2 S.J.H.~6OZ SUBMITTAL B.P. KIE IT nOIERNODESCRIPTION OiEDKWTPAA OMNAHA. ME 0101311ISLURRY WALL SITE USE PLANSHEET NO.6 OF 1DREV.I DATE I By I CONTROL POINTI IN-m rAWIBA5~l4or NO 1NTH N KArllNO1 2161197.6 594935922 11 5949401.B3 2161185.6 5949455.44 2161137.2 5949487.15 2161081.5 5949497.66 2161023.8 5949507.87 21E0975A 5949442.5a 216101948 5949383989 2161042.9 __ 5949343.510 2161116.5 5949313.6Ii 2161199.3 5949314.6A REAS OF AN iCIPATED CONTAMINATIONTO BE REMEDIATED PRIOR TO SLURRYWALL CONSTRUCTION. PROPOSEDGEOPROBE INVESTIGATION TODEUNEATE APPROXIMATE AREAS OFCONTAMINATION IN SEPTEMBER 2012NOTES:1. SLURRY WALL CONSTRUCTION TO STARTNEAR CPul AND PROGRESS IN ACOUNTER CLOCKWIME DIRECTION. FINALSTARTING POINT TO BE COORDINATEDPATH PG&E.2. TIMBER PILES UNDER TIJRBINE BUILDINGHAVE CUT-OPF ELEVATIONS FROM EL-3.0'TO ELI9.0' ASSUMED PILE CAPTHICKNESS IS 2.0'. LENGTH AND DADTHDIMENSIONS OF PILE CAP WERE NOTSHO1 ON THE PROVIDED DESION PLANSAND HAS BEEN ASSUMED TO EXTEND 18*BEYOND THE LIMITS OP THE PILESREFER TO UNITS 1 & 2 FOUNDATIONREMOVAL PLANS FOR PILE FOUNDATIONDETAILSALIGNMENT PLANSCALE: 1 -20PRINT IS ONES HALF INDICATED SCALEI I I09-14-12 0.TF.1 10 DRAFT SUBMITTAL6 59oA SUBMITTALW I DESIGBED BT,, @KiewitI[~K1~!~FVU~hKDRAWN BY NAS NOTED06-15-12PROJECT TITLE IHUMBOLDT BAY POWER PLANTPROJEOT LOCATIONEUREKA, CAJOB NO.12-0OB--009PROJECT TASK DRAWING NO.CAISSON REMOVAL FEASIBILITY STUDY 12-008-009-7E IV -D5--12 S.J,REV/. DATE BT6OX SUBMITTAL N.P.0 KIEWIT ENGINEERINGCODESCRIPTION CHR'D I EWiT PLAZA OMAHA. ME "1131;I,IDRAWING SUBJECTSLURRY WALL ALIGNMENT PLANI 0SR"T-"07 OF 16 17ýýINSTRUMENFT LOCATIONSINSTNUMENTATION NOWMIING RAMMINGP-1 2161225.0 5949406.0P-2 2161096.0 5949502.0P-3 2161010.0 5949376.0P-4 2161113.0 5949305.0P-5 2161209.0 5949398,0P-6 2161092.0 5949480.0P-7 2161028.0 0949388.0P-8 2161147.0 5949322.01-1 2161131.8 5949329.51-2 2161087.0 5949505.01-3 2161075.0 5949477.71-4 216112860 5949304.0I-5 216100860 5949548,0clDEWA TERING LOCATIONSWIILL NOUYI leNU RAMIN2161027,0 594940652 2161165.5 5949 30.33 2161195.4 5949422q74 2161080.0 5949483.3STO I LEGEND IBORING/PIEZOMETER0 DEWATERING WELLFINAL INSTRUMENT LOCATIONS TO BE DETERMINED IN IFIELD BUT SALL BE WITHIN 10' OF THE SLURRY WALLA UNLESS APPR OVED BY THE ENCINEER2. PIPING WILL BE BURIED. FINAL DEPTH TO BEDETERMINED BY DEWATERING CONTRACTOR & APPROVEDBY PG-! CONTRACTOR RESPONSIBLE FOR DEWATERINGSYSTEM TO RECEIVER TANK. PGOE RESPONSIBLE FORDEWATERING. FROM RECEIVER TANK TO DISCHARGEPRINT IS ONE HALF INDICATED SCALEPLANSCALE: 1-30'06-15121 -I. ::IABO SUBM~ITTAL NA G KIEWIT ENGINEERING CO. CHECKIED BYAS NOTE0AFIS A 11-- -12PROJE CT TITLE IHUMBOLDT BAY POWER PLANTPROJECT LOCATIONEUREKA, CAJOB NO.12-008-009PROJECT TASK DRAWING NO.CAISSON REMOVAL FEASIBILITY STUDYI Hj rfILIDRAWING SUBJECTINSTRUMENTATION & DEWATERING PLANSHEET NO.8 OP SRRW. I DATE I BY IDATE I BY I D RIPTION CHICO MUNININT PLAZA OMAHA. WE W131 K.E.M.

2.50 SLURRY LINES04Ix 59CSol~7 002. 50 _ LRR IEI~ WLL~I,2CEME 9139/I SAN ATIYETT2510 BA Y CLrvlgri I~_I I I I[ I I II I I I I I II I I I I II I I I I I II I I I I I II I I I I I I I~J~1J~ Liiirny~I I II I II I II I ILo1.'r F CLA,ii.E 1-A , -159.1.t I H KI H 1 H1 t It I i i I I t I2OR L -PPRSMARY PANEL , SCONDARY PANEL TYPDISCONINECTSWITCH -,,GOXE1-O(Th TVP LURRYlW WALL PANEL ELEVATION~~TiPNSCALE -A'~NmUINNfibCUC"N~NNCNNI'U170C OROUNDASSUMED WATER LEVEL0E EXISYT G0O0N0lb-2e SLURRY WALL NOTES: FILTER MATERIALI. TOP OF UNIT F CLAY DEFINED DY GEOTECHNICAL BORINGS PERFORMED BY -0 ROTEELVTO 12 PERFORATED PVCCONTRACTOR FOR PRELIMINARY DESIGN OF SLURRY WALL TIP ELEVATION IPE (20' SECTIONS)2. PRIMARY PANELS CONSTRUCTED WITH HYDRO-MILL & SECONDARY PANELSCONSTRUCTED WTH CLAM-SHELL3. FINAL SLURRY WALL PANEL EXCAVATION SEQUENCE TO BE DETERMINED BY PUMPSLURRY WALL CONTRACTOR AND APPOVED BY PGOEINSTRUMENTATION AND DEWATERING NOTES:1. INCUNOMETER CASING SHALL BE DGSI STANDARD 2.75 INCH CASING ORAPPROVED EOUIVALENT2. PIEZOMETERS SHALL BE 0GS0 HEAVY DUTY VISRATING WIRE PIEZOMETERSOR APPROVED EQUIVALENT -95.0'+/-3. CEMENT BENTONITE GROUT BACxnLL MIx DESIGN SHALL BE INACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. FORINCLINOMETER'S HARD AND MEDIUM SOILS MIX DESIGN SHALL BE USED.4. INCLINOMETER CASING ANCHOR AND GROUT VALVE ARE RECOMMENDED FORINSTALLATION. REGARDLESS OF INSTALLATION METHOD CONTRACTOR ISREGRONSIBLE FOR SUCCESSFUL INSTALLATION OF INSTRUMENTATION WHICHSHALL BE VERIFTED WITH BASELINE READINGS5. ONE SET OF GROOVES IN THE INCLINOMETER CASING SHALL BE PLACEDPERPENDICJLAR TO THE EXCAVATION SLOPEI2 3/4' CASINGCEMENT/SIENTONITEGROUTSECTIONSCALE -A'EBT OP BOREHOLE & INCLINOMETER tIEL -l00.0"I(I> AII~n Cr- OPRINT IS ONE HALF INDICATED SCALEDESwIGnED ByNPU6.09-14-12 G. TA 0oox DRAFT SUBMITTAL K.EM, DR By09--05--12 S.J.H. 90% SUBMITTAL NPG. Sj.hL-715-72 SJH. 10% SUBMITTAL N.P0. KIEWIT ENOINEERING CO. CHECKEDBYSCALE AS NODATEPROJECT TITLEHUMBOLDT BAY POWER PLANTPROJECT LOCATIONEUREKA, CAJO0B NO.12-008-009PROJECT TASK DRAWING NO.CAISSON REMOVAL FEASIBILITY STUDY 12-008-009-9HiIkDRAWING SUBJECTTYP ELEVATION & SECTIONSBREET NO.9 OF 16REV.I DATE I BY IDESCRIPTION K.CRKD I KIEn PZ O NE E111S11 K EM I ,

17ýý/STORM WATER PREVENTION NOTES:1. INSPECTION, CLEANING AND MAINTENANCE OF ALL EROSION CONTROL MEASURES SHALL BEDONE ON A REGULAR BASIS AND PRIOR TO FAILURE OF ANY EROSION CONTROL DEVICE. ALLEROSION AND SEDIMENT CONTROLS SHALL BE INSPECTED AFTER STORM EVENTS AND ON AWEEKLY BASIS. ALL EROSION CONTROL MEASURES SHALL BE PROPERLY MAINTAJNED FOR THEDURATION OF CONSTRUCTION UNTIL THE SITE IS STABIUZED.2- NO SEDIMENT OR SEDIMENT LADEN WATER SHALL BE ALLOWED TO LEAVE THE SITE WITHOUTBEING FILTERED3. IF UNFORESEEN SOIL EROSION OCCURS DURING CONSTRUCTION. THE CONTRACTOR SHALL TAKEADDITIONAL MEASURES TO REMEDY SUCH CONDITIONS AND PREVENT DAMAGE TO ADJACENTPROPERTIES, BODIES OF WATER AND SEWER SYSTEMS. AS A RESULT OF INCREASED RUNOFFAND/OR SED4MENT DISPLACEMENT. OR SEDIMENTATION.4. ANY EXISTiNG CATCH BASINS OR STORMWATER INLETS. SHALL HAVE INLET PROTECTIONINSTALLED FOR THE DURATION OF CONSTRUCTIONS. STOCKPILES SHALL HAVE MAXIMUM 2:1 SIDE SLOPES AND SHALL BE PROTECTED ANDMAINTAINED YEAR ROUND. STOCKPILES SHALL BE COVERED WITH PLASTIC SHEETING WHENSTOCKPILE IS NOT IN USE.6. STOCKPILES SHALL BE COVERED WITH EROSION CONTROL BLANKETS7. IF DUST/DEBRIS IS DRUG FROM THE SITE INTO THE PUBUC RIGHT-OF-WAY IT SHALLIMMEDIATELY BE SWEPT TO THE SATISFACTION OF THE TOWNSHIPGROUNDWATER TREATMENT SYSTEMSOIL & DEBRIS TESTING AREAMODULE CONTAINER STOCKPILE AREASOIL STOCKPILE AREA -REUSE & IMPORT FOR BACKFILLSOIL & DEBRIS REMOVAL TRUCK ROUTECONSTRUCTION EOUIPMENT & MATERIALS TRUCK ROUTEHBGS ACCESS ROUTESILT FENCEFIBER ROLLSUMBOLDT BAY-INSTALL FIBER ROLLSINSIDE EXIST FENCE UNE-SEEDETI-STABIUZED CONSTRUCTIONENTRANCE TYPSEE DETAIL 9STORM WATER PREVENTION PLANPRINT 1S ONE HALF INDICATEDPROJECT LOCATIONEUREKA CAJOB NO.12--1HUMBOLDT BAY POWER PLANT IPROJECT TASKCAISSON REMOVAL FEASIBILITY STUDYIDRAING NO.12-008-0OO- 1DRAWING SUBJECTSTORM WATER PREVENTION PLANSHEET O-.M0 OF 16 AGGREGATE GREATERBUT SMALLER THAN 6*ONC FILTER FABRIC.EXIS T GROUND'mm'I'm0)CCII.MATCH(gD nvTiON1. SLT FENCE SHALL BE CONSTRUCTED IN ACCORDANCE WITH CALIFORNIASTORMWATER OUAUTY ASSOCIATION STORMWATER BEST MANAGEMENTPRACTICES2. SILT FENCE SHALL BE INSTALLED PARALLEL TO EYIST1NG CONTOURS ORCONSTRUCTED LEVEL ALIGNMENTS3. CONSTRUCT THE LENGTH OF EACH REACH SO THAT THE CHANGE IN BASEELEVATION ALONG THE REACH DOES NOT EXCEED 1/3 THE HOGHT OF THEUNEAR BARRIER, IN NO CASE SHALL THE REACH LENGTH EXCEED 5G0'4. THE LAST B' OF FENCE SHALL BE TURNED UP SLOPE5. STAKE DIMENSIONS ARE NOMINAL6. DIMENSIONS MAY VARY TO FIT FIELD CONDITIONS7. STAKES SHALL BE SPACED AT 8' MAXIMUM AND SHALL BE POSITIONED ONDOWNSTREAM SIDE OF FENCE8B STAKES TO OVERLAP AND PENCE FABRIC TO FOLD AROUND EACH STAKEONE FULL TURN. SECURE FABRIC TO STAKE WITH 4 STAPLES.9. STAKES SHALL BE DRIVEN TIGHTLY TOGETHER TO PREVENT POTENTALFLOW-THROUGH OF SEDIMENT AT JOINT. THE TOPS OF THE STAKES SHALLBE SECURED WITH WIRE.10. FOR END STAKE. FENCE FABRIC SHALL BE FOLDED AROUND TWO STAKESONE FULL TURN AND SECURED HITH 4 STAPLES11. MINIMUM 4 STAPLES PEN STAKE. DIMENSIONS SHOWN ARE TYPICAL12. CROSS BARRIERS SHALL BE A MINIMUM OF 1/3 AND A MAXIMUM OF 1/2THE HEIGHT OF THE UNEAR BARRIER13. MAINTENANCE OPENINGS SHALL BE CONSTRUCTED IN A MANNER TOENSURE SEDIMENT REMAINS BEHIND THE SILT FENCE14. JOINING SECTIONS SHALL NOT BE PLACED AT SUMP LOCATIONSis. SANDBAG ROWS AND LAYERS SHALL BE OFFSET TO EUMINATE GAPS16. ADD 3-4 BAGS TO CROSS BARRIER ON DOWNGRADIENT SIDE OF SILTFENCE AS NEEDED TO PREVENT BYPASS OF UNDERMINING AND ASALLOWABLE BASED ON SITE LIMITS OF DISTURBANCERUNOFF WATER ý FIBER ROLLW/SEDIMENTILTE ED WATERMAX 3/4- WOOD STAKE0 4.0' SPAFIBER ROLLRUNOFF RATERW/ SEDIMENT FILTERED WATERMAG 3/4- WOOD STARE0 4.0' SPAENTRENCHMENT- SLOPED AREAENTRENCHMENT- FLAT AREAFIRER ROLL NOTES'T. FIBER ROLL INSTALLATION REGUIRES THE PLACEMENT AND SECURE STAKINGOF THE ROLL IN A TRENCH, 3-INCH TO 4-INCH DEEP. DUG ON CONTOUR2. ADJACENT ROLLS SHALL TIGHTLY ABUT3. RUNOFF MUST NOT BE ALLOWED TO RUN UNDER OR AROUND FIBER ROLLDT BAY POWER PLANT IPROJECT TANKCAISSON REMOVAL FEADRAWING SUBBJESTORM WATER PREVENPRINT IS ONE HALF INDICATED SCALEPROJECT LOCATION JOB NO.EUREKA, CA 12-008-009DRAWING NO.IBILITY STUDY 12-008-009--tOT SHEET NO.iTION DETAILS 1i OF 16 17ýýSOIL NAIL WALL LEGENDSLEGEND DUSCIRPTIONESCAVA1lON V:I OR SLOPE IN DEGREES FROM TVR.1CAISPOT ELEVATIONSOIL NAIL WALL PLAN--l 20'PRINT IS ONE HALF INDICATED SCALE4 DESIGNED BYN.P., 09--14--12 G. T.F. , K iRAFT -UMTA K.E.A 09-05-12 SJ.H. 90, SUBMITTAL N.P.G., 06-15-72 S.H. 60X SUBMITTAL N.P.GKIEWIT ENGINEERING CO HECKED BYSCALE AAS NO70A sNOA AAU:EDATE AF06-15-12 INVi7APROJECT TITLEHUMBOLDT BAY POWER PLANTPROJECT LOCATIONEUREKA, CAJOB NO.72-008-009PROJECT TASK DRAWING NO.CAISSON REMOVAL FEASIBILITY STUDY 12-008-009-12lu.1DRAWING SUBJECTSOIL NAIL WALL PLANSHEET NO.12 OF 16REV. DATE BYDESCRIPTION CI CHO I IKEWrr PLAZA 011AA .NE 601311 K.El.E E TVP WALL DETAILN 10SCALE: OF16 2 L G-0TNOTE: 10 LEVELS OF 25' LONG SOIL NAILS. 4' VERT AND HGRIZ SPA TYPTOP OF SOIL NAIL WALLGEOCOM POSIEDRAIN STRIPS TYPii ii -ii -ii -i -w i i' -III "III "II -II ,IIG iIII III' IIG IIG IIG 'Jim 'Jim G l 11W iI I Gil M11 M1 ml Wi lwl Gil Gil Gil mlI mI1I. 11, 11. 11 '11w '11w JM JM JM JM1I I I 119 11w 11w II' ' i I 11w ED1 E 11w-Ii ,i 11 l W11 G il G i i wii G i i ~< '66" MINSHOTCRETE CONSTRUCTIONFACINGGEOCOMPOSITE DRAIN STRIP(PLACE GEOTEXTILE AGAINSTGROUND)GEOCOMPOSITE DRAIN STRIPBENDED AT THE BOTTOM OFSOIL NAIL WALL TO DAIIGHTFOR WATER DRAINAGE1 14 ý \ BOTTOM OF WALLS-SOIL NAILS IGEOCOMPOSITE DRAINAGE STRIP DETAIL3/8" = 1V-0TVP TOE DRAIN SECTIONscALE 3- -1V-0-PRINT IS ONE HALF INDICATED SCALEPROJECT LOCATIONDESIGNED BYi 09- f4 -12 O. TF. OO N DRA F T SUBM ITTAL K ,E.M .DRAW N BY10 9-05-12 S.H. I SOX SUBMITTAL N.P.G. .SCALE ASN TITL NE R L NAS NOTED HUMBOLDT BAY POWER PLANTSCALE APROJECTT PROJECTIPS=mO CAISSON REMOVALDATE AF DRAWING S06-15-12 A- SOIL NAIL WALL ELEPROJECT LOCATIONEUREKA, CAJOB NO.12-008-009TASK DRAWING NO.FEASIBILITY STUDY 12-008-009-13W06-15-12 SNJ.H. BOX SUBMITTAL B.P.G. KIEWIT ENGINEERING CO. CHECKEDBY lM'JREV. DATE i BY DESCRIPTION CHK'D KIErWIT PLAZA OMAHA. NE CHAEC K. M..UBJECTVATION & DETAILSSHEET NO.13 OF 16

--PROVIDE MIN 2"COVER OVERWELDED WRE MESH-SHOTCRETECONSTRUCTIONBEVELED WASHER FACING II " P -CEN'[AUIZER 0 MAX 8 FT OC ANDý-- -34PROVIDE CENTRAZERS WIIN 24F WALERSDRI OLEAT EDGE OF PANELWHERE RE UIRED-TYPSPHERICAL L LAP = 40 BAR _ L NAIL HOLE TYPNUT OR DIAMETERS OR 2.00MINIMUM O ,0U TR NAIL HOLE11RCAL REINFORCING I2S50. WELDED WRVEMESAREINFORORNG 4.4-W2.9xW2.9SOI NAIL DETAIL z HTCRETE PANEL CONNECTOR PLATE131 SC'E .I'-11 SAENOTI, ALL NAIL REINFORCING #12 REBAR OR 1 1/2-0 GRADE 75 KSIEXIST REINFORCINGSHORT CIERCONSTRUC77ON GEOCOMPOSITE DRAIN STRIPEXI1ST REINFORCING FACINGSI-ON ICE I EXIST VAILCONSTALLCNAILCON CIRCONG OEOCOMPOSFTE DRAIN STRIPSTABIUZINS BERM 11101 NAILLODCLEXCAVA nON To LOA CELL IRSTAIJ RAILFINAL WALL FACE REFERENCE ItAK VRUU A THROUGH DRILLHOLE GOOPST RI TIEXCAVATION UNE .J AC.K HYDRAULIC IN STABILIZING BERM- GEOCOMPOUIE DRAIN STRIPFOR SHOTCRETE BURIED IN BERM (12 MINEXCAVATION SHALLE /v iiCAION FAVOID HITTING NAILS / BEARING TE CESSAHER EXCAVATING /N'STABILIZING BERM FNLWL AEml70 WOOD CRIBBING ANDSTEEL BEARING tEXCAVATION OF TEMP STABILIZINGBERM FOR sHOTCRETE PLACEMENT NAIL INSTALLATION ITHROUGH TEMPS (CON,,ACTOR OPTION, VERIFICATION TEST SOIL ",IL STABILIZING BERM (CONTRACTOR OPTION)SCALE I/2 0 SCALE: ---" I-: SC 2' '- "NOTES:1. BARE BARS MAY BE USED FOR SACRIFICIAL TEST NAILS2. PROOF TEST DETAIL IS SAME EXCEPT LOAD CELL IS NOT REQUIREDPRINT IS ONE HALF INDICATED SCALEDESIGNED BYNP.(S0-9---12 .FJ. 10X AFT SUBMITTAL N..G. BRAWN DBA io,-T2 S.J.IH AOSUBMITTAL NAGA 06-15-12 S.J.I B. OX 5159CR TAL N.PCG KIEWIT ENGINEERING CO. 7EHEKEBRYAS NOTED.T.O AL '" kET S LSS Q*PROJECT TITLE PROJECT LOCATION JOB NO.HUMBOLDT BAY POWER PLANT EUREKA, CA 12-0DB-009PROJECT TASK DRAWING NO.CAISSON REMOVAL FEASIBILITY STUDY 12-008-009-14I1DATE AFE DRAWING SUBJECT .GEET NO.d. 0o-15-12 SOIL NAIL WALL DETAILS 14 OF 16REV. I DATE I BY I DESCRIPTION IICOK IIM rr PLAZA oM-I-UL.HENSl K.E, WEDGE OGHT TO 12.12 TUMBER DECCONC F7OR 1 1/2' S I MENý7MANITOWOC22505.06MIN10.ý0-V'ARIES 2.0SOIL NAILTO/SLURRY WALEXISTING OR.7.:" * * ~~HP14x73 ."UP TO 2' ACTIVATED CONCRETECOULD ALREADY SE REMOVED DURINGPREVIOUS DECOMMISSIONING ACTIVITY.CONTRACTO TO VERIFY INTEGRITY OFCONCRETE TO RESIST LATERALLOADING FROM DEMOS EOUIPMENTTEL +.10.00'1"P4.47' ...FCO 8.01I OOKSHORINGIOKERS TrYNOTE SHORING TOWERS CANNOT RESIST LATERALLOADING FROM EQUIPMENT CONTRACTOR ISRESPONSIBLE FOR DESIGNING LATERAL RESTRAINTSFOR THEIR PROPOSED EQUIPMENT.VA TORM2pR'DECKRrNI"NCONC UFT JOINT.EL -34.011CONG RINGBM:WP14.73 GRILLAGE FRAME WELDED TO~ALLOW REMOVAL AS A SINGLE UNIT CONC fFTJOINTEL 4-47.____ !X XccIcc41ccIi.-- AZ-36 1ipFINISH FLOORTRFMIF ql1AR RA-Ffl~EET PILEt2l. ýýEL{I*L --IRU TSLURRY WALLoEL -51.' TO -172.0PSECTION. LOWER CAISSON DEMO-CL:1 -lo'STAGE I: UPPER PORTION OF REACTOR BUILDING STRUCTURE REMOVED. INSTALL SHORING PLATFORMS,POSITION EXCAVATOR IN CENTER OF CAISSON. DEMO TRST LIFT OF EXTERIOR WALLS AND EXCAVATE SOIL TO12' MAX EXCAVATION PAST CENTER OF PREVIOUS RING BEAMPRINT IS ONE HALF INDICATED SCALEDESIGNED BTN.P.(09-14-12 G. TF. 1OXO DRAFT SUBMITTAL KE.M. K ie v t RAWNA 109-05-12, S.J.H. 1 90X SUBMITTAL N.PG. SG,,hA PROJECT TITLE PAS NOTED HUMBOLDT BAY POWER PLANTI- A PROJECTsc, REMOVAL IDRAWINGO06-15-12 DEMOLITION EQUIPROJECT LOCATIONEUREKA CAJOB NO.72-008-0O9T TANK DRAWING NO.FEASIBILITY STUDY 12-008-009-15A 06A-T5-T2IL.IH.I& 106-15-121 S-M I6OX SUBMITTAL N.R.G. KIEWIT ENGINEERING CO. CHECKED BY IDESCRIPTION CHRO KBSWfl PLAZA O*MIAHA. NB SS13 K. KEM.SUBJECTPMENT SUPPORTSHEET NO.15 OF 16REV. DATE I BY I

-SLURRY WALL TYPEXISTILG GRADEEL+2.0';SOILRING BEAM SUMMARYELEVATION CINCiRETE ALT.NAPIr Vc.... W EBE*( 3T) iEAM IE SE BEIAN (.y) (KIPp)______ (IN) sizE-34.0 39 W36.232 98.3 58.3-46.5 44 W36.302 125.1 75.94 -59.0 43 W36.302 119.5 75.9LEVELS -71.5 38 W36x194 93.3 48.8436.3 258.9-33.0 34 W36B170 74.7 42.7-43.0 44 W 36 .247 125.1 62.15 ,-53.0 44 W36 .247 125.1 62.1LEVELS -83.0 44 W36 .247 125.1 62.1-73.0 34 W ,36 .170 74.7 42.7TOTAL 524.9 271.7CONIC EIT J04INT4EL 1111'IIIID)CCIIIIII.Cmm'IIIt0.CONEC uFT JOINToEL -47.0'FINUR P62261oNO TE:1. CONCRETE RING BEAMS HAVE BEEN OESIGNEO AS CASTIN-PLACE CONCRETE. CONTRACTOR TO DEVGN REINFORCINGSTEEL ANY CONNECTON DETAIL TO SHEET PILE WALL/(. 28 SAY COMPRESSIVE STRENGTH IS REQUIRED BEFOREPROCEEDING WITH EXCAVATION UNLESS APPROVED BY ENGINEERTREMIE SLAB BASEEL OF 4,0DoNBOT OF EXCAVARI NpEL -80."1EL-V'SECTION -CAISSON DEMO COMPLETESCAW : I" -10PRINT IS ONE HALF INDICATED SCALEHUMBOLDT BAY POWER PLANTLTNO.PROJECT TASKCAISSON REMOVAL FEASIBILITY STUDYB RAWING NO.12-008-009-DRAWING SUBJECTSHEET PILE & RING BEAMSHEET NO.i's OF .6 HUMBOLDT BAYPOWER PLANTEUREKA, CALIFORNIAJOB NUMBER: 12-008-008UNITS 1 & 2 FOUNDATION REMOVALFOUNDAflON REMOVAL AREAAi tVICINITY MAP PROJECT SITESCALE- Nfl SCA.: NTS.FEASIBILITY STUDY PREPARED BY:@ KiewitKIEWIT ENGINEERING CO.KIEWnT PLAZA OMAHA. NE 66131DISCLAIMER:"HNE INFORIATION CONTAINED HEREIN I1 INTENDED AS A "PROOF OF CONCEPTAND IS GENERAL IN NATUREr. IT SALL NOT 0 0CO4ST1IRUED AU CONTAINING ALLINFORIMATION NE.QUINE1D TO PEWORNiINS T RIL CONTYRWINSNALL WE RESPONSIBLE FO1t INDEENNENTLY VALIDATING ALL ELEWENTS tODESIGN AND PROVIDING ALL REGMUIRED ENGINEERING N!ECWSANY TO SUIT ITSOWN MEANIS AND MERTHODIS FOR EXECUTING THIE WO"IL SEN ER A NOTE&S1. ALL DIMENSIONS AND ELEVATIONS ARE IN DECIMAL FEET UNLESS NOTED OTHERWISE2- CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS ASSOCIATED WITHTHE WORK3. BASE TOPOGRAPHIC. SITE. AND UTILITY PLANS AERE PROVIDED BY PG&E. NORTHINGAND EASTING COORDINATES ARE BASED ON NADO3. ELEVATIONS SHOWN ARE BASED ONNAVD 88..COMPACTION OF SAND FILL SHALL BE PERFORMED USING A VIBRATORY DRUM ROLLERS. COMPACTION OF CLAY FILL SHALL BE PERFORMED USING A SHEEPS FOOT ROLLERB. EXCAVATION AND BACKFILL TO BE PERFORMED IN ACCORDANCE WITH CONTRACTSPECIFICATIONS. EXCAVATED SOIL SHALL BE CHARACTERIZED IN ACCORDANCE WITHTHE NRC/DTSC APPROVED REMOVAL ACTION WORK PLAN FOR EXCAVATED SOIL ANDFOR ON-SITE RE-USE AS BACKFILL7. TIMBER PILE AND FOUNDATION LOCATIONS. SECTIORS AND DETAILS ARE BASED ON:TIMBER PILE PLACEMENT -SHEET #418767 REV 1. 417101 REV 3. SHEET 417102-3REV 3 AND SHEET 417103 REV 28. FOUNDATION LOCATIONS FOR UNITS 1 AND 2 TO BE FIELD VERIFIEDN. VOIDS LEFT AFTER PILE EXTRACTION SHALL BE FILLED WITH MINIMUM 50 PSI CLSMCONCRETE .ABV ABOVEADJ ADJJST/ADJUSTABLEALT ALTERNATEALUM ALUMINUMANCH ANCHOR/ANCHORAGEAPPROX APPROXIMATELY0 ATAVG AVERAGEBEL BELOWBLDG BUILDINGEBK BLOCKB SI REAMBOC BOTTOM OF CONCRETESOT BOTTOMBOW BOTTOM OF WALLBp BASE PLATE/BEGIN POINTMC BEARINGBRKT BRACKETBTWN BETWEENBVCE BEGIN VERT CURVE ELEVBVCS BEGIN VERT CURVE STATIONBW BOTH WAYSCC CENTER TO CENTERCARS CAISSONCAP CAPACITY(i CENTERUNEOF CUBIC FEETCHAN CHANNELCJ CONTROL JOINTCLG CEIUNGCUR CLEARCLSM CONTROLLED LOW-STRENGTH MATERIALCOG CENTER OF GRAVITYCOL COLUMNCONC CONCRETECONN CONNECTIONCONST CONSTRUCTIONCONT CONTINUOUSCONTR CONTRACTORCTR CENTERCU FT CUBIC FOOTCU YD CUBIC YARDB DIAMETERORL DOUBLEDEG DEGREEDEMO DEMOUSH/DEMOUTIONDIRAG DIAGONALDN DOWNDWO DRAWINGEA EACHEL ELEVATIONEMBED EMBEDMENTENGR ENGINEEREP END POINTES EQUALEQUIP EQUIPMENTEVCS END VERT CURVE STATIONEVCE END VERT CURVE ELEVEW EACH WAYEXIST E STINGEXP EXPANSIONFF FINISH FLOORFLS FLANGEFND FOUNDATIONFT FOOTFTG FOOTTNGCA GAUGEGALV GALVANIZEDGOvT GOVERNMENTHGRND GROUNDNCR HORIZONTAL CONTROL LINEHORIZ HORIZONTALID INSIDE DIAMETER!E INVERT ELEVATIONINV INVERTJST JOISTJT JOINTK KIP = 10i 0 LBSKOI KIPS PER OSQUARE INCHL ANGLE* PLUS OR MINUSLBS POUNDSLU LONGLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALMAO MAXIMUMMECH MECHANICALMFR MANUFACTURERMIN MINIMUMMISC MISCELLANEOUSNO. NUMBERNTS NOT TO SCALEOC ON CENTEROD OUTSIDE DIAMETEROPNG OPENINGIt PLATEPC PRECASTPERP PERPENDICULARPi POINT INTERSECTIONPLF POUNDS PER LINEAR FOOTPLWD PLYWOODPNL PANELPSF POUNDS PER SOUARE FOOTPSI POUNDS PER SQUARE INCHPM POINT OF VERT INTERSECTR RADIUSRCSC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONSREINF REINFORCEMENTRECD REQUIREDREV REVISIONOCRED SCHEDULESF SQUARE FOOTSiM SIMILARSPA SPACINGSPECS SPECIFICATIONSTA STATIONSTD STANDARDSOFF STFFENERSTL STEELST STREETSW. SAFE WORKING LOADT&B TOP AND BOTTOMTBD TO BE DETERMINEDTHK THICK / THICKNESSTOO TOP OF CONCRETETOF TOP OF FOOTINGTOP TOP OF PIERTOS TOP OF STEELTOW TOP OF WALLTYP TYPICALUNO UNLESS NOTED OTHERWISEVERT VERTICALW/ WITHW/o WITHOUTWD ROODETAIL INDICATORSHEET 0 FROM / -SECTION OR DETAILWMICH SECTION EEL.- SHEET I -NEREOR DETAIL IS CUT-.iJ SECT FN OR DETAILCAN BE FOUNDSHEET INDEXNO. DRAWINO SUBJECT1 C1ENERAL NOTES2 SENERAL ARRANGEMENT PLAN3 SITE USE PLANSTORM. SEWER WATER, & OIL UTIUTIES PLANL4J TII'n~IIIrlnMi~lrT1HCIAELECTRIC & TELECOMMUNICATION UTIHMrS PI AlFOUNDATION REMOVAL IIfS FOUNDATION REMOVAL PLAN & SECTIONft0.zjDESIGNED BYN.P.09-13-12 0. Cr TO.t DRAFT SUBMITTAL KEt BDRAWN BYA, 09- -2 S.J.H. 9 OX SUBMITTAL SPJPRINT IS ONE HALF INDICATED SCALEPROJECTTILE PROJECT LOCATION JOB NO-HUMBOLDT BAY POWER PLANT EUREKA, CA 12-008-008PROJECT TASK I DRAWING NO.UNITS I & 2 FOUNDATION REMOVAL FEASIBILITY STUDY 12-oo0-oo08-R 6- 5-D2AT.E.H. HOt SUBRIPTAL N.P. KIEWIT ENGINEERING CO. OBECKEDO .R D. ATE IBY DESCRIPTION EKE'S KIEfWE PLAZA OMRAN,% NE 501311 K E.DRAWING SUBJECT RSEET NO.GENERAL NOTES +/- OF 5 PLANT LOCATIONSNO. DEUCPTO RIO NO. Oluboll" ION NO, UCIMMO I ON NO. DUCRPTI ONI UNIT REMOVED 12-5 DECOM SAFETY TRAILER 24-A RMS 32 RIGGING STORAGE -REMOVEDS2 UNIT REMOVED 12-6 ENGINEERING TRAILER 24-B HASKELL SAFETY TRAILER 33 NOT USED3 UNIT NUMBER 3 12-7 ENGINEERING TRAILER 24-C FINANCE 34 SHEPHERDS SOURCE4 HOT SHOP 13 COUNT ROOM 24-D NORTH COAST FABRICATONS 35 UNIT 3 WORK CREW BLDGS OFFICES. SHOPS. & WAREHOUSE 13-A FOSSIL DECOMMISSIONING TRAILER 24-E RADWASTE 36 HBGS WORK SHOP6 ADMINISTRATION ANNEX 13-8 RVP OFFICE TRAILER 24-F WARTSILA OFFICE TRAILER B 37 HBGS CONTROL ROOM7 TRAINING/NETWORK BLDG 14 SOUD RADWASTE HANDLING BLDG 24-H FRONT OFFiCE/ENVIRONMENTAL 38 HBGS MB-BLDG/CONTROLa SECURITY BLDG 15 LOW LEVEL RADWASTE BLDG 24-I PROCUREMENT TRAILER 39 HRGS ENGINE HALL9 FS -TRAILER 16 ULUID RADWASTE BLDG 24-J DECOM 6-MDE OFFICE TRAILER 40 HBGS LV-ROOM10 ASSEMBLY BLDG 17 RP INSTRUMENTATION BLDG 25 OFFICE TRAILER 41 HBGS FIREPUMP HOUSE10-A INITIAL TRAINING AND BADGING 16 UNIT 3 ACCESS CONTROL 26 PAINT/SANDBLAST BLDG 42 HBGS TEMP OPERATIONS -REMOVED11 PRIMARY ALARM STATION (PAS) 19 27 HBPP FIREPUMP HOUSE -REMOVED WACH'S TRAILER -REMOVED12-1 GENERAL ENGINEERING TRAILER 2D RADWASTE OFFICE TRAILER B 26 MOBILE EMERGENCY POWER PLANT 1 -REMOVED 44 RUBS TERT12- ELECTRICAL ENGINEERING TRAILER 21 HAZARDOUS WASTE STORAGE 21 MOBILE EMERGENCY POWER PLANT 2 -REMOVED 45 FUTURE USE12-3 MECHANICAL/PIPING ENGINEERING TRAILER 22 NEWGEN/RP S-WIDE OFFICE TRAILER 30 MEPP ISLAN BLDG12-4 CISIL/STRUCIURAL ENGINEERING TRAILER 23 FUTURE USE 31 RELAY BLDG' ~CONTRACTOR FOOTPATH /-PRIN Is QN A FI DI A E C2 C:32C12 12--N AK IN 2""U RJC TS RWN OIOOX~~~~~~O 8RF UMTALDANBREV. ~ ~ ~ ~ ~ ~ ~ WRAA DAE BADSRPIO H'D[Kjwfn = O okJgJNEn r11 ,EM. 6GNRLARNEETPAPRINT15 OE HAL INDCATEDSCAL09-IJ-12~~GEN RA ARRAN EMEN PLAN~rSUM~A ROET KDRWN OA 09-10-12 S.JH. oCx SUBMITTAL N.P. I C~00I UNITS .IN& 2 FOUNDATION REMOVAL FEASIBILITY STUDY 12-0OA8-008-2AA 06-15-12 SJI. BOX SUBMITTAL N.Pr NI IEWIT ENGINEERING CO. CHECKED BTY DABTE ~ FE Y DRAWINGSUBJECTSETNOREV.J DATE NT DESCRIPTION CR60 MKIEIT PLAZA OMAHA. WNE 68131 K E. M. 08-13-12 GENERAL ARRANGEMENT PLAN 2O SITE USE SCHEDULELI., ND NO. I0 lmrlON AREA IFllr1 CONSTRUCTION WORK AREA 1,7922A GROUNDWATER TREATMIENT SYSTEM 8,1202B GWITS RECEIVER TANK 3833A WASTE MANAGEMENT FACILITY 12.00038 DEBRIS TESTING AREA 5.2504A INTERMODEL CONTAINER STOCKPLE AREA 26.286(NTEIN ODEL CONTAINER STOCKPILE AREA 8.379SOIL STOCKPILE AREA 30.80SOIL STOCKPILE AREA 33.751SA CONTRACTOR OFFICE TRAILER 1,4408B CONTRACTOR OFFICE TRAILER 2.700LI 7 HBGS -OPERATING POWER PLANT N/A[8 B CAISSON REMOVAL AREA N/A-BUILDINGS / STRUCTURES TO REMAIN N/A-INTERMODEL TRUCK ROUTE N/A-CONSTRUCTION EQUPMENT & MATERIALS TRUCK ROUTE N/A-ITE WALKWAY PATH N/AHBGS ACCESS ROUTE N/A-CONSTRUCTION ENTRANCE N/ASOIL STOCAIPILE AREA NOTESiI. TRAILERS BILL REED TO BE MOVED FROM AREASA BY JANUART 1. 2014 FOR STOCK PILECON STRUC TI ON2. A PORTiON OP AREA 5A BILL BE OPEN FORTRUCK TURNAROUND PURPOSESINSccPRINT IS ONE HALF INDICATED SCALESCALE ttPROJECT TITLE. PROJECT LOGAT)ON JOB NO.AS NOTED HUMBOLDT BAY POWER PLANT EUREKA. CA 12-008-"O8F ST tS -1 .- = PROJECT TASK DRAWING NO.-T -so UNITS 1 & 2 FOUNDATION REMOVAL FEASIBILITY STUDY 12-008-008-3ATE DRAWING SUBJECT SHEET NO.06-1J-72 SITE USE PLAN 3 OF S4jKEWrr ENGINEERING CO. ICHECKED BYTCR8.0; KINAW PtfffA OHWAINA. NE M131 K RAI LEGEND-- --STORM DRAINPRESSURE SEWER--a -SANITARYSE RFRESH WATER-FIRE WATERPIPES14" PG&E COL UNE... UTIUTY TUNNEL9IN.IRNCCuNINNCBNIIiiUTILmIES PLANSCALE: 1, .PRINT IS ONE HALF INDICATED SCALErTA-L K7- tN.P.CIOOX DRAFT SUBMITTAL DRAWN BY90. SUBITAL 1.J1-0 2 60X SUBMITTAL KIEEWIT ENGINEERING CO. CHECKED BYSCALE PROJECT TITLE PROJECT LOCATION JOB NO.AS NOTED HUMBOLDT BAY POWER PLANT EUREKA. CA 12-008-008IT 'I PROJECT TASK DRAWING NO.--T UNITS 1 & 2 FOUNDATION REMOVAL FEASIBILITY STUDY 12-008-008-4ADATE DRAWING SUBJECT SHEET R .STORM, SEWER WATER, & OIL UTILITIES PLAN OF 5"I'jtiREV. I DATE I BY IDESCRIPTION CHWD MKWrr PLAZA OMAHA. ME W131 K.E.M.

LEGENDITEM DESCRIPTIONOVERHEAD POWER-- UNDERGROUND POWER-TELECOMMUNICATIONS CONDUITRIBER OPTICHU.BOLDT BMYJI.7itccNU)V6sCA : 1, -IBA'PRINT IS ONE 4AJLF INDICATED SCAAPROJECT LOCATIONEUREKA, CAJO1 NO.12-008-HUMBOLDT BAY POWER PLANT IPROJECT TASKUNITS 1 & 2 FOUNDATION REMOVAL FEASIBILITY STUDYI DRAWING NO.DRAWING SUBJECTELECTRIC & TELECOMMUNICATION UTILITIES PLAN FOUNDATION SCHEDULETYPlE QrY PILKS PER TOe EL CONC VOLCAP (P1 (cu YO)A/1 4 3 12.00 8ciD 4 14 12.00 155E./F _ 4 16 12.00 _ 200G/H_ 4 14 9,43 155J 2 69 VARIES 390SSUPPORT PERMANENT STRUCTURES AS REQUIRED DURINGFOUNDATION DEMOUTION & PILE REMOVALTOP PILE CAPIGROUND SURFACEEL VARIESINNZNcc)aV6,MAX PILE PPr,- TYPICAL PILE & CAP SECTIONýL ->SCALE W/V" -"-o*FOUNDATION PLANSCAL I" -2aPRINT IS ONE HALF INDICATED SCALEDESIGNED BY09-.3-12 G.F. b00 DRAFT SUBMI Kiew it 1RANBYA 09-10-12 S.J.H. 90X SUBMITTAL NP .SJ ,IAS NOTEDO'_- 13-2LPROJECT TITLE IHUMBOLDT BAY POWER PLANTPROJECT LOCATIONEUREKA. CAIJOB NO.12-008-008PROJECTTASK I DRAWING No.UNITS 1 & 2 FOUNDATION REMOVAL FEASIBILITY STUDY 12-008-008-5A, Inx-,-,I R-IM IJA 106-15-121 SJ.H I6ox SUBMITTAL N.P.G. KIEWIT ENGINEERING CO. CHECKEDRY JJUDESCRIPTION CHK'D IKiETrr PLAZA OMAHA. NE 68131 E.M. ikI-DRAWING SUBJECTFOUNDATION REMOVAL PLAN & SECTIONSHEET NO,S OP 5REV.I DATE I BY I

@ KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportAPPENDIX BWORK BREAK DOWN STRUCTURE &BUDGETARY ESTIMATEPage 160 HBPP CAISSON DEMOLITION FEASIBILITY STUDYWORK BREAKDOWN STRUCTUREWBS Client CBS Position Description (T) Unit of Unit Cost TOTAL COSTCode Code Quantity Measure1 2.1 Project Management/Supervision 43.00 Mo $197,040 $8,472,7131 2.2 Office Rent, Utilities and Staff Expenses 43.00 Mo $31,899 $1,371,6711 3.1 Safety, Quality, Business, Testing & Survey 43.00 Mo $80,308 $3,453,2441 3.1.5 Design, Engineering and Consultants 1.00 LS $2,561,808 $2,561,8081 3.2 Temporary Work, Mob, Power, Access 1.00 PLS $2,048,714 $2,048,7141 3.5 Maintenance Equipment 43.00 Mo $20,432 $878,584Total 47 ADMINISTRATION SCOPE 1 $18,786,7341 5.1.1 Concrete Removal (EQP) 6,908.00 Cy $1,773 $12,246,1571 5.2.1 Machine Access for Demolition (EQP) 1.00 PLS $2,586,186 $2,586,1861 5.3 Turbine Building Slab Demo 1,150.00 Cy $649 $746,3081 5.5.1 Spoil Stockpile Facility 64,000.00 SF $27 $1,748,9451 5.6 Decon Equipment 15.00 Ea $24,160 $362,3941 5.9 Access equipment and Supplies 1.00 LS $469,837 $469,8371 7.1 Structure Excavation 17,123.00 Cy $265 $4,536,8481 7.2 Structure Backfill 25,515.00 Cy $192 $4,904,2181 7.3 Turbine Building Exc and Backfill 4,505.00 Cy $156 $704,4561 7.6.1 Environmental Compliance 43.00 Mo $57,664 $2,479,5371 7.6.2 Dewatering Wells and Maint--Subcontract 1.00 LS $5,344,342 $5,344,3421 8.2 Sheet Piling (EQP) 21,348.00 SF $114 $2,437,9731 8.3 Shoring -Soil Nails 15,965.00 SF $140 $2,230,6901 9.1 Concrete Ring Beams 538.00 CY $1,224 $658,3441 Total 58 SCOPE 1 -CAISSON DEMOUTION $41,456,235Grand Total Scope 1 $60,242,9692 2.1 Project Management 5.00 Mo $115,416 $577,0792 2.2 Office/Staff Expenses 5.00 Mo $18,685 $93,4252 3.1 Operational & Compliance Support 5.00 MO $47,040 $235,2022 3.1.5 Design and Engineering 1.00 LS $174,485 $174,4852 3.2 Temporary Work 1.00 PLS $138,610 $138,6102 6.1 Unit I & 2 Demolition 2,860.00 Cy $998 $2,854,0462 6.2 Unit 1 & 2 Excavation and Backfill 7,600.00 Cy $123 $935,066Total 15 SCOPE 2 -UNIT 1 & 2 DEMOUTION $S,007,9133 Slurry Wall Administration 7.00 Mo $4,341,4833 7.4 Pre-Trench/Piles/Cut&Cap/BF 8,000.00 Cy $151 $1,209,2581 7.2 Stockpile Area 1.00 LS $2,767,835 $2,767,8351 5.4 Demo Concrete Clear Zone 485.00 Cy $600 $291,0003 8.1 Slurry Walls (EQP) 125,901.00 SF $73 $9,203,67511 3 Total 6 SLURRY WALL$17,813,251[Grandotal 26 Grnd Toal $8,043

-OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportAPPENDIX CLEVEL-i SCHEDULEPage 162

'atfornia High Speed Rail Classic Schedule Layout 23-Sep-12 08:31k~ftp 10 IACIMIsr Nem. 8ql~ Iedoeshaev Ca~arrdl 2013 I 2014 1 2016 IJj 2016 IIIi~ 12017 12D16----.. ........i .A ... ........11. .................Project , A m nis r tv tetn Ari inini sa ttitsi~ i i l i i i i i i ii i i i100010101020103010501060107018601040Articipated AwardAnticipated Notice to ProceedMob OfficeSubmirtApprove ScheduleSubmitlApprove Camson De-o PlanSubmit/Approve Sheet PilesSubmit/Approve Excavation/BackdllSubirdt/Approve InstruerentaboclEnginneeringSubmit/Approve Slurry Wall33 04-Feb-13 20-Mar-130 21-Mar-1310 21-Mar-13 03-Apr-1360 04-Apr-13 26-Jun-1360 04-Apr-13 26-Jun-1360 04-Apr-13 26-Jun- 1360 04-Apr-13 26-Jun-1360 04-Apr-13 26-Jun-1360 23-May-13 14-Aug-1310001010102010201020102010201020Standard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekPGEUtlty-co Reov1165129511551185121512251245125512651175127512851235Remnove Equip fiom Hot ShopBackfill Turbine Bldg StructuresPerform Sod RercediaSonDemo SAS to elo +9/BackWCP-7, CP-6 Remove UG obstruconstsystemCP-6, CP-5, CP-4 Reronve UG obstr ucionsoCP-4, CP-3, CP-2 Remove Slope to Grade&lrCP-4, CP-3, CP-2 Remove UG Systems EasCP-2, CP-, CP-11 Remove UG obstructionsDemo Hot Shop/Rennove StabCP-11 Reroute 480V Cold & Dark power cabCP-11, CP-10 Remove UG obstrauctons/systeRelocate Access Control Trailer40 04-Feb-13 29-Mar-1311 01-Mar-13* 15-Mar-13109 01-May-13* 30 Sep-1343 01-May-13* 280Jun 1320 03-Jun-13' 28-Jun-1322 01-Jul-13' 30-Juol1311 01-Aug-13' 15-Aug-1312 16-Aug-13* 02-Sep-1365 03-Sep-13' 02-Dec-131215122512451255126512751285Standard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day Workweek41 Anbpilpatd S4hidc to PrdciledSrbeIprave Scbeidile;Subr/Appra ve C Pla .em..o ..t= tbirrVApre $tenta f lrlps.k .: .I .+ .+ pl .r I i ,m .i +. + : ik iL:+ ýl]: I ~. :__StiboatAppreve hrborootascrdrerefongSurr~tA0pir& e Sta.rry Wall03r14. P136 Ullity Deconp"bovji Eaýk!l Tcbloe kBlgStrbuctibrres0 OP 7, CPOP6 eRmodeUG bettrbuoalattrr nFSooth ydrd&" C-, CF-e. cP- Retrieve UD vtnsuoryesrstrnevroEast ot tor brte eBdgI CP-4, Op-.3, CP-2. Reeorn Slope to GradelirntallPiles12CP-4. CF-S,:. C2' R6"mohe UG Syste"n Badt oRffJ ..De Hbt.S....IR.nt eStalj P oF eiri Rcea 48D4 Ckid 6 Dark trower cables:Sq CF-11: OP-iF R-reoveLUG okhstrdcbnohsyterTs* .+ 0 Reb oc te c e vJ rdro-Tri++~rkr. +.ii44 01-Oct-13'7 03-Dec-1315 12-Dec-1323 02-Jan-1429-Nov-1311-Dec-1301 -Jan- 1403-Feb-14SlUrry Wall Cotistruction ý; ý I11501160117011801080109018901100111011811120113011901140Demo Unit 2 SlabEneentelyhornrpt,! PirPIs 184 EABacfl!Insoale WellsInstall InstrumontationPre-trenchGuide WellsSpoil Managenont Area InstallMob Slurry Wa# EquapmentSet-up/Test Slurry Wal EquapmnentMove TrailersInstall Panels 84 EADemob Skirry Wall EqurproentUnwaterClean-up/Move Out32 06-Jun-135 17Jvn-1320 27-Jun-1320 25-Jul-1326 27-Nov-1310 19-Dec-1340 29-Dec-135 02-Jan-1410 09-Jan-t140B4 07-Feb-1410 05-Jun-1460 05-Jun-145 19-Jun-1419-Juo-1302-Sep-1324-Jul-1321-Aug-1301-Jan-1401 Jan 1407 Feb-1400-Jan-1422-Jan-1410-Jan 14'04-Jun-1418-Jun-1427-Aug-1425-Jun-1410301150186011701160,12851040,10801040,1181108011001110.1090.189011201180,11201130Standard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day Workweeka-1Standard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekP: Deno Unit2 Slab;01, Ihstall llstrantatwnq Comde Web!M oSPil Management Area Install:I Mob$kir rrryWfEquEprmneio: Sel-aprblthISojrry WaON Erjcqlmrhe*: Move:Tradets ::7P lrwstal!Panel 64 PAI) De~rabSiurry We EquiprceotF= r :riwvter1! OlC -opokdH DotC aiso Demoatio12002320121012201230Demo Turbine Bldg Slab 1200 CYRFB Slab DemoExcavate 2000 CYPul Piles 143 EABadcfill20 07-Juo-1515 04-Aug-155 25-Aug-1523 01-Sep-1510 02+Oct+1503-Aug-1524-Aug-1531-Aug-1501-Oct-1515-OCdt151050,1120,219012001070. 2320,114012101220Standard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekAN Darrro Tyrtrrrre Bllg $i512k OYIF RFBStailDe"nl: : : : :: : :: : : : : : :: q::-: :. .:: : : : : : ::: :: :: :: :: : : :: : :11 Excavate 2060 ry C$I P1 Pilese143 EA: BaCkfill :Actual Work Crircal Remaining Work Vmmmm Sumnmnary Page 1 of8 ASK filter: All ActivitiesRemrining Work

• 4 Milestone C Oracle Corporatior

,ak ornia High Speed Rail I Classic Schedule Layout T- 23-Sep-12 08:3C11111 Pnadeeees1 ae1 IJ111 1A 1 812401250126012701280129013001310132013301340135013601370233013801390140014101420143014401450146014701480149015001510152015301540155015601570158023401590160016101620163016401650166016701680Install Falework in Center TowerEsrst Fly Equip/Bridge In +12 to +6Bsrit Excavation +12 to +6Bsrnt Soil Nails Instal +12 to +6 (LI)Bsat Demo Concrete +12 to *6Bsr6t Fly Equip/Bridge DOt +12 to +6Bs6t Fly Equip/Bridge In +6 to +2B6mt Excavabon +6 to +2Bs6m Soil Nails Instal +6 to +2Bs6t Demo Concrete +6 to +2Bsmt Fly Equip/Bridge Out +6 to +2Bsnrt Fly Equip/Bridge In +2 to -2Bsmnt Excavation +2 to -2 (L3)Bs.t Soil Nails Instal +2 to -2Adjust Center Tower to El -14Bs6t Demo Concrete +2 to -2Bsrnd Fly Equip/Bridge DOt +2 to -2Bsmt Fly Equip/Bridge In -2 to -6Bs"4 Excavation -2 to -6 (-4)Bs6t Soil Nails Install -2 to -6Bs6rt Demo Concrete -2 to -6Bs6d Fly Equip/Bridge Out -2 to -6B6t. Fly Equip/Bridge In -6 to -10Bs6 t Excavaon r-6 to -10 (-5)Bsrrd Soil Nails Instal -6 to 10Btnst Demo Concrete -6 to -10Bsmt Fly Equip/Bridge Out -6 to -10Bsmt Fly Equip/Bridgeln -10 to -14Bs6 t Excavation -10 to -14 ([6)Bs6. Soil Nails Instal -10 to -14Bs6t Demo Concrete -10 to -14Bs6. Fly Equip/Bridge Out -10 to -14Bsmt Fly Equip/Bridge In -14 to -19Bs6. Excavation -14 to -18n (LT)Bs6t Soil Nails Instal -14 to -18Bsrnt Demo Concrete -14 to -18AdjustAI Towers to El -30Bsmt Fly Equip/Bridge Out -14 to -18Bs6t Fly Equip/Bridge In t18 to -22B64t Excavation -18 to -22 (-8)B6.t Soil Nails Instal -18 to -22Bans Dermo Concrete -18 to -22Bs6t Fly Equip/Bridge Ot -18 to -22Bsmt Fly Equip/Bridga In -22 to -26Bsmt Excavation -22 to -26 (L)Bs6t Soil Nails Instal -22 to -26Bs6nt Demo Concrete -22 to -265 16-Oct-151 23-Oct-156 26-Oct-153 03-Nov-1512 06-Nov-151 24-Nov-151 25-Novw156 26-Nov-153 04-Dec-1512 09-Dec-151 25-Dec-151 28-Dec-156 29-Dec-153 06-Jan-164 09-Jan-1612 12-Jan-161 28-Jan-161 29-Jan-166 01-Feb-163 09-Feb-1612 12-Feb-16I 01-Mar-16I 02-Mar-166 03-Mar-163 11-Mar-1612 16-Mar-161 01-Apr-16I 04-Apr-166 05-Apr-163 13-Apr-1612 18-Apr-161 04-May-161 05-May-166 06-May-163 16-May-1612 19-May-1615 07-Jun-161 21-Jun-161 22-Jun-166 23-Jun-163 01-Ju1-1612 06-Ju1-161 22-Ju -161 25-Ju1-166 26-Ju4-163 03-Aug-1612 08-Aug-1622-Ot-1523-Oct-1502-Non-15S5-Non-IS23-Nov-1524-Non-1525-Nov-1503-0ec-1508-Dec-1524-Dec-1525-Dec-1528-Dec-1505-Jan-1608-Jan-1612-Jan-1628-Jan 1629-Jan-1601-Feb-1609-Feb-1612-Feb-1601-Mar-16022Mar-1603-Mar-1611 Mar-1616-Mar-1601-Apr-1604-Apr-1605-Apr-1613-Apr-1618-Apr-1604-May-1605-May-1606-May-1616-May-1619-May-1606-Jun-1621-Jun-1622-Jun-1623-Jun-1601 -Jul,-1606 Ju4l1622-Jui-1625-Jul-1626-Ju1-1603-Aug-1608-Aug-1624-Aug 1612301240125012601270128012901300,119013101320133013401350136013701370, 233013801390140014101420143014401450146014701480149015D0151015201530154015501560157015802340159016001610162016301640165016601670Standard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekSt0nd4,d 5 Dey WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day Workweeka-1Standard 5 Day WorkweekStandard 5oay WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStand1rd 5 Day WorkwnekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day Workweeka-1Standard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekI: OýaP iaoe nr kentelTw'IBr4Ply Equip)Brng a~ 4u -12 tot6:":u 0,k 6 IA i12:tot06:21:tn DPly Eyrdorel84g.1 +12 in t1O B.arrd ly:EqaipAt6dgelIko600.S .-..58 .E. .atr n .6.0.2.-Baal Exca4N4gnp/afid eto 4(0:0 Print Deram Co ete. 06t.0:2Psrrjnt0lyEuJ Bi01oD,# 42 :1. -IB Eot ly Eripypl~reidg In .200 -I ,0 EocraSt t20, (L3)]I BroroqNplleotal-t2to 2-Bi64l~orn aý Concrete -2to aI OlFyEquipe'65dl1 ~20I 9.4 S i 5r6Ilndall 1 -21 ai If3;r,4benrmConcrete 201. 10B .80 Stl:Nails rIntal 10 to -I:i 65Wt moConcr te -1000o 149j80F q rplipfrslnijlgb 'l 0to 14I sn BWlEioivtknI p44 te- n 140. 791: isrritStirnols nsortal 14 to ý19*: AdjutAITnwe. t~o :El 301: 6.80 FNyEq'.!p-ýidtklo ot -1400d 108sirt FlyýEqnjp)jk~oe In t1$tt ý22* .....604Soil"gslostall-atqt-221;- B"n PN~Enqdpffrellge Out006-22$.H O.4lyEjqnipýBidg40016-4 to-;20I Biro! SoilNalsInta -22 to0-20 <~:640.1 Boeii~crk 101M-22t -26I. Psr De .0 eo, -22:0-2Actual Work Critial Remaining Work .Summ0ary Page 2 of 8 TASK fitter; All ActiviiesRemaining Work *

• Milestone C Oracle Corporatoi alilomia High Speed Rail Classic Schedule Layoot 23 Sep-12 08:3Cam I a a 15 1 2017 2011I IJ141I9I I lq 1 IJJI4fF19 1 I1 11 1_4JH l1:~ .f 14f11"4 .I1690 Bsmt Fly EquOplBridge Out -22 to -26 1 24-Aug-16 25-Aug-16 1680 Standard 5 DayWorkweek :I: BsrntFEquLpBidigeOt-22to-Re1700 Bsmt Fly Equip/Bridge In -26 to -30 1 25-Aug-16 26-Aug-16 1690 Standard 5 Day Workweek 1: i ,FWtyEqdougipi ng1: -24to -30S1710 Bsrt Excavaton -26 to -30 (L10) 6 26-Aug-16 05-Sep-16 1700 Standard 5 Day Workweek I BantlEvaývýOnioi26no-30 (L10)1720 Bsmt Soil Nair Instal -26 to -30 3 05-Sep-16 08-Sep-16 1710 Standard 5 Day Workweek I BqrlNgrllpstai-6tq-]t1730 Bsmt Demo Concrete -26 to -30 12 08-Sep-16 26-Sep-16 1720 Standard 5 Day Workweek :i Uisi 60 Denre -261t,-301740 Bsmt Fly Equip/Bridge Out -26 to -30 1 26-Sep-16 27Sep- 16 1730 Standard 5 Day Workweek : Bovrt FtyEquiptiq dge Oct --.Io -31750 Shake Out/Pile Drivng Equipment Mob 5 27-Sep-16 04-Oct-16 1740,1060 Standard 5 Day Workweek ,: q Stroke Oot :Stae riorfg Equipment M,1760 Set Sheet ile Template 5 04-Oct-16 11-Oct-16 1750 Standard 5 Day Workweek I : SetSet PItaTmpte1770 Drive Sheets 112 EA 20 11-Oct-16 08-Noe-16 1760 Standard 5 Day Workweek '1 trnrseýýSej s11 E1870 Eocavate for Ring Beam (LL1) 4 09-Nov-16 12-Nov-16 1770 I r(L-L1):1760 Ring Beam at -34 7 14-Nov-16 22-Nov-16 1870 Standard 5 Day Workweoek C it ea t01790 Excavate to -48 (LL2) 11 23-Nov-16 07-Dec-16 1780 Standard 5 Day Workweek 4 Eocivati .8 e (Lo42.2350 AdjustOSTowersto-445 5 08-Dec-16 12-Dec-16 1790 a-1 Adj !dsOS Toweirs t1-44:52360 DemoOSWatsto-445 10 13-Dec-16 22-Dec-16 2350 a-1 i pnioO$9Vpltptd4,2370 Adjust IS Tower 1to -445 4 23-Dec-16 26-Dec-16 2360 a-1 I : Ault!SlTb~e! tý t,-44ý52380 Demo IS Wais 1 to -44 5 10 27-Dec-16 05-Jan-17 2370 a-1 l ermlrtSWallils1to -445s2390 AdjustISTower2to-445 4 06-Jan-17 05-Jan-17 2380 a-1 I 2to 5:2400 DemoIS/OS Wais2to-44.5 9 10-Jan-17 18-Jan-17 2390 A 1 Da" iiSiOSWallk2to 4,6.51800 Ring Beam at-48 7 18-Jan-17 27-Jan-17 2400 Standard 5 Day Workweek rg 0em at -11610 Excaaste to -61 (1-13) 11 27-Jan-17 13 Feb-17 16800 Standard 5 Day WorkweekB00aet 6 L2410 AdjustOSTowersto-57 5 14-Feb-17 18-Feb-17 1810 a-1 1 Ajuist OS Towersý t0 -S2420 DemoOSWallsto-57 10 19-Feb-17 28-Feb-17 2410 a-1 ,i PDemoOSWalIa toV52430 Adjust IS Tower lto-57 4 01-Mar-17 04-Mar-1 7 2420 a-I M. i :Adjist IS Tower 1 to4572440 Demo IS Wis 1 to-57 10 05-Mar-17 14-Mar-17 2430 a-I [)etrrp. ltOIs prin y5?2450 AdjustlSTower2to-57 4 15-Mar-17 18-Mar-17 2440 a-1AdjudtlS Tlr 2102460 Demo IS/OSWais2to-57 9 19-Mar-17 27-Mar-17 2450 a-. O!1 Wals2Io:1820 Ring Beamat-61 7 27-Mar-17 05-Apr-17 2460 Standard 5 Day Workweek i q q iN R Beim at-641830 Eo ate to -73 (LL4) 11 05-Apr-17 20-Apr-17 1820 St woarad 5 D yVWV.kweek ' Bcavae tol-731(LLO).2470 Remove OS Towers 5 21-Apr-17 25-Apr-17 1830 a-1i ...I O.owvry2480 DemoOSWaesto-73 10 26-Apr-17 05-May-17 2470 a-i I DI mDboOS Walato,-2490 Remove IS Tower 1 4 06-May-17 09-May-17 2480 a-1i I RemoveISTower 12500 Demo IS Wals to -73 10 10-May-17 19-May 17 2490 a-i ..*:Qerro hasItol2510 Remo-eISTower2 4 20-May-17 23-May-17 2500 a-1i 1:. !! 2520 DemolSIOSWaeis2to -73 9 24-May-17 01-Jun-17 2510 a-1 i ...Opeo 1840 Ring Beam at -73 7 01-Juan-17 12 Juoe17 2520 Standard 5 Day Workweek p BolinBat-731850 Excavateto-80(LLS) 11 12-Jun-17 27-Juoe17 1840 Standard 5 Day Workweek !l Emvalteto, -,0(1910 DemoCaisson Concreteto-80 29 27-Jun-17 07-Aug-17 1850 Standard 5 Day Workweek i Dem o r Ca,',1935 Remov Spoil Management Area 20 26-Jan-17 17-Jul-17 1950 0; Remnove Spoil M1945 P00 Clearance of Sorls 10 08-Aug-17 17-Aug-17 1910 a-1 t r leg1930 Backfillto -73 8 17-Aug-17 29-Aug-17 1910.1945 Standard 5 Day Workweek :i BrckItd-731540 Demo Ring Beam at -73 3 29-Aug-17 01-Sep-17 1930 Standard 5 Day Workwee .I Dmo:Rinj1800 Bacdllllto -61 8 01-Sep-17 13-Sep-17 1940 Standard 5SDay Workweek~iJ(:1960 Demo Ring Beam at -61 3 13-Sep-17 18-Sep-17 1950 Standard S Day Workweek ? i De"nhRi1970 Backfllto -48 8 18-Sep-17 28-Sep-17 1960 Standard 5DayWorkweek q :cliq tot1980 Demo Ring Beam at -48 3 28-Sep-17 03-Oct-17 1970 Standard 5DayWorkweek i DemoR:1990 Baddilllto -34 8 03-Oct-17 13-Oct-17 1980 Standard 5 Day Workweek lo tacllttto200 Demo Ring Beam at -34 3 13 Oct-17 18-Oct-17 1990 Standard SDap Workweek e::b moActual Work Critical Remaining Work Suvmmary Page 3 of 8 TASK fitter: All ActivitiesRemaining Work *

• Milestone C Oracle Corporatior Zaifornia High Speed Rari Classic Schedule Layout 23-Sep-12 08*3C.=__ -'Z I ._j8I'-,-13"1M -1329Un1l, l~1+11[A 4nIiii 144'-111'1111 11 11-t111114JlI11 P1~j4-'I111jq1'1 i PI4 14l1-41 I2010 Pul Sheets 112 EA 8 18-OcG-17 30-Oct-17 2000 Standard 5 Day Workweek2020 Badritl and Deme Soil Nails -34 to +12 55 30-Oct-17 15-Jan-18 2010 Standard 5 Day WorkweekuLrar .NeAI -I Pon OSen1120402G502060021170LDern 2000 CY,Excanate 2000 CYPon Piles 195 EABadcfDeeroblClean10 25-Dec17 08-Jan-1840 08-Jan-18 05-Mar-1820 05-Mar-18 02-Apr-185 02-Av-18 08-Aor-182010204020502060 2020 1935Standard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStandard 5 Day WorkweekStadar 5 ay orkeek$laid29-WW~li ýNoy-IE. PG&E Decomn*OeoaPG EDeo iisirMi'I I I I I I I I I I I I I I I I I I I I I-3010337035303040396025903070316025303920380030202600261028003360416026203930263030803180319031202640369032003090265039602540354031304140266041802550VWlie Garery equipment removal -Phase 1LRW Bldg Equip/Pipe Removal Phase IOffgas Tunnel Equip RemovalModify PEG roorninstal RFBAHURelocate FrelineReactor Vessel internals RemovalPerform instrument Air ModsRemove lntermnodals/EquOplTrailers Unit 1,2Obtain NRC Approval of OOC 3rd ExenmptionRemove unit 3 Intake Lines at New 60KV YarOperatons RFBAHU Vent ModsBuild Isolation WallRemove Concrete BlodkClean-up Heat ExchangersSupression Chambers (Ring Headers and D(Cut Wan opening in RDTVauoErect Tent at LFO Site to Support Waste Pkg(-24) Elev Remove ComponentsFSS New Switchyard During Excavation(-34) Elev Remove ComponentsTurn Over Bldg to ContractorTurn Oxer Unit 1,2 Area to ContractorUnit 1,2 Slab Prep Grading for DrainTurbine Bldg Concrete Scabbing(-44) Elev Remove ComponentsOffgas Tunnel Equip Removal North th LRWRemove Above Grade Systems for Oly WateTurbine Bldg Open Air Derno Survey(-54) ELav Remove ComponentsTurbine Bldg Vent ModsDrain Reactor Vessel into SFP and Apply FPxnRemove Item from StackTurbine Bldg Demo Phase I el. 12Operation of GWTSShutdown Heat Exchangers Rm (-14) -RemIdentify Onsde Clean BackdilRemove CRDMs from Bottom Vessel175 02-Jan-12A 25-Jun-12AI 29-Feb-12A 18-Dec-12A1 01-Mar-12A 30-Aog-12A116 01-Mar-12A 25-Jun-12A79 13-Mar-12A 23-Apr-131 26-Mar-12A 15-Nov-12A65 10-Apr-12A 14-Jun-12A11 13-Apr-12A 24-Apr-12A1 02-May-12A 01Nowl2A58 22-Mayl12A 19Jul-12A11 15-Jun-12A 25-Jun-12A28 26-Jun-12A 24-Jul-12A1 02-Ju1-12A 02-Jul-12A1 02-Jul-12 A 15-Aug-12A1 02-Jul-12A 31-Dec-13A1 02-Jul-12A 24-Ju-12A57 02-Ju1-12A 28-Ang-12A1 03-Ju1-12 A 31-Juo-12A92 23-Jul-12 A 22-Oct-12A1 01-Aug-12A 30-Aog-12A1 09-Aag-12A 09-Aug-12A1 09-Aog-12A 09-Aug-12A25 10-Aog-12A 03-Sep-12A80 13-Ang-12A 31-Oct-12A1 03-Sep-12A 27-Sep-12A32 03-Sep-12A 04-Oct-12A14 04-Sep-12A 17-Sep-12A53 17-Sep-12A 08-Nou-12A1 01-Gct-12A 320 .r-12A28 01-Non-t2A 28-NOV-12A1 195Nov 12A 15-Jan-13A1 295Non12A 28PFeb-13A90 29-Nov-12A 26-Feb*-13A1092 29-Nov-12A 25-Nov-15A1 27-Dec-12A 23-Jan-13A58 02-Jan-13A 28-Feb-13AI 16-Jan-13A 19 Mar-13Aa-1 rupirmn, removay Plrpo 1ia-1 LR Bld1 E*lp/Pipe Phase Ia-1 G 1nel Eqip Renoxat 7a-1 amnisfltaRFPBAHU:a-1 i Relocate:FIrPrtea-i ctor Vessel loterpalsRprtonala-1 rtAir Moltsa-i appquopr/Trreiers UnW 2:a-1 in NRC Approval of 3-rd Exemppton Requesta-1 t 3 bIlnke Lioet at Now 60KV Yard Areaa-1 ; A'-O U Vrit Modsa-1 0)6W01a-1 crete Blocka-1 eat Podrenger.a-i :Slpre~slon Chamb"erS IRIng Hoadors and Droncotrner) NorhISoutha-i eprrgrrtiDl/psD' .auta Itat:LFO Sdtt SdpPrort aote'P,.a-I e.nton C.,prt ~rprets ia-I SWdntnyard Guorng Exaavationa-1 Rartnove o Nmporentsa-1 Bldg to CoirercloNa-1 Uni 1.2 AeatoCnridrdoia-1 Sl.b P.rep Grading tsr Drama-l ire Bdg Concetle Siabbilnga-1 lEW Ramove:Compenprtsa-i TvenmlEquip Removal North lb LFWr Biga-1 Abd Gla0e Srsteln fr:Oity:Water.a-1 r~ev Rnroye C"As a-1 rhire Bd Ven Mdea-1 6r pi Reactor \easol irte $OP adApply Friatriea-1 ! iif, a-1 Sthrtddwn Heat EakE anorslRnr(-d14) Remrrbv aRxmaikng:Cbmponenmts 'a-I jdpirify'pyesitleaornicn N-00a-i1 eoeCDsfomBfvr'lse1 Actual Work 1 Crtrcal Remarning Work .mlll Summary Page4 of8 0ASK lfter All ActivitiesRemaining Work *

• Milestone/ Oracle Corporahor California High Speed Rail Classic Schedule Layout 23-Sep-12 08:31,dK IDt Nam ZZ _".T La 2015...,m 2014 1 016 l0 1F c"11h111 IiiflJ 11 114J 11 119411t 11 IJIJIA1I1I1,1JI1 I27502080226038103700303032103780355038202730209025602760315038303560358032203590385025702670268026902100282027703230386036002110258027002740283036103790284027803240212036202850293038703890(-24) Elev Remove Components RPV Relate,Segment RPV Internals in Spent Fuel PoolLRW Bldg Equip/Pipe Removal Phase 2Hot Machine Shop Cal Equip RemovalOfigas Tunnel Grout FIN Tunnel North to LRV\aMee Galery equipment removal -Phase 2Partial Remove Unit 2 Pad and Timber pileOffigas Tunnel Equip Removal So. RFB and 'rGrout Embedded Pipe Inside StackHot Machine Shop EquipmentCut Control Rod BladesES to Demob RPV Internals EquipAirgap 66 Nozzles Below Vessel(-34) Elev Remove Components RPV RelateRemove Denmn Fiters in Dernin RoomCharacterize and Grout HMS EmbeddedFSS Stack Embedded Pipe to RemainStack Dame to el. 12Unit 1,2 Condensate Pump CasingsSAS Bldg Demo to el. 12Hot Machine Shop Concrete ScabbingRemove Decon FaciltyDecon/Remove Laydown/Cask Wash DownDecornRemove New Fuel Storage/Fuel PoolDecon/Remove Cask Shipping AreaRemove Decon FaciityEmergency Condenser Removal( 44) Elev Rmovco Compncnis RelateoUnit 1,2 Oily Waste Sumps, Cond Pits, PipeHot Machine Shop Deiposition SurveyDemo SAS Bldg to el 9Build RV Containment FaciityBuild RV Containment FailitySurvey/Apply FixativesEmergency RemovalPre-Clean SFPOffgas Tunnel DecontarminationOf(gas Tunnel Decontarnination So. RFB andBuild SFP Containment(-54) Elev Remove Components RPV Relate-Soil Remediatoen and Backfill unit 2 RemovalVessel SegmentationBackfill SAS Bldg renovalAreaDrain SFP and Apply Fixative to LinerCDP Reactor Caisson Removal CCC DeciaioHot Machine Shop Pit Casing Demo to el 9Unit 3 IntakelDischarge Line Removal for TB1 24-Jan-13A26 04-Feb-13A191 04-Feb-13A25 04-Feb-13A53 25-Feb-13A273 27-Feb-13A58 27-Feb-13A126 27-Feb-13A1 04-Mar-13A25 04-Mar-13A1 11-Mar-13A41 12-Mar-131 20-Mar-13A1 26-Mar-13A60 01-Apr-13A30 01-Apr,-13A1 02-Apr-13A1 02-Apr-13A29 29-Apr-13A1 01-May-13A30 01-May-13A1 08-May-13A1 08-May-13A1 08-May-13A1 08-May-13A22 08-May-131 13-May-13A1 23,Muy-13A59 28-May-13A11 03-Jun-13 A62 06-Jun-13A43 07-Jun-131 10-Jun-13 A1 11-Jun-13A1 11-Jun-13A1 11-Jun-13A63 03-Jul-13A91 03-Ju -13 A1 11-Jul-13A1 24-Jul-13A29 29-Jul-13A171 07-Aug-1329 07-Aug-13A1 14-Aug-13A1 20-Aug-13A58 01-Oct-13A25-Mar-13 A11-Mar-1328Oct- 1328-Feb-13 A18-Apr-13A26-Nov-13A25-Apr-13A02-Jul-13A01-Apr-13A28-Mar-13A02-May-13 A07-May-1318-Jun-13A22-May-13A30-May-13A30-Apr-13A30-Apr-13A30-Apr,- 3A27-May-13A05-Jun-13A30-May-13A06-Jun-13 A05-Jun-13 A05-Jun-1 3 A05-Jun-13A06-Jun-1310-Jun-13 A23-Jul-1I A25-Jui-13 A13-Jun- 13 A06-Aug-13 A06-Aug-1306-Aug-13 A24-Jun-13 A09-Jul-13 A10-Jul-13A03-Sep-13 A01-Oct-13A13-Aug-13A22-Oct-13A26-Aug-13 A02-Apr-1404-Sep-13A07-Jan-14 A01-Oct-13A27-Nov-13Aa-iStandard 5 Day WorkweekStandard 5 Day Workweeka-1a-1a-1a-ia-1a-1a-Ia-I2080 Standard 5 Day Workweeka-1a-ia-ia.-a-Ia-1a-1a-1a-1a-1a-ia-1a-12090 Standard 5 Day Workweeka-1a-1a-1a-1a-12100 Standard 5 Day Workweeka-1a-ia-1a-1a-Ia-1a-1a-1a-12110 Standard 5 Day Workweeka-ia-1a-1a-Ili (-34) len Rer CymponleoyRPY Relat ebredI ,egretRPVlnterrdakni FlRW Mgi E9rdip),i~pe R'etniteal Phabe;2:,Ifidg FI Tlunhel Nolbtit L'RW4BkdglD gaM itS B ',and Ya0 Gyopt Errhe~dde Pipp Iwui~e OlipolCut Cyntrint odc BtadersES ! E8 I eto Demo ib RPV l n,:terriral Eqi .......1 i"::'rggp, 66 Nozzled BelrbwVeus :M -ý E ýley RermeCmp: eO ýeners:"t kelate4Sheact roe armd Grout HMSntirdedded .ii P5stacik Embedded FretoRrua.* S 12, kah)wn :!i!! i0 0Jrit i. c 4fleinjlae 'nAny Casings!qESAS P1,1 P"rdoloe. 12:W ! p i-ttaclvoetSh p br e crate Scabhi ingE DeprlthRemo Laydusen/"0k Wash Down:UDecpnit(Rynpv N"qw FyiqI $tqrjge/Puyl Pool*Dlecpri/Re"n"n Cask Oh rde4 Aria::1 q" ý4A): Ebb? Ran-ood C6hrity itnn RPV RektullI" O ! OI W Ve: , n Cpncl ýt ! iPpqlii Hothi Macblehpl Dinsputiob OravyDemo61'SASB8 g:'t eoI94:Baild RV Contpinerriee Faculty.* rvy dgpy Pygirneep*Elrjnkred CddneA"estos'Psrdoval:1 Pie-Cen FI" -G.a*Tuenel~ecbrtairmloeton.GI I I ý T.P ne l D .dtaohRr.nIoal n: ý CD ý ý n: : : : m : F.... : --5!"ii rinbe Cunt'arl ts R5ii' R U o errwdratlan and:Bgctdlll uitr 2 Remvl*Bachfil S'AS Mg, rbn)6val~ris1. ..a* D eaftor Cdsidoh Ramoda ICCCDcidWNHot Machiinee:SoPdCse Dem :to el 9U1cM Pit31ntatrelD 6hrare!Lmq Reirr0ylkorTtStSabtne todicor 10kii119 01-Oct-13A 27-Jan-14AActual Work CrificalRemaining Work V Suroonary Page5 of8 ASKfiter: All ActivitiesRemaining Work *

• Milestone 7 Oracle Corporabo Calilomia High Speed Rail I Classic Schedule Layout I 23-Sep-12 08:3(F t14 1 1 4111 I9IIIII l11 IJ111 11 1,AI I27102790346022702940327038402280328041102290272028604250338034303880281028702910288033004260390032903330334028903310332033502130292021404120295023003470348032503630364036603670368037103730(+12) Misc Equip and Systems(-66) Elav Remove Components RPV RelatetActive Radwaste Discharge Line RemovalLRW Concrete ScabbingLow Level Storage Deconta-minationLLW Bldg Disposion SurveyFSS Hot Machine Shop Removal AreaLRW Buiding Disposition SurveyLLW Storaage Bldg Removal Below GradeIntake Canal RernediationLRW Building Demolition to +12Charact./Grout RB embedded pipe/penetratkTB Drain Tank (TBDT) Floor Drain PumpRefueing Building Concrete ScabbingLRW HVAC ModsFSS Active Radwaste Discharge Line RemovBacdill HMS RemovalAreaRemove Supression Chamber LinerRemove SFP Bridge CraneRemove SFP LinerSurvey SFP Bridge Crane and Apply FaburesHigh Level Storage Vaul RemovalConstruct Shlrry WanAround RFBSoil Renaedithon and backfil South EndFSS HPgh Level Storage Vaul Removal AreaRemove Upper Yard Soils 1 DeepRemove Yard Drain PipingReacd., Equip Drain Tank -FSS and GroutHigh Level Storage VWul RemovalAreFSS Upper YardExc'avaton AreaBakdfil Upper Yard AreaAsbestos Removal from Pipe/Equip in DrywelSFP Shave Concrete WalllFlorReactor Vessel Cavity (Drywel Systems RemDischarge Canal -SP, Reined, Char. Dsch StDisposhion Survey ot RFBAfBer ScabbingCut 480V Cold and Dark Trench at Slurry WeRadwaste Tank RemovalAbandoned Radwaste Line RemovalRemove UnLi 1 pad and Remainmig Unit 2 PaOffgas Tunnel DemolitionDemo Stack Slab to el. 9North Yard Elect Ductbank RemovalNorth Yard Fire Protection Line RemovalNotth Yard Storm Drain RemovalRemove Offgas Tunnel North to LRW BldgNew Offgas Vaut Demo/Tunnel to el. 91 23-Oct-13A1 23-Oct-13A1 29-Oct-13A24 29-Oct-1328 29-Oct-13A1 26-No13A29 28-Nov-13A8 02-Dec-13I 03-Dec-13A182 10-Dec-13A24 12-Dec-131 24-Dec-13A1 24-Dec-13A183 24-Dec-13A1 26-Decn13A1 30-Dec-13A29 30-Dec-13A1 01-Jan-14A1 08-Jan-14A1 S0-Jan-14A1 15-Jan-14A1 15-Jan-14A180 16-Jan-14A23 28-Jan-14A1 13-Feb-14A1 13-Feb-14A1 13-Feb-14A1 20-Feb-14 A1 17-Mar-14A1 17-Mar-14A1 31-Mar-14A43 03-Apr-141 14-May-14A80 03-Jun-14275 10-Jun-14A1 25-Jun-14A106 01-Jul-i4AI 15-Jul-i4A1 15-Jul-I4A58 15-Jul-14A59 15-Jul-14A59 15-Jul-14A29 15-Jul-14A29 15-Jul-14A29 15-Jul-14A58 15-JuIl-14A59 15-Jul-14A23-Dec-13A19-Feb-14A26-Dec-13A29-Nov-1325-Nov-13 A02-Dec-13 A26-Dec-13A11-Dec-1316-Dec-13A09-Jun-14A14-Jan-1424-Apr-14A19-Feb-14A24-Jun-14A22-Jan-14 A27-Jan-14A27-Jan-14 A08-May-14A14-Jan-14A13-May-14A28-Jan- 14 A12-Feb-14A14-Jul-14A19-Feb-14A13-Mar-14A13-Mar-14A13-Mar-14A25-Mar-14A14-Apr-14A27-Mar-14A07-Apr-14A02-Jun-1411-Aug-14A22-Sep-1411-Mar-15A23-Jul-14 A14-Jul-14A11-Sep-14A11-Sep-14A10-Sep-14A11-Sep-14A11-Sep-14A12-Aug-14A12-Aug-14A12-Aug14A10-Sep-14A11-Sep-14Aa-Ia-1a-i2260 Standard 5 Day Workweeka-Ia-1a-12270 Standard 5 Day Workweeka.-a-12280 Standard 5 Day Workweeka-1a-1a-1a-ia-ia-1a-ia-1a-1a-1a-1a-1a-1a-Ia-1a-1a-1a-i2128 StandardS5 Day Workwveeka-12130 Standard 5 Day Workweeka-1a-iStandard 5 Day Workweeka-1a-1a-1a-1a-1a-la-1a-i.-Ia-1= :m (+12) Misc Equipand Si rto : ! : : !::: :!: : : i: :: : :: : : !:::(-o 466>Lý Eel Reeh-6 C6riP nerrts: RIPY tatedAcrive cr lhihu Ihi Removal:Lvi s L -a n ~ ii! ,iii iiiiiiiiiiii9 LLEW ddg bi Dp .nSus .--O PI5 'SHotiMa e Shop Area- -: i BLRW:Blalrgý BlpdsigbO Suvey' :i PIPU Ilntvake gahg Ftepv efioh ir r*J LRW Eiui~hg DeR6-imt!on to02 iiip Ch"a:aýa , ,. , ,. ., , , .. .. ......M:TB Drgin Tank (TBDT) Floor Dribirl Purmp: ::tCnsterg oy~aaersuadRFB ::: :rrg :::* RW t~q CM44hi mFSSActUne D nhargq Line Rmprrtal:Rermch'a Supresarn Cravrbro Uriver:1 Retnmpve OI1P Bjlgq tOrjnýOPM Remciv6 SFF Liheti:9 Survey BFP 1ridga Crane and Apply ForturmoConstruct Slurry Wall Around R:B10 Rehmbe Yard, DialnPpieg:* ~ Tkk RFacu iMd l6,diui ..t ..l ..a1: FSSUvPet Yardltvba~aldnAredIBackril Uprer.Yardd~reRMa~beosr Removal :from Pmpertquir in (IryrneSt'P Shave)O C lrate We tsFinr;01":kastor i/asyelCa~tyr (Qrywe0 OSylerrms Renqrnval)IPPPP Dwisharge Caýal -SP, Rente, Chat- D"l Str: Ren*ft DlipysS~ SurveyI ot RFQAftnr $casbingi :: .:, ,i ,' i ,:= ýiP knSa~ f A r e bn 9 :: cp b :: :. ..:S Cqut 48qV Cold ind ParI Trench at hSkl ie S l: RedWaste Tank ReOriovdaA* P~ndudRecive ste Lin Rt incpioRetrrdim4pal d1 Revanla 1iirlg:Uit 2:PidQC~gasTuInrtetl~emoiirtinDeem9.. .dSl~ .v e.9 .H*NaGth Yard Elect Duttbamk fRetolvai*Norsi Yardl ri~e Pio~e-*n iqoJe. F~mqvglRemove Tr North ti LRW, Bldg1 Nes wdt r lenma°el Ia e l. aActual Work Crital Remaining Work Summary Page 6 ot B ASK ilter Alt AchivoesRemainin9 Work *

• Milestone i Oracle Corporatior

-alifornia High Speed Rail Classic Schedule Layout 23-Sep-12 08.30Azf DAtvt an* :rk 201290O3520357034903170376034003440345031403720380021503390326021603410375021704040409804090413021802190407022004100221039703980399040504060391022204030394029602230400415042102240225029903000Dispositon Survey of SFP After Shave ConcrPlant Exhaust FanFSS Stack & SAS Bldg RemovalAreaBackt9flAchve Radwaste Discharge LineFSS UL and U2 SiteNorth Yard Drainage System RemovalNorth Yard Soil RemediationFSS Radwaste Tank Discharge Line RemovaFSSAbandoned Radwaste Disch Line Remo,Turbine Bldg Demo Phase 2FSS New Offgas VauJt/StaclfSAS RenovalAOffga Tunnel Demo So. RFB and YardRemove Asbestos from Drywell at Liner PeneFSS North Yard ExcavationAreaBanckll UL and U2 SiteRemove Drywael LinerBackfill North Yard to +12FSS North Yard Drainage System Unit 3Remove Activated ConcreteNorth Yard Drainage Removal U1,2Unit 3 Discharge Line Downstream ofAnchorUnitl.2 Discharge Lines Dowrntream ofAnchCharaderze Survey of Bay Outside Disc CanRemove CraneRefueing Building Removal to +12FSS UL,223 Discharge Lines RemovalAreaRemove RFB +12 Stab at Crane BayBackfill U1,2,3 Discharge Lines RemovalAreuSFP RemovalUnit I Intake Line Removal from intake StruclUnit 2 Intake Line Removal from intake StruclUnit 3 Intake Line Removal from 601k yrad toUnit 1 Discharge Line removalAnchor block "Unid 2 Discharge Line removalAnchor BlockOily Water Separator RemovalPerform Soil RemediataonFSS U1,2 Discharge Lines Removal toAnchoFSS Unit 1,2,3 Intake Line RemovalAreaFSS Reactor Concrete CaissonReactor Caisson Concrete BackfillBackfill U1,2,3 ines removal areaRemoval of GWTSCDP Developed Areas RestoredRemove RFB +12 SlabSpent Fuel Pool BackfillStart Demo of Reactor Caisson/SFP MilestonRemove Debris from SFP Well DemotionI 12-Aug-14A 09-Sep-14AI 12-Aag-14A 1-Sep-14A1 13-Aag-14A 10-Sep-14A1 08-Sep-14A 06-Oct-14A29 11-Sep-14A 09-Oct-14A62 l1-Sep14A !1 Nov 14A1 12-Sep-14A S6-Oct-14A1 15-Sep-14A 13-Oct-14A1 15-Sep-14A 13-Oct-14A88 15-Sep-14" 11-Dec-1429 15-Sep-14A 13-Oct-14A88 15-Sep-14A 11-Dec-14A24 23-Sep-14 24-Oct-141 07-Oct-14A 04-No-14iA29 13-Oct-14A 10-Nov-14A110 27Ocd-14 27-Mar-151 05-Nov-14A 03-Den-14A29 12-Nov-14A 10-Dec-14A69 19-Jan-15 23-Apr-1558 20-Jan-15A 18-Mar15A92 12-Mar-i5A 11-Juan15A92 12-Mar-15A 11-Jun-15A29 12-Mar-15A 09-Apr-15A18 24-Apr-15 19-May-1534 20-May-15 SB-Jul-1529 15-Jun-15A 13-Ju1-15A17 07-Jul-15 29-Jul-1529 14-Jul-15A 11-Aug-15A44 30-Jul-15 29-Sep-1558 12-Aug-15A 08-Oct-15A58 12-Aug-15A 08-Oct-15A62 12-Aug15A 12-Oct-15A58 12 Aug15A 098Oct-15A58 12-Aug-15A 098-Oct-15A58 21-Sep-15A 17-Nov-15A17 30-Sep-15 22-Oct-1529 12-Oat-15A 09-Non-15A28 13-Oct-15A 09-Nov-15AI 21-Oat-15A 19-Jan-16A35 23-Oct-15 10-Dec-1528 10-Nov-15A 07-Den-15A63 26-NoV-15A 27-Jan16A92 30-Nov-15A 29-Feb-16A34 11-Dec-15 27-Jan-1620 28-Jan-1 24-Feb-160 04-Feb16BA1 04-Feb-16A 07-Mar-16Aa-1a-1a-1a-1a-1a-12140 Standard 5 Day Workweeka-1a-12150 Standard 5 Day Workweeka-1a-12160 Standard 5 Day Workweeka-1a-1a-1a-12170 Standard 5 Day Workweek2180 Standard 5 Day Workweeka-1: :is 05:dp Si fSIFey of SIF After: Shave toncrete:IN Si Stanack & SAS Bdq 'Re~ iir eAL !0 BPac) rlve Rttadlvaltq Oi.rgutag1P FSS Ljardji2:SRk6North Yard Drainage Systemttemon:4 North Yardl Sol RemneohaohS FPSS Rgdwasia Dislcharse Lino Remnoal: ITunbihdk Bl Dloip Ptak ý21* F5S e gaa R Yrbbi°StaýctS e Removaltregi :1Wt~ Trunnel eao So. RF1 and YardS F$$ Notit 'ard Pcavtin; P B", dt! Orond2:Skeki6denlneDryte; t Liner:E FSS Ndrth YardDralnagei '"temUnt ......hmLimi 3 Dasictrargi Line Dmrmtrstream ot.4rcInror en YLnl 2 Lnes Dowinstream eimAncar BlockyU0 Charactedze Bay Ostsale Dsc Canal IRO"m PRqetungBrdinr Rjntovaltai 12 q:Q PSSRilr3rtisctRarge1inestýnmoy:lr rea:, RpneeaR .6ýSlat Ceana BayU Lin"Backf ll L'2,3 Discharge LaresReromaa aaLnied 1 drake 6" Rdmovdt horS vIt~ke Stiubira rA Li1l SlabI miki L : io9 Reimoovalo m , intake Stiuarei to LiZ SlobIM o 3 loriltr (iak y Rermov 1tal. Sami0tkeattu t tohAriBlacingI DaariUnitli LriUne rnro"al Ancnr, block YL0 Ong n ischergt Lnj mrnrqamoAnphlý M qily Wae I Wtdr Pdritr Rdrrlva!l13 0ertormn So -'I ralron;:1 FIS$U 2 D:iZ arge: Linis Rprioialto Anctro~r:* PSS)Reatpr2,3l pk~rjru~sta CalAeSReAfbe CarbabnCoctete BAckfinCDP, DesaloapeddhreasR rsord130:etam rnmotew:bitoralosoniC F~lsai~i~ i ::: :: :: ii ii.; :::i Rererf ome Ur ii i i21902200Standard 5 Day Workweek.-IStandard 5 Day Workweeka-1a-1a-1a-1a-12210 Standard 5 Day Workweeka-1a-1a-12220 Standard 5 Day Workweeka-1a-1a-12230 Standard 5 Day Workweek2240 Standard 5 Day Workweek0-1a-1/ Actual Work Critical Remaining Work W 1 Summary Page 7 of 8 TASK filter: All ActivitiesRemaining Work *

• Milestone C Oracle Corporatior attornla High Speed Rail Classic Schedule Layout 23-Sep-12 08:3CCalen.lc, 2013 1 2 DI, 1 / 018 1 211117 12018IF' ` .I ..lllt1J~ .q .J~'~l1ll II 114AI I JJI- =l 1! I3500 Baddli Radwaste Tank Line RemovalArea 1 04-Feb-16A 07-Mar-16A a Baci ll Rarlate Tanlk Line t ,agbr3510 BaddfilAbandoned Radwaste Disch Line re; 1 04-Feb-16A 07-Maw-16A a- I BacdlolAbanadned R0a0wetDindsLiae Aea3100 Turbine Bldg FSS and Backill 56 04-Feb-16' 30-Mar-16 a-1 Torfi ,n04g:: F0 S nd Baý t :3650 Baddcll Stac*kSlabArea 33 04-Feb-16A 07-Mar-16A a-i N B tfi* , c1abr i3740 Backldl New OffgasVaut RemovalArea 33 04-Feb-ISA 07-Mar-16A a-1 Bdd, NeOwaffýak Vault RyboRalArda3770 Backfill North Yard Drainage SystemnArea 33 04-Feb-16A 07-Mar-16A e i i B6edaNMothatd DreinogoSysten/rgo:4010 South Yard Drainage System Removal 92 04-Feb-16A 05-May-16A a-1 So1hYb4 , DrbiiageSnernrReroval2310 Site Restoration 64 25-Feb-16 24-May-16 2250 Standard 5 Day Workweek : : :-:: : :Site Restoration2980 FSSSFPRernovalbrea 1 07-Mar-16A 04-May-16A a-1 !F$! 8Ft irraIAnep2970 FSS Spent Fuel Pool RenmoalArea 59 07-Mar-16A 04-May-16A a- 5 F Spk ntS " ouPao!Rethnl.ra4170 Remove Tent fom LFO Site 8 07-Mar-16A 14-Mar-16A a-1 ::i Tent nonLFOQite,4220 RUBBTentFoundationRemrroval 30 07-Mar-16A 05-Apr-16A a-1 i RUPB TentFoundan Renrvel4240 FSS SFP 59 07-Mar-16A 04-May-16A a-, FSS SFP Ronio"alAte;4190 FSS LFOSite 59 14-Mar-16A 11-May-16A a-1 ...lF Sie3110 TB Final Status Survey 30 30-Mar-16' 28-Apr-16 a-1 1 TB Final Statii, Soody3950 FSS South Yard DrainageArea 33 05-May-16A 06-Jun-16A a-1 FS0 South FaradID!ainaglerea :4200 LFO BermArea Backfill 34 11-May-16A 13-Jun-16A a- rmArea'Bhcflill4020 Bacdilt South Yard DrainageArea 30 06-Jun-16A 05-Jul-16 A a-1 I U Yaird: D nr gArgaa L3420 LRW Bldg Slab Remo-e to 9 1 09-Ang-16A 10-Oct-16A a-1 m! Loyet 04230 Site Restoration 113 09-Ang-16A 29-Nov-16 A a-1 t :-7 f7Actual Work Critical Remaining Work ,m Summary Page 8 of 8 [ASK filter All ActibiesRemaninig Work

• Milestone 0 Oracle Corporathor KOKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportAPPENDIX DFINAL GRADING SPECIFICATIONPage 171

-QOKlewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportFinal Site Grading SnecificationBackfill for the caisson demolition will consist of import fill and on-site excavated soil. Fill material,imported or existing on-site material, shall meet the screening levels and/or requirements set forth bythe DTSC, RCRA, CHSSL, and the NRC. An agency approved set of requirements will be provided byPG&E when it is available. Radiological screening shall be performed by PG&E and environmentalscreening shall be performed by PG&E approved laboratory.For on-site soils that are determined to be environmentally and radiologically suitable for use as backfilland for import soil, the following general specifications should apply:Backfill Below Elev. -10 ft* Free of debris, organic matter, glass, trash, and unsuitable materials;* Free of broken concrete and asphalt;* Free of rocks greater than 8 inches in any dimension;* Shall meet the SW classification in accordance with USCS with a fines content less than 10%;* Have gradation curves that lie within the hatched zone in the figure below; and,* Shall be placed in a uniform manner free of voids and in a manner that limits segregation ofmaterial.3Mmn No.4:aeuiw No. 1No. 100No. 40 No. 200Su.e' iNUMt*r10090807050"403020100111111. H ill I 1 111 1 1 1 1 1111V Hill I 1 111 1 111V Hill I IIII H ill I IHill I IN I Hill 1 11YX : Hill I9 A\1 U111 I111111 t oil100100.1 0-010.0011Grain Size (mm)Backfill Above Elev. -10 ft* Free of debris, organic matter, glass, trash, and unsuitable materials;* Free of broken concrete and asphalt,Page 172

-OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility Report* Free of rocks greater than 8 inches in any dimension;" Nesting of cobbles within the fill shall not be allowed;* Open graded or gap graded aggregates shall not be used;* Plasticity index less than 15 (ASTM D-4318);* Liquid limit less than 40 (ASTM D-4318);* Fines content less than 30%;* Non-expansive; and,* Have gradation curves that lie within the hatched zone in the figure below.3ANia )L 4No. 1001009080700 60in 500. 403020100314nL No 4M& 140-10 No. 40 No. 2WREL I I IN I I IPIT Hill I I IHill I IHill I IHillN lullItt f M "ýý4 V:N9II100 10 1 0.1 0.01 0.001Grain Size (mm)Lift thickness will be dependent on the compaction equipment used, but should not exceed three (3)feet. For proposed lift thicknesses exceeding one (1) foot, the contractor shall submit a "method"compaction specification that shall incorporate methods for verifying the compaction of the entire lift.Backfill shall be compacted to 95% of the maximum dry density and within 3% of the optimum moisturecontent as determined by the standard proctor (ASTM D698). Alternate compaction requirements suchas relative density or post backfill in-situ testing may be incorporated into the contractor's backfillmethod. Alternate methods and method specifications shall be developed and performed at thecontractor's expense and approved by PG&E.The use of soil mixing should be considered to reduce the fines content and/or plasticity index of on-siteexcavated clay. This could be accomplished with approved on-site soil, imported fill soil, lime, fly ash, orcement (slag or Portland). Additional laboratory testing shall be performed to determine if soil mixing isappropriate and the required mix proportions.Page 173 HBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportAPPENDIX ESEISMIC DESIGN CRITERIADIRECTIVEPage 175 n KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportNick.GuraSent:To:Co:

Subject:

Page. William <WDP7Qjge.com>.Mtonday, May 21, 2012 1.V8 PMick.GuraSun, Joseph; Wooddell. Kathlyn; Ferre, Kent S; Abrahamaou Norman; Klimczak, Richard;nha3@eartlttAnelRE: Seismic Design @ Humboldt BayMikSorry fo the delay. We finalty gal to disruss the issue with Norm this morning. He noles that the sile i in a very highseismic area and recoded G.Sg in 1994. He ecaommends for the design criteha to use the 50% in 91 yrs. Tihis translatesto G.5g .se. table in Joseph.s email below).If you have questions please callBilloell 916-212-3627From: Sun, JosephSent: Friday, May 18, 2012 12A9 PMTo: Wooddell Kathryn; z Fen-e, Kent:S; Abrahamson, Norman; Kfimczak, Richrd; Page. WilfIamSubject RE Seismic Design @ BayAllBased on the attached Table from HBPP ISFSI PAR, here are various risk levels:Risk Exposure10%in SO years30% in 30 years50% In 50 yearsS% In S years10%CIn S years2% in 2 years5% in 2 yearsReturn Period PGA475years t0.%g8S years -0A8g72 years -0.4Sg97 years "-tSi1g47 years -0.41g98 years -.Sig39 years -&38gFor temporary coffer dam design, the design is usually based on 25-year to S0-ear flood. However, flooding the cofferdam usually has flnardal ifmpact rather than Ufe safety risk. HBPP construction duration Is 2 yeaas plus It Is acontaminated site, I suggest that we accept a #A to O.Sg for design with a return periods of 513 to 100 years. NeedNorm'¶s Input.JosephPage 176

-O*KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportNIck.GuraFrom: Sun, Joseph Sent: Wednesday, May 23, 2012 11 00 AMTo: MckcGura; Page. WilliamCc: carlz@coopercm.com: DrucePallterson; dreggett@esengineerfng.com; Keith.Maltecheck;Wooddll. Kathryn; Abrahamnson, Norman: naa32earthlhnknaI; Klimczak, RichardSubjact RE: HBPP -Sesimic design criteriaAflachments: RE: Seismic Design @ Humboldt Bay: RE: Seismic Design @ Humboldt BayNick,Based on our phone discussion yesterday, I understand that you need the response spectra for the design of HBPPinternal temporary bracing support for caisson removal- The information you requested is already shown in the Tableyou provided on May 18, 2012 or Table 2-5-18 from the H-1PP ISFSG FSAR (attached). In consultation with NormAbrahamson, Bill Page sent you an e-mail on May 21, 2012 (attached) and suggested that a design PGA of O.Sg be usedwhich roughly corresponds to the 100-year event. The 100-year response spectra can be developed by plotting the Sd'column against the V1 column from Table 2-6-18. You can treat the 0.01 sec spectral acceleration as the PGA (peakground acceleration). If you have any questions, please free feel to call me.JosephFrom: -ic-.Gura m Fmaio*:Nick.GuralkiewitcpnilSent: Tuesday, May 22, 201.2 7:12 ANTo: Page, William; Sun, JosephCc carizccgopercm.am: 1Bruc.Patmcn~kiewitccn d aeggethaesenrineerina~ca ; Keith.MatbLcheckdbwit.on

Subject:

HBPP -Sesirnic desin criteriaBill,Could you provide the graph for seismic acceleration vs time for the 50D6 in 50 years?We are looking for the 0.2 sec seismic acceleration, which is used for calculating lateral loads on earth retainingstructures.Infirsst .gwe "upNICHOLAS GURA. P.FEoesign EngneerKIEWIT ERIHIIEERING CO.Page 177 HUMBOLDT BAY ISFSI FSAR UPDATETABLE 2,6-18EQUAL HAZARD SPECTRA (g) FOR THE FAULT NORMAL COMPONENTFOR SOIL SAFE CONDITIONS.Y II n .. .. .PeriodSsec)1 Yr25 yr50 yrn m,100 yr500 yr 11.0O00 yvI2,000 yr5,000 yr1 10,000oyrVI0303'IA.0.-' .4 J. I I--I aninnrA.9 njiql4RI fl7gL7 I I d37gRtI 7"R-vO00.03 0.04 0.3168 0.4175 0.5379 0.8084 0.9032 09829 1.0971 1.1914L_0,10 0,0076 0.5219 0,6801 0.7940 1,1012 1,95W 1.3389 1.4944 1,62290.15 0.0088 0,6578 0.8821 1M 1.528 i 16959 1.8015 1.9487 2.0767.0.20 0.0110 0,.82 1C.0690 ' 2,0493 2,2716 2.151-57 2.8337 3.10060.25 0.0104 0.8450 1.1837 1.5217 2.2760 2.6377 2.9280 3.2399 3,47700.30 0.0094 0.7644 1.1031 1A4322 2.2161 2A778 2,7427 3.0941 3.32360.36 0.0087 0,6846 1.3427 2,1535 2.4478 2,6454 2.8930 3.11130.40 0.0082 0I6128 0.8953 1.2384 2,0439 2.2503 2.4775 2.086 2,87191.-81 1080= 2.02,6128 ____0.50 0006I 0.5380 0.7170 1.0_10 ..8 7 2.1O 2,2800 2,5320 2.71280.60 0.00511 0.43 0.654W 0.= 1.7485 I1.9 2.1531 2.4228 2-6150.80 0.0040 0.3210 0,4837 N0.964 _1.444_ !.8 TiB 2.08 2.25!71.00 0.0038 0.2965 0.4469 0.6452 1,3165 1.5507 117382 1.9419 2.12101.50 0T0025 0.2000 0.3196 0.4764 '1.0821 1.3129 1,5282 1.8083 2.0373200 00013s 0.1206 0-1967 0.311- 08237 10551 1.2766 1.578 1.79043.0 0.001 04.465 1 0.0783 016 1 0,3358 2 0.8 1.07 57(A0~3D i OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportAPPENDIX FPERMITSPage 179

-OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportPermits for Humboldt Bay Caisson Removal ProjectWater: The site is under the North Coast Regional Water Quality Control Board (Region 1) and is onHumboldt Bay." Construction General Permit for Storm Water -PGE has an existing permit and will modify foradditional construction activity.* Groundwater De-Watering -PGE to amend SWPPP for GWTS to discharge under ConstructionGeneral Permit for Storm Water for dewatering* Groundwater De-Watering -Contractor to obtain well construction permits.* Compliance with Water Quality Control Plan for Enclosed Bays and Estuaries -GWTS designedto comply.* Coastal Development Permit -PGE to obtain* Slurry wall construction will need to be reviewed by NCRWQCB; currently, we don't expect thata WDR permit is required, but follow-up meetings with NCRWQCB will be necessary to confirm.Air: The site is under the North Coast Unified Air Quality Management District* Dust -contractor to comply with NCAQMD Rule 104 (Prohibitions). Contractor will also need agrading permit which may also include a maintenance plan." Title V -PGE has a site wide Title V that includes the HBGS operating plant. The NCAQMDconsiders the HBPP/HBGS site as one site for permitting purposes. There are some generalconditions under the existing Title V permit that apply to the HBPP portion of the site. Diesel -We will need to comply with the Portable Air Toxic Control Measures and Portable EquipmentRegistration Program (PERP) for diesel powered portable equipment 50hp and greater. Anyindividual permits required by the contractor would need to be obtained via amending the TitleV permit PGEmaintains for the HBGS plant. Therefore, PG&E's preference is to avoid permitteddiesel-powered equipment if possible. All off-road equipment will need to be in compliance withthe In-Use Off-Road Heavy Equipment Regulation.Page 180 OKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportHazardous Materials:" Hazardous Materials -PGE has a Hazardous Materials Business Plan and submits it to theCertified Unified Program Agency (Humboldt County Division of Environmental Health).Contractor to provide hazardous materials inventory information to PGE on a monthly basis andobtain PGE approval before bringing hazardous materials onsite.* Spill Prevention, Control, and Countermeasures Plan (SPCC) -not planning on storing fuel on-site.Sensitive Species* There are restrictions under the existing CDP for work near environmentally sensitive areas.New CDP permit may identify new restrictions relating to noise, etc. during nesting season. PGEwill provide biologist for work within environmental sensitive areas, e.g. theconstruction/operation of the soil stockpile area.* Cultural resources -Current CDP requires cultural monitoring although enough work has beencompleted that onsite monitor is not likely to be required during excavation. However, ifartifacts are encountered, the PGE cultural resources monitoring will need to be brought onsiteto investigate.Non-Permit Approvals" Reuse of soil will require approval of DTSC under IMRAW (or final Remedial Action Plan); willlikely require coordination with NCRWQCB." Any potential offsite storage of soil will require approval of DTSC in Remedial Action Plan andlikely require concurrence by NCRWQCB.Page 181 O@KiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportAPPENDIX GSUBSURFACE FIELD INVESTIGATIONREPORTPage 182 Consulting Engineers & Geologists, Inc.I J 812 West Wabash- Eureka, CA ph. (707) 441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: .JPRLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIMETERIDEPTH OF BORING: _&X01 186 Feet BGSDATE STARTED: 8/24112DATE COMPLETED: 8/26/12-SAMPLE a!zZ ~ .SOIL DESCRIPTION z. REMARKSz Wz0 0ul _ _ _ __512-0Upper 5' hand augered171022SSa-001Ba-002SSa-.003004.SSa-005Ba-00700734627

• 15471048e131719SILTY SAND, dark gray, medium dense, moist to wet, finesand, -40% finesGrades to siltylclayeyLEAN CLAY, dark yellowish brown, faint mottling, stiff tovery stiff, variable sand content (<20%)SILT WITH SAND, dark gray, medium stiff to stiff, moist towet, low plasticity, fine sand (10-20%), very fine (<1 mm)InterbedsGrades into SANDY SILT, strong brown to dark gray(mottled), medium stiff, moist to wet, low plasticity, 40%fine sandThin Interbeds (1-2 cm) of SILTY SAND, typ Iron stained2.53.0'0.51.51.01.5'2.51.02.5-20SILTY SAND, brown to dark gray (mottled), medium dense,wet, interbedded with SPISMPOORLY GRADED SAND WITH SILT, dark yellowishbrown (10YR 4/4), medium dense to dense, wet, fine sand,5-10% fines321i9!(BOIG O Pg"ume IoBORING LOGPage Number 1 of 9 Consulting Engineer3yu- 812 West Wabash, Eurek6, CiPROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBs & Geologists, Inc.A ph. (707) 441-8856-fax. (707) 441-8877 BORING LOGLOCATION: Humboldt Bay Power Plant KB-1ELEVATION: 12 feetDIAMETERIDEPTH OF BORING: / 186 Feet BGSDATE STARTED: 8/24/12DATE COMPLETED: 8/26/12SAMPLE-> FW: .z 0 :3 SOIL DESCRIPTION REMARKS.J _I tw 0inL W c 0 a~ (a,w!0 9C EE ,. r.j Lu ,4 a.0LU 0 0 , 00 am .'3742-25w30SANDY SiLT, dark bluish gray, medium-stiff, wet, lowplasticity, fine sand (40%)SILTY SAND, olive brown (2.5Y 4/3), medium dense, wet,20-40% fines, fine sandPOORLY GRADED SAND WITH SILT, brown (10YR 3M3),medium dense, wet, 5-10% fines, medium sandSILTY SAND, dark yellowish brown (10YR 4/4), mediumdense, wet, 30% fines, fine sand, massiveI Same, 20-30% fine sand47 15POORLY GRADED SAND WITH SILT, dark yellowishbrown (10YR 4/4), dense, wet, 10% fines, fine sandOccasional thin (<2%) layer of coarse sand/fine pebble,otherwise massiveGravel disks in shoe (responsible for high blow counts)POORLY GRADED SAND WITH SILT, dark yellowishbrown (I0YR 4/4), dense, wet, 10% fines, fine sandItSILTY GRAVEL WITH SAND, dark yellowish brown,medium dense, wet, gravels to 3", coarse sandPOORLY GRADED SAND WITH SILT, dark yellowishbrown (10YR 4/4), dense, wet, 10% fines, fine sand1,4.1-4052w Ah as own, medium stiff, wet, interbeddaSwith sandsBORING LOG Page Number2 of .

Consulting Engineers & Geologists, Inc.... .. 812 West Wabash,. Eureka, CA Oh. (707) 441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETER/DEPTH OF BORING: 1 186 Feet BGSDATE STARTED: 8/24/12DATE COMPLETED: 8/26/12BORING LOGKB-I[Off1-- SAMPLE-z -J0 M SOIL DESCRIPTION REMARKS0 aj 12 .2 8 03_ _ _) _ _ _ _ _ _ _ __j_ _ _Iu .U) 8 ~ LC __ _,4557.-506267r.55POORLY GRADED SAND WITH SILT, dark yellowishbrown (1OYR 4/4), dense, wet, 10% fines, fine sandVery stiff, Iron stained, sandy interbedsInterbedded SPISM with stiff to very stiff clay, 4-6" max,iron stained sandsSILTY SAND, dark brown (7.5YR 3/3), medium dense todense, wet, -30% fines, interbedded with thin (<1 cm)lenses of clay, fine sandSILTY SAND, dark brown (7.5YR 3/3), medium dense todense, wet, 15% fines, thin interbeds still present, ironstained at boundariesInterbedded clay/sand (-1" beds)With gravels, fine, well-rounded, primarily silitlous clastsPOORLY GRADED SAND WITH SILT, dark brown (IOYR3/3), dense, wet, fine to medium well-rounded sand, rarefine gravelGrades Into SILTY SAND, dark yellowish brown, dense,wet, fine to medium, sandwn(YR 4/3), dense, wet,flne to------medium sand, 20-30% fines, Interbeds of coarse sand,3.04.0-607277-65BORING LOG Page Number 3 of 9 (Consulting Engineers & Geologists, Inc........ 812 West Wa.ba0sh, Eureka, CA -ph. (707) 441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay Power PlantPROJ. NUMBER: 012125 ELEVATION: 12feetDRILLER: PC Exploration DIAMETERIDEPTH OF BORING: /1DRILLING METHOD: Mud Rotary DATE STARTED: 8/24/12SAMPLER: Punch Core & SPT DATE COMPLETED: 8/26/12LOGGED BY: JPB86 Feet BGSBORING LOGKB-11/j i L .-_SAMPLES-,IL E Lu' SOIL DESCRIPTION z.8 REMARKSJI-zCL2 ) -LL Ua. uJ.? u n _.-. ..e-J UJI < CL0OaLU. 0 V) W 0 U(. M C___._6R__828792-70-75-80predominately fineSand coarsens at 72' (well graded) in alternating bedsSILTY SAND, dark olive brown (2.5YR 3/3), dense, wet,fine to medium sand, well rounded, -20% fines, rare finegravelPOORLY GRADED SAND WITH SILT, dark olive brown(2.5YR 3/3), massive, dense, wet, 10-15% fines, fine sandPOORLY GRADED SAND WITH SILT, dark olive brown(2.5YR 3/3), massive, dense, wet, 10-15% fines, fine tocoarse sand, well roundedlight gray, wet,5% san5.69785BORING LOG Page Number 4 of 9

.. -Consulting Engineers & Geologists, Inc... .812WestWabash, Eureka, CA ph. (707) 441-8855 fax.(707)441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETER/DEPTH OF BORING:___ /186 Feet BGSDATE STARTED: 8/24112DATE COMPLETED: 8/26/12BORING LOGKB-1fjI .I7~ A\ LoSAMPLEzLU w* aL a. C%U) SOI DECRPTO z. uj 0D REMARKS*~ ac0 Z ~._j W <' ,( a 0 U)LU ) U) u0 I102-90SMsa-032SPISM107 -g5Ba-033100112Ba-4,034BS-035SWISPSMSMPOORLY GRADED SAND WITH SILT, dark olive brown(2.5YR 3/3), massive, dense, wet, fine sand, massivePOORLY GRADED SAND WITH SILT, dark olive brown(2,5YR 3/3), massive, dense, wet, fine sand, massiveSand coarsens to fine to medium, massive, dark yellowishbrown, grades siltler at 98'WELL GRADED SAND WITH SILT AND GRAVEL, darkgrayish brown (2.5Y 4/2), dense, wet, -10% fines, fine tocoarse sand, well-rounded, 10-15% fine gravelsSILTY SAND, dark olive brown (2.5Y 3/3), dense, wet, 20-30% fines, fine sandFine gravels (5%) between 105' & 106', 15-20% finesSILTY SAND, dark olive brown (2.5Y 3/3), dense, wet, 15-20% fines, massive fine sand, massiveGrades slitier117 t 105ssa-0361-110an.037122BORING LOG Page'Number 6 of-

.. .Consulting Engineers & Geologists, Inc......4/ 812 West Wabash,. Eureka, CA- ph. (707) 441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay Power PlantPROJ. NUMBER: 012125 ELEVATION: 12 feetDRILLER: PC Exploration DIAMETER/DEPTH OF BORING: /186 Feet BGSDRILLING METHOD: Mud Rotary DATE STARTED: 8/24/12SAMPLER: Punch Core & SPT DATE COMPLETED: 8/26/12LOGGED BY: JPBBORING LOGKB-1Ga-038,039Ba-'040127132137142115120-125-130Ba-41-4 042POORLY GRADED SAND WITH SILT, dark olive brown(2.5Y 3/3), massive, dense, wet, medium, well-roundedsand, 10% finesTrace fine gravels and medium to coarse sand from 116'-116.5'CLAY, light bluish gray, stiff, moist, stiff, intermittent beds<1" thick------------------ --------------.-. -- ....----....-......-"CLAY, light bluish gray, stiff, moist, stiff, intermittent beds,<1" thickCLAY, light bluish gray, stiff, moist, stiff, intermittent beds<1" thickTrace fine gravelsBecomes very dark bluish gray (GLEY 2 3/1), at 122',medium to coarse sandSP/SM, crudely beddedSILTY SAND, dark bluish gray (GLEY 108 311), dense,30% fines, 5-10% fine gravel, fine to medium sand, well-rounded, massiveDecreases in fines 10-20% at 127'POORLY GRADED SAND WITH SILT, very dark bluishgray (GLEY 2 10B/311), wet, medium dense to dense, fineto medium sand, -10% fines, massiveBa-D43BORING LOG Page Number 6 of 9 Consulting' Engineers & Geologists, Inc.I812 West Wabash; Eureka, CA ph. (707)441-8855 W.(707)441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBI SAMPLE -LOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETER/DEPTH OF BORING: 1186 Feet BGSDATE STARTED: 8/24/12DATE COMPLETED: 8/26/12BORING LOGKB-1147 }-135-140152157Ba-,045140No recoveryPOORLY GRADED SAND WITH SILT, dark bluish gray(GLEY 2 10B 3/1), wet, dense, fine to medium sand,subrounded, gradational stratification, fine to coarse sand,-5% fine gravels In lower 6" (very dense)1451'SPISMBa0046162 t 150167 t 155BORING LOG Page Number 7 of 9 Consulting Engineers & Geologists, Inc.812lWest;Wabash, ,Eureka, CAl ph. (707) 441855 fax. (707)44PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay PowePROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBELEVATION: 12 feetDIAMETERIDEPTH OF BORING:DATE STARTED: 8/24/12DATE COMPLETED: 8/2611241-8877 BORING LOG-r Plant KB-I_186 Feet BGS-SAMPLEz Lu-L U.1 W L DW U REAI"SOIL DESCRIPTION Z R REMARKSU- L-jLu ~ U) U) C U U) i _ _ _ _ _ __ _ _ _ __ _ _ _,,, z J .-0. 0 0 caCLPOORLY GRADED SAND WITH SILTCLAY, greenish black (GLEY 2.5/1 10Y), very stiff, moist,rare medium gravelsNo recovery (easy drilling), loose sand? silt?see driller noteCLAY, dark gray, stiff to hard, wet, low plasticity, <5% finesand>4.5CLBORING LOG Page Number8 of 9

.'I 'Consulting Engineer812 WestWabash, Eureka, PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBrs & Geologists, Inc..-4 ph. (707) 441-8855 fax. (707) 441-8877 BORING LOGLOCATION: Humboldt Bay Power Plant KB-1ELEVATION: 12 feetDIAMETER/DEPTH OF BORING: 186 Feet BGS.DATE STARTED: 8/24/12DATE COMPLETED: 8/26/12 ~~ ISAMPLE0 -0Iz ' SOIL DESCRIPTION M KSW l R M 1wow LA _ _ _ __ _ _ _____ _ _192,SILT/CLAY, very dark gray, very stiff, moist, low plasticity,occasional shell fragments, gradational variations insilt/clay content, <5% fine sand197+202 T207BORING LOG Page Numberr 9 of 9 Consulting Engineers & Geologists, Inc.812,West Wabash, Eureka, CA ph. (707)441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay Power PlantPROJ. NUMBER: 012125 ELEVATION: 12 feetDRILLER: PC Exploration DIAMETERIDEPTH OF BORING:.__ 1IDRILLING METHOD: Mud Rotary DATE STARTED: 9/12/12SAMPLER: Punch Core & SPT DATE COMPLETED: 9/15/12LOGGED BY: JPB .86 Feet BGSBORING LOGKB-2T12 to-r r-~.---¶-,-r t533522 f108b-001Bb-0028Sb-003Bb-,004Bb-005sb-006Bb-007SSb-00827-152226GRAVEL AND SAND (imported fill for working surface)CLAY, dark yellowish brown to gray (mottled), stiff, moist,-5-10% sand, low plasticity,.CLAYEY SAND, light brown, medium dense, moist?, finesand, -30% finesSILT WITH SAND, dark yellowish brown to brownish gray(mottled), firm, moist?, 25% fine sand, low plasticityBecomes dark bluish grayBecomes clayeyer, less sand with organic finesLaminated beds 2-3 mm with variable sand content 5-25%LEAN CLAY, very dark greenish gray, moist?, soft to firm,-5% fine sandLEAN CLAY WITH SAND, dark greenish gray, moist, stiffto very stiff, fine laminated (1-2 mm)LEAN CLAY, dark greenish gray, moist, firm, <5% finesandBecomes mottled strong brown to brownish gray, 5-10%1.01.251.02.00.51.52.51.750.7511032 t20BORING LOG Page Number 1 of9 Consulting Engineers & Geologists, Inc.S812 West Wabash, Eureka, CA-ph.(707)41-8855 fax.,(707) 441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETER/DEPTH OF BORING: /186 Feet BGSDATE STARTED: 9/12112DATE COMPLETED: 9/15/12SAMPLEI Z 0:co c- WzO w " SOIL DESCRIPTION REMARKSuj 0 Wu 0 US~-, W I W 0 ! W- I-0_ 0 CA c.37.25424752sand, homogenousSANDY CLAY, strong brown to brownish gray, stiff to verystiff, wet, low plasticity, 20-30% fine sand, homogenousSILTY SAND/SANDY SILT, dark brown to strong brown tobrowish gray, medium dense to stiff, wet, interbeddedlayers (0.5"-3')SP/SMPOORLY GRADED SAND WITH SILT, dark yellowishbrown (IOYR 3/6), dense, wet, fine sand, 15% fines*WELL GRADED SAND WITH SILT AND GRAVELSITY SAND, dark yelloiwsh brown, medium dense, wet,fine sand, stratified with coarser zones, -20% finesWELL GRADED SAND WITH SILT AND GRAVELSITY SAND, dark yellowish brown, medium dense, wet,fine sand, stratified with coarser zones, -20% finesPOORLY GRADED SAND WITH SILT, brown (10YR 4/3),dense, wet, fine sand, 15% finesWELL GRADED SAND WITH GRAVEL AND POORLYGRADED GRAVEL WITH SAND, color?, dense, wet,subangular to subrounded send and gravel, gravels up to3540I3.5L BORING LOG Page Numbr 2 of 9, .L .. ......

--Consulting Engineers & Geologists, Inc.42 D 8.12 West Wabash, Eureka, CA. ph. (707)441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETERIDEPTH OF BORING: 186 Feet BGSDATE STARTED: 9/12/12DATE COMPLETED: 9115/12BORING LOGKB-2SAMPLEzZ Zm.ja WSOIL DESCRIPTION W o REMARKSM~ to0: .57.62677277r45t 5055'60-65Bb-016s8b-017Bb-018Bb-019SSb-0202" in distinct zones, poor recovery makes difficult todetermine full thickness and extent of depositsStratified with SM & SPCLAY? (based on drilling resistance and mudperformance), no recovery of clay, so may have bene tightclear sand?SITY SAND, dark yellowish brown, dense, wet, 30 %fines, fine sand, stratified with SP in 1-6" beds, gradationalGrades.into SPPOORLY GRADED SAND WITH SILT, dark yellowishbrown, dense, wet, stratified with SMCLAY? (based on drilling resistance and mudperformance), did not recover in coreLEAN CLAY, very dark bluish gray (GLEY 2 108 4/1), stiff,moist, -5% fine sandGrades to dark bliush brown (iron stained)SILTY SAND, strong brown, dense, wet, stratified with tink(<1") layers of clayLEAN CLAY, dark bluish gray (GLEY 2 lOB 4/1), stiff,moist, laminated with silty sand and sandy clay, -5% finesandInterbeds of siltBORING LOG Page Number 3 of 9 S..Consulting Engineers & Geologists, Inc.812 West Wabash, Eureka,.CA -ph. (707) 441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETERIDEPTH OF BORING: 186 Feet BGSDATE STARTED: 9/12/12DATE COMPLETED: 9/15/12BORING LOGKB-2-SAMPLEzWSOIL DESCRIPTION REMARKSa U. M R.1W 0( U) (O) 0 a82 t-70Becomes dark brown (10YR 3/3)879275'80Stratified sand and clay, iron stained at clay/sand contactsLaminated from 76.5' to 77.5' (-1/4 inch In 1/2 inch beds)...._.,- --- ---------. ... ..--- ;,-- -- -..,- ...- '- .POORLY GRADED SAND WITH SILT, dark yellowishbrown, dense, wet, 10-15% fines, fine to medium sand,interbedded with thin (1/4 inch) beds of clayPOORLY GRADED GRAVEL WITH SILT AND SAND, darkbrown, dense, wet, subrounded to well rounded sand andgravel, 10-15% fines, 30-40% sand, gravely up to 1.5".. ....--- --- -.--. --L-. ..POORLY GRADED SAND WITH SILT, dark yellowishbrown, dense, wet, 10-15% fines, fine sand, occasionalbeds of coarse sand and minor fine gravelGrades into SILTY SAND, 15-20% fines or occasionalcoarse sand bed with fine gravel, typically 4-6" thick97 85BORING LOG Page Number 4 of 9 Consulting Engineers & Geologists, Inc.~3'§2 "7 812'West:Wabash, Eureka, CA ph. (707) 441-8855 fax.x(707)441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETER/DEPTH OF BORING: 1186 Feet BGSDATE STARTED: 9/12/12DATE COMPLETED: 9/15/12SAMPLE-z C) I- 'SOIL DESCRIPf1ON z REMARKSz za 0 UW 0 U) 0)UU~~ _ _ _102 '0143750/5"1074.95112 f 1008b-026'Bb-027Bb-028SMSWiSand grades to coarserPoorly graded sand with silt in shoePOORLY GRADED SAND WITH SILT, dark brown (lOYR3/3), dense, wet, 10-15% fines, fine to medium sand withoccasional coarse sand/fine gravelGrades to very dark grayish brown (2.5Y 3/2)SILTY SAND, dark brown, dense, wet, fine to coarse sand,5-10% fines subrounded to rounded gravel, 20-30% fines,(SHOE), (relative position, contacts, and extent unknown)WELL GRADED SAND WITH SILT AND GRAVEL, verydark grayish brown, very dense, wet, 10-15% fines, gravel117122-105110SPI/MBb-029POORLY GRADED SAND WITH SILT, very dark grayishbrown, very dense, wet, 10-15% fines, fine sand,occasional gravel 1-3", stratified with variable coarse sandbeds (2-4' thick)30BORING LOG Page NumberS5 of 9

( .Consulting Engineers & Geologists, Inc.t....... 812 WestWabash, Eureka, CA -ph. (707) 441-8855 fax. (707) 441-88PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay Power PilPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBELEVATION: 12 feetDIAMETER/DEPTH OF BORING:DATE STARTED: 9/12/12DATE COMPLETED: 9/15/12177BORING LOGant KB-2/186 Feet BGS-SAMPLE>~ ~ 01 U40U SOIL DESCRIPTION z UREMARKSIL Iwu 0_u 0 W:' 0 3I I .CSP4MBb-030127=115.132 -t 120SPI$MBb-031POORLY GRADED SAND WITH SILT, very dark grayishbrown, very dense, wet, 10-15% fines, fine sand,occasional gravel 1-3", stratified with variable coarse sandbeds (2-6" thick), interbeds of silty sand rare (-1")POORLY GRADED SAND WTH SILT, very dark greenishgray (GLEY 1 56Y 3/1), very dense, wet, fine to mediumsand, homogenous, 15% finesPOORLY GRADED SAND WITH SILT, very dark greenishgray (GLEY I 56Y 3/1), very dense, wet, fine to mediumsand, homogenous, 15% fines, interbeds of coarsersand occasional----- ------- ----POORLY GRADED SAND WITH SILT, very dark greenishgray (GLEY I 56Y 3/1), very dense, wet, fine to mediumsand, homogenous, 15% fines, Interbeds of coarsersand occasionalBecomes dense5.61,12A4125137sP/142 t 130sPi4Ma, 0b-,, ,032BORING LOG Page Number6 of 9

-Consulting EngineerS812 West Wabash, Eureka, .CPROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBrs & Geologists, Inc. 7-A ph.(707) 441-8855 fax. (707")441-8877BORING LOGLOCATION: Humboldt Bay Power Plant KB-2ELEVATION: 12 feetDIAMETER/DEPTH OF BORING:_/ 186 Feet BGSDATE STARTED: 9/12/12DATE COMPLETED: 9/15/12I SAMPLE ji-JzLU t 0~~ C ( >=. -0u SOIL DESCRIPTION N REMARKSL < z g. oL _z -ul uj 0 j 0--j L3 Cu W a.0 L3LU <() WUL 0147152157135-140-145POORLY GRADED SAND WITH SILT, very dark greenishgray (GLEY 1 56Y 3/1), very dense, wet, fine to mediumsand, homogenous, 15% fines, interbeds of coarsersand occasionalBecomes densePOORLY GRADED SAND WITH SILT, very dark bluishgray (GLEY 2 lOB 3/1), very dense, wet, fine to mediumsubangular to subrounded sand, 15% fines, occasionalbeds of coarse sand (2-6" thick)POORLY GRADED SAND WITH SILT, very dark bluishgray (GLEY 2 10B 3/1), very dense, wet, fine to mediumsubangular to subrounded sand, 15% fines, occasionalbeds of coarse sand (2-6" thick), homogenousBb-03310.6162 -15003SSb- 0/1034 I 6,-155167XA035BORING LOG Page Number 7 of 9 Consulting Engineers & Geologists, Inc."jJ27 812West;Wabash,, Eureka, CA ph. (707) 441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETER/DEPTH OF BORING: /1lDATE STARTED: 9/12/12DATE COMPLETED: 9/15112BORING LOGKB-286 Feet BGS/pf7-SAMPLE-SOIL DESCRIPTIONREAK.1 Za.a CL Wzuj 0172177-160K165ab-038Bb-* 037Bb-039POORLY GRADED SAND WITH SILT, very dark bluishgray (GLEY 2 10B 3/1), very dense, wet, fine to mediumsubangular to subrounded sand, 15% fines, occasionalbeds of coarse sand (2-6" thick), homogenousPOORLY GRADED SAND WITH SILT, very dark bluishgray (GLEY 2 10B 311), medium dense to dense, wet, fineto medium sand, subrounded, 15% fines, rare coarsesand, homogenousPOORLY GRADED SAND WITH SILT, very dark bluishgray (GLEY 2 10B 3/1), medium dense to dense, wet, fineto medium sand, subrounded, 15% fines, rare coarsesand, homogenous, crudely bedded with variations incoarse sandCLAY, very dark gray (GLEY I N 3/), very stiff, moist,homogenous, low plasticity, occasional to common shallfragments (zones)Homogenous clay182. 1703.53.04.04.53.754.5>4.5.4.03.54.0>4.5>4.5>4.5>4.511.'s187-1751 ... BORING LOG Page Number 8 of 9 Consulting Engineers & Geologists, Inc.812 West Wabash, Eureka, CA ph. (707) 441-8855 fax. (707) 4414877PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay Power PlantPROJ. NUMBER: 012125 ELEVATION: 12 feetDRILLER: PC Exploration DIAMETER/DEPTH OF BORING:_ 1DRILLING METHOD: Mud Rotary DATE STARTED: 9/12/12SAMPLER: Punch Core & SPT DATE COMPLETED: 9/15/12LOGGED BY: JPB36 Feet BGSBORING LOGKB-2DO W AiSAMPLEZ4 -4I~ 1o 9 Z) 0 > SOIL DESCRIPTION W o REMARKSw co1 W4 0 CnW 0 0 0 Z) _ _ _ __ _ _ _ _192197202207Thick accumulations of shelly debrisSlight variations In slit content within crudely bedded zonesThick accumulations of shelly debrisBORING LOG Page Number 9 of 9 Consulting Engineers & Geologists, Inc.: f 812.West Wabash, Eureka, CA ph. (707) 441.8855 fax. (707) 441.8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETER/DEPTH OF BORING:(",,'/ 201 Feet BGSDATE STARTED: 9/4/12DATE COMPLETED: glhlBORING LOGK13-3SAMPLELU XC, REMARKS -.0MSOIL DESCRIPTION REMARKS.~ z~~wu oF W Za. oUL LU 01~-n..j 0LU 0 ) o U) ..a1217F0:CONCRETEIAGGREGATE BASE ROCK (up to 3")SILTY SANDIPOORLY GRADED SAND (FILL), mixture ofsilt and sand/22t10I2732-15-20SSc-001go-002SSM-003Bo-004234LEAN CLAY, strong brown, stiff to very stiff, moist, lowplasticity, <10% fine sandGrades to bluish gray at 11.5'LEAN CLAY, strong brown, stiff to very stiff, moist, lowplasticity, <1 0% fine sandLEAN CLAY WITH SAND, very dadr greenish gray (GLEY2 586 3/1), medium stiff to stiff, moist, low plasticity, 20% fine sand, occasional plant fiber/roots2351.52.52.51.251.01.01.03.51.0BORING LOG Page Number I of 10 Consulting Engineer812 West Wabash, -Eureka, ClPROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBs & Geologists, Inc.A ph. (707) 441-8855 fax. (707) 441-8877 BORING LOGLOCATION: Humboldt Bay Power Plant KB-3ELEVATION: 12 feetDIAMETERIDEPTH OF BORING: /201 Feet BGSDATE STARTED: 914112DATE COMPLETED: ___SAMPLE i0 W. 0.1 SOIL DESCRIPTION z REMARKSU .J Z!~ g w11L4 Uj 09_0 NOa-.005BC-006SSc-00781212>4,5>4.5>4.5"2537101310SILTY SAND, dark yellowish brown to light gray (mottled),medium dense, wet, 15-40% fines, fine sandGrades sandier with depth with 1" intervals of clayeysand/sandy clayPOORLY GRADED SAND WITH SILT, dark yellowishbrown, medium dense, wet, 15% fines, fine sand, thinlaminated lenses of silty sand/sandy siltThin (<0.25") laminations of silty sand/sandy silt from 28.5'-29.5'Sand coarsens to fine to medium sand, massive42 t3047SSc-009Bc-010Sic-011sBc-013171518101112Interbedded silty sand/sandy silt with 15% fine gravelSILTY SAND, dark yellowish brown, medium dense, wet,fine to medium sand, 30% fines, grading sandier withdepth'SILTY GRAVEL SAND, up to 2' gravel, well rounded 'CLAY, 2" layer, bluish graySILTY SAND WITH GRAVEL, dark brown (10YR 3/3),dense, wet, fine to coarse sand, subrounded to wellrounded, 15-20% fine to medium gravel, 15-20% finesPOORLY GRADED SAND, dark grayish brown (10YR 4/2),52 t-401427.1BORING LOGPage Number 2of 10 Consulting Engineers & Geologists, Inc...1. 812 West-Wabash, Eureka-CA ph, (707) 441-8856 fax. (707) 41.8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETERIDEPTH OF BORING: 121DATE STARTED: 9/4/12DATE COMPLETED:BORING LOG1<KB-301 Feet BGS ...--SAMPLE0Z U ~LU~ ~SOIL DESCRIPTION0~W aI Z Za_J uj 0, .L 0 9- Io0~~ 0 (0 gtW 1 1 1 IJ-455780-0148Sc--015s0-.01662 -t 50SSo-017SSc-016dense, wet, 5-10% fines, fine sandCoarse sand layer (2')Grades toSILTY SAND, dark grayish brown (IOYR 4/2), dense, wet,20-30% fines, massive6" layer with 10-20% gravel, well rounded, up to 1.5"SILTY SAND, dark grayish brown (10YR 4/2), dense, wet,20-30% fines, massiveAssume shoe plugged on gravel lense at 50'CLAYEY SAND, light gray, dense, 40% fines (2" in SPT)WELL GRADED GRAVEL WITH SANDPOORLY GRADED SAND WITH SILT, dark yellowishbrown (1 OYR 4/4), dense, fine sand, -10% finesWELL GRADED GRAVEL WITH SAND, .color??,dense, wet, medium to coarse gravel (up to 3"), wellroundedSILTY SAND, dark yellowish brown, medium dense todense, wet, fine to medium sand, 20% fines'ClY,V ,dark ibluish (GLEY 2.5PB'A/1 ), veij stlff,.'moist,lowpqistIblty, -5%~fi~ne sandPOORLY GRADED SAND.WITHSILT, dirk yellowishbrown (110YR 3/4)', medium dense, .wet," e to.mediumsand,i-10-15% finesZones of iron stainingThin lenses of silt/clay (<1/2")19.C0c-.01967-553.53.54.572 t60Be-021SSc-02210.0BORING LOG Page Number 3 of 10 T 'Consulting Engineers & Geologists, Inc.812Wqst;Wabash,:Eureka, CA ph.(707)441-8855 fax.(707)441-8877PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay Power PlantPROJ. NUMBER: 012125 ELEVATION: 12 feetDRILLER: PC Exploration DIAMETER/DEPTH OF BORING: /201 Feet BGSDRILLING METHOD: Mud Rotary DATE STARTED: 9/4/12SAMPLER: Punch Core & SPT DATE COMPLETED:LOGGED BY: JPBBORING LOGK13-3SAMPLEze -CZ a2SOIL DESCRIPTION REAKZ LU Z.0- 0W c' IL.77CL-p65I'708287iSMBrownish gray below 63'LEAN CLAY, dark yellowish brown grading to dark bluishgray, very stiff, moist to wet, interbedded with layers ofsand, fine (1-2 mm) laminations commonThin laminations of clean sandVery thin <1 mm laminations of silt/clay with sandyintervals, typically 0.25-0.5" in thickness and iron-stainedSILTY SAND, dark yellowish brown, dense, wet, fine tomedium sand, 15-30% fines, interbeds of clay typically 118-114" thickSILTY SAND, dark yellowish brown, dense, wet, fine tomedium sand, 15-30% fines, interbeds of clay typically 1/8-1/4" thickLay-ers of clay (<1 ") typically with zones up to 6" thickSILTY SAND, dark yellowish brown, very dense, wet, fineto medium sand, 5-10% fine gravel, well rounded tosubrounded, fine to coarse sandPOORLY GRADED SAND, dark yellowish brown (10Y 3/4),dense, wet, fine sand, -5% fines>4.52.51.53.5>4.52,5>4.5z75iSMSMSP92 "80BORING LOG Page Number 4 of 10

(-..Y7 Consulting Engineers & Geologists, !nc........ 812 West Wabash,, Eureka CA ph. (707) "1-8855 hfax (707) 4PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay PowPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBELEVATION: 12 feetDIAMETER/DEPTH OF BORINGDATE STARTED: 9/4/12DATE COMPLETED:41-8877 BORING LOGer Plant KB-3/201 Feet BGS .. .n) iSAMPLE---zwz0 90> _j a _ _ _ _ _ _ _ _ _ _ _ _ X5 _ _ _ _97 t5sc- :030SSc-0310c-0321024.5X: .033WELL GRADED SAND WITH GRAVEL, very dark grayishbrown (10YR 3/2), very dense, wet, subrounded to wellrounded sand and fine gravel, -30% fine gravel up to 1/2",-5% finesGravel content decreases with depth, fines increasePOORLY GRADED SAND WITH SILT AND GRAVEL, darkolive gray (5Y 3/2), dense, wet, fine to medium sand,subrounded to well rounded sand and fine gravel, 20%fine gravel, up to 1/4"POORLY GRADED SAND WITH SILT AND GRAVEL, darkolive gray (5Y 3/2) grades to very dark greenish gray(GLEY 1 106Y 3/1), dense, wet, fine to medium sand,subrounded to well rounded sand and fine gravel, 20%fine gravel, up to 1/4"WELL GRADED SAND WITH SILT AND GRAVEL, verydark greenish gray, dense, wet, fine to coarse sand,subrounded to well rounded sand and fine gravel (up to3/8"), -10% fines, 30% fine gravelPoor recovery, so relative position of described sample IsunknownSILT/CLAY, very dark grayish green (GLEY 1 56 3/2), stiff,wet, -0l% fine sand, thin laminationsunkonreco-very, so relative position of described sample i-*unknown-.95107Bc-034112 -,10105,1BORING LOG Page Number 5 of 10 Consulting Engineer5... 812 West Wabash. Eureka', C.PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBrs & Geologists, Inc.A ph. (707) 441-8855 1Fax. (707) 441-8877 BORING LOGLOCATION: Humboldt Bay Power Plant KB-3ELEVATION: 12 feetDIAMETER/DEPTH OF BORING: /201 Feet BGSDATE STARTED: 9/4/12DATE COMPLETED: ___-SAMPLE0 0>, .SOIL DESCRIPTION z 'L4 a REMARKSJ .J > ),k, 0 0CL CL-. 0 mf 0 .LU~~ ~ C.i.~0.j W I, IS IOU 23 ILUJ 0 U) Cn .U)0~ 1j X.- :3___117 T 105122127-110-115036* Bc-037Bc-038Bc-,039BC-040Bc-0417SILTICLAY. very dark grayish green (GLEY 1 56 3/2), stiff,wat .1 0%Tfnesand'.thin laminations ........WELL GRADED SAND WITH SILT AND GRAVEL, verydark greenish gray, dense, wet, fine to coarse sand,subrounded to well rounded sand and fine gravel (up to3/8"), -10% fines, 15-20% fine gravel, massiveWELL GRADED SAND WITH SILT AND GRAVEL, verydark greenish gray, dense, wet, fine to coarse sand,subrounded to well rounded sand and fine gravel (up to3/8"), -10% fines, 15-20% fine gravel, massiveGrades siltiertSILTY SAND WITH GRAVEL, very dark greenish gray,dense, wet, subrounded to well rounded, 20-30% fines, 15-20% gravelWELL GRADED SAND WITH SILT AND GRAVEL, verydark greenish gray, dense, wet, fine to coarse sand,subrounded to well rounded sand and fine gravel (up to'3/8"), -10% fines, 30% fine gravelPOORLY GRADED SAND, very dark greenish gray, verydense, wet, <5% fines, fine sandZones of gravel and coarse sand (location and abundanceuncertain due to poor recovery)SILTY SAND, very dark greenish gray, dense, wet, 20-30%.1fines, fine to medium sand (SHOE),POORLY GRADED SAND, very dark greenish gray, very1dense, wet, <5% fines, fine sandWELL GRADED SAND WITH GRAVEL, very dark greenishgray, dense, wet, fine to coarse well-rounded sand andfine gravel (up to 3/8"), <5% fines----------- -----WELL GRADED SAND NMTH GRAVEL, very dark greenishgray, dense, wet, fine to coarse well-rounded sand andfine gravel (up to 3/8'%, <5% finesWELL GRADED SAND WITH GRAVEL, very dark greenishgray, dense, wet, fine to coarse well-rounded sand andfine gravel (up to 3/8"), <5% fines132 1120137 T125BORING LOG Page Number 6 of 10 Consulting Engineer4,7 812 West Wabash, Eureka,',PjPROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBas & Geologists, Inc.A ph. (707) 441-8858 -faxt. (707) 441-8877 BORING LOGLOCATION: Humboldt Bay Power Plant KB-3ELEVATION: 12 feetDIAMETERIDEPTH OF BORING: I 201 Feet BGSDATE STARTED: 9/4/12 pDATE COMPLETED: 51;1 ho!/\A'ý-- SAMPLEzz UUle -q~ c- SOIL DESCRIPTION Z0 REMARKSU. U: (9 CL P zIL WLU W 0 ( LU ~Z Ii~~ > E.W LU <4. 0 I-LU g, 0U U) (f), 51 _ __ _Bc-042142147152157130-135-140Bc-043POORLY GRADED SAND WITH SILT, very dark bluishgray (GLEY 2 108 3/1), dense, wet, fine to medium sandwith zones of coarse sand, grading Into fine sand at lowerend of core, 10-15% finesPOORLY GRADED SAND WITH SILT, very dark bluishgray (GLEY 2 108 3/1), dense, wet, fine to medium sandwith zones of coarse sand, grading into fine sand at lowerend of core, 10-15% finesSand coarsens between 132.5'-135', 5-10% fine gravelPOORLY GRADED SAND WITH SILT, very dark bluishgray (GLEY 2 108 3/1), dense, wet, fine sand, <5% finegravelPOORLY GRADED SAND WITH SILT, very dark bluish.gray (GLEY 2 108 3/1), dense, wet, fine sand, <5% finegravel, massivePOORLY GRADED SAND WITH SILT, very dark bluishgray (GLEY 2 108 3/1), dense, wet, fine sand, <5% finei,!Bc-044-145BORING LOG Page Number 7ef 10 Consulting Engineers & Geologists, Inc..2I 812 West Wabash, Eureka, CA ph. (707)441-855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay Power PlantPROJ. NUMBER: 012125 ELEVATION: 12 feetDRILLER: PC Exploration DIAMETERIDEPTH OF BORING: 2CDRILLING METHOD: Mud Rotary DATE STARTED: 9/4112SAMPLER: Punch Core & SPT DATE COMPLETED:LOGGED BY: JPB31 Feet BGSBORING LOGKB-3LW] !.! ZrI ,'gravel, massive, occasional coarse sandPOORLY GRADED SAND WITH SILT, very dark bluishgray (GLEY 2 58 3/1), dense, wet, fine to medium sand,subangular to subrounded, 10-15% fines, occasional zonesof coarse sand and fine gravel (-5%)POORLY GRADED SAND WITH SILT, very dark bluishgray (GLEY 2 58 3/1), dense, wet, fine to medium sand,subangular to subrounded, 5% fines, occasional zones ofcoarse sand and fine gravel (-5%)WELL GRADED SAND WITH GRAVEL, very dark bluishgray, dense, wet, fine to coarse sub-rounded sand, -5%fines, 20% fine gravel to 1/2"POORLY GRADED SAND, very dark bluish gray, mediumdense, wet, fine to medium sand, <5% fine gravel, 10%finesBORING LOG Page Number 8 of 10 I Consulting Engineers & Geologists, Inc......... 812 West Wabash, Eureka, CA ph.(707)441-8855 fax. (707)441-8877PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay Power PlantPROJ. NUMBER: 012125 ELEVATION: 12 feetDRILLER: PC Exploration DIAMETERIDEPTH OF BORING:___/ 2CDRILLING METHOD: Mud Rotary DATE STARTED: 9/4/12SAMPLER: Punch Core & SPT DATE COMPLETED:LOGGED BY: JPB)1 Feet BGSBORING LOGKB-3LM ~iLSAMPLEzz 0SOIL DESCRIPTION UZ REMARKS= Z = ,- _ CD a- ,=.0 U W LU 0 r... .I-IJ J J -;n _ _ _ _ _ _ _ _ _ W :1182170187 -.1751POORLY GRADED SAND WITH GRAVEL, very darkbluish gray, dense, wet, fine to medium sand, -20% finegravel, 10% fines, possible more based on drillingresistance (limited recovery of this material)Wood chunk, 5" long, 3" across, embedded in sandCLAYEY SAND, stong brown to light grayish brown(mottled), loose to medium dense, wet, fine to mediumsand, 50% fines, sharp contact with SP aboveContact based on drilling performanceCLAY, small piece recovered after cleaning out holeCLAY, dark gray (GLEY 1 N 4/), very stiff to hard, wet,medium plasticity, <5% fine sand (sample disturbedheavily) (some material recovered in short core)CLAY, dark gray (GLEY 1 N 4/), very stiff to hard, wet,medium plasticity, <5% fine sand, laminated with commonshelly debris, thin intervals of silty laminations192 t o180197 t 1851BORING LOG Page Number 9 of 10 Consulting Engineers & Geologists, Inc. .812 West Wabash, Eurpka, CA ph. (707) 441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay Power PlantPROJ. NUMBER: 012125 ELEVATION: 12 feetDRILLER: PC Exploration DIAMETER/DEPTH OF BORING: /2DRILLING METHOD: Mud Rotary DATE STARTED: 9/4/12SAMPLER: Punch Core & SPT DATE COMPLETED:LOGGED BY: JPBBORING LOGKB-301 Feet BGSSAMPLEI--I i ° 00i,z --L A.* " -SOIL DESCRIPTION , REMARKS'.JJ 0 0_202207 g212BORING LOG Page Number 10 of 10 Consulting Engineers & Geologists, Inc.812 West Wabash, Eureka, CA ph. (707) 441-8855 fax.(707)-441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETER/DEPTH OF BORING: -&-el 186 Feet BGSDATE STARTED: 8/20/12DATE COMPLETED: 8/30/12BORING LOGKB-412 T01 10" of Imported gravel fill, angular, "washed", dry, filterNfabric, non-woven at 10"/.5.17SSd-0012574 .d-S00222 ti1SSd-003358SILT WITH GRAVEL, dark bluish gray, stiff, moist, fine tob medium gravel (fill)SILT, light olive brown (2.5Y 5/3), medium stiff, moist, <5%sand, low plasticityGrades to clayey with depthLEAN CLAY, olive brown (2.5Y 5/3), medium stiff, moist,low plasticityVaries from moderately stiff to stiff, becomes dark gray(2.5Y 4/1) at 7'Grades silty at 8.5'SILT, dark greenish gray (106Y 4/1), stiff, moist, lowplasticityThin interbeds of SILT WITH SAND (11 cm)SILTY SAND, dark greenish gray (106Y 4/1). mediumdense, moist to wet, 40-50% fines, fine sandINTERBEDDED SILT AND SILTY SAND, very darkgreenish gray (106Y 3/1), medium dense???, moist to wet,fine sand, rare wood fragments, Interbeds 1-2 cmINTERBEDDED SILT AND SILTY SAND, very darkgreenish gray (106Y 3/1), medium dense???, moist to wet,fine sand, rare wood fragments, interbeds thicken to 3-4 cm1.01.251.02.00.51.52.51.750.7527-32-15-20Bd-005SSd-88d-006781181318BORING LOG Page Number I of 9

( YConsulting Engineers & Geologists, Inc."812 W st Wabash, Eure'ka,'CA ph. (707) 441-8855 fia. (707) 441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETER/DEPTH OF BORING: __ 1186 Feet BGSDATE STARTED: 8/20/12DATE COMPLETED: 8/30/12BORING LOGKB-4.n1i3 ~SAMPLES. zz ' ~ , SOIL DESCRIPTION z 3 REMARKSz Z0 3: z Z-~ ~ W0~'-~C. [- M'3 0 0 0 4-l 2< a 1.- -a 0 Xa. CL U) 1.. CL..j IL4.0 3W, 0 CI) U) 0 W 0 Z.374247"25-30SILTY SAND, dark gray, medium dense to dense, wet, finesand, -30% finesSILTY SAND, strong brown (7.5YR 4/6), dense, wet, finesand, -30% finesGrades to dark yellowish brown at 27'Sand coarsens at 28'WELL GRADED SAND WITH SILT, dark yellowish brown(10YR 4/4), dense, wet, well-rounded gravel, 80% fine tocoarse sand,__ sand/gravelPOORLY GRADED SAND WITH SILT, dark yellowishbrown (IOYR 4/4), very dense, wet, -15% fines, fine sandPOORLY GRADED SAND WITH SILT, dark yellowishbrown (1OYR 4/4), very dense, wet, -15% fines, fine sandThin lense (0.25") of well graded sand with slit and gravel'SILTY GRAVEL WITH SAND, dark yellowish brown,dense, wet, -15% fines, 40% fine to coarse sand, wellrounded medium to coarse gravel (up to 2')GRADED SAND WITH SILT, darkyellowish brown, dense, wet, fine to medium sand, -20%finesIron stained, gravelly sandPOORLY GRADED SAND WITH SILT, very dark brownishgray (2.5YR 3/2), dense, wet, fine sandGrades to dark yellowish brown at 43'7.3"3552:t40I CLAY, dark gray, stiff to very stiff, moist to wet, thin clay at. \1 3.5BORING LOG Page Number 2 of 9 Consulting Engineers & Geologists, Inc.... 812 West Wabash, Eureka, CA -ph. (707) 441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETERIDEPTH OF BORING: /186 Feet BGSDATE STARTED: 8/20112DATE COMPLETED: 8/30/12/I BORING LOGKB-4SAMPLE -1E -~ SOIL DESCRIPTION 06 REMARKSIL. ~ 0)w I_j Z Z. 'li n CD Co ýI) Un_ I _ _"4557bottom of core run capped with gravelly sand (iron stained)POORLY GRADED SAND WITH SILT, dark yellowishbrown (lOYR 8/6), very dense, wet, fine sand, -15% finesPOORLY GRADED SAND WITH SILT, dark yellowishbrown (10YR 8/6), very dense, wet, fine sand, -15% finesSand coarsens at 50'SILTY SAND, dark yellowish brown (10YR 316), dense,wet, fine to coarse sand, 20% fines, 10% fine gravel, well-rounded, gravels with Isolated zones62 t 504.06772-60-65Gravel content increases to 15% below 55'POORLY GRADED SAND WITH SILT, dark brown (10YR3/3), dense, wet, fine to medium sand, massiveWELL GRADED SAND WITH SILT AND GRAVEL, darkyellowish brown, dense, wet, fine to coarse well-roundedsand and gravel, -10% fines, 10-15% gravel-.- --- --_ -------- ---POORLY GRADED SAND WITH SILT, dark yellowishbrown (10YR 3/4), dense, wet, fine to medium sand, 10-15% fines-P-O-O-RL-Y- GRADED SAND WITH SILT, derk yellowish77BORING LOG Page Number 3 of 9 Consulting Engineers & Geologists, Inc.#S271257 812 West.Waba;sh,.Eureka,.CA, ph.907).441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETERIDEPTH OF BORING: /186 Feet BGSDATE STARTED: 8/20112DATE COMPLETED: 8/30/12BORING LOGKB-4-SAMPLE.0 00 oSOIL DESCRIPTION luRMAK'-j z 30w A. M -ui W , 0 uW- 0(1 ~ i .~ _ _ _ _82 t70SSd-022Bd-023SSd-02487'.75brown, dense, wet, fine sand, <5% finesSILTY SAND/POORLY GRADED SAND, dark yellowishbrown, dense, wet, fine to medium sand, 10-20% fines,massive, Iron stained bandsPOORLY GRADED SAND WITH SILT, dark yellowishbrown, dense, wet, fine to coarse sand, 5-10% fine gravel,subrounded to well rounded, 5-15% fines (variable),crudely beddedPOORLY GRADED SAND WITH SILT, dark yellowishbrown, dense, wet, fine to coarse sand, 5-10% fine gravel,subrounded to well rounded, 5-15% fines (variable),crudely beddedPOORLY GRADED SAND, dark brown (10YR 3/3), dense,wet, -5%fines, fine to medium sandSILTY SAND, olive brown (2.5Y 4/3), dense, wet, 20-30%fines, fine to medium sand, rare fine gravelBd-, 02592 t 8097 .85:Bd-027BORING LOG Page-Number4ofg

( U 7Consulting Engineers & Geologists, Inc. _ _t11j( 82'West:Wabash, Eureka:, CA,, ph. (707) 441-8855 -fax. (707) 441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETERIDEPTH OF BORING: 1186 Feet BGSDATE STARTED: 8/20/12DATE COMPLETED: 8/30/12BORING LOGKB-4-SAMPL E_ a. 9 -Z4 SOIL DESCRIPTION i REMARKSZ: _j21 0 0 .~u4 61___ W < LJ 0- U) -__102107112POORLY GRADED SAND, dark brown, dense, wet, fine tomedium sand, rare layers of fine to coarse sand, rare finegravelWELL GRADED SAND, dark brown, dense, wet, fine tocoarse, sub-rounded to well-rounded sand, intermittent claylenses, 15% fine gravel, 10% finesThin clay layers, greenish grayPOORLY GRADED SAND, dark brown to olive gray (5Y4/2), dense, wet, fine sand, -5% finesWELL GRADED SAND WITH SILT, dark grayish brown,dense, wet, fine to coarse sand, sub-rounded to rounded,-5-15% fines, 10% fine gravel, Interbedded with finesand beds (2-3")Gravel & coarse sand grades out at 107'POORLY GRADED SAND, olive brown, dense, wet, fine tomedium sand, 5-10% fines--------- ----- --"--- -----'. -.--'--- POORLY GRADED SAND, olive brown, dense, wet, fine tomedium sand, 5-10% finesCLAY layer (2") iwth a 1.5" chert clast, stiff, low plasticityPOORLY GRADED SAND, olive brown, dense, wet, fine to117122BORING LOG PageNumber5'of 9

( 7 Consulting Engineers & Geologists, Inc.-' j 812 West Wabash, Eureka, CA ph. (707) 41-8855 fax. (707)411-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETER/DEPTH OF BORING:; /186 Feet BGSDATE STARTED: 8/20/12DATE COMPLETED: 8/30112B3ORING LOGK13-42ft~)4AJSAMP LE~0 WC a F I L- 22-J. IL 0 x) 51~0 ,W 0U) q ) U) 0~~-_ _ _ _0344 Bd-035SMSPSP127 t "50d-036120132SPSPmediu-m sand, 5-10% finesPOORLY GRADED SAND WITH SILT AND GRAVEL, olivebrown to dark yellowish brown, dense, wet, fine to mediumsand, 5% coarse sand, 10% fine gravel, well rounded,crude stratification, occasional gravels up to 1V, -10% fines---- --- ---------- -- ---POORLY GRADED SAND, olive brown, dense, wet, finesand, 10% finesPOORLY GRADED SAND, olive brown, dense, wet, finesand, 10% finesPOORLY GRADED SAND, olive brown, dense, wet, finesand, 10% finesGrades to bluish black (GLEY 2 10B 2.511) at 123'POORLY GRADED SAND, olive brown, dense, wet, finesand, 10% finesPOORLY GRADED SAND, olive brown, dense, wet, finesand, 10% fines, massivePOORLY GRADED SAND, olive brown, dense, wet, finesand, 10% fines, massivePOORLY GRADED SAND, olive brown, dense, wet, fineBd-037137 T125SP0d-038142 -t 130SPSPBORING LOG Page Number 6 of 9 Consulting Engineers & Geologists, Inc...U .1312 West Wabash, Eureka, CA ph. (707) 441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry WallPROJ. NUMBER: 012125DRILLER: PC ExplorationDRILLING METHOD: Mud RotarySAMPLER: Punch Core & SPTLOGGED BY: JPBLOCATION: Humboldt Bay Power PlantELEVATION: 12 feetDIAMETER/DEPTH OF BORING: 186 Feet BGSDATE STARTED: 8/20/12DATE COMPLETED: 8/30/12BORING LOGKB-491r jR M\ LSAMPLE--z -J6 0. 3 OI DESCRIPTIONRMAK~~~~, 00 O I-~SIa.. -C0JU aLu WW U U :3~IREMARKS147152135-1401 sand, 10% fines, slightly coarser sand constituent157 t 145POORLY GRADED SAND, olive brown, dense, wet, finesand, 10% fines, slightly coarser sand constituentPOORLY GRADED SAND, bluish black (GLEY 2 10B2.511), dense, wet, fine to medium sand, 5-10% fines,massivePOORLY GRADED SAND, bluish black (GLEY 2 10B2.5/1), dense, wet, fine to medium sand, 5-10% fines,massivePOORLY GRADED SAND WITH SILT AND GRAVEL,bluish black (108 2.5/1), dense, wet, 10-15% fines, fine tomedium sand, coarse sand less common, 5-10% finegravel (increases with depth)'SILTYSND WITH GRAVEL, bluish black, dense, wet, fineto mediumsand, 5-10% fines, subrounded gravel, -20%fines'SO/T,Bd-040Bd-041162167150155BORING LOG Page Number 7 of 9 Consulting Engineers & Geologists, Inc.4t 812 West Wabash, Eureka, CA ph. (707)-441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay Power PlantPROJ. NUMBER: 012125 ELEVATION: 12 feetDRILLER: PC Exploration DIAMETER/DEPTH OF BORING: /186 Feet BGSDRILLING METHOD: Mud Rotary DATE STARTED: 8/20/12SAMPLER: Punch Core & SPT DATE COMPLETED: 8/30/12LOGGED BY: JPBBORING LOGKB-4lLID F J LvSAMPLEZZ 0:SOIL DESCRIPTION a EAKSIL. -~9a. lE 0 Wu Z_ _ _ 3 5 _ _ _r,172177160165042*043Bd-045Bd-045Od-.048Bd-047Ad-049B&-040Bd-'050Bd-051Bd-0538d-064.Contact based on drilling performance3" gravel clast in samplerWELL GRADED GRAVEL WITH SAND, dense, wet, fine tocoarseA lot of fine gravel in cuttingsContact based on drillers comments(SILT/CLAY), show has SW with fine grave, rare light gray,very fine sand (SMIML) (bag sample)SILT, very dark greenish gray (GLEY 1 5GY 2.5/1), stiff tovery stiff, moist, 5-10% sand, occasional shell fragmentsSILT/CLAY, very dark greenish gray, very stiff, moist,clayey and silty interbeds (crude), zones of abundant shellfragmentsSILT/CLAY, very dark greenish gray, very stiff, moist,clayey and silty interbeds (crude), less common shellfragmentsInterbedded silt, silt with sand (?) and clay, beds typically0.25 to 1" thick182 t 1703.53.04.04.53.754.5>4.5* 4.0'3.54.0>4.5>4.5>4.5>4.524A425:61117187175BORING LOG Page Number 8 of 9 Consulting Engineers & Geologists, Inc.42IT 812 West Wabash, Eureka, CA ph. (707)441-8855 fax. (707) 441-8877PROJ. NAME: HBPP Slurry Wall LOCATION: Humboldt Bay Power PlantPROJ. NUMBER: 012125 ELEVATION: 12 feetDRILLER: PC Exploration DIAMETER/DEPTH OF BORING:_ IDRILLING METHOD: Mud Rotary DATE STARTED: 8/20/12SAMPLER: Punch Core & SPT DATE COMPLETED: 8/30/12LOGGED BY: JPB86 Feet BGSBORING LOGKB-4192197202207Grades to clayey with depth, same interbeds withpredominately clayBORING LOG Page Number 9 of 9 I MKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportAPPENDIX HSLURRY WALL HYDROLOGICASSESSMENTPage 1120

¶ j CONSULTING ENGINEERS & GEOLOGISTS, INC.812 W. Wabash -Eureka, CA 95501-2138 ° 707-441-8855

• FAX: 707-441-8877 .shninfo@shn-engr.com

Reference:

012125.100August 15, 2012Nicholas Gura, PEKiewit Engineering Co.3555 Farnam StreetOmaha, NE 68131

Subject:

Assessment of Hydrologic Impacts Associated With Slurry Wall Installation,Humboldt Bay Power Plant, Eureka, California

Dear Mr. Gura:

SHN Consulting Engineers & Geologists, Inc. (SHN) herein presents our assessment of hydrologicimpacts associated with the installation of a slurry wall in the Unit 3 area at Humboldt Bay PowerPlant (HBPP), in Eureka, California (Figure 1). This study is a qualitative analysis based on reviewof existing data, completed reports, and historic groundwater monitoring activities. A summary ofhistoric groundwater flow conditions and our opinion on the impacts that the slurry wallinstallation would have on the hydrologic system is presented below.Slurry Wall Design-Basis for AssessmentInstallation of a slurry wall around the HBPP Unit 3 reactor caisson and spent fuel pool has beenproposed to facilitate removal of the structures and provide a barrier to groundwater duringexcavation and dewatering activities. The slurry wall will extend to a clay unit that is located at adepth of approximately 150 to 170 feet below ground surface (BGS) in the Unit 3 area. The planview of the proposed slurry wall in relation to Unit 3 is shown on Figures 2 and 3, and a regionalcross-section profile is shown on Figures 3 and 4.The slurry wall will be keyed into the Unit F Clay, which is believed to be a continuous 50-footthick clay layer below the site. Preliminary soil borings are planned to verify the presence andthickness of this clay layer in the Unit 3 area. With the slurry wall embedded into the Unit F Clay, acomplete barrier to groundwater will be formed, allowing dewatering to occur for excavationpurposes. The 2.5-foot thick slurry wall will have a circumference of approximately 680 feet, and amaximum width and length of 175 feet and 230 feet, respectively.It is our understanding that once the Unit 3 subgrade structures are removed, the excavation will bebackfilled and the upper 8 to 10 feet of the slurry wall will be breached to allow the flow of shallowgroundwater. Other than the modifications to the wall near the surface, it will be left in placeindefinitely.\ \Eureka\ Projects\ 2012\012125-HBPPSlurryWaI\ 100-HydologAssess\ PUBS\ rpts\20120815-HydroAssmt.doc Nicholas GuraAssessment of Hydrologic Impacts Associated With Slurry Wall Installation, Humboldt BayPower Plant, Eureka, CaliforniaAugust 15, 2012Page 2StratigraphyGeologically, the Unit 3 area of HBPP is within the Hookton Formation, which is comprised oflayered sedimentary alluvial deposits of silts, clays, sand, and gravel. The Hookton Formation hasbeen informally divided into the Lower Hookton Formation and the Upper Hookton Formation.Our compilation of subsurface data on the local and regional cross-sections is presented in Figures 3and 4, respectively.The First Bay Clay (surficial silt and clay terrace deposits) within the Upper Hookton Formation iswidely reported as continuous across the HBPP site in the vicinity of Unit 3. The upper unitconsists of interbedded silt, clay, silty clay, and clayey silt (fine grained sediments) that extendsfrom near the surface (below any fill) to depths ranging from approximately 16 to 25 feet BGS in theUnit 3 area.The Upper Hookton sand beds, which are comprised of sand and gravel with discontinuousdeposits of interbedded silt and silty sand, extends from below the First Bay Clay to a depth ofapproximately 60 feet BGS. The base of the Upper Hookton sand beds is marked by the Second BayClay, where present. Where the Second Bay Clay is not present, the Upper Hookton sand bedstransition directly into the texturally similar deposits of the Lower Hookton Formation.The Second Bay Clay is comprised of fine grained sediments and appears to be laterallydiscontinuous beneath the Unit 3 area. The Second Bay Clay has been identified to be 8 to 15 feetthick in the Unit 3 area, and may act as a localized aquitard, retarding the vertical flow ofgroundwater in these areas. The Second Bay Clay was encountered during recent drillingoperations on the southern and eastern sides of Unit 3 at depths ranging from approximately 60 to75 feet BGS. The Second Bay Clay was not recorded northwest of Unit 3.The Lower Hookton Formation consists of interbedded sand, silty sand, and gravelly sandencountered below the Second Bay Clay. The Lower Hookton Formation also includes a distinct,laterally continuous fine-grained unit termed the Unit F Clay (Woodward-Clyde Consultants, 1980)encountered at a depth of 150 to 170 feet below the HBPP.The Unit F Clay is an approximately 50-foot thick bed of fine-grained deposits recorded in earlyborings by Woodward-Clyde (1980) as consisting of silt, clay, silty clay, and clayey silt. Previousstudies indicate the Unit F Clay to be present at a depth of approximately 150 to 170 feet BGS at thelocation of HBPP Unit 3 (PG&E, 2002). The Unit F Clay acts as a regional aquitard and isconsidered the lower limit of potential impacts from groundwater.AquifersFor the purposes of this assessment, we considered the hydrologic impacts to the three aquifersabove the Unit F Clay aquitard (within the upper 150-170 feet).\ \Eureka\ Projects\ 2012\ 01 2125-H BPPS~urryWaU1\ 10O-HydologAssess\ PUBS\ rpts\20120815-HydroAssmt. doc g Nicholas GuraAssessment of Hydrologic Impacts Associated With Slurry Wall Installation, Humboldt BayPower Plant, Eureka, CaliforniaAugust 15, 2012Page 3Underlying the Unit 3 area, the three distinct water bearing zones include:1. groundwater in the Upper Hookton silt and clay beds generally within the First Bay Clay(upper 20 feet);2. groundwater within the Upper Hookton sand beds between the First Bay Clay and SecondBay Clay (approximately 20 to 60 feet BGS); and3. groundwater within the Lower Hookton Formation between the Second Bay Clay and theUnit F Clay (approximately 60 to 160 BGS).Currently, there are monitoring wells installed into each of these three aquifers for the HBPPradiological environmental monitoring program (REMP) that are monitored on a quarterly basis.Groundwater FlowGroundwater flow within the above-described aquifers is influenced by laterally variablestratigraphy; nearby faults; site infrastructure, including the deep subgrade structures; and thesite's proximity to Humboldt Bay. Previous studies have documented strong tidal influence withinthe two primary aquifers at depth, the Upper Hookton aquifer and the Lower Hookton aquifer, asdiscussed in SHN's hydrogeologic assessment report (SHN, March 2010). The groundwater withinthe upper silt and clay beds does not appear to be tidally influenced.In order to develop an overall groundwater flow direction, SHN conducted two tidal influencestudies within the Unit 3 area, once in October 2010 (dry season) and again in March 2011 (wetseason) (SHN, 2011). Pressure transducers in eight of the existing Unit 3 area monitoring wellswere used to record groundwater elevations over three complete tidal cycles (approximately 74hours) during each study.The results of these studies are discussed in a Tidal Influence Study of Unit 3 Area, Humboldt BayPower Plant, Eureka, California dated July 2011 (SHN, 2011). Findings and conclusions relevant tothis slurry wall impacts assessment include:* Tidal influence on the Upper Hookton aquifer causes cyclic reversals in the groundwaterflow direction during tidal cycles. Flow direction is to the south (inland) at high tide and tothe north (bayward) during low tide.* Tidal influence on the Lower Hookton aquifer causes variations in the groundwatergradient (and flow rate); however, flow direction appears to be consistently toward thenorthwest (bayward).* The vertical flow gradient between the Upper and Lower Hookton aquifers is upward in thesouthern portion of the Unit 3 area (where the Second Bay Clay is present), and flat todownward in the northern portion of Unit 3, (where the Second Bay Clay is not present)." Using estimated values for effective porosity and hydraulic conductivity, groundwater netflow velocity is nearly zero within the Upper Hookton aquifer (no discernable flowdirection), and from 6 to 17 feet per year toward the bay within the Lower Hookton aquifer.\ \Eureka\ Projects\ 2012\012125-HBPPSlurryWaU\ 100-HydologAssess\ PUBS\ rpts\20120815-HydroAssmt.doc Nicholas GuraAssessment of Hydrologic Impacts Associated With Slurry Wall Installation, Humboldt BayPower Plant, Eureka, CaliforniaAugust 15, 2012Page 4The most significant finding from the tidal influence study is that groundwater gradientscontinuously fluctuate in both direction and magnitude, but the net groundwater flow velocitywithin the Unit 3 area generally is very low and in a bayward direction.Impacts to Hydrologic ConditionsThe primary impact of the slurry wall will be its alteration of localized groundwater flow.Groundwater will be forced to flow around the slurry wall. In a simplified groundwater model inwhich a cylindrical barrier is placed in the ground, water flowing through the subsurface moundson the upstream side of the structure, and a stagnation area or low point forms on the downstreamside. Groundwater flow velocity may increase around the lateral margins of the structure wherethe groundwater gradient would be highest.As discussed, two main water-bearing zones will be impacted: groundwater flowing within theUpper Hookton sands and the Lower Hookton sands. The discontinuous nature of the water-bearing deposits in the Upper Hookton fine-grained deposits (First Bay Clay) limits lateral flow,and is already modified by the below-grade infrastructure of Unit 3. SHN does not expect that theslurry wall will significantly change the existing conditions in the Upper Hookton formation fine-grained deposits.Based on the 2010/2011 tidal influence study, the net groundwater flow velocity within the UpperHookton aquifer is nearly zero, with no discernable flow direction. With a low to negligible flowvelocity, the impacts to groundwater flow from the slurry wall are expected to be negligible.Based on the 2010/2011 tidal influence study, the net groundwater flow velocity within the LowerHookton aquifer ranges from 6 to 17 feet per year (0.02 to 0.05 feet per day) toward Humboldt Bay.This flow velocity is low and it is expected that the slurry wall will cause only minimal localizedimpacts to regional groundwater flow.The slurry wall will be a barrel-shaped barrier within the regional aquifer that will not cut off orinhibit groundwater movement. Highly transmissive deposits in the Upper and Lower HooktonFormations (predominantly sand) allow relatively easy groundwater flow. The area is influencedby tidal changes, currently exhibits very low groundwater velocity, and is recharged by HumboldtHill, Buhne Point and Humboldt Bay.Generally, the alignment of the structure is parallel to groundwater flow direction and won'tpreclude, groundwater from flowing around it. Groundwater that may mound on the upstreamside of the slurry wall or stagnate on the downstream side would be minimal due to tidal influenceon the Unit 3 area from Humboldt Bay.LimitationsThe findings and conclusions presented herein are based on a study of inherently limited scope.Our interpretations are based on previous studies and site conditions that are known to us at thetime of our study. The analyses and conclusions contained in this report are based on our current\ \Eureka\Projects\2012\012125-HBPPSlurryWaIl\100-HydologAssess\ PUBS\ rpts\20120815-HydroAssrnt.doc J;2 Nicholas GuraAssessment of Hydrologic Impacts Associated With Slurry Wall Installation, Humboldt BayPower Plant, Eureka, CaliforniaAugust 15, 2012Page 5understanding of proposed slurry wall installation project We have assumed that the informationobtained from previous subsurface explorations is representative of subsurface conditionsthroughout the site.If the scope of the proposed slurry wall construction, including the proposed location, depths, orfinal state changes from that described in this report, our recommendations should also bereviewed. No representation, express or implied, of warranty or guarantee is included or intended.If you have any questions please call me at 707-441-8855.Sincerely,SHN Consulting Engineers & Geologists, Inc.Erik J. Nielsen, PG, CHGProject ManagerEJN:lms HG i.7.62Attachment 1. Figures ....... ."References CitedPacific Gas & Electric Company, Geosciences. (December 27, 2002). Technical Report TR-HBIP-2002-01, Seismic Hazard Assessment for the Humboldt Bay ISFSI Project, Revision 0. NR:PG&E.SHN Consulting Engineers & Geologists, Inc. (March 2010). Tidal Influence Study of Unit 3 Area,Humboldt Bay Power Plant, Eureka, California (July 2011). Eureka:SHN.Woodward-Clyde Consultants. (1980). "Evaluation of the Potential for Resolving the Geologic andSeismic Issues at the Humboldt Bay Power Plant Unit No. 3." Unpublished consultantsreport for PG&E. NR:Woodward and Clyde.\\Eureka\Projects\2012\012125-HBPPSIurryWal\ 100-HydologAssess\ PUBS\ rpts\ 20120815-HydroAssmt.doc Figures J1,30fvoiAAIMIf *iIC/'I,//NV/l59i,!0.vV.,\V~ ~-5. ,~it;-- ,\ A~~ / .11'.' (!SWXRVE.* aiUi' AND FlAUS' LANDINVGU/SGS 7.5 MINUTE 0U40R4M113E~. I1-JooO~*5 Pacific Gas & Electric Site Location MapHumboldt Bay Power PlantConsulting Engineers Eureka, California SHN 012125& Geologists, Inc. July, 2012 012125-SITE-LCrN Figure 1 IISOURCE GO3XLE E4IWH /AWE (SEPT 2(K?) MPLA AGMPacific Gas & Electric Aerial Photo View of HBPPHumboldt Bay Power Plant with Site FeaturesEureka, California SHN 012125Consulting .Ie1 012125-ARAL Figure 2& Geolo issInc. May2011 I 022 -E I LI Fg r AET~UMTJ f V017PA3T115r BAY"AV i ýA# EowF 20CROSS SECTION LINE AWELLS RELATIVE TO UN11"6100,KEY TO MOWNITRNGWTTNDw 4iIhVNamI2I20j00gIM AR4AT (2")EXPLAMAiTIOMWI~-MOW-2MOW-4MOW-9 (ASWDAWm)AO-W-11UITHOLOGY:E RYR FO RNED -EWDS/ W7 ERVY LOW PMVLRWC/Y*A 6RA4 4?NE SEDMil-A00DEMMTO 1 LOW PERMM&WUYKRY M~W PMH E W WLI7r -1 77INY LAMIM~ DVV/7YL J aREN AL7EhMW77P SIUlY & SAPDYSYMBOLS:sL 7 FlME- ORDRE5RL0Wr7?Y-Lmonto=r coiffrcrQUM" WAMAMREEN INTEWA OF 5t'UOE P54 IIPMT (2"Q)LW)UJA.M DEPWhmLOCATION OF A-A' RELATIVE TO REGIONAL SETTINGEngineerssts, Inc. July, 2012Pacific Gas & ElectricHumboldt Bay Power PlantEureka, CaliforniaGeologic Cross Section A-A'with Proposed Slurry WallSHN 012125Consulting F& GKologiI 012125 XSEC1-5B I Figure 3I 012125-XSEC I -BBI Figure 3 SM*100a -L* -US0 WS n 3D N W0 M0 W0 WS M 10 USI 125 VA IM 1 70 U 4 ai lid MS US 20 M M. WO W W US MS W. MS M M M -M M M 40 4 40 40 a 4WaSOURML FSAI? UAU47E (2006)LOCATION OF A-A' RELATIVE TO REGIONAL SE1TINGConsulting n gineers& Geologsts, Inc.Pacific Gas & ElectricHumboldt Bay Power PlantEureka, CaliforniaRegional Cross Sectionwith Proposed Slurry WallSHN 012125IJu.ly, 20121la~y, 2012 I mn25-xsEc~r-aBI iur3I Figure 4

-lOKiewitHBPP Caisson Removal Feasibility Study100% Draft Feasibility ReportAPPENDIX IEXCAVATION MATERIAL FLOWDIAGRAMS AND TABLEPage 1131 Slurry Wall Excavation in WeeksWeek 1Week 2200 ,Week 310000 CYSlur.Ex.....Week 4-171000 CYSlurry Exc.1000 CYSlurry Exc.Week 18Week 19Week 20Week 213000 CY... ....................................... .......................... .............. ........... ..... ... ................. ........... ...................... ..............200 C1000 CY1000 CY Offsite Caisson Excavation StockpileBased on 25 Intermodal Load-out/WeekLift IWeeks 1-4Lift 2Weeks 5-8rnhtV flr fly1000 CYLoad-out toIntermodalWeek' fo-e. to.............*01000 CYLoad-out toIntermodalpared to betamnatedjrProcessContinues PerSpreadsheet:Week' ':Results ::::::;::'................. ......;. , -.1" ..1.2.1.12' .1 .2 '.. .: 2" .. .............. ...Lift 10Weeks 37-401000 CYLoad-out toIntermodalLift 3Weeks 9-12.600CtW ....................Wee...1......t.........................We.......o...toS.... ............l.iLift 4Weeks 13-16800 CLower Lift 5 (LL5)Weeks 65-70200 SIF1000 CYLoad-out toIntermodalWek~k 16-: Jhoe )Ito....li::::iA poWpriate.........:.. ..........................I* .. ... .. .. ... x x .x .: ........, .:.:.:.:.. ...... ...W ee. ............eek. ....olW eek..... ....,.t....oae : .......................I Table 6 -Excavation SchedulePhase 1 Upper Caisson Lift 1-10El +(121 to El -(30) Lift 1 (4 Weeks) Lift 2 (4 Weeks) Lift 3 (4 Weeks) Lift 4 (4 Weeks) ift 5 (4 Weeks) Lift 6 (4 Weeks) Lift 7 (4 Weeks) Lift 8 (4 Weeks) lift 9 (4 Weeks) Lift 10 (4 Weeks)_tart Finish Stan Finish rst-, T e F-sh .. sh stko I Fnih St....s kFinih Stan I Finish 8F...r n I Frsk Finih Startk FinishElevation 12 6 6 2 2 --2 6 10 1 14 1 18 22 7 26 -30C.Y Removed (Avg) 1020BCY X 1.2 Swell Factor 1200 1200 1200 1200 1200 1200 1200 1200 1200 1200Running Total 1200 2400 3600 4800 6000 7200 8400 9600 10800 12000RunningWeeks 1 I 9 12 03 16 17 20 21 24 25 20 29 32 93 36 37 1 40Neek Count for PG&EestlCkaracterization Results 3 7 11 10 19 2339/We"ek/lift 0 0 0 0 0 0 0 0 0 020/Week/Lift 200 400 600 800 1000 1200 1400 16 1800 200020/Week/Lift 400 800 1200 1600 2000 2400 2800 3200 3600 4000/Wee /Lift 600 1200 1800 2400 3000 3600 4200 4600 5400 6000Phase 2 Lower Caisson Lift 1-5EL -(30) to El -(80) Lower Lift 1 (6 Weeks) Lower Lift 2 (6 Weeks) Lower Lift 3 (6 Weeks) Lower Lift 4 (6 Weeks) Lower Lift 5 (6 Weeks) Weeks to deplete QTY_________ ...._ __ F olsh_ Finishth tsh Star FinishElevation 4- 4 8 6 73 -80CY Removed (Average) 560 1960 1820 1680 980Running Total 12060 14520 16340 18020 19000Running Weeks 41 1 46 47 52 53 54 65 70Week Count for PG&Eest/Chakrateriat ion Results 43 49 5561 67O/Week/Lift 0 160 0 60 0 05/Week/Lift 1060 1520 1040 2020 1500 60/Week/Lift 3360 4120 4740 5220 5000 25lS/Week/Lift 5660 6720 7640 6420 8 0SUO Phase 1 Upper Caisson Lift 1-10El +(12) to El -(30) Lift 1 (4 Weeks) Lift 2 (4 Weeks) Lift 3 (4 Weeks) Lift 4 (4 Weeks) Lift 5 (4 Weeks) Lift 6 (4 Weeks) Lift 7 (4 Weeks) Lift 8 (4 Weeks) Lift 9 (4 Weeks) Lift 10 (4 Weeks)Start FIn Finish St .F -sh Start2 Finish- Start Fs sh s sh -s 2 FinishC.Y Removed (Avg) 1020BCY X 1.2 Swell Facor 1200 1200 1200 1200 1200 1200 1200 1200 1200 12001200 2400 3600 4800 6000 7200 8400 9600 10800 12000Running Weeks 1 14 5 T 8 9 12 13 16 17 20 21 24 2 28 29 32 33 36 37 40Week Count for PG&ETest/Charauoerization Results 3 7 11 15 19 23 27 31 35 3930/Weelift 0 0 0 0 0 0 410 0 0 025/Week/ift 200 400 600 000 1000 120 1400 1600 100 200020/Week/LUft 400 000 1200 1600 2000 2400 2800 3200 3600 400015/Week/Lft 600 1200 1800 2400 3000 3600 4200 4800 5400 6000Phase 2 Lower Caisson Lift 1-5E L -(30) to El -(80) Lower Lift 1 )6 Weeks) Lower Lift 2 (6 Weeks) Lower Lift 3 (6 Weeks) Lower Lift 4 (6 Weeks) Lower Lift 5 (6 Weeks) Weeks to deplete QTYStart. I Finish s .... I Finish _t___ Firntis Stern Start I FinishElevation -301 44 -481 6_73 -3 8C.Y Removed )Average) 560 1960 1820 1680 980Running Total 12560 14520 16340 18020 19000Running Weeks 41 46 47 2 3 5 64 65 70Week Count for PG&ETest/Characterization Results 43 49 55 61 6730/Week/Lift 0 160 180 60 0 025/Week/Lift 1000 1520 1040 2020 1500 620/Week/Lift 330 4120 4740 5220 5000 2515/lWeek/Lift 5660 6720 7640 8420 8500 57