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HomeMy WebLinkAbout02.25.26 Board Correspondence - FW_ Dam Safety Compliance Report submitted in FERC P-2107-000 by Pacific Gas and Electric CompanyFrom:Clerk of the Board To:Clerk of the Board; Connelly, Bill; Cook, Holly; Cook, Robin; Durfee, Peter; Jessee, Meegan; Kimmelshue, Tod; Kitts, Melissa; Krater, Sharleen; Lee, Lewis; Little, Melissa; Pickett, Andy; Ritter, Tami; Stephens, Brad J.; Sweeney, Kathleen; Teeter, Doug; Zepeda, Elizabeth Cc:Loeser, Kamie; Cannon, Jamie Subject:Board Correspondence - FW: Dam Safety Compliance Report submitted in FERC P-2107-000 by Pacific Gas and Electric Company Date:Wednesday, February 25, 2026 9:00:17 AM Please see Board Correspondence - -----Original Message----- From: 'FERC eSubscription' <eSubscription@ferc.gov> Sent: Wednesday, February 25, 2026 6:06 AM Subject: Dam Safety Compliance Report submitted in FERC P-2107-000 by Pacific Gas and Electric Company .ATTENTION: This message originated from outside Butte County. Please exercise judgment before opening attachments, clicking on links, or replying.. On 2/25/2026, the following Filing was submitted to the Federal Energy Regulatory Commission (FERC), Washington D.C.: Filer: Pacific Gas and Electric Company Docket(s): P-2107-000 Lead Applicant: Pacific Gas and Electric Company Filing Type: Dam Safety Compliance Report Project Operations Compliance Report Description: Pacific Gas and Electric Company submits Project Description, Quality Control Inspection Program, et al. and authorization request to install Rockfall Mitigation Measures at the Poe Powerhouse of the Poe Hydroelectric Project under P-2107. To view the document for this Filing, click here https://urldefense.com/v3/__https://elibrary.ferc.gov/eLibrary/filelist?accession_num=20260225- 5018__;!!KNMwiTCp4spf!Gh1xK1ZfhuiuCD0GhCK7113Y89PfuHheXVRrCkgZZzAffeCMOJD4_AM3yfY9jDcXeKX1qpyERlZBCk7XPwkEN88LpbUVbpBSs_7M$ To modify your subscriptions, click here: ------------------------------------------------------------------------ Please do not respond to this email. Online help is available here: https://urldefense.com/v3/__http://www.ferc.gov/efiling-help.asp__;!!KNMwiTCp4spf!Gh1xK1ZfhuiuCD0GhCK7113Y89PfuHheXVRrCkgZZzAffeCMOJD4_AM3yfY9jDcXeKX1qpyERlZBCk7XPwkEN88LpbUVbkPGjq1F$ or for phone support, call 866-208-3676. Power Generation 300 Lakeside Drive Oakland, CA 94612 Mailing Address: P.O. Box 28209 Oakland, CA 94604 February 24, 2026 Via Electronic Submittal (E-File) Frank L. Blackett, P.E., Regional Engineer Federal Energy Regulatory Commission Division of Dam Safety and Inspections 100 First Street, Suite 2300 San Francisco, CA 94105-3084 RE: Poe Hydroelectric Project, FERC No. 2107-CA Authorization Request for Poe Powerhouse- Rockfall Mitigation Measures Dear Frank L. Blackett: This letter presents Pacific Gas and Electric Company’s (PG&E) submittal package for the project to install rockfall mitigation measures at Poe Powerhouse, which is part of PG&E’s Poe Hydroelectric Project, Federal Energy Regulatory Commission (FERC) No. 2107. Due to a recent rockfall event, a galvanized cable rockfall drapery barrier and anchors will be installed around the 12-kV reserve station platform to mitigate further damage to equipment and potential safety incidents. Enclosed with this submittal, please find the project description (Enclosure 1), quality control inspection program (Enclosure 2), final 100-percent drawings (Enclosure 3), rockfall mitigation standard specifications (Enclosure 4), and design calculations (Enclosure 5). PG&E has reviewed the consultant’s work products and concurs with the information presented therein. PG&E plans to mobilize for construction on April 1st, 2027, and demobilize on July 31st, 2027. Dates may change due to resource availability and emergent projects in the area. PG&E plans to provide a final construction report within 90 days of completing construction, otherwise PG&E will provide an update on the project status and a plan and schedule for further action by October 29, 2027. PG&E respectfully requests FERC authorization to proceed with the project. Should you have technical questions concerning this matter, please contact Gavin Rhoads, project engineer for PG&E, at (530) 370- 6685. For general questions regarding this matter, please contact Anna Urias, license coordinator for PG&E, at (530) 201-1961. Sincerely, Kyle Ingvoldsen, P.E. Supervisor, Power Generation Project Engineering Enclosures: 1. Project Description, Poe Powerhouse Rockfall Mitigation, prepared by PG&E and dated January 2026. 2. Quality Control Inspection Program, Poe Powerhouse Rockfall Mitigation, prepared by PG&E and dated February 2026. 3. Final 100% drawings – Project Plans for Construction of Rockfall Mitigation Measures, prepared by Gannett Fleming, Revision 1A. 4. Poe Powerhouse Rockfall Mitigation Standard Specifications, prepared by Gannett Fleming and dated January 2026. 5. Design Calculations – Poe Powerhouse Rockfall Mitigation, prepared by Gannett Fleming and dated April 2021 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible ENCLOSURE 1 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible PREPARED BY: GAVIN RHOADS, P.E. POWER GENERATION DEPARTMENT DATE: JANUARY, 2026 POE POWERHOUSE ROCKFALL MITIGATION Poe Hydroelectric Project, FERC No. 2107 BUTTE COUNTY, CA PROJECT DESCRIPTION Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible i REVISION LOG Revision Revised Item Date Prepared By 1 Initial issue of project description document 01/12/2026 Gavin Rhoads, P.E. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description ii TABLE OF CONTENTS PAGE A. INTRODUCTION ............................................................................................................ 1 A.1 Purpose and Need ............................................................................................ 1 A.2 Facility Description ........................................................................................... 2 A.3 Directions .......................................................................................................... 2 A.4 Land Use ........................................................................................................... 2 A.5 FERC and DSOD Involvement and Requirements .......................................... 2 B. PROPOSED ACTION .................................................................................................... 3 B.1 Scope of Work ................................................................................................... 3 B.2 Project Schedule and Work Shift ..................................................................... 6 B.3 Traffic Control ................................................................................................... 7 B.4 Fire Hazard Prevention ..................................................................................... 7 B.5 Disposal Cleanup and Demobilization ............................................................ 8 C. ENVIRONMENTAL RESOURCES ................................................................................. 8 C.1 Biological Resources........................................................................................ 8 C.2 Cultural Resources ..........................................................................................10 C.3 Erosion Control and Fugitive Dust Abatement ..............................................13 C.4 Hazardous Materials ........................................................................................13 C.5 Water Quality ....................................................................................................13 D. REQUIRED PERMITS, REVIEWS, AND APPROVALS ................................................13 D.1 Permits .............................................................................................................13 D.2 Reviews, Approvals, and Authorizations .......................................................14 E. REFERENCES ..............................................................................................................14 FIGURES PAGE Figure 1: Project Location .......................................................................................................... 1 Figure 2: Project Site/Area of Potential Effects ........................................................................... 6 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description A. INTRODUCTION Pacific Gas and Electric Company’s (PG&E) construction project (the project) involves installing rockfall mitigation measures at Poe Powerhouse, which is part of PG&E’s Poe Hydroelectric Project, Federal Energy Regulatory Commission (FERC) No. 2107. The project is located in Butte County, as shown in Figure 1. The project drawings, calculations, QCIP and specifications provide additional details on the project Syed Ul Haque, 2024. The following sections provide details related to the project, including the purpose and need; background information; details on the proposed action; environmental resources, impacts, and avoidance and minimization measures (AMM); and required permits, reviews, and approvals. Figure 1: Project Location A.1 Purpose and Need An approximately 20-foot-tall, reinforced-concrete tunnel-access structure is located east of the turbines at the toe of a rock cut slope that continues upslope to a railroad bench. 12-kV reserve station service power equipment is located atop the tunnel-access structure. The reserve station service power equipment is accessed by metal stairs that are mounted to the south face of the structure. A recent rockfall event sourced from the cut slope upslope of the tunnel-access structure caused significant damage to these stairs. The scope of this project is to mitigate rockfall concerns Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description on the ascending slope above the Station Service platform. Contractor will install a galvanized cable rockfall drapery barrier and anchors around the Station Service platform as described in the design to mitigate further damage to equipment and potential safety incidents. A.2 Facility Description Poe Powerhouse is on the North Fork of the Feather River in Butte County, about 15.5 miles Northeast of Oroville, California. State Highway 70 is northwest, and Union Pacific Railroad tracks are immediately adjacent to the powerhouse on the east side. Poe Powerhouse was completed in 1958 and is PG&E’s lowest hydropower development on the Feather River. The Poe Powerhouse has two Pelton hydraulic reaction type turbine generating units each with an authorized generating capacity of 71.4 Mega Watts. The dam is a concrete gravity structure, 80- foot-high and 427-foot-long. Its top elevation is at 1390.0 feet (PG&E datum). Most of the length of the dam serves as an overpour spillway with four 50-foot-wide by 41-foot-high radial gates on a crest at elevation 1340.0 feet. One radial trash gate 22.5-foot-wide by 15-foot-high on a crest at elevation at elevation 1366.0 feet is present near the left abutment. There is also a 20-foot-wide by 7-foot-high bottom-hinged crest gate near the right abutment. Please refer to Figure 1 for approximate location. A.3 Directions From Oroville California take CA-70 N for 23 miles. Turn right on to Pinkston Canyon Rd for 187 ft. Turn left onto Big Bend Rd for 1 mile. Turn left onto Bardees Bar Rd for 1.5 miles. Turn right and continue for 2.8 miles. A.4 Land Use The rockfall mitigation would be installed within the existing p-2107 License boundary on PG&E- owned property (SBE #135-04-081-3). A.5 FERC and DSOD Involvement and Requirements August 24, 2023, PG&E reached out to the Federal Energy Regulatory Commission (FERC) to inquire the level of review this project would require. FERC responded on August 28, 2023, stating that they would like a construction submittal that is appropriately scaled for the proposed work. PG&E will comply with the following FERC license requirements: Article 19. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description In the construction, maintenance, or operation of the project, the Licensee shall be responsible for, and shall take reasonable measures to prevent, soil erosion on lands adjacent to streams or other waters, stream sedimentation, and any form of water or air pollution. The Commission, upon request or upon its own motion, may order the Licensee to take such measures as the Commission finds to be necessary for these purposes, after notice and opportunity for hearing. Article 22. The Licensee shall do everything reasonably within its power, and shall require its employees, contractors, and employees of contractors to do everything reasonably within their power, both independently and upon the request of officers of the agency concerned, to prevent, to make advance preparations for suppression of, and to suppress fires on the lands to be occupied or used under the license. The Licensee shall be liable for and shall pay the costs incurred by the United States in suppressing fires caused from the construction, operation, or maintenance of the project works or of the works appurtenant or accessory thereto under the license. B. PROPOSED ACTION The following subsections provide the project details, including the scope of work, project schedule, traffic control, fire hazard prevention, and disposal cleanup and demobilization. B.1 Scope of Work SITE PREPARATION No vegetation removal or scaling of existing rocks on the slope will be required other than safety scaling / rock removal for worker protection prior to beginning scope of work. Constructor will need to temporarily remove a section of the existing fence at the top of the slope to gain proper access to the working area. If it is determined that equipment will need to access the bottom of the slope from the yard, then steel plates will be installed, as needed, to avoid damage to any of PG&E’s underground equipment. If it is determined that any of PG&E’s existing facilities at the Poe powerhouse are at risk of being damaged by rockfall during the project, constructor can erect a temporary rockfall protection barrier to help mitigate the risk of damage. WORK DESCRIPTION Drilling and Installation: Drilling will be done using a Kaiser S-12 Spider Excavator mounted TEI Hydraulic drill attachment, a portable drill cart, and hand drills. The drilled wire rope anchor and panel anchor holes will be 2.5” Ø and a minimum depth of 10 feet with the exception of the bottom most panel anchor above the existing penstock, which will be only 5 feet in depth. The timber lagging barrier holes will be 3” Ø and 5 ft deep. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description Access to the drilled hole locations will be from the area above the slope that is adjacent to the railroad track. A section of the existing fence will need to be removed to allow sufficient access to the slope. The spider excavator’s 15-ton winch will be used to lower the cart drill down the slope to drill the holes for the upper anchors. If needed, constructor will drill and install a cable anchor at the top of the slope to secure the spider excavator at the top of the slope. Once the upper holes are drilled, constructor will install the top row of wire rope anchors. Following the installation of the top row of anchors and cabling, the cable netting will be lowered onto the slope using the winch and secured to the top row of anchors. The remainder of the wire rope anchors and panel anchors will be drilled and installed through the gaps in the cable netting. This approach helps ensure the protection of PG&E’s equipment from potential rockfall during the installation of the rock fall drapery. Anchor holes in locations with difficult access as well as the timber lagging barrier holes will be drilled using the sinker hammer hand drills. Worker access on the slope will be through rope access only. All foremen and workers will be high angle rope access and rope rescue technician certified. Certifications of all workers will be provided. The layout of the wire rope anchor and panel anchor locations will be performed by constructor and accepted by the engineer of record (EOR) prior to the start of drilling. Hole locations will be within the tolerances specified in the contract plan, unless directed by the Inspector and / or a representative of the EOR. The entry inclination and azimuth will be within the degrees of those specified. Survey data may be used to ensure that alignment does not interfere with obstructions. Drilled holes will be drilled to the required depths and the drilled hole depth for the wire rope anchors will be verified by direct rod measurement. Immediately after the drilling is complete, the hole will be visually inspected and cleaned with a high-pressure air blowpipe so that it is free of drill cuttings, water and debris that could affect the bonding ability of the grout. Each drilled hole will be protected until the hole has been installed, grouted, load tested and accepted. Drilled holes will be filled with anchors and grouted on the same day as being drilled. If the drilled hole collapses due to soft material being encountered before the completion of the hole, then the drilling operation will be suspended. The Inspector / EOR will then be consulted to agree on how to proceed. Grouting of the hole and redrilling will be typical method. Drilled holes exhibiting the characteristics of difficult wire rope anchor installation and / or grouting may be salvaged by either the use of redrilling or grout containment (grout socks) techniques. Anchors will be inspected to make sure they are thoroughly clean before insertion. If the end of a wire rope anchor is to be field cut before installation, it will be done using a portable band saw or abrasive cutoff wheel. Care will be taken not to damage the protective galvanized coating of the anchors. Protective galvanized coatings will be repaired using a field repair kit as necessary to re-establish a full coating of the anchor per the manufacturer’s recommendations. Grouting: The anchors will be grouted after their installation in the drilled hole by injecting the grout at the low end of the drilled hole using a flexible plastic tubing which will fill the drilled hole with a dense grout mix free of voids or inclusions of foreign materials. A drilled hole with an anchor will be grouted in one continuous operation. Testing of Anchors: Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description Twenty percent of the wire rope anchors and one sacrificial panel anchor will be proof tested. The location of the proof tests will be approved by the inspector / EOR. Anchors will be stressed only after the grout in the full depth bonded zone has cured for at least 72 hours and attained at least the specified 3-day compressive strength of 1,500 psi. Stressing surfaces will be prepared and the stressing equipment will be placed on the wire rope anchor, axially aligned, and centered on the anchor. The anchor load will not bear on the stressing surface within four (4) drill hole diameters (16 inches) of the wire rope anchor being tested. An alignment load of ten percent (10%) of the design load will be applied to the anchor prior to setting the dial gauges. Stressing equipment will not be disconnected from the anchor during stressing or testing at any time. The testing equipment will be engineered and capable of exceeding the maximum test loads. The combined system of the jack, pressure gauge, reference gauge and the pump will be recently calibrated as a unit, at a certified testing laboratory, not more than 90 days prior to commencing work under this contract and at six-month intervals throughout use. The certified testing lab will produce a best fit line equation relating hydraulic pressure to jacking force for each pressure gauge. From this equation we will be able to accurately measure jacking force based on hydraulic pressure for each gauge. The project engineer will be provided with a copy of the certificate prior to use. Equipment: • Kaiser S-12 Spider Excavator • TEI 550 Hydraulic Drill Attachment • Portable Pneumatic Drill Cart • Sinker Hammer Equipment Group • Grout Pump • High Angle Rope Work Gear • Telehandler – 10 KLbs / 55 Foot Class • 850 Cfm Air Compressor – Diesel Powered • Water Buffalo – 500 Gallon Class with Pump & Hoses • Anchor Load Testing Equipment • Support Trucks Materials: • Rock Fall Drapery: o Galv. 5/16” double twisted wire mesh system and cabling. • Wire Rope Anchors: o Galv. 3/4” wire rope anchors. • Panel Anchors: o Galv. grade 75 #8 all-thread bars *one sacrificial panel anchor. o Galv. Washers and nuts. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description o Galv. 10” x 10” x ½” bearing plates. • Timber lagging barrier: o Galv. #8 threaded rods. o Galv. 3/8” U-bolts. o 2x12 Timber lagging boards. • Grout Figure 2: Project Site/Area of Potential Effects B.2 Project Schedule and Work Shift In general, the work will be performed on a four-day week Monday through Thursday with 10- hour days. If a need for an expedited schedule arises, the crew may implement 12-hour days and/or 7 days per week. The currently planned construction dates are April 1st, 2027 through July 31st, 2027. Dates may change due to resource availability and emergent projects in the area. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description B.3 Traffic Control Traffic control requirements are not anticipated for this project’s site. As necessary, coordination with PG&E O&M will be conducted prior to and during construction. B.4 Fire Hazard Prevention Site preparation and construction will take place during the normal fire season. The Provisions below outline the standard channels of responsibility for fire prevention and suppression activities and establish an attack procedure. It is understood and agreed that the project personnel will make all reasonable efforts to prevent and suppress wildfires. The California Department of Forestry may require additional measures that will become part of this Fire Plan. Fire Prevention Requirements: Burning: No burning will take place on this project. Hot Work: Welding, air-arc gouging, ozy-acetylene cutting, and grinding of pipe, steel, or rebar is referred to as Hot Work. Hot Work will be monitored at all times. Areas where Hot Work is being performed will be cleaned to mineral soil, and all brush, duff and other organics will be cleared a minimum of 10 feet away. Work pieces will be allowed to cool before being moved and will be cooled before the site is closed each night. Extinguishers will be maintained at all sites where Hot Work is being performed. A permit is required during the fire precautionary period. A shovel and a five-gallon supply of water will also be available. Smoking: Smoking may only be done in vehicles, on roads, or areas cleared to mineral soil for a diameter of at least three feet. Vehicles/Equipment: Vehicles and equipment can be ignition sources resulting from hot exhaust sparks, catalytic converters, hot brakes, and vehicle fires. Equipment used on the site will be maintained with spark arrestors as appropriate. Parking and laydown areas will be cleared of grass or other flammable materials. Fire extinguishers will be maintained on all vehicles. Trucks will be fueled at the headquarters and construction equipment will be refueled by a refueling pickup truck at the site. Crews will have the following required equipment: One shovel, one axe and one or more UL rated 4BC extinguisher(s) on each pick up, crew truck and personal vehicle. One shovel with each tractor, backhoe or other heavy equipment. One shovel and one five-gallon water-filled backpack pump with each welder. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description One shovel and one chemical pressurized fire extinguisher (fully charged) located at a point not greater than 25 ft. from the work site for each gasoline powered tool, including but not restricted to chain saws, rock drills, etc. Fire extinguishers shall be of the type and size set forth in the California Public Resources Code, Section 4431 and the California Administrative Code, Title 14, Section 1234. Shovels will be a type “O” with an overall length of not less than 46 inches. Axes or Pulaskis (Pulaskis are recommended) shall have a 2.5 pound or larger head, and not less than 28 inches in overall length. B.5 Disposal Cleanup and Demobilization Following completion of construction activities, the job site will be returned, as much as is reasonably practical, to its original condition. All environmental mitigation measures stipulated by agency approvals and permits will be implemented in a timely manner. All equipment and surplus materials will be removed from the site. All residual project waste will be properly disposed of. C. ENVIRONMENTAL RESOURCES The following subsections describe the environmental resources onsite, potential environmental impacts resulting from implementing the proposed project, appliable license conditions, and resource-specific AMMs. C.1 Biological Resources A desktop review of the work area was conducted to determine the potential for special status species to be present and impacted by the work. The desktop review utilized the following resources: California Natural Diversity Database (CNDDB, accessed February 7, 2024), the US Forest Service Natural Resources Information System (NRIS) dataset, US Fish and Wildlife Service Information for Planning and Consultation (IPA, accessed February 7, 2024), and PG&E Poe FERC 2107 license compliance data. The desktop analysis was used to determine what species could be expected to occur in the Project area and affected by Project activities. All project activities are occurring upland and is not expected to affect any aquatic species so those species are not considered further in this review. Special status plant species identified during the desktop analysis include Jepson's onion (Allium jepsonii; Forest Service Sensitive [FSS]); Lewis Rose's ragwort, (Packera eurycephala var. lewisrosei; FSS); Mildred's clarkia (Clarkia mildrediae ssp. Mildrediae; FSS), white-stemmed clarkia, (Clarkia gracilis ssp. albicaulis; FSS). There is potential for all these species to occur within the project area; however, it is not expected that this project will have effects on the populations because project activities, that include the installation of the rockfall protection drapery, are limited to the area between the Poe Powerhouse to the railroad tracks. This area is steep and lacks vegetation due to the fire in 2020. Once installed, the drapery itself will lie on the ground and will allow for vegetation to re-establish under it. All other project activities associated with staging will be limited to paved areas behind the Poe Powerhouse gate and access will occur Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description using established roads. Avoidance and minimization measures (AMMS) listed below will protect special status plants and will avoid the spread of invasive weeds during project activities. Bald eagle (Haliaeetus leucocephalus) was identified during the desktop analysis; however, the nest territory at the Poe Powerhouse has not been active since 2012. Poe FERC 2107 license required bald eagle surveys 2023. These surveys did not detect any nesting bald eagles within the project area. Based on this information, bald eagles are not expected to nest in proximity to the proposed project; thus, this project is not expected to have an effect on the species. This work is scheduled to occur within the nesting bird season; however, there will be no vegetation removal associated this work and all work is occurring within an area that lacks vegetation due to 2020 fire. For these reasons, this project is not expected to affect nesting birds and potential affects will be further minimized with prescribed AMMS. Avoidance and Minimization Measures Nesting Birds • If work activities occur during the nesting bird season (February 15 to August 31), the crew will review and implement the PG&E’s Nesting Bird Protection Brochure. If vegetation is identified for removal during the nesting bird season (February to August 31), please contact the PG&E Project Biologist (Catalina Reyes, Catalina.reyes@pge.com) for assistance as soon as possible. Invasive Weeds • Review the attached invasive weed prevention 5-minute meeting. • Off-road equipment that is not local to the project area will be cleaned to ensure that it is free of soil and plant parts. • Minimize soil disturbance to the extent possible. • Drive and park on established roads as much as possible. • Maintain gravel and soil spoil piles free of invasive weeds; use areas known to be weed-free for staging and laydown areas. • If removal of invasive weed plant materials from an infested site is necessary, properly contain and transport the materials to a landfill. • Clean clothing, footwear, and gear before moving from an infested area to a non-infested area. • General Best Management Practices • No wildlife species shall be handled and/or removed from the site by anyone except qualified biologists. • Wildlife found in work areas shall be allowed to move out of the area on their own. Contact the PG&E Project Biologist Catalina Reyes (925-808-8811, Catalina.reyes@pge.com) if the animal does not move or if further guidance is needed. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description • Following the completion of the project, all construction materials, spoils, or other debris should be removed from the project site. Cover or install escape ramps if open trenches or holes are left open overnight. Inspect open trenches or holes every morning prior to work for trapped wildlife. If any wildlife is found, notify the PG&E Project biologist immediately. C.2 Cultural Resources A cultural resources desktop review was completed to assess the potential for the proposed activity to adversely affect historic properties or previously unidentified or unevaluated cultural resources. The Area of Potential Effects (APE) was covered by a pedestrian survey conducted in 1999 (Compas, 1999), 2020 (Caretti, et al, 2020), and again in 2020 (PG&E, 2020). As a result of these surveys, two cultural resources were identified within the APE. The Poe Hydroelectric System, including the Poe Powerhouse, are within the APE and were determined ineligible for listing in the National Register of Historic Places (NRHP) in 2020. SHPO concurrence with the eligibility determination for was received on May 5, 2020 (FERC_2019_0521_001). There are no known archaeological resources in the APE. The Historic Property Management Plan Poe Hydroelectric Project, Federal Energy Regulatory Commission Project No. 2107 (HPMP) provides a management protocol and framework to protect historic properties and manage existing or potential effects for the term of the license, including project activities. Per Section 6.3.2 of the HPMP, some activities have a very low potential to affect historic properties, including upgrades and improvements to Project facilities that have been formally determined not to meet NRHP eligibility criteria and routine operations and maintenance activities in areas that have been previously surveyed and where there are no historic properties. As this area has been previously surveyed, the project involves minimal ground disturbance, and the two cultural resources in the APE have been previously determined ineligible, the potential for this undertaking to affect historic properties is very low and is exempt from additional cultural resources review or consultation. Based on the information provided above, there will be no historic properties affected by the proposed activity pursuant to 36 CFR 800.4(d)(1). Should there be an unanticipated discovery during project implementation, the process outlined in Section 6.4.12 of the HPMP will be followed. Any discovery of human remains will follow Section 6.4.13 of the HPMP. 6.4.12 TREATMENT OF UNANTICIPATED DISCOVERIES Project activities, operation, or maintenance, and other activities could expose and damage previously unidentified cultural resources. In addition, previously unknown constituents of recorded cultural resources may become exposed. If such unanticipated discoveries are made, the following steps will be taken: 1. All work in the immediate area will cease and all artifacts left in place until PG&E’s CRS or their designee, Native Americans, and the PNF, as appropriate, are able to assess and evaluate the find. 2. If the cultural materials constitute isolated material, or an “isolated find” (e.g., less than five unformed-non-diagnostic artifacts per square meter, isolated formed tools, isolated historic items), PG&E’s CRS or their designee will document the material as such to current standards, and the Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description activity may continue without any further consultation. An exception would be for isolated cultural materials or a feature that could be eligible for the NRHP on their own merit following application of the NRHP criteria (for examples:rock art, paleo-period projectile point). 3. If the cultural materials constitute a “site” (e.g., greater than five unformed artifacts per square meter) or an isolated find that may be eligible for the NRHP on its own merit, PG&E’s CRS or their designee will document the property to current standards, and the material will be assumed eligible for the NRHP in accordance with 36 CFR 800.13. 4. Following documentation, where feasible, measures will be taken to protect newly discovered sites from further disturbance. PG&E’s CRS shall consult with Native Americans and the PNF, as appropriate, to seek ways to avoid, minimize, or mitigate potential adverse effects. 5. PG&E will notify FERC, the SHPO, and Native Americans identified in the TCP report (Tilley 2021) for the Project within 48 hours of the new site discovery in accordance with 36 CFR 800.13(b)(3). The notification will describe any assessment of NRHP eligibility (either formal or informal) and the recommended actions to be undertaken to resolve potential adverse effects. 6. In accordance with 36 CFR 800.13(b)(3), the SHPO and Native Americans will have 48 hours to respond to the notification of a new site discovery. Any response will be taken into account by PG&E, who will consult with FERC and coordinate with the PNF, as appropriate. If no response is received within 48 hours, PG&E will assume that no comments are forthcoming, that the SHPO and the Native Americans concur with the proposed actions, and PG&E may proceed with implementing the actions. Following completion of the actions, work in the vicinity of the find may continue. 7. Following completion of all construction activities, PG&E shall provide to FERC, the SHPO, Native Americans, and PNF, as appropriate, and the California Historic Resources Information Center at CSU Chico, a report of the actions that were undertaken during construction activities and copies of all field documentation and consultation. This report will describe in detail the isolated finds and potential historic properties (sites) identified during construction activities, all measures undertaken to resolve potential adverse effects and copies of all consultation documents. 6.4.13 TREATMENT OF HUMAN REMAINS Human remains, graves, and cemeteries that may be encountered during Project-related activities are protected by state and/or federal law. Under federal law, and on National Forest System land, the provisions of the ARPA, AIRFA, and NAGPRA protect human graves, associated funerary objects, and the free expression of Native American religious beliefs. On privately owned lands, the California Health and Safety Code (7050.5, 7051, 7054), and California Public Resources Code (PRC) 5097 prohibit damage, defacement, or disinterment of human remains without legal authority, and establish civil and criminal penalties. These statutes are also applicable to anyone who knowingly loots prehistoric or historical Native American and/or other graves. In all cases, human remains and associated funerary objects must be treated with respect. Sensitivity toward all interested parties is essential whenever human remains are concerned. For all Project-related activities, the general policy shall be strict avoidance of all human burials, whether marked or unmarked, whenever possible. Re-interment in place and avoidance of further disturbance through redesign will be conducted where feasible. Any Project-related activity in Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description burial areas may continue only after all steps defined by applicable state and federal laws have been completed. PUBLIC LAND If potential human remains are discovered during any Project activity on lands administered by the Forest Service or other federal agencies, the procedures identified in NAGPRA will be closely followed and the following steps will be taken: 1. All activities that may further disturb the potential remains will cease immediately in the vicinity of the discovery. 2. The work supervisor shall notify PG&E’s CRS, who will contact appropriate Native Americans, the FERC, and the PNF. 3. The remains are to be secured and protected and non-destructive, in-situ evaluation undertaken by PG&E’s CRS and the PNF to determine if they are human. If there is any question regarding whether or not the remains are human, the County Coroner will be contacted to provide further evaluation. 4. If the remains are determined to be human, the County Coroner will be contacted by PG&E’s CRS and/or the PNF to determine if the burial contains a victim of either a recent prosecutable crime or an accidental death. 5. Should the remains be of Native American ancestry as determined by the County Coroner, the NAHC and the Chair of the appropriate Tribe will be notified by the PNF by telephone and email within 24 hours of the discovery as specified in NAGPRA Subpart 10.4 and 10.51a. 6. Should the remains be of Native American ancestry, as determined by the County Coroner, PG&E’s CRS, and the PNF, in consultation with the appropriate Native American group shall make a determination as to whether the burial can be adequately and safely restored in-situ or whether the burial should be disinterred completely and reinterred in another location. 7. In cases where re-interment in place is possible, PG&E’s CRS and the PNF Heritage Program Manager, in consultation with the appropriate Native American group shall cause the burial to be backfilled, stabilized, and protected from further disturbance by either human activities or natural processes that may have caused the disturbance in the first instance. 8. In cases where re-interment in place is neither prudent nor feasible, the appropriate Native American group and the PNF will be consulted regarding proper re-interment as per NAGPRA Subpart 10.4. PRIVATE LAND When human remains are discovered on privately owned land, other than a dedicated cemetery, excavation or disturbance of the site or any nearby area reasonably suspected to overlie adjacent remains will cease until the County Coroner has been notified and has determined that the circumstances, manner, and cause of death do not require further investigation pursuant to California Health and Safety Code 7050.5(b). If the coroner determines that the remains are Native American, PG&E will contact the NAHC to identify the Most Likely Descendant (MLD). With the permission of the landowner, the MLD may inspect the site of the discovery and recommend means for treating the human remains and any associated grave goods with appropriate dignity. The MLD will have 24 hours to complete their inspection and make their Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description recommendation. If the NAHC is unable to identify an MLD and/or the MLD fails to make a recommendation, and/or the landowner rejects the recommendation of the MLD and mediation fails to provide measures acceptable to the landowner, the landowner will re-inter the human remains and items associated with Native American burials with appropriate dignity on the property in a location not subject to further subsurface disturbance PRC 5097.98. C.3 Erosion Control and Fugitive Dust Abatement The proposed work activity will cause minimal soil disturbance (< .9 acres). Erosion and sediment control will be managed in accordance with PG&E Water Quality Group approved, Good Housekeeping, Activity Specific Erosion Sediment Control Plan (A-ESCP). Dust abatement will be implemented by routinely wetting down surfaces with water trucks or totes. C.4 Hazardous Materials All hazardous material will be managed and stored under the direction of the PG&E Procedure, ENVR-3000P01. All materials will have legible labels, stored in appropriate containers and in secured/contained areas. Safety Data Sheets (SDS) or Material Safety Data Sheets (MSDS) will be available at the job site upon request. Quantities of hazardous materials will be below thresholds (55 gallons/500 pounds/200 cubic feet) quantities for less than 30 days. If hazardous material exceeds these threshold quantities for this time, a site-specific Hazardous Materials Business Plan (HMBP) will be implemented. Coordinate with your Project Environmental Field Specialist 30 days prior to the construction start date. Any hazardous waste generated will be placed in the proper containers, labeled, and transported from the job site to an authorized Hazardous Waste Collection Site (Rodgers Flat) under the direction the Remote Waste Consolidation requirements outlined in ENVR-4000P-03. No fuel storage tanks will be placed on the site. Trucks and equipment will be refueled as required from truck-mounted fuel tanks > 100’ away from the waterway. C.5 Water Quality Since the work will not be done in-water, water quality is not anticipated to be impacted. No water quality monitoring will be required. D. REQUIRED PERMITS, REVIEWS, AND APPROVALS The following sections describe the anticipated regulatory permits, agency reviews, and agency approvals required to implement the proposed project. D.1 Permits The improvements would be constructed entirely within the steep, rocky upland directly above the powerhouse station service. No activities are proposed within, below, or near the ordinary high- water mark of any water features. Due to the relatively small and developed nature of the work Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Rockfall Mitigation, FERC No. 2107-CA January 2026 – Project Description footprint, no impacts to special status resources are anticipated and no resource agency permits or approvals would be required. D.2 Reviews, Approvals, and Authorizations FERC determined that this project would require review and authorization from the San Francisco Regional Office prior to construction. The FERC approval package must include. a Project Description, 100% Design Drawings, Calculations and Specifications as necessary, and a Quality Plan. The FERC package must be submitted a minimum of 90 days prior to the start of construction as FERC approval time is not guaranteed. This project is on PG&E land and no or water quality effects are anticipated; therefore, PG&E will not need prior construction authorization from the Forest Service or State Water Resources Control Board. E. REFERENCES Gannett Fleming. 2024 (May 2024). Poe Powerhouse Rockfall Mitigation Measures, Final 100% Submittal. Roseville, CA. Gannett Fleming. 2024 (May 2024). Poe Powerhouse Rockfall Mitigation Measures, Technical Specifications. Roseville, CA. Gannett Fleming. 2024 (May 2024). Poe Powerhouse Rockfall Mitigation Measures, Final 100% Submittal. Roseville, CA. Gannett Fleming. 2021 (April 2021). Poe Powerhouse Rockfall Mitigation Measures, Calculations. Roseville, CA. PG&E (Pacific Gas and Electric Company). 2025 (December). Poe Powerhouse SS Rockslide Mitigate Erosion Quality Control Inspection Program, Revision 1. Chico, CA. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible ENCLOSURE 2 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible PREPARED BY: GAVIN RHOADS, P.E. POWER GENERATION DEPARTMENT REVIEWED BY: RANDY PRESLEIGH, P.E. APPROVED BY: KYLE INGVOLDSEN, P.E. DATE: FEBRUARY 2026 POE POWERHOUSE POE PH SS ROCKFALL MITIGATE EROSION Poe Hydroelectric Project, FERC No. 2107 QUALITY CONTROL INSPECTION PROGRAM REVISION 1 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program QUALITY CONTROL INSPECTION PROGRAM REVISION LOG Revision Revised Item Date Prepared By 1 Initial issue of QCIP document 02/12/2026 Gavin Rhoads Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program TABLE OF CONTENTS PAGE 1. INTRODUCTION ...................................................................................................1 1.1 Purpose......................................................................................................1 1.2 Background ...............................................................................................1 1.3 Description of Structures and Types of Construction ..........................1 1.4 Specialized Construction Techniques and Equipment .........................1 2. ORGANIZATION AND STAFFING RESPONSIBILITIES.....................................2 2.1 Responsibilities of Various Organizations.............................................2 2.1.1 Licensee ........................................................................................2 2.1.2 Designer ........................................................................................2 2.1.3 Quality Control Inspection Organization........................................2 2.1.4 Constructor....................................................................................3 2.1.5 Regulator.......................................................................................3 2.2 Number of Staff and Availability Required .............................................3 2.3 Titles, Duties and Responsibilities of Staff ............................................3 2.3.1 QC Manager..................................................................................3 2.3.2 Field Inspector...............................................................................4 2.3.3 Engineering Manager ....................................................................4 2.3.4 Responsible Engineer ...................................................................5 2.3.5 Engineer of Record........................................................................5 2.3.6 Project Manager ............................................................................6 2.3.7 License Compliance Lead .............................................................6 2.3.8 Environmental Lead.......................................................................7 2.4 Specialty Inspectors .................................................................................7 2.5 Lines of Communication and Authority..................................................7 2.6 Approval and Rejection of Work..............................................................7 2.7 Authority to Stop Work.............................................................................7 2.8 Statement of Independence .....................................................................8 2.9 Resumes ....................................................................................................8 3. INSPECTION PLAN AND FIELD PRACTICES ....................................................8 3.1 Inspection Criteria.....................................................................................8 3.2 Knowledge of Construction Plans and Specifications..........................8 3.3 Inspection Equipment and Resources....................................................9 3.4 Constructor Operations............................................................................9 3.5 Coordination with Constructor’s Schedule............................................9 3.6 QCIP Operations .......................................................................................9 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 3.7 Frequency of Inspections.......................................................................10 3.8 Documentation and Follow-up Action ..................................................10 3.9 Training....................................................................................................10 4. DOCUMENTATION.............................................................................................10 4.1 Daily Inspection Reports........................................................................10 4.2 Nonconformance Reports......................................................................11 4.3 Other Periodic Reports...........................................................................12 4.4 Maintenance of Records.........................................................................12 4.5 Photographs/Videos ...............................................................................12 5. TRAINING............................................................................................................12 5.1 Study Materials........................................................................................13 5.2 Classroom Instruction............................................................................13 5.3 On-the-Job Training and Supervision...................................................13 5.4 Proficiency Testing and Certification....................................................13 5.5 Resume Update.......................................................................................13 6. MATERIAL TESTING..........................................................................................13 6.1 Testing Schedule ....................................................................................13 6.2 Testing Standards...................................................................................13 6.3 Testing Organization ..............................................................................14 6.4 Adequacy of On-Site Laboratory...........................................................14 6.5 Adequacy of Off-Site Laboratory...........................................................14 6.6 Evaluation of Testing Data and Actions Required...............................14 6.7 Documentation........................................................................................14 7. EROSION CONTROL AND ENVIRONMENTAL COMPLIANCE .......................14 7.1 Environmental Compliance Plan ...........................................................14 7.2 Erosion and Sediment Control Plan......................................................14 7.3 License Requirements............................................................................14 7.4 Specialized Plans, Permits, and Approvals..........................................15 7.5 Frequency of Inspections.......................................................................15 7.6 Documentation and Corrective Actions................................................15 7.7 Environmental Deficiency Report..........................................................15 8. SCHEDULE .........................................................................................................16 8.1 Start and Finish Dates ............................................................................16 8.2 Anticipated Construction Sequence .....................................................16 8.3 Staged and Phased Construction..........................................................16 9. PLANNED USE OF CONSULTANTS.................................................................17 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 9.1 Areas of Inspection and Review............................................................17 9.2 Consultants Names and Resumes ........................................................17 APPENDICES A. QCIP Organization Chart B. Resumes for QCIP Personnel with Stop-Work Authority C. Reference List of Project-Related Documents D. Inspection and Hold Point Checklist E. Material and Field-Testing Requirements F. QCIP Reporting Templates Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 1 1. INTRODUCTION 1.1 Purpose This quality control inspection program (QCIP) is regarding Pacific Gas & Electric Company’s (PG&E) project (the project) to mitigate rockfall concerns on the ascending slope above the Station Service platform at Poe Powerhouse which is part of PG&E’s Poe Hydroelectric Project, Federal Energy Regulatory Commission (FERC) No. 2107.The purpose of this QCIP is to ensure the quality construction of this project. The responsible engineer (RE) is accountable for development of the QCIP for this project. This QCIP has been prepared in compliance with the following FERC requirements and guidelines: •Title 18, Chapter I, Sub-Chapter B, Part 12, Subpart E, Section 12.50 of the Code of Federal Regulations •FERC’s Engineering Guidelines for the Evaluation of Hydropower Projects, Chapter VII, “Construction Quality Control Inspection Program” 1.2 Background Poe Hydroelectric project (FERC Project #2107) is located on the North Fork Feather River, just south of the Pulga community, in Butte County, California. The project site includes Poe Tunnel, which feeds into a two-unit semi outdoor facility containing two 76,000 hp turbines. An approximately 20-foot tall, reinforced-concrete tunnel access structure is located east of the turbines at the toe of a rock cut slope that continues upslope to a railroad bench. 12-kV reserve station service power equipment is located atop the tunnel-access structure. The reserve station service power equipment is accessed by metal stairs that are mounted to the south face of the structure. A recent rockfall event sourced from the cut slope up slope of the tunnel-access structure caused significant damage to these stairs. The purpose of the project is to provide slope protection features to reduce potential damage from future rockfall events. 1.3 Description of Structures and Types of Construction The slope work on the service center will take place by using a man lift and an excavator to mitigate future rockfall. Constructor will need to temporarily remove the fence at the top of the slope in order to access the proposed work area. The site will be accessed via the top of the slope using rope access. Drilling activities will be done by excavator, portable drill cart, and hand drills in order to install anchors. Following installation, anchors will be grouted into drilled holes using a flexible plastic tubing. The construction activities will consist of a combination of a rockfall drapery system and rock anchors and construction will be performed by Neil’s Controlled Blasting (NCB). Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 2 1.4 Specialized Construction Techniques and Equipment The project drilling will be done using a Kaiser S-12 Spider Excavator mounted TEI Hydraulic drill attachment, a portable drill cart, and hand drills. This equipment will be utilized to drill 2.5” diameter holes to a minimum depth of 10 feet and timber lagging barrier holes, which will be 3” diameter and 5 ft deep. Rope access will be required for hand tool work. This process is described in further detail in the Project Description. 2. ORGANIZATION AND STAFFING RESPONSIBILITIES 2.1 Responsibilities of Various Organizations The responsibilities of various organizations involved with the construction of this project are described in the following sections. 2.1.1 Licensee PG&E is the owner and licensee of this FERC-licensed hydroelectric project. PG&E is responsible for implementing quality control (QC) on this project to confirm that construction is performed in a safe manner and complies with the FERC license conditions, agency permits, environmental requirements, drawings, and specifications. PG&E manages the constructor’s scope of work and monitors and enforces the constructor’s compliance with the contract terms and conditions. PG&E is responsible for interaction with all regulatory and resource agencies and the public during construction. PG&E has the responsibility and the authority to stop work in progress or reject any work that, in PG&E’s view, does not comply with the drawings, specifications, applicable codes, or regulations or is potentially damaging to the environment. 2.1.2 Designer The designer is responsible for providing a design that is safe, and meets the project criteria and operational, performance, environmental, and regulatory requirements. The designer is responsible for the design and preparation of drawings and specifications, technical assistance, design verification during construction, preparation of design changes, and preparation of as- built drawings. The designer will provide appropriate field inspections and reviews during construction to ensure that the final completed project will meet the design intent. The designer will designate one individual to act as the engineer of record (EOR) for the project. 2.1.3 Quality Control Inspection Organization PG&E’s inspection organization is responsible for field inspection and testing on this project. PG&E’s inspection organization will provide independent inspection and testing in accordance with the inspection requirements in the drawings and specifications and special inspection instructions when directed by the EOR. The inspection organization will also provide and/or coordinate all field and material testing required by the drawings, specifications, or as directed Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 3 by the EOR. The inspection organization will coordinate all on-site and off-site laboratory testing required by this project. 2.1.4 Constructor The constructor for this project is Neil’s Controlled Blasting (NCB). The constructor is responsible for furnishing all materials, labor, and equipment necessary to construct the project in accordance with the project drawings, specifications, and contract documents. The constructor does not have a role and/or responsibility to perform the QC tasks described in this QCIP. 2.1.5 Regulator FERC establishes the regulations, license requirements, and guidelines that govern the development of this QCIP. FERC does not perform the QC tasks described in this QCIP. FERC may perform inspections during construction, independent of this QCIP, to verify that good construction practices are being followed. 2.2 Number of Staff and Availability Required The number of staff assigned to implement this QCIP are shown in Appendix A, “QCIP Organization Chart.” The on-site availability of QCIP personnel is shown in the table below. QCIP Role Onsite Availability QC Manager As required Field Inspector Full time RE Periodically and as required. EOR Periodically and as required. Environmental Lead Periodically and as required. 2.3 Titles, Duties and Responsibilities of Staff The organization chart in Appendix A identifies the QCIP personnel involved in this project. The responsibilities of QCIP personnel assigned to this project are described below. 2.3.1 QC Manager Responsibilities: The QC manger is responsible for assigning independent, qualified field inspectors; special inspectors; and testing laboratories/facilities to the project. The QC manager provides high-level coordination for resolution of nonconformance and environmental deficiency issues. At the end of the project the QC manager provides a Certification of Construction attesting that the results from the inspection and testing program result in the conclusion that the project was constructed in accordance with the plans and specifications. Lines of Communication: Has direct reporting relationship to PG&E’s manager of Hydro Inspections and direct communication with the field inspector, project manager (PM), RE, license compliance lead, and environmental lead. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 4 Authorities: Has the authority stop work because of adverse quality conditions. The QC manager has the authority to assign or replace field inspectors, with FERC authorization, based on the scope of work and in accordance with the project drawings, specifications, this QCIP, and specific inspection instructions directed by the EOR. 2.3.2 Field Inspector The inspector for this project is a PG&E employee. Responsibilities: The field inspector: •performs and/or coordinates inspection and testing according to this QCIP; •provides independent inspection and testing during construction in accordance with the inspection requirements in the drawings, specifications, this QCIP, and specific inspection instructions when directed by the EOR; •may perform environmental inspections in accordance with the Environmental Release to Construction (ERTC) and under the direction of the environmental lead; •immediately notifies the license compliance and/or environmental lead of potential regulatory nonconformance or environmental deficiency issues; •immediately notifies the license compliance and/or environmental lead of inspections performed by regulatory agencies; •provides documentation of tests and reports with all discrepancies identified; •provides field markups for preparation of as-built drawings; •notifies the QC manager of any stop-work or recommendation to stop work resulting from an adverse quality condition; •may issue nonconformance reports and environmental deficiency reports in coordination with the appropriate lead or subject matter expert; and •if a specialty inspector is required as part of the project (e.g., certified welding inspector), confirms the individual has the proper qualifications before beginning the specialty inspection. The field inspector role may be filled PG&E personnel, or a consultant retained to act on behalf of PG&E. Lines of Communication: Has direct reporting relationship to the QC manager and direct communications with the RE, EOR, PM, environmental lead, license compliance lead, and the constructor. The field inspector provides inspection and test reports to the RE, EOR, and PM. Authorities: Has the independent, on-site authority to stop work for activities that are noncompliant with the design drawings or specifications, noncompliant with the regulatory or permit conditions, or damaging to the environment. The field inspector has authority to approve and reject the constructor’s work. The field inspector reports identified nonconformance or environmental deficiency to the constructor, RE, PM, license compliance lead, or environmental lead, as applicable. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 5 2.3.3 Engineering Manager Responsibilities: The engineering manager is responsible for assigning a qualified RE and EOR for design and technical oversight of the project. The engineering manager acts on behalf of PG&E as the licensee. At the end of the project the engineering manager provides a Certification of Construction attesting that the construction fulfills the design intent and was constructed in accordance with the plans and specifications reviewed by FERC. Lines of Communication: Has direct reporting relationship to PG&E’s director of power generation engineering. Has direct communication with the RE and QC manager. Authorities: The engineering manager has the authority to assign the RE and EOR based on the scope of work for this project. 2.3.4 Responsible Engineer Responsibilities: The RE: •coordinates implementation of this QCIP; •reviews and accepts the EOR’s and other consultant’s engineering and design; •coordinates and manages the EOR’s QC effort during construction; •manages resolution of engineering issues that may arise during construction, including design changes and identified construction deficiencies or nonconformance; •in conjunction with the subject matter expert (SME), coordinates with FERC and the California Department of Water Resources, Division of Safety of Dams (DSOD), on engineering issues and changes; and •coordinates activities with other departments regarding engineering, geotechnical, and design issues. Lines of Communication: Has direct reporting relationship to PG&E’s engineering supervisor and manager of project engineering. Has direct communication with the field inspector, EOR, PM, and SME. The RE has interactive communication with and constructor, consultants, and regulatory agency representatives. Authorities: Accepts the EOR’s engineering design, specifications, and design changes. The RE has the stop-work authority for activities that are noncompliant with the design drawings and specifications, noncompliant with the regulatory or permit conditions, or damaging to the environment. 2.3.5 Engineer of Record Responsibilities: The EOR: •provides engineering design drawings and specifications for the project components in accordance with the project design requirements and acceptable industry, regulatory, and professional standards; Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 6 •provides oversight and engineering support during construction to confirm that the completed project is in accordance with the design intent; •reports identified situations that are noncompliant with the design drawings and specifications to the RE, PM, and field inspector for action; •reviews inspection reports and material testing reports; •prepares and approves design and field changes; and •prepares as-built drawings at completion of construction. At the end of the project the EOR provides a Certification of Construction attesting that the construction was in accordance with the design intent. Lines of Communication: Has direct reporting relationship to the RE and direct communication with the field inspectors on matters associated with QC. Authorities: The EOR: •has the sole authority, pending FERC authorization, to issue the original approved-for- construction drawings and specifications, minor field changes that deviate from the approved design drawings, and major design changes caused by changed field conditions; •has the authority to approve and reject the constructor’s work; and •has the authority to stop work for activities that are noncompliant with the design drawings or specifications. 2.3.6 Project Manager Responsibilities: The PM manages the project scope, construction contract, cost estimate, management approval, cost monitoring, and status reporting associated with the project. The project manager is responsible for constructor negotiations and scheduling of construction. Lines of Communication: Has direct reporting relationship to PG&E’s project management supervisor and manager of project management. Has direct communication with the RE, PM, license compliance lead, environmental lead, and constructor. Authorities: The PM has the authority to approve or reject work and coordinate all project activities. 2.3.7 License Compliance Lead Responsibilities: The license compliance lead informs the QCIP team of FERC license and/or regulatory agency conditions. In coordination with the environmental lead, may serve as liaison with regulatory agency representatives. Works with the environmental lead to acquire and summarize necessary regulatory permits for construction activities and communicate with agencies regarding nonconformance or deviations. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 7 Lines of Communication: Has direct reporting relationship to the licensing supervisor. Has interactive communications with the environmental lead, PM, RE, and regulatory agency representatives. Authorities: Has the authority to advise the PM on matters of environmental compliance. 2.3.8 Environmental Lead Responsibilities: The environmental lead: •manages PG&E’s environmental compliance process; •with on-site support by the field inspector, confirms construction activities follow the ERTC and resource agency permit conditions; •performs periodic inspections and involves environmental SMEs as needed; •obtains and manages contracts for environmental monitors and other environmental support, as needed; •provides guidance for field inspection and monitoring to confirm that the construction activities follow the environmental requirements and that adequate measures are implemented to minimize any potential environmental impacts, may perform the monitoring; •assists the field inspector in issuing environmental deficiency reports; and •in conjunction with the license compliance lead, communicates with agencies regarding nonconformance or deviations. Lines of Communication: Has direct reporting relationship to the environmental manager and interactive communications with the field inspector, license compliance lead, PM, and RE. Authorities: Has the authority to advise the PM on matters of license compliance. 2.4 Specialty Inspectors Not applicable. 2.5 Lines of Communication and Authority The lines of communication and authority for each role are described in Section 2.3 of this QCIP. Section 2.7 lists personnel who have authority to stop work because of adverse quality, environmental, or license conditions. 2.6 Approval and Rejection of Work PG&E’s field inspector has the on-site authority to approve and reject work. The RE and EOR have the authority to approve or reject work. The field inspector communicates directly with the RE and EOR for situations where the drawings or specifications do not appear to be appropriate for the conditions encountered or where rejection of work is under consideration or has been Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 8 decided. The PM has the authority to approve or reject work in accordance with the contract documents. 2.7 Authority to Stop Work The following QCIP personnel have authority to stop work due to adverse quality, environmental or license conditions: •QC manger, •Field inspector, •RE, and •EOR As part of PG&E’s commitment to safety, all project personnel have the authority to stop work because of an unsafe or potentially unsafe condition or work practice. 2.8 Statement of Independence PG&E implements this QCIP with personnel independent from personnel responsible for construction. The organization chart in Appendix A delineates the independent relationship between the constructor and the QC inspection personnel. 2.9 Resumes Resumes for QCIP personnel authorized to stop work or recommend stop-work are provided in Appendix B. 3. INSPECTION PLAN AND FIELD PRACTICES The purpose of this section is to provide guidance for implementation of this QCIP and to describe the inspection, reporting, and documentation procedures to be used for the project. 3.1 Inspection Criteria PG&E will perform inspection of this project according to the criteria defined in the approved- for-construction design drawings, project specifications, and this QCIP. Environmental compliance criteria are specified in the ERTC, project-specific permits, license conditions, and resource agency agreements. The relevant documents are referenced in Appendix C, “Reference List of Project-Related Documents.” The project-specific inspection checklist is included in Appendix D, “Inspection and Hold Point Checklist,” and the material and field-testing checklist is included in Appendix E, “Material and Field-Testing Requirements.” The project specifications, design drawings, and this QCIP may be revised as necessary during construction to reflect field changes and requirements from resource and regulatory agencies. Any proposed revisions to the drawings or specifications must be coordinated with the regulatory agencies and may require additional regulatory authorization. All construction work and field Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 9 inspections will be performed in accordance with the latest approved revisions to the project design and construction documents. 3.2 Knowledge of Construction Plans and Specifications The QCIP team will have a complete understanding and knowledge of the specifications, design drawings, and environmental compliance requirements. The EOR and the RE are responsible for ensuring that the field inspector is familiar with the specifications, design drawings, and the inspection requirements for the project. 3.3 Inspection Equipment and Resources The staffing plan and materials testing laboratory used to support this QCIP are shown in organization chart in Appendix A. An off-site laboratory will be used for material testing on the project. The material testing is described in greater detail in Section 6 of this QCIP. 3.4 Constructor Operations The constructor will operate independently from QCIP personnel and is responsible for safely constructing a quality project. The constructor is responsible for their own methods, schedule, and phasing, within the limitations of the contract, where applicable. PG&E’s field inspector will inspect and verify the constructor’s work and has the authority to stop work because of nonconformance or deficiency. The constructor will be informed of personnel, as outlined in Section 2.7 of this QCIP, that have the authority to stop work because of nonconformance or deficiency. 3.5 Coordination with Constructor’s Schedule The field inspector will coordinate schedules with the constructor to confirm all testing and inspections take place as required by the approved-for-construction drawings, specifications, and this QCIP. 3.6 QCIP Operations The field inspector is responsible for performing and/or coordinating the inspection and testing requirements of this QCIP to validate and confirm compliance with the project specifications, design drawings, and environmental requirements. When deficiencies are identified, the inspector should take the actions shown in the table below. Type of Deficiency Identified Inspector Actions Construction quality or nonconformance Report the findings immediately to the RE, the EOR, the constructor, and the PM for follow-up actions Environmental Report the finding immediately to the license compliance lead and the environmental lead Nonconformance issues that can be resolved in the field Coordinate with the constructor to enforce immediate corrective actions Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 10 Nonconformance that requires further technical review and evaluation Seek input from the EOR and the RE to develop the appropriate corrective actions QCIP personnel, as defined in Section 2.7, have the authority to stop work, at any time, if the non-compliant condition presents a safety risk, or, if its continuation would cause a deficiency to the project or potential damage to the environment. 3.7 Frequency of Inspections The frequency of inspections and testing is described in Appendix D, “Inspection and Hold Point Checklist,” and Appendix E, “Material and Field-Testing Requirements.” 3.8 Documentation and Follow-up Action Procedures for reporting, producing documentation, and following up with action for QCIP- related reports are described in Section 4 of this QCIP. Report templates are provided in Appendix F. “QCIP Reporting Templates.” 3.9 Training A training program is not required for this project. 4. DOCUMENTATION The purpose of QCIP reporting is to document the observation, investigation, testing, and analysis of inspection work. This section describes the proposed QCIP-related reporting for this project. 4.1 Daily Inspection Reports The field inspector will use the daily inspection report to document construction activity each day. A sample report is provided in Appendix F, “QCIP Reporting Templates.” The report will contain the following information: •date; •all relevant activities of the field inspector and constructor for the reporting day; •pertinent conversations with the constructor and instructions given to constructor; •inspections, acceptances, and rejections; •factual comments within field inspector’s area of responsibility; •detailed record of work performed by the constructor; •problems (e.g., relating to installation, design, equipment, damages, claims, quality); •details of labor, equipment usage, and standby equipment hours; Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 11 •weather conditions; •work delays, reasons, and remedial actions; •change order information; •safety observations or infractions brought to the constructor’s attention; •details (e.g., quantities, clearances) recorded or observed by field inspector; •field inspector’s name and signature; and •photographs (i.e., construction progress photos). The RE, EOR and PM will review the daily inspection reports and follow-up with the field inspector for any clarification or further information needed. 4.2 Nonconformance Reports If a nonconformance with the specification, design drawings, or license conditions is identified, that work activity will be stopped and the following reporting, documentation, and follow-up process will be followed: •Initiation: The field inspector will immediately notify the RE, EOR, and constructor of the nonconformance condition related to construction quality. If the nonconformance is related to a license condition the license compliance lead should also be notified immediately. •Coordination, Review, and Distribution: Nonconformance Type Actions Issue that can be resolved in the field Field inspector coordinates with the constructor to enforce immediate corrective actions Issue that requires further technical review and evaluation •Field inspector will, within 1 calendar day, complete the initial portion of the nonconformance report (NCR) by documenting the location, date, and description of the discrepancy and submit a copy of the report to the constructor, EOR, RE, license compliance lead, DSE or SME, and PM •EOR will develop the corrective action in coordination with the RE, constructor, PM, license compliance lead, and the appropriate regulatory agencies. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 12 •If applicable, the license compliance lead, RE, and DSE or SME, will obtain the appropriate agency approvals for the corrective action. •Follow-up and Resolution: Upon approval and authorization of the corrective action, the field inspector will coordinate with the constructor to enforce and manage implementation of the corrective action. The field inspector will monitor and inspect construction of the corrective action to confirm that the nonconformance condition is corrected. •Tracking: Upon the field inspector’s acceptance of the corrected construction the field inspector will complete the corrective measure section of the NCR with a description of the corrective measures taken and the date of completion of the corrective measures. The field inspector, RE, and EOR will sign and date the completed report as of the date the correction was accepted. Construction activities that were stopped because of the nonconformance will resume after the NCR is completed and signed. 4.3 Other Periodic Reports The environmental deficiency report is described in Section 7 of this QCIP. Additional reporting required as part of the regulatory authorization for this project are listed below: •Final construction report 4.4 Maintenance of Records The original copies of QCIP-related documentation will be filed in the project electronic files. The field inspector will keep copies of all QCIP-related reports at the project field office. QCIP- related reports will be distributed to project personnel as described below. •Daily Inspection Report: PM, EOR, and RE •Inspection and Hold Point Checklist: PM, EOR, and RE •Material Test Report: field inspector, EOR, RE, PM, and constructor •NCR: field inspector, PM, EOR, RE, SME, QC manager, constructor, and license compliance lead •Environmental Deficiency Report (EDR): field inspector, PM, environmental lead, constructor, and license compliance lead Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 13 4.5 Photographs/Videos The field inspector and other project staff will document the construction progress with photographs. Photographs are also included as part of the Daily Inspection Report. Photograph and video records will be stored on PG&E’s project record file after completion of the project. 5. TRAINING Team members assigned to the project are trained and qualified in their areas of expertise. Field inspectors have experience with similar work and have the appropriate certifications necessary to inspect the project. Where special inspections and/or testing is called out, the field inspector will confirm that the specialty inspector has the proper certifications necessary to perform the work. 5.1 Study Materials Not applicable. 5.2 Classroom Instruction Not applicable. 5.3 On-the-Job Training and Supervision The RE and EOR are responsible for providing project specific QCIP awareness training for the field inspectors and engineering staff assigned to be on-site. All on-site QCIP personnel will have full knowledge and understanding of the design drawings, specifications, and this QCIP. The environmental lead will provide training on the environmental requirements (ERTC) for the project. 5.4 Proficiency Testing and Certification Not applicable. 5.5 Resume Update If personnel with stop-work authority on the project changes, Appendix A and B of this QCIP will be updated and resubmitted to FERC for review and authorization. 6. MATERIAL TESTING The approved-for-construction drawings and specifications establish testing requirements for the project and the standards and codes to which the work will conform. The QCIP team will use the specified tests to verify that the work is performed in accordance with these documents. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 14 6.1 Testing Schedule Appendix E summarizes the project testing schedule that specifies the type and number of tests required to validate and confirm that all work elements comply to the specified standards. 6.2 Testing Standards Appendix E summarizes the test method, standard, and/or code that is specified in the project drawings and specifications. 6.3 Testing Organization Testing will be performed by NV5. 6.4 Adequacy of On-Site Laboratory Not applicable. 6.5 Adequacy of Off-Site Laboratory The material testing laboratory to be used for this project is fully equipped to perform the tests listed in Appendix E of this QCIP. The testing lab is accredited to perform the tests specified and conforms to the requirements set forth by the American Society for Testing and Materials (ASTM). 6.6 Evaluation of Testing Data and Actions Required The EOR and RE will review and evaluate all material test results. If the results of material testing indicate nonconformance with specified requirements the constructor may be directed to remove and replace substandard materials. 6.7 Documentation Material test documentation and any necessary follow-up action will be retained in the project files as outlined in Section 4 of this QCIP. 7. EROSION CONTROL AND ENVIRONMENTAL COMPLIANCE 7.1 Environmental Compliance Plan Project-specific environmental permits and compliance requirements are specified in the Project Description (PD) dated March 2024. The field inspector and environmental lead are responsible for confirming compliance with the environmental requirements during construction. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 15 7.2 Erosion and Sediment Control Plan The proposed work activity will cause minimal soil disturbance (< .9 acres). Erosion and sediment control will be managed in accordance with PG&E Water Quality Group approved, Good Housekeeping, Activity Specific Erosion Sediment Control Plan (A-ESCP). Dust abatement will be implemented by routinely wetting down surfaces with water trucks or totes. 7.3 License Requirements Not applicable. 7.4 Specialized Plans, Permits, and Approvals The following approvals and authorizations are required prior to the start of construction: •FERC authorization is required for project construction. 7.5 Frequency of Inspections The frequency of environmental inspections by the field inspectors and the environmental lead are specified in Appendix D, “Inspection and Hold Point Checklist.” The project-specific Erosion and Sediment Control Plan is listed in Section 7.2. 7.6 Documentation and Corrective Actions The field inspector will document inspection observations and assessments of environmental conditions as described in Sections 3, 4, and 7.7 of this QCIP. Corrective actions necessary to remedy environmental nonconformance will be implemented as described in Section 7.7 below. 7.7 Environmental Deficiency Report If an environmental nonconformance condition is identified, the field inspector or environmental lead will complete an EDR. Documentation and corrective actions will be accomplished in accordance with Sections 3 and 4 of this QCIP. If a nonconformance with the environmental requirement is identified, the following process will be followed: •Initiation: If an environmental nonconformance is identified by the field inspector they will immediately notify the PM. The PM will then immediately coordinate with the environmental and/or license compliance lead to determine the course of action for mitigations and timely external reporting requirements. •Coordination and Distribution: The field inspector or the environmental lead will complete the EDR within 1 calendar day noting the location, date, and description of the Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 16 nonconformance. The field inspector or the environmental lead will submit a copy of the EDR to the constructor, RE, EOR, license compliance lead, PM, and environmental lead and/or field inspector. If a major deficiency results in impacts to the environment, the field inspector or the environmental lead will stop the construction activity, and, if immediate action is required to mitigate ongoing impacts, contact the PM and constructor to initiate such effort. Consistent with PG&E’s Power Generation Department’s incident reporting procedures, the license compliance or environmental lead will immediately report the environmental deficiency to the appropriate regulatory, resource, and permit agency representative(s). •Follow-up and Resolution: The constructor will prepare a plan of measures for review and acceptance by the field inspector and environmental lead. Corrective measures will be implemented upon approval by the field inspector environmental lead, and, if necessary, the regulatory agency representative(s). The environmental lead and the field inspector will inspect the corrected construction for compliance with environmental requirements. •Tracking: If the completed corrective measure is acceptable, the field inspector and the environmental lead will sign and date the EDR with the date the correction was accepted. Construction will resume (if it was necessary to halt work) after the EDR is completed and signed. The license compliance or environmental lead will advise the regulatory agency representative(s) of the corrective action and provide necessary documentation. 8. SCHEDULE 8.1 Start and Finish Dates Proposed Start Date: April 1, 2027 Proposed Finish Date: July 31, 2027 8.2 Anticipated Construction Sequence The preliminary construction sequence and schedule is provided in the table below. The LC will be notified of any adjustments to the scheduled start or finish construction dates and these changes will be communicated to FERC. #Activity Description Schedule 1 Mobilization to the project site Apr 2027 2 Site Preparation Apr 2027 3 Establish temporary equipment and personnel access Apr-May 2027 4 Anchor Hole Drilling May 2027 5 Anchor Placement and Grouting May-Jun 2027 6 Placement of Wire Rope/Cable Netting Jun 2027 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 17 #Activity Description Schedule 7 Proof Testing of Anchors Jun-Jul 2027 8 Demobilize from the project site Jul 2027 8.3 Staged and Phased Construction Not applicable. 9. PLANNED USE OF CONSULTANTS 9.1 Areas of Inspection and Review A Board of Consultants is not required for this project. 9.2 Consultants Names and Resumes Not applicable. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program 1 APPENDIX A QCIP ORGANIZATION CHART Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program QC Manager(1) Larry McKee Field Inspector(1) Rey Marquez Testing Laboratory NV5 - Licensee - Engineering Manager Joe Landucci Responsible Engineer(1) Gavin Rhoads Engineer of Record(1) Syed Ul Haque (Gannett Flemming) Geologist Zack Washburn (Gannett Flemming) Project Manager Greg Reynolds Constructor Roger Lee (Neil's Controlled Blasting) QCIP Organization Chart •(1) AUTHORITY TO STOP WORK DUE TO ADVERSE QUALITY, EVIRONMENTAL, or LICENSE CONDITIONS. RESUMES ATTACHED IN APPENDIX B. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program APPENDIX B RESUMES FOR QCIP PERSONNEL WITH STOP-WORK AUTHORITY Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Gavin Rhoads, PE Civil Responsible Engineer Email: GTR5@pge.com Power Generation │ 300 Lakeside Drive │ Oakland, CA 94612 Phone: 530-370-6685 1 PROFESSIONAL SINCE: 2017 LICENSES •California Licensed Civil Engineer (No. 88085) EDUCATION •Degree B.S., Civil Engineering California State University, Chico, CA, 2010 TRAINING •PG&E Dam Safety Training o Introduction to Dams o PG&E Dam Safety Program o Basic Dam Surveillance and Monitoring o Basic Dam Inspections o Basic Dam Maintenance o Dam Surveillance and Monitoring o Inspection of Embankment Dams o Inspection of Concrete and Masonry Dams •Competent Person Certification – Fall Protection PROFESSIONAL SUMMARY Gavin Rhoads has over 14 years of experience in engineering design and project management of dam, hydropower conveyance, water resource, embankment, road, bridge, and infrastructure projects. Specific expertise includes: •Responsible Engineer for large, complex, multi-discipline projects related to hydroelectric powerhouses, dams, gates, low level outlets, bridges, roads, cofferdams, tailraces, recreation facilities, and associated hydropower infrastructure. •Dam Repairs/Modifications – Act as Responsible Engineer, participate as a civil engineering reviewer, and manage Engineer of Record (EORs), evaluating and selecting repair alternatives, and designing and constructing the selected alternative, including structural concrete/shotcrete projects. •Low level outlet and tailrace condition assessments – Act as the Responsible Engineer to evaluate existing conditions for concrete low level outlet and tailrace. These condition assessments involved borescope inspection, Non-Destructive Evaluation (methods include: Impact Echo (IE), Spectral Analysis of Surface Waves (SASW), Slab Impulse Response (SIR) and compressional (P-) wave tomography), core drilling and laboratory testing and cementitious patching of core holes. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Gavin Rhoads, PE Civil Responsible Engineer Email: GTR5@pge.com Power Generation │ 300 Lakeside Drive │ Oakland, CA 94612 Phone: 530-370-6685 2 PROJECTS •Caribou Road Mitigate Erosion 2025 Pacific Gas and Electric, Responsible Engineer Served as the Responsible Engineer to install a forty-foot-long concrete L-wall with bedrock anchors, replace existing culvert, install rock slope protection, and perform drainage improvements on a narrow, eroding section of Caribou Road. Activities included installing rock anchors into existing sound bedrock, placing approximately 50 cubic yards of concrete, installation of two new 24-inch culverts and rock slope protection, compaction testing of new aggregate base and performing drainage improvements. Responsibilities included inspection, condition assessment, design oversight, QCIP implementation and onsite construction support. •Bucks Rebuild Milk Ranch Diversion 3 2024 Pacific Gas and Electric, Responsible Engineer Served as Responsible Engineer to replace the broken 22-inch diversion pipe, install a new reinforced concrete water crossing and modify the intake structure at Bucks Milk Ranch diversion 3. Activities included placing approximately 75 cubic yards of concrete via helicopter and flight bucket, installation of approximately 54 feet of 22-inch diameter steel pipe, two mechanical couplers and two new reinforced concrete pipe supports, and modifying the intake structure to maintain IFR requirements prior to and during diversion. Welding on the pipe was performed and inspection and approval by a CWI was required. In order to maintain water flow during construction a temporary sandbag cofferdam and bypass pipe were installed throughout the duration of construction. Subgrade was compaction tested prior to concrete placement. Responsibilities included inspection, condition assessment, design oversight, QCIP implementation and onsite construction support. •Hendricks Canal – Remove Stump and Repair Liner 2024 Pacific Gas and Electric, Responsible Engineer Served as Responsible Engineer to remove a decaying stump from the canal berm, and replace an approximately six foot wide swath of deteriorating liner. Activities included removing a decaying stump from the canal embankment, backfilling with native material and compacting, saw-cutting deteriorated portions of canal liner, placing welded wire reinforcement and hand-mixed SikaGrout-212. Responsibilities included inspection, condition assessment, design oversight, QCIP implementation and onsite construction support. •Caribou 1 Intake – Concrete Repairs and Landside Anchors 2023 Pacific Gas and Electric, Responsible Engineer Served as Responsible Engineer to install a new walkway connecting mechanism, protective steel corner guards and repair the concrete deterioration of the intake structure for Caribou 1 powerhouse. Activities included installation and inspection of large steel corner guards and new steel framing to anchor the floating walkway to the tower, use of temporary docks and boats for safe access, repair of concrete on intake structure with Sika 211SCC Plus, chipping away unsound concrete, installation of supplemental rebar and anodes, use of divers, grout injection, installation of new log boom anchor on tower and installation of two landside anchors for the floating walkway and log boom. Excavation and subsurface preparation of soil for Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Gavin Rhoads, PE Civil Responsible Engineer Email: GTR5@pge.com Power Generation │ 300 Lakeside Drive │ Oakland, CA 94612 Phone: 530-370-6685 3 new anchor blocks. Responsibilities included inspection, condition assessment, design oversight, QCIP implementation, shop inspection and onsite construction support. •Cresta Powerhouse – Tailrace Erosion Repairs 2022 Pacific Gas and Electric, Responsible Engineer Served as Responsible Engineer to repair the concrete erosion of the tailrace and localized area of erosion on the slope adjacent to the end of the tailrace training wall. Activities included cutting in an access road to the river level, constructing a crane pad, installing an engineered sack cofferdam, dewatering the tailrace, monitoring pressure under the tailrace slab and behind the training walls during dewatering, drilling additional weep holes to equalize pressure, pumping nuisance water, placing concrete and verifying that concrete met specifications, investigation of void space under tailrace slab via borescope and by taking depth measurements. Responsibilities included inspection, condition assessment, design oversight, QCIP implementation and onsite construction support. •Canyon Dam Low Level Outlet - Install Cutoff Wall 2022 Pacific Gas and Electric, Responsible Engineer Served as Responsible Engineer to install a cutoff wall and wing wall and inject grout into void found under the concrete flip bucket at the downstream face of the low level outlet (LLO) structure at Lake Almanor (Canyon Dam). Activities included improving the existing access road, installation of a 40 cubic feet per second (CFS) bypass system to supply the Upper North Fork of the Feather River (UNFFR) with instream flow releases (IFR), closing and sealing of gates at the intake structure, preparing and adhering to a drilling program plan (DPP) for subsurface investigation, developing and adhering to a temporary construction surveillance and monitoring plan (TCSMP), adjusting the design with design change notifications (DNCs) due to conditions found during excavation, excavating sump holes and diverting nuisance water, placement of dentil concrete, structural concrete and contact grouting. Responsibilities included inspection, condition assessment, design oversight, DPP preparation and implementation, TCSMP preparation and implementation, QCIP implementation and onsite construction support. EMPLOYMENT HISTORY Pacific Gas and Electric, Responsible Engineer 2021 to Present •Served as Responsible Engineer on large-scale, complex, multi-discipline capital and expense projects related to hydroelectric powerhouses, dams, low level outlets, tunnels, pipelines, tailraces, bridges, roads, cofferdams, recreation facilities, and associated hydropower infrastructure. Gas Transmission Systems, Engineer 2011 to 2021 •Provided natural gas pipeline project designs for both transmission and distribution piping systems. Designs included replacements of existing systems as well as new facilities. •Provided field support during construction to address issues and challenges as they were discovered during construction. •Provided field engineering support for pipeline cutoffs and replacement during the rebuild of Paradise CA after the Camp Fire. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible LARRY MCKEE SUPERVISOR, POWER GENERATION INSPECTION Email: Larry.McKee@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-537-7006 1 CERTIFICATIONS • ACI – Fundamentals of Concrete Construction • ACI – Fundamentals of Concrete Materials • AWS Certified Welding Inspector No. 08051021 • American Society of Nondestructive Testing ASNT-TC-1A Level 1 • International Code Council Fireproofing No. 5319021-86 • SPRAT Level 1 No.181268 • OSHA Safety Associate Level 1 • ACI Field Level 1 No.00049036 PROFESSIONAL SINCE: 1998 EDUCATION/SEMINARS: • American Concrete Institute (ACI) Low-Density Cellular Concrete and Advanced Engineered Foam Technology • American Society of Nondestructive Testing • American Welding Society (AWS) Welding Technology • American Public Works Association (APWA), Storm Water Management and Construction Inspection • California Geotechnical Engineering Association (CalGeo), Loss Prevention Seminar and Technician Training • California Asphalt Paving Association (CalAPA), Asphalt Industry Leadership Seminar • Structural Engineers Association of California (SEAOC), Codes and Standards Annual Seminar • American Society of Civil Engineers (ASCE), Northern CA Annual Conference • Society of Professional Rope Access Technicians (SPRAT) TRAINING • Introduction to Dam • PG&E Dam Safety Program • Basic Dam Surveillance & Monitoring • Basic Dam Inspections • Basic Dam Maintenance • Inspection of Embankment Dams • Inspection of Concrete and Masonry Dams • Excavation Safety, Competent Person Training • Scaffolding Safety, Competent Person Training • Safety at Heights, Competent Person PROFESSIONAL SUMMARY Mr. McKee has 26 years of construction and inspection experience. • Supervised construction engineering inspection and construction specifications. • Implementation of geotechnical engineering recommendations and requirements. • Prioritized tasks and effectively managed inspection staff on large projects. • Responsible for supervising construction engineering inspection and materials testing for a variety of projects (e.g., hydroelectric electrical transmission, and substation facilities California Department of Water Resource (DWR) and U.S Army Corp or Engineers projects (e.g., flood management, levee buttress, cofferdams, impermeable liners, high-pressure grouting, soil-cement/soil-cement-bentonite projects). • Inspection supervision, including: - Contract document review - Submittal review - Project communication - Quality assurance/quality control/quality control inspection program development and implementation - Inspection/field testing of work for compliance • Monitored construction progress, overall quality control and site safety, schedule and coordination, as-built drawings, and final project closeout. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible LARRY MCKEE SUPERVISOR, POWER GENERATION INSPECTION Email: Larry.McKee@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-537-7006 2 CERTIFICATIONS continued • ACI Aggregate Testing Technician Level 1 No. 00049036 • ACI Adhesive Anchor Installation Inspector No.00049036 • ACI Concrete Strength Testing Technician No.00049036 • Radiation Safety and Nuclear Gauge/Troxler No. 090987 • Radiation Safety Officer (RSO) for Portable Nuclear Gauges • American Heart Association First Aid CPR/AED • VideoRay Remotely Operated Vehicle Certified Operator Training • APWA-Certified Construction Inspector • BIA Certified Storm Water Prevention Pollution Plan • California Safety Training Corporation/Confined Space Training • SCBA 8 Hour Tunnel Rescue Training • 40 Hour HAZWOPER 29 CFR 1910.120 and CCR 5192 PROJECTS • Inspection Supervisor Backfill 2017-2024 PG&E PERIODIC AND TEMPORARY SUPERVISOR COVERAGE Temporarily backfilled for inspection supervisor and Quality Control Manager role on numerous occasions between 2017 and 2024. Managed staff assignments and oversight of the inspection support team responsible for quality control on each project and permit adherence. • McCloud Dam Spillway Replacement DPP Geotechnical Investigation 2023 PG&E LEAD SENIOR INSPECTOR The project scope consisted of drilling 50 HQ and 2 sonic exploratory borings and test pits at various locations along the dam, spillway channel, LLO tunnel and FERC boundaries. Work included remote, high angle helicopter accessible drilling methods including mud rotary, sonic, rock coring methods, and geophysical surveying to characterize subsurface conditions for use in developing and evaluating spillway improvements. Responsibilities included: - Oversight of the inspection support team responsible for managing project quality control, worker safety, and permit adherence - Inspection and testing verification that construction means, methods, and materials conformed to the project drawings specifications and QCIP for the following activities: o Geotechnical investigation, drilling operations, geophysical surveying o Placement of reinforcing steel and epoxy anchors/dowels o Spillway anchor testing program o Structural concrete placement, consolidation, and curing Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible LARRY MCKEE SUPERVISOR, POWER GENERATION INSPECTION Email: Larry.McKee@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-537-7006 3 o Compressive strength test specimens o Stop work authority • Fordyce Dam Seepage Mitigation 2021–2022 PG&E LEAD SENIOR INSPECTOR The project scope consisted of improving the existing rockfill embankment, upstream, concrete-faced dam to reduce seepage. The dam is 145 feet high and 1,220 feet long. Appurtenant construction activities included: - Dredging related to the temporary 450-foot-long cofferdam - Roadway improvements (8.5 miles) - Hard rock blasting - Water bypass pumping - Water quality evaluation during construction activities - Geotechnical investigation Responsibilities included: - Oversight of the inspection support team responsible for managing project quality control, worker safety, and permit adherence - Inspection and testing verification that construction means, methods, and materials conformed to the project drawings specifications and QCIP for the following activities: o Water bypass pumping o Year 1 geotechnical investigation – excavation and backfill of test pits at upstream dam toe o Concrete coring on the dam face and patching o Soils compaction testing using standard test method for in-place density and water content by nuclear method o Sampling and testing of plastic concrete for properties and compressive strength test specimens o Stop work authority • Upper Blue Lake Seismic Retrofit 2019–2020 PG&E SENIOR INSPECTOR The project scope consisted of improving the existing Upper Blue Lake Dam. The dam is approximately 790 feet long and 31 feet high at the maximum section. Seismic improvements to the existing dam include constructing an upstream 50-foot-wide rockfill buttress for stability, extending the twin LLO pipes, and constructing a new reinforced concrete headworks and intake structure. Responsibilities included: Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible LARRY MCKEE SUPERVISOR, POWER GENERATION INSPECTION Email: Larry.McKee@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-537-7006 4 - Inspection and testing verification that construction means, methods, and materials conformed to the project drawings specifications and QCIP for the following activities: o Cofferdam construction o Soils excavations o Engineered fill placement o Construction of rockfill buttress o Placement of reinforcing steel and epoxy anchors/dowels o Low-level pipe fabrication o Field welding in accordance with AWWA C206 and AWS D1.1 o Structural concrete placement, consolidation, and curing o Appurtenant construction activities related to dewatering/pumping o Engineered fill placement using ASTM D6938 for in-place density and water content by nuclear method o Stop work authority • Caribou 1 and 2 Powerhouse Slope Protection 2016–2018 PG&E SENIOR INSPECTOR The project scope consisted of improvements to the existing Caribou 1 and 2 Powerhouses, penstocks, switchyards, and access roadway adjacent slopes. Improvements included geoscience review of the existing slopes, installation of geotechnical data loggers, rock scaling, rock fall mitigation, and slope stabilization. Responsibilities included: - Inspection and testing verification that construction means, methods, and materials conformed to the project drawings specifications and QCIP for the following activities: o Rope access and rock scaling o Rock anchor installation, drilling, and grouting o Proof load testing of anchors o Placement of reinforcing steel and epoxy anchors/dowels o Structural concrete and shotcrete placement, consolidation, and curing o Appurtenant construction activities related to rock netting and slope protection o Rock fall attenuators o Stop work authority • Natomas Levee Improvement, Sacramento Area Flood Control Agency 2008–2015 KLEINFELDER SUPERVISORY INSPECTOR The project scope consisted of improving the 42-mile-long Natomas Basin perimeter levee system north of Sacramento to meet the 200-year level of flood protection. The project included: Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible LARRY MCKEE SUPERVISOR, POWER GENERATION INSPECTION Email: Larry.McKee@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-537-7006 5 - Construction of 75-foot-deep soil-cement-bentonite (SCB) and soil-bentonite (SB) slurry cutoff walls by deep soil mixing and conventional slurry trench methods - Levee strengthening, including earth embankment construction - Levee slope improvements - Vegetation, tree stump, and root removal - Associated planned levee improvements in accordance with Sacramento Area Flood Control Agency and U.S. Army Corps of Engineer (USACE) regulations. Responsibilities included inspection for compliance with project drawings, quality control inspection program, and contract specification for: - Oversight of the inspection support team responsible for managing project quality control, worker safety, and permit adherence - Levee embankment engineered fill placement - Slurry wall construction activities - Tree stump, root, and utility abandonment removal and backfill - Soils compaction testing using both ASTM D6938 for in-place density and water content by nuclear method and ASTM D1556 for density and unit weight of soil in place by sand-cone methods • Feather River and Yuba River Evaluation and Repairs, Three Rivers Levee 2012–2014 Improvement Authority KLEINFELDER SUPERVISORY INSPECTOR The project scope consisted of flood protection for the 20-mile-long Feather River and Yuba River perimeter levee system. The project included: - Construction of deep soil-cement-bentonite (SCB) slurry cutoff walls by deep soil mixing and conventional slurry trench methods - Levee strengthening including earth embankment construction - Levee slope improvements - Vegetation, tree stump, and root removal - Associated planned levee improvements in accordance with Three Rivers Levee Improvement Authority and USACE regulations Responsibilities included inspection for compliance with project drawings, quality control inspection program, and contract specification for: - Oversight of the inspection support team responsible for managing project quality control, worker safety, and permit adherence - Levee embankment engineered fill placement - Slurry wall construction activities - Tree stump, root, and utility abandonment removal and backfill Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible LARRY MCKEE SUPERVISOR, POWER GENERATION INSPECTION Email: Larry.McKee@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-537-7006 6 - Soils compaction testing using both ASTM D6938 for in-place density and water content by nuclear method and ASTM D1556 for density and unit weight of soil in place by sand-cone methods • Kleinfelder Inspection Group Manager/Service Line Director 2008–2016 Construction Materials Testing/Inspection Group Manager and Service Line Director responsible for inspection services, QC/QA, project field reports, construction materials test results, contractor progress schedules, manpower/staffing and equipment verification, DSA, AASHTO/CCRL, and Caltrans laboratory accreditation, Radiation Safety Officer (RSO), daily safety meetings, coordination of project execution, managing inspection of work for compliance to contract documents, project review, planning, As-Built, RFI/Submittal review, cost management, invoicing, and project closeout. Projects included: - 2013-2015 Lower Drum Water Conveyance Outage - PG&E/Barnard Alliance Team Pipeline Safety Enhancement Plan (PSEP) - PG&E multiple substation projects - SMUD East Campus Operations Center - Non-Urban Levee Evaluation California Department of Water Resources - Folsom Dam Spillway Concrete Forensic Testing - California Department of Correction and Rehabilitation State Wide On-Call Inspection Program - California Administration Office of the Courts, Northern California New Superior Courts • Kleinfelder Inspection Project Manager 2005–2008 Construction Materials Testing/Inspection Project Manager responsible for inspection services, project field reports, construction materials test results, contractor progress schedules, manpower/staffing and equipment verification, DSA, AASHTO/CCRL, and Caltrans laboratory accreditation, daily safety meetings, coordination of project execution, managing inspection of work for compliance to contract documents, project review, QC/QA planning, As-Built, RFI/Submittal review, cost management, invoicing, and project closeout. Projects included: - 2006-2009 City of Sacramento Street Overlay Program - Foresthill Bridge Seismic Retrofit - Vineyard Surface Water Treatment Plant - City of Elk Grove On-Call Materials Testing Contract - Veterinary Medicine 3B Facility University of California at Davis Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible LARRY MCKEE SUPERVISOR, POWER GENERATION INSPECTION Email: Larry.McKee@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-537-7006 7 • Kleinfelder Senior Inspector 2000–2005 Senior Inspector responsible for inspection services, project field reports, contractor progress schedules, manpower/staffing and equipment verification, daily safety meetings, coordination of project execution, managing inspection of work for compliance to contract documents, project review, and QC/QA planning. Projects included: - City of Lincoln various commercial and residential developments - City of Roseville West Roseville Annex - Stoneridge Joint Use Water Storage Facility - City of Lincoln Waste Water Treatment and Reclamation Facility Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible REY MARQUEZ SENIOR INSPECTOR Email: Rey.marquez@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-906-2080 1 CERTICATIONS • State of California Class B General Contractor • 40 Hour Hazardous Waste Operations 29 CFR 1910.120 • CPR Certified • Radiation Safety & Use of Nuclear Soil Gauge • OSHA SA1 Certified PROFESSIONAL SINCE: 1997 EDUCATION • American River College, Sacramento, CA • Athens University of Georgia TRAINING • Introduction to Dams • PG&E Dam Safety Program • Basic Dam Surveillance & Monitoring • Basic Dam Inspections • Basic Dam Maintenance • Dam Surveillance and Monitoring • Inspection of Embankment Dams • Inspection of Concrete and Masonry Dams PROFESSIONAL SUMMARY Mr. Marquez has 25 years of construction and inspection experience with a large variety of PG&E hydro projects. Experience includes: • Construction and maintenance related to powerhouses, switchyards, dams, spillways, waterway conveyance systems (e.g., penstocks, canals and canal liners, elevated steel structures, tunnels) • Maintenance of underground facilities, slope- stabilization/erosion protection, and roadway projects • Soils related inspection and vegetation/tree stump root removal, foundation/utility excavations both rock and soils, engineered fill/trench backfill placement, compaction verification with use of both nuclear gauge and sand-cone test methods • Drilling oversight related to piling/pier construction, geotechnical investigations, and hard rock drilling for blasting • Installation of rock anchors, tendons, soldier piles, soil nails, and retaining walls • Performed construction engineering inspection and construction specifications including: - Concrete/shotcrete placement, and testing - High-and-low pressure grouting operations and epoxy injection - Reinforcing steel placement - Structural steel erection including high strength bolting and welding - Post-installed anchors and dowels - Appurtenant construction related to mechanical gate/valve replacement • Monitor construction progress, overall site safety, schedule and Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible REY MARQUEZ SENIOR INSPECTOR Email: Rey.marquez@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-906-2080 2 CERTIFICATIONS continue • OSHA 510 – OSHA Standards for the Construction Industry • OSHA 5410 – OSHA Standards for Maritime Industry • OSHA 7505 – Introduction to Incident (Accident) Investigation • OSHA 5109 – Cal/OSHA Standards for Construction • OSHA 7300 – Permit Required Confined Space Standard PROJECTS • Grizzly Forebay Dam Access Improvement Project 2022 PG&E SENIOR INSPECTOR Scope of work scope consisted of installing new handrails on the top of the dam, and new concrete foundations and steel stairways on both left and right groins to access the downstream river channel. Responsibilities included inspection for compliance with project drawings, quality control inspection program, and contract specification for: - Soils excavations - Engineered fill placement using ASTM D6938 for in-place density and water content by nuclear method - Placement of reinforcing steel and epoxy anchors/dowels - Field welding in accordance with AWS D1.1 - Structural concrete placement, consolidation, and curing - Stop work authority • Lower Bucks/Milk Ranch Conduit 2021 PG&E SENIOR INSPECTOR The project scope consisted of removing and replacing the existing 36-inch steel water line and appurtenant valves. Work included trench excavations, removal of the existing steel water line and replacement, placement of concrete thrust blocks, and trench backfilling. Responsibilities included inspection for compliance with project drawings, quality control inspection program, and contract specification for: - Inspection verification of means and methods used and whether materials placed met the project design drawings, QCIP, and specifications - Steel pipe field welding in accordance with AWWA C206 and AWS D1.1 - Interior and exterior pipe coating Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible REY MARQUEZ SENIOR INSPECTOR Email: Rey.marquez@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-906-2080 3 - Soils compaction testing using both ASTM D6938 for in-place density and water content by nuclear method - Stop work authority • Upper Blue Lake Seismic Retrofit 2019–2020 PG&E SENIOR INSPECTOR The project scope consisted of improving the existing Upper Blue Lake Dam. The dam is approximately 790 feet long and 31 feet high at the maximum section. Seismic improvements to the existing dam include constructing an upstream 50-foot-wide rockfill buttress for stability, extending the twin LLO pipes, and constructing a new reinforced concrete headworks and intake structure. Responsibilities included inspection for compliance with project drawings, quality control inspection program, and contract specification for: - Cofferdam construction - Engineered fill placement using ASTM D6938 for in-place density and water content by nuclear method - Engineered fill placement - Construction of rockfill buttress - Placement of reinforcing steel and epoxy anchors/dowels - Low-level pipe fabrication - Field welding in accordance with AWWA C206 and AWS D1.1 - Structural concrete placement, consolidation, and curing - Appurtenant construction activities related to dewatering/pumping - Stop work authority • Caribou Domestic Water Upgrade 2018 PG&E SENIOR INSPECTOR The project scope consisted of removing and replacing the existing domestic water tanks/water line system and appurtenant control valves. Work included trench excavations, removal of the existing steel water lines and replacement, placement of concrete thrust blocks, and trench backfilling. Responsibilities included inspection for compliance with project drawings, quality control inspection program, and contract specification for: - Inspection verification of means and methods used and whether materials placed met the project design drawings, QC, and specifications - Soils compaction testing using both ASTM D6938 for in-place density and water content by nuclear method - Stop work authority Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible REY MARQUEZ SENIOR INSPECTOR Email: Rey.marquez@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-906-2080 4 • Rock Creek Dam Improvement and Siphon Project 2018 PG&E SENIOR FIELD INSPECTOR The project scope of work consisted of construction of a 36-inch diameter pipeline intake for Nevada Irrigation District (NID) water delivery system within the Rock Creek Dam. Work included construction of a headwall, outlet structure, gate valves and mechanical equipment. Responsibilities include inspection verification of means and methods used, materials placed met the project design drawings, QCIP, and specifications, dam embankment vegetation/tree removal, engineered fill placement/trench backfill, using standard test method for in-place density and water content by nuclear method. • Helms Pump Storage Powerhouse Penstock Access and Tunnel Plug Leakage 2017–2018 PG&E SENIOR FIELD INSPECTOR The project scope consisted of repairing an approximately 270-linear-foot section of structural shotcrete on the original 30-foot-diameter Helms Powerhouse bypass tunnel and penstock access tunnel, constructing a waterproof geomembrane (Carpi) liner, and other leakage mitigation. Responsibilities included inspection for compliance with project drawings, quality control inspection program, and contract specification for: - Drilling underground rock - Installing rock anchor and proof load testing - High-pressure grouting - Installing subdrain/piezometer/concrete weir - Reinforcing steel placement and anchorage - Constructing shotcrete - Constructing waterproof geomembrane (carpi) liner - Completing activities related to appurtenant tunneling construction • Caribou 1 and 2 Powerhouse Rock Fall Protection 2016–2018 PG&E SENIOR INSPECTOR The project scope consisted of improvements to the existing Caribou 1 and 2 Powerhouses, penstocks, switchyards, and access roadway adjacent slopes. Improvements included geoscience review of the existing slopes, installation of geotechnical data loggers, rock scaling, rock fall mitigation, and slope stabilization. Responsibilities included: - Inspection and testing verification that construction means, methods, and materials conformed to the project drawings specifications and QCIP for the following activities: Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible REY MARQUEZ SENIOR INSPECTOR Email: Rey.marquez@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-906-2080 5 o Rope access and rock scaling o Rock anchor installation, drilling, and grouting o Proof load testing of anchors o Placement of reinforcing steel and epoxy anchors/dowels o Structural concrete and shotcrete placement, consolidation, and curing o Appurtenant construction activities related to rock netting and slope protection o Rock fall attenuators o Stop work authority • San Joaquin No.3 Ditch Repair 2016 - 2017 PG&E SENIOR FIELD INSPECTOR The project scope consisted of replacing approximately 75-linear-feet of existing deteriorated canal liner on the San Joaquin No.3 Conveyance System. Work included construction of up- stream and down-stream tie-ins, expansion joints, transverse cut-off walls, weep holes, and installation of subdrains. Responsibilities included inspection for compliance with project drawings, quality control inspection program, and contract specification for: - Inspection verification of means and methods used, materials placed met the project design drawings, QC, and specifications - Concrete demolition, upstream and downstream excavation for new liner tie-in - Subsurface preparation, subdrain and drain panel installation - Reinforcing steel replacement - Epoxy dowels/anchors - Shotcrete placement and curing - Field sampling and testing of plastic shotcrete for properties and compressive strength test specimens - Stop work authority • Stanislaus Intake Replacement Project 2013–2014 PG&E SENIOR INSPECTOR The project scope consisted of constructing a new reinforced concrete intake structure, spillway, and tunnel intake. Work included soil and hard-rock excavations; engineered fill placement; and construction of a new helipad, elevated structural steel work platforms, and walkways. Responsibilities included: - Verifying the means and methods and the materials placed met project engineering design drawings and specifications - Verifying placement and compaction of engineered fill using nuclear gauge test method, verified rock excavations dimensions and final desired bearing capacity Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible REY MARQUEZ SENIOR INSPECTOR Email: Rey.marquez@pge.com Power Generation │ 12840 Bill Clark Way│ Auburn, CA 95602 Phone: 530-906-2080 6 - Performing inspections related to reinforcing steel placement, concrete and grout testing per American Concrete Institute requirements - Verifying all project permit requirements and QCIP were completed • Crane Valley Dam Seismic Retrofit Project 2010–2011 PG&E SENIOR INSPECTOR The project scope consisted of installing an enlarged rock buttress foundation on both the upstream and downstream faces of the existing dam. Work included: - Reestablishing the dam crest and paving the finished roadway - Installing new dewatering and monitoring systems - Developing an on-site rock quarry to procure the riprap needed for the project - Dredging on the upstream footprint to establish an adequate rock foundation for the new riprap structure Responsibilities included: - Verifying the means and methods and the materials placed met project engineering design drawings and specifications - Verifying placement and compaction of engineered fill using nuclear gauge test method, verified rock excavations dimensions and final desired bearing capacity - Performing inspections related to reinforcing steel placement, concrete and grout testing per ACI requirements - Verifying all project permit requirements and QCIP were completed Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible RESUME PROFESSIONAL REGISTRATION(S): PE: California (Civil) - No. C77661 (2011) SUMMARY OF EXPERIENCE: New Exchequer Dam, Mariposa County, CA, Merced Irrigation District. Design Engineer for rockfall hazard mitigation measures on the upstream right abutment slope of New Exchequer Dam to reduce the vulnerability of the dam to rockfall damage. Specific responsibilities included performing an alternatives analysis to evaluate feasible rockfall mitigation measures, and performing design and detailing of simple and secured rockfall drapery systems. Don Pedro Powerhouse, Tuolumne County, CA, Confidential Client. Design Engineer for rockfall mitigation measures aimed at reducing the risk to the Don Pedro Powerhouse and access road. Design responsibilities included performing an alternatives analysis discussing various rockfall mitigation alternatives, and performing layout, design, and detailing of rockfall drapery, rock anchors, and wire-rope restraint systems. Interbay Dam, Placer County, CA, Confidential Client. Design Engineer for rockfall mitigation measures aimed at reducing the risk to the Ralston Tunnel intake structure and Interbay Road. Design responsibilities included layout, design, and detailing of rockfall drapery, rock anchors, shotcrete facing, tieback anchors, and handrails/guardrails. Responsibilities during construction included reviewing contractor submittals, responding to requests for information, and performing periodic observation of construction activities to confirm conformance with the design documents. Don Pedro Dam Outlet Tunnel Portal, Tuolumne County, CA, Confidential Client. Performed review of rockfall barrier design submittal aimed at mitigating rockfall hazards to the Don Pedro Outlet Tunnel Portal. Responsibilities included reviewing design calculations, details, and construction notes. Syed M Ul Haque, PE Sr. Project Engineer, Dams and Hydraulics YEARS EXPERIENCE WITH FIRM: 16 YEARS EXPERIENCE WITH OTHER FIRMS: N/A EDUCATION: BS, Civil Engineering, California State Polytechnic, University, Pomona, 2007 Syed Ul Haque, PE Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Syed M Ul Haque, PE RESUME Hell Hole Outlet Tunnel Rockfall Protection, Placer County, CA, Confidential Client. Design Engineer for rockfall mitigation measures to mitigate the vulnerability of two critical hydraulic control lines to rockfall, inside the non-pressurized section of Hell Hole Dam Outlet Tunnel. The Federal Energy Regulatory Commission expressed concerns regarding the potential for local rock block failures from the tunnel crown or left tunnel wall that could potentially damage or completely sever the hydraulic lines, rendering a penstock butterfly valve temporarily inoperable. Specific responsibilities included performing design and detailing of rockfall restraint straps, block support, and performing layout, design, and detailing of rockfall drapery above the outlet tunnel. New Exchequer Dam Powerhouse, Mariposa County, CA, Merced Irrigation District. Design Engineer for a phased program to evaluate and mitigate rockfall hazards on the downstream abutment slopes of New Exchequer Dam to reduce the vulnerability of hydroelectric facilities at the base of the dam to rockfall damage. Specific responsibilities included layout, design, and detailing of simple and secured rockfall drapery systems. Ralston Switchyard, Placer County, CA, Placer County Water Agency. Design Engineer for a seven-week-long rockfall mitigation project to replace and improve the existing drapery system at the slope adjacent to the Ralston Powerhouse hydroelectric facility. Responsibilities during construction included reviewing contractor submittals, responding to requests for information, and performing periodic observation of construction activities to confirm conformance with the design documents. Caribou Road, Plumas County, CA, Confidential Client. Design Engineer of rockfall mitigation measures aimed at reducing the risk to Caribou Road, which is the main access to Caribou 1 & 2 Powerhouses. Design responsibilities included layout, design, and detailing of rockfall drapery. Tule Wood Stave Pipe, Tulare County, CA, Confidential Client. Design Engineer for the geologic/geotechnical aspects of the Tule Wood Stave Pipe Replacement Project. The approximately 1,000-foot-long above-grade wood-stave pipe was originally installed in the early 1910s and was replaced in 1958. The pipe installed in 1958 had become badly deteriorated and required abundant maintenance, prompting the client to proceed with replacement of the wood-stave pipe with a new steel pipe and concrete saddles. Tasks for the project included an initial geologic/geotechnical investigation; engineering design of existing retaining wall stabilization measures and rockfall mitigation measures; and construction observation. Specific responsibilities included layout and design of soil nail retaining walls, hazard rock cable- restraint system, and construction observation. Folsom Prison, Sacramento County, CA, California Department of Corrections. Design Engineer for the historical document review, structural assessment, analysis, and geotechnical design services related to the rock slopes, historic rock walls, and decomposed granite slopes along the north boundary of Folsom State Prison. Specific responsibilities included design of rockfall drapery system. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Syed M Ul Haque, PE RESUME South Yuba Pipe, Nevada County, CA, Confidential Client. Design Engineer and Project Manager for engineering design services for a cable restraint system installed around a hazard rock located above South Yuba Pipe. The project objectives included securing the hazard rock on the slope in order to prevent movement and potential damage to the pipe located immediately downslope of the rock. The restraint system comprised three steel sire ropes installed around the rock and anchored using wire rope anchors grouted into the slope. A cable net was also installed over the rock to increase the contact area of the restraint system. Specific responsibilities included managing and tracking scope, schedule, and budget; scheduling team meetings; and coordinating with the utility’s Engineering, Procurement, and Construction. Responsibilities as the Engineer of Record included design drafting and submittals for the 50 percent, 90 percent, and final design plans and specifications; and coordinating quality assurance/quality control review of final calculations, modeling, and reports. Responsibilities during construction included reviewing contractor submittals, and coordinating with internal team, utility inspection, and contractor construction schedules and field questions. Prepared as- built drawings and submittals. Wishon Quarry, Madera County, CA, Confidential Client. Design Engineer for the design and construction of Wishon Quarry, which was excavated as part of the Crane Valley Dam Seismic Retrofit Project. The open pit quarry included removal of up to 100 feet of overburden materials, followed by excavation of up to 110 feet of bedrock for use in a rockfill buttress on both the upstream and downstream faces of the dam. Specific responsibilities included civil design and layout of quarry, and design of temporary rock anchors. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible RESUME Senior Geologist, Dams and Hydraulics PROFESSIONAL REGISTRATION(S): Rope Access Technician - Level I, Society of Professional Rope Access Technicians (SPRAT), No. 2100335, Issued 02/26/2021, Expiry 02/26/2027 Certified Engineering Geologist (CEG), CA, No. EG 2624, Issued 01/13/2015, Expiry 01/31/2026 Professional Geologist (PG), CA, No. GEO 8254, Issued 06/09/2006, Expiry 01/31/2026 TRAINING Confined Space Entry, 01/01/2021 Geotechnical and Structural Instrument Training, 01/01/2017 PG&E Hydro Generation Contractor Safety Video and Knowledge Check, 01/01/2022 SUMMARY OF EXPERIENCE: Don Pedro Powerhouse, Tuolumne County, CA, Confidential Client. Field geologist for a rockfall assessment at Don Pedro Powerhouse, a 203 MW hydroelectric facility. The powerhouse is located at the bottom of the Tuolumne River Canyon, and is surrounded by steep slopes with numerous rock outcrops. Specific activities included performing onsite screening level assessment to assess slope conditions and identify potential rockfall hazards that could pose a risk to the powerhouse facility or personnel, performing rockfall source area characterizations, runout paths, and identifying potential mitigation measures in a Rockfall Assessment Summary Report. Interbay Dam, Placer County, CA, Confidential Client. Field Geologist during installation of rockfall mitigation structures, including rock anchors, rockfall drapery systems, and shotcrete facing to mitigate rockfall hazards to the Ralston Tunnel intake structure and Interbay Road. Tasks involved documenting and communicating construction activities and project progress to the owner and project team, observing construction for general conformance with drawings and specifications, and observing quality assurance (QA) rock-anchor load-performance tests. Worked closely with the client's inspection personnel throughout the project. Zack Washburn, PG, CEG YEARS EXPERIENCE WITH FIRM: 11 YEARS EXPERIENCE WITH OTHER FIRMS: 24 EDUCATION: BS, Geology, Oregon State University, 1998 AS, Forestry, State University of New York at Albany, 1993 MS, Geology, Arizona State University, 2001 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Zack Washburn, PG, CEG RESUME Hat 2 Canal, Shasta County, CA, Confidential Client. Senior Geologist for remediation of a 50- foot-high near-vertical cut slope at 2 sites along the Hat 2 Canal that have historically been prone to rock fall hazards, generating debris that requires frequent maintenance, restricts access, and poses risks to personnel and the canal infrastructure. The project included a review of historic site data, geologic evaluation of the slope, preparation of a geologic hazard report with recommendations for various remediation alternatives, and preparation of a design report for the preferred alternative. R10 River Gage, Placer County, CA, Placer County Water Agency. Engineering Geologist for the relocation of the R10 River Gage, downstream of the Circle Bridge, onto the existing concrete bridge footing foundation. Worked with a dam owner to prepare annual Dam Safety and Surveillance Monitoring reports (DSSMRs). These projects included coordination to obtain existing reports and monitoring data from the owner; generation of data plots using Excel or Grapher, an advanced graphing software that is more efficient for large data sets; and review the data to assess if conditions have changed. Also synthesized data trends and prepared DSSMRs, which summarized ongoing facility maintenance performed by the owner, annual monitoring results, and any potentially adverse conditions. The owner reviews these reports and submits to the Federal Energy Regulatory Commission (FERC) and the Division of Safety of Dams (DSOD) as part of their license requirements. South Yuba Canal Big, CA, Confidential Client. Senior Geologist for the evaluation and repair of Big Tunnel and the Big Tunnel Shaft on the South Yuba Canal. The erosion mitigation is required to address U.S. Forest Service concerns regarding on-going channel erosion for the over 80-year-old spillway. Improvements will include local reinforcement of the channel slopes, selective channel grading and removal of channel constrictions, and vegetation establishment for erosion mitigation. Calero Dam, Santa Clara County, CA, Santa Clara Valley Water District. Lead Field Geologist for a comprehensive geologic/geotechnical investigation for the design of the seismic retrofit of Calero Dam. Responsible for directing drilling crews to advance borings through embankment, soil, and bedrock materials for over 30 borings. Processed and logged soil and rock core using Division of Safety of Dams (DSOD) protocols. Performed packer testing to estimate the permeability of the bedrock in borings near/in the dam foundation. Designed and directed installation of numerous open well piezometers to measure water levels in the dam foundation area. Coordinated extensive down hole geophysics that was performed to characterize the rock mass for the design of the outlet tunnel, buttress foundation excavation, and on-site borrow areas. Caribou and Belden Tunnels, Various Counties, CA, Confidential Client. Lead Field Geologist for a comprehensive geologic/geotechnical investigation for the design of the seismic retrofit of Calero Dam. The project includes the construction of a downstream stability buttress, raising the crest of the main and auxiliary dams, and the construction of a new sloping intake and Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Zack Washburn, PG, CEG RESUME outlet tunnel. Responsible for directing drilling crews to advance borings through embankment, soil, and bedrock materials for more than 30 borings. Processed and logged soil and rock core using Division of Safety of Dams (DSOD) protocols. Performed packer testing to estimate the permeability of the bedrock in borings near/in the dam foundation. Designed and directed installation of numerous open well piezometers to measure water levels in the dam foundation area. Coordinated extensive down hole geophysics that was performed to characterize the rock mass for the design of the outlet tunnel, buttress foundation excavation, and on-site borrow areas. DeSabla-Mother Lode Tunnel, Butte County, CA, Confidential Client. Geologist reviewing past inspections reports/maintenance records, documenting the current tunnel conditions, identifying conditions that may represent a safety/operational concern, preparing inspection summary reports, and developing recommendations for maintenance/repair. Drum Powerhouse Road, Placer County, CA, Confidential Client. Project Manager for geological reconnaissance along a section of Drum Powerhouse Road designated for repair and improvement. Lower Drum Tunnel, Placer County, CA, Confidential Client. Geologist reviewing past inspections reports/maintenance records, documenting the current tunnel conditions, identifying conditions that may represent a safety/operational concern, preparing inspection summary reports, and developing recommendations for maintenance/repair. Dry Creek Habitat, Sonoma County, CA, Sonoma County Water Agency. Project Manager for geotechnical investigation of planned habitat restoration channels scheduled for construction along dry creek. Hydroelectric Dams, Various Counties, CA, Confidential Client. Senior Geologist on a specialized team of geoscientists evaluating fault activity near a critical hydroelectric dam. Geologic mapping and trenching suggests that an active fault trace passes below the dam. Collaborated with the project team to locate potential trench sites on the dam abutment slope with suitable soil development necessary to evaluate fault activity. Flume 47C, El Dorado County, CA, El Dorado Irrigation District. Senior Geologist for replacement of an approximately 100-foot-long elevated trapezoidal wood flume constructed in the mid-1950s that spans a washed-out portion of the berm. Improvements include rebuilding the washed-out berm with a mechanically stabilized earth (MSE) wall and replacing the wood flume with a shotcrete-lined canal to match the upstream and downstream sections, which will eliminate adverse hydraulic effects currently observed through the section. Additional access improvements to the site include a steel equipment bridge with concrete abutments that spans the canal to allow maintenance access to the berm. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Zack Washburn, PG, CEG RESUME Fordyce Dam, Nevada County, CA, Confidential Client. Senior Geologist for the development of alternatives to cost-effectively control seepage into the upstream toe of the dam and cut off seepage from entering the abandoned low-level outlet beneath the dam, with the overall goal of reducing the seepage at the downstream toe of the dam significantly. The firm led the project for all technical tasks and had primary responsibility for developing the conceptual plans and performing the alternatives evaluation, and retained subconsultants to provide construction cost/schedule estimates, constructability review, and environmental consultation. Northern California Hydropower Facilities, Various Counties, CA, Confidential Client. Senior Geologist providing as-requested geotechnical instrumentation support for various hydropower facilities throughout Northern California. Services have included installation of a strain gage array monitoring system where a gas pipeline conduit crosses an active fault, which includes conduits, data logger, power supply, protective enclosure, and automatic data acquisition system. Additional services have included reading, cleaning, troubleshooting, and calibrating electronic and standpipe piezometers, foundation drains, pressure transducers, and leakage weirs at various dams and tunnels. Hendricks Tunnel, Butte County, CA, Confidential Client. Senior Geologist for improvements to the Hendricks Canal tunnel entrance located above the West Branch Feather River in Butte County. Improvements included the design of a new reinforced concrete wing wall to prevent turbulence at the toe of slope adjacent to the tunnel entrance, which has resulted in severe erosion of the cut slope; design of a structural steel platform and grating system to improve access to the trash rack; design of new steel stairs to improve access to the concrete platform; and the installation of a fall-restraint system for maintenance personnel. Kaiser SPC-4D, CA, Kaiser Permanente. Senior Geologist for engineering geologic and geotechnical engineering evaluations of buildings at three hospital campuses for Office of Statewide Health Planning and Development (OSHPD) Structural Performance Category-4D regulation. These evaluations used existing site information, geotechnical reports, foundation plans and drawings, geologic maps, and other pertinent information to characterize the site and subsurface conditions. Analysis included developing the site-structure resonance factors, site- specific response spectra and associated seismic design parameters, assessing the likelihood of experiencing earthquake-related geologic/geotechnical hazards that could affect the buildings, developing recommendations for soil-foundation interaction load-deflection relationships and capacities, preparing reports/memoranda; and responding to OSHPD review comments. Kelly Ridge Powerhouse, Butte County, CA, South Feather Water & Power Agency. Senior Geoloigst for the start-up support and commissioning that included initial roll, bearing heat run, and rejection response tests, as well as governor response timing and speed regulation, vibration, excitation voltage response and regulation. The firm also conducted load and direction checks, test, and release for service of the following new and existing protective relays. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Zack Washburn, PG, CEG RESUME Lower Drum Canals, Placer County, CA, Confidential Client. Senior Geologist for the program development, installation, and monitoring of various vibrating wire piezometers (VWPs) installed at various locations along the Bear River and Lower Wise canals, which are part of the Lower Drum Canal System. The purpose of the piezometer program is to monitor groundwater levels beneath new and existing shotcrete canal liners to better understand the process of hydrostatic pressure build-up and address concerns regarding long-term liner performance; in particular, liner uplift following large storm events. The VWPs are connected to automatic data loggers from which data is downloaded and reviewed at 1- to 2-month intervals, depending on weather conditions. The program has monitored up to 38 VWPs at 13 sites within the watershed. Middle Fork Penstock, Placer County, CA, Placer County Water Agency. Geologist on a multi- disciplinary team that developed and implemented an instrumentation and monitoring program for a penstock exhibiting evidence of foundation movement. Responsible for design and fabrication of custom waterproof housing for system components, materials acquisition, installation of hard components and instruments, wiring of an automated data acquisition system (ADAS), and management of subcontractor during ADAS installation. Also coordinated meetings and site work with client and subcontractor. Performed as-necessary maintenance, troubleshooting, and repair of ADAS with the assistance of a subconsultant, and reviewed the monitoring data and distributing bimonthly updates to the project team. West Napa Fault, Napa County, CA, Confidential Client. Instrumentation Specialist for a new instrumentation system with strain gages installed on a new section of high pressure natural gas pipeline where it crosses the active West Napa Fault. The strain gages were installed by the owner but a new instrumentation system was required to collect, store, and transmit the data in a remote location with no access to power. The strain gages were connected to a Geokon Micro- 800 Data logger automated data acquisition system (ADAS) and RavenXTV cellular modem. The installation included a pole-supported weather-tight enclosure that houses the equipment and wiring, a solar power system, and antenna. Services also included client training and the preparation of an instrumentation and monitoring user guide that documents the project background, provides a description of the ADAS and its components, instructions for communicating/connecting to the data logger, and instruction for collecting, plotting, and evaluating the strain gage data. Specific responsibilities included instrumentation planning, programming, and installation. New Bullards Bar Dam – On-Call Support Services, Marysville, CA, Yuba County Water Agency. Engineering Geologist for the New Bullards Bar Dam Grout Curtain Remediation Project, which was intended to reduce seepage flowing under California's second tallest dam. Directed drilling crews to advance borings through the dam foundation up to 120 feet into the underlying bedrock. Processed and logged rock core using U.S. Bureau of Reclamation and Department of Safety of Dams protocols. Identified key features in the rock core, such as open fractures, where seepage may be occurring. Directed and documented pressurized injection of Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Zack Washburn, PG, CEG RESUME cement grout into the borings to reduce seepage. Overall seepage was reduced by more than 70 percent at the completion of the project. Tiger Creek Penstock, Northern California, CA, Confidential Client. Geologist performing geohazards assessments of Tiger Creek penstock, reviewing past inspections reports/maintenance records, penstock walkdowns to document current conditions and identify geologic hazards that may impact the penstock, and preparing geohazards information sheet and summary report. South Yuba Canal, Yuba County, CA, Confidential Client. Geologist for preparation of construction documents for emergency storm damage repairs at the 8/2 Flume on the South Yuba Canal. The South Yuba Canal is a water conveyance canal that carries water from Lake Spaulding to Deer Creek Forebay in Nevada County, California. Performed an abbreviated alternatives analysis to determine the preferred method for stabilizing the slope and returning the canal to service. The selected alternative consisted of reshaping the existing slope to construct a new, wider bench and constructing a timber flume based on client standard designs. Additionally, shotcrete transition structures were constructed at the upstream and downstream ends of the timber flume to tie into the existing gunite-lined canal. The new timber flume was approximately 240 feet in length and constructed on a bench that was cut into the slope with a minimum width of 22 feet. A mid-slope shotcrete drainage ditch was constructed to direct surface water from the upper slope to outlet into the gunite-lined canal downstream of the timber flume. The area above the slope was graded to drain away from the new slope so that the slope is only exposed to surface water resulting from direct precipitation. Northern California Utility Tunnels, Various Counties, CA, Confidential Client. Geologist on the inspection team for pressurized and non-pressurized water conveyance tunnels. The team has inspected more than 100 tunnels ranging in length from several hundred feet to more than 6 miles. Specific responsibilities include reviewing past inspections reports/maintenance records, documenting the current tunnel conditions, identifying conditions that may represent a safety/operational concern, preparing inspection summary reports, and developing recommendations for maintenance/repair. Folsom Dams, Sacramento County, CA, U.S. Army Corps of Engineers. Senior Geologist supporting a Prime Consultant on a Task Order for the design of improvements to Dikes 7 and 8 and the Mormon Island Auxiliary Dam (MIAD) under an Unrestricted Indefinite Delivery/Indefinite Quantity (ID/IQ) contract. The Folsom Dam Raise project will comprise raising the emergency spillway gates and reservoir dikes and embankments 3.5 feet to provide additional flood pools and greater operational flexibility during large storm events. In conjunction with the recently completed construction of the new auxiliary spillway (Joint Federal Project), the purpose of the combined projects is to reduce flood risk to the Sacramento area. The firm provided Independent Technical Review (ITR) services for the design submittals for Dikes 7 and 8 and MIAD. Logged supplemental test pit explorations and test borings for Dikes 7 and 8 during the design effort. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Zack Washburn, PG, CEG RESUME Union Valley Bike Trail, El Dorado County, CA, Sacramento Municipal Utility District. Lead Geologist for a 1.3-mile-long public access trail extension project that included two bridges over inlet creeks to Union Valley Reservoir. Performed a geologic/geotechnical reconnaissance of the project area to visually assess the geologic conditions and identify the potential for adverse geologic/geotechnical conditions. Developed conclusions regarding geologic and geotechnical feasibility of the project relative to the bike path bridges and provided recommendations to mitigate unfavorable conditions at one of the bridge abutments. Also provided grading recommendations with a specific focus on how to design the site improvements to minimize excavation into shallow resistant rock prevalent at the site. Virginia Ranch Dam, Yuba County, CA, Confidential Client. Lead Geologist for desktop study to assess the seismic hazard for an earthen dam in the foothills of the Sierra Nevada. Reviewed published data and obtained unpublished consultants' reports to characterize activity parameters for nearby faults and determine the controlling earthquake for the dam. Used most recent ground motion prediction equations in hazard calculations, including 2008 Next Generation Attenuation (NGA) models and NGA-West2 relationships. Volta 1/Lake Nora Penstock, CA, Confidential Client. Project Manager for the design and analysis for improving penstock encasement foundation conditions and impact projection along the portion of the Lake Nora Penstock at the Millseat Creek crossing. The design considered rock weight limits and small equipment for foundation preparation and channel armoring features. The new encasement was designed as a "shotcrete" application to allow for "free-form" finishing of the encasement for smooth hydraulic characteristics. Additionally, due to the desire for shotcrete toughness, synthetic fibers were specified to improve durability. The encasement was designed to be generally non-structural in nature, with impact and thermal considerations controlling fiber and rebar reinforcement designs. Central Altyn Tagh Fault, Western China, National Science Foundation Award 9725599. Lead Geologist and Field Manager conducting reconnaissance fault trace mapping to plan four months of fieldwork and to identify suitable paleoseismic trench sites. Field-mapped Quaternary geology and fault traces along the Altyn Tagh fault to document fault geometry and provide context for paleoseismic interpretations. Recorded total station data and captured aerial kite photography to create detailed (25 centimeter contour interval) topographic maps of geomorphic features offset during the last few earthquakes. Excavated and logged more than 15 paleoseismic trenches to place constraints on the timing of recent earthquakes. Collected, processed, and determined calendar age of 14C and thermo lumine sence samples from the paleoseismic trenches. The results indicated the central Altyn Tagh fault generates large (>Mw 7.5), but relatively infrequent earthquakes with common recurrence times of 0.8 +/- 0.2 kyr. Belmont Learning Center, Los Angeles, CA, Los Angeles Unified School District. Geologist for an investigation to determine if faults were present at a new school site and, if so, to evaluate their activity. Assisted in the siting and logging of numerous paleoseismic trenches. Used fault Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Zack Washburn, PG, CEG RESUME exposures identified in the initial trenches to locate additional trench sites and create a map of potentially active faults for the Belmont Learning Center site. Conducted a three-dimensional (3-D) analysis to estimate total displacement on oblique-slip faults found at the site. San Gabriel River Fan, Irwindale, CA, Vulcan Materials Company. Geologist for an investigation to evaluate the stability of numerous 100 to 250-foot-tall, near vertical cut slopes in gravel mines. Responsible for interpreting the depositional history of Quaternary sedimentary deposits comprising the San Gabriel River Fan and identifying possible sources of strength of the deposits. Reviewed published geologic literature and historic aerial photographs, and spent approximately 3 months mapping deposits exposed in cut slopes. Used 14C methods to date organic material found in paleosols and X-ray diffraction to identify the mineralogy of possible cementing agents in the deposits. Identified two distinct lithologic units and correlated these units across the alluvial fan. Main Street, Alleghany, CA, Sierra County Department of Public Works. Lead Geologist for a geotechnical investigation of a landslide that restricted vehicular access to the town of Alleghany. The investigation included logging borings with continuous sample collection, and field mapping the landslide and surrounding area. Installed inclinometers/piezometers and conducted routine monitoring/analysis to evaluate likelihood of slope instability adjacent to existing landslide. Prepared geologic cross-sections and a geotechnical engineering report that provided design of landslide repair and stabilization of adjacent slopes. Western Segment of the Garlock Fault, Southern CA, U.S. Geological Survey. As Principal Investigator, conducted research to explore the validity of an investigation along the western Garlock fault. Following this initial research, conducted an extensive published and unpublished literature review. Gained access to potential paleoseismic sites through presentations and meetings with landowners. During site reconnaissance, mapped the Quaternary geology and fault scarps, and advanced hand auger borings to determine if suitable stratigraphy for paleoseismic trenching was present. Synthesized this work and presented a proposal to conduct a paleoseismic investigation on the western Garlock fault, which was subsequently funded by the National Earthquake Hazards Reduction Program (NEHRP). San Gabriel River Fan, Irwindale, CA, Vulcan Materials Company. Lead Field Geologist for an investigation to evaluate the stability of numerous 100- to 250-foot-tall, near-vertical cut slopes in gravel mines. Responsible for interpreting the depositional history of Quaternary sedimentary deposits comprising the San Gabriel River Fan and identifying possible sources of strength of the deposits. Reviewed published geologic literature and historic aerial photographs, and spent approximately 3 months mapping deposits exposed in cut slopes. Used 14C methods to date organic material found in paleosols and X-ray diffraction to identify the mineralogy of possible cementing agents in the deposits. Identified two distinct lithologic units and correlated these units across the alluvial fan. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Zack Washburn, PG, CEG RESUME Municipal Water Supply, Squaw Valley, CA, KSL Capital Partners. Lead Geologist/Project Manager for a series of test wells to evaluate if there is sufficient ground water for a large commercial and residential expansion project in Squaw Valley. The project included coordinating the drilling program with contractors and the client, logging the subsurface geologic conditions during drilling designing test wells, overseeing development of the test wells, and overseeing aquifer testing. Also responsible for providing daily progress updates to the project team. Various Landslides, Nevada County, CA, Nevada County Department of Public Works. Lead Geologist for investigations of landslides that threatened key infrastructure such as wastewater treatment plants and major arterial roads in Nevada County. Investigations typically included geologic mapping, subsurface exploration, and inclinometer/piezometer installation. Responsible for conducting routine monitoring of the inclinometers/piezometers, analyzing the data, and coordinating with project geotechnical engineers and the client to design appropriate mitigation measures. PROFESSIONAL AFFILIATIONS: Association of Environmental & Engineering Geologists (AEG) Engineer's Association of Nevada County (EANC) Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program APPENDIX C REFERENCE LIST OF PROJECT-RELATED DOCUMENTS Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program PROJECT-RELATED DOCUMENTS Number Date Description 3102076 05/29/24 TITLE SHEET 3102077 01/16/25 NOTES AND ABBREVIATIONS 3102078 05/29/24 SITE PLAN 3102079 05/29/24 PARTIAL PLAN AND SECTIONS 3102080 05/29/24 DETAILS 3102081 05/29/24 DETAILS SPECS DIVISION 31: EARTHWORK SECTION 313323: ROCKFALL DRAPERY Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program APPENDIX D INSPECTION AND HOLD POINT CHECKLIST Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible STANDARD QUALITY PLAN FOR HYDRO PROJECTS APPENDIX D #Inspection Point Name Criteria / References / Comments 1 Verify agency inspection points.Yes Gavin Rhoads 2 Hold pre-construction kickoff meeting with PM, EOR, RE, and Construction Lead.Yes Greg Reynolds add component-specific meetings to component 3 Review and record as-found dimensions and conditions not previously obtained during the design phase. Yes PG&E Inspector Review existing drawings and confirm accuracy. 4 No Prior to beginning of construction 5 Punch List & Acceptance Walk Yes (PM), Gavin Rhoads (RE), GF EOR (Syed Ul Neil's Controlled Blasting QUALITY PLAN CHECKLIST- Page 1 of 2 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible STANDARD QUALITY PLAN FOR HYDRO PROJECTS APPENDIX D #Inspection Point Name Criteria / References / Comments 1 Verify rockfall drapery components, cables, connectors, etc. that are delivered to the site are per the approved submittal. No PG&E Inspector (Rey Marquez)Reference: Approved submittals 2 Yes 3 Observe drilling of anchor holes for diameter, depth, and condition prior to anchor and grout placement. No (Rey Marquez) GF EOR (Syed Ul observation by EOR; Reference: Construction Drawings & 4 mixing and placement is onsite prior to No PG&E Inspector (Rey Marquez) Reference: Construction Drawings & Specifications 5 anchors are according to plans and No PG&E Inspector (Rey Marquez) Reference: Construction Drawings & Specifications 6 Verify required field tests for anchor installation are successfully completed in the proper timeframe with respect to placement. No PG&E Inspector (Rey Marquez) Reference: Construction Drawings & Specifications 7 Observe proof testing of anchors.Yes GF EOR (Syed Ul Haque)Reference: Construction Drawings & 8 Observe installation of rockfall drapery including all components are per plan and manufacturer installation guidelines. No PG&E Inspector (Rey Marquez)observation by EOR; Reference: Construction Drawings Rockfall Mitigation Neil's Controlled Blasting QUALITY PLAN CHECKLIST- Page 2 of 2 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program APPENDIX E MATERIAL AND FIELD-TESTING REQUIREMENTS Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible STANDARD QUALITY PLAN FOR HYDRO PROJECTS APPENDIX E #Material Test Test Method and/or Standard Test Frequency and/or Certification 1.0 Grout Compressive Strength ASTM C942/C109 1) One test sample shall be collected during each day of grouting from grout mixes/batches 2) A minimum of three test samples shall be collected and tested 3) 3 and 28-day compressive strength test results and laboratory reports shall be submitted to the Engineer within 24 hours following each test See Drawing 3102077 Anchor Grout, note 1. MATERIAL TESTING SCHEDULE & FIELD TESTING REQUIREMENTS- Page 1 of 1 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program APPENDIX F QCIP REPORTING TEMPLATES Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program SAMPLE DAILY INSPECTION REPORT Job # Click here to enter text. Report #: Click here to enter text. Date: Click here to enter text. Project Name: Click here to enter text. Supervisor: Click here to enter text. Weather: Click here to enter text.Job Location: Click here to enter text. Daily Tailboard/Safety Tailboard: Click here to enter text. Details of labor, equipment usage, and standby equipment time: Click here to enter text. Work Plan for Today: Click here to enter text. Today’s Progress: Click here to enter text. Problems/Discussions/Delays: Click here to enter text. Material/Equipment Deliveries/Equipment Departures: Click here to enter text. Instructions to constructor, inspections, acceptances, and rejections: Click here to enter text. Comments: Click here to enter text. Photos: (Attach) Field Workers Field Worker Trade Quantity SIGNATURE: Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program NONCONFORMANCE REPORT (NCR) NONCONFORMANCE: 1. Date Identified: _________________________________________________________________________ 2. Identified by: __________________________________________________________________________ 3. Department: ___________________________________________________________________________ 4. Location: ___________________________________________________________________________ 5. Description of nonconformance: 6. Cause of problem: 7. Analysis of the problem: Prepared by: _____________________ Date: _____________ CORRECTIVE MEASURES: 1. Description of corrective measures: 2. Date corrective measures completed: ________________________________ 3. Inspected and Approved by: Field Inspector: _________________________ Date: ________________ Engineer of Record: _____________________ Date: ________________ Responsible Engineer: ____________________ Date: ________________ cc: Field Inspectors License Compliance Lead Constructor Dam Safety Engineer / SME Engineer of Record PM Responsible Engineer File Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse – Poe PH SS Rockslide Mitigate Erosion, FERC No. 2107 Quality Control Inspection Program ENVIRONMENTAL DEFICIENCY REPORT (EDR) DEFICIENCY: 1. Date Identified: _________________________________________________________________________ 2. Identified by: __________________________________________________________________________ 3. Department: ___________________________________________________________________________ 4. Location: ___________________________________________________________________________ 5. Description of Deficiency: 6. Cause of problem: 7. Analysis of the problem: Prepared by: _____________________ Date: _____________ CORRECTIVE MEASURES: 1. Description of corrective measures: 2. Date corrective measures completed: ________________________________ 3. Inspected and Approved by: Field Inspector: ______________________ Date: ________________ Environmental Lead: __________________ Date: ________________ cc: Field Inspectors License Compliance Lead Constructor Environmental Lead Responsible Engineer PM Engineer of Record File Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible ENCLOSURE 3 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible SHEET INDEX SHEET NO.TITLE DRAWING NO. 1 TITLE SHEET 3102076 2 NOTES & ABBREVIATIONS 3102077 3 SITE PLAN 3102078 4 PARTIAL PLAN & SECTIONS 3102079 5 DETAILS 3102080 6 DETAILS 3102081 PROJECT CONTACTS PROJECT MANAGER PACIFIC GAS & ELECTRIC COMPANY DREW PETERSEN PHONE: (530) 894-4767 RESPONSIBLE ENGINEER PACIFIC GAS & ELECTRIC COMPANY GAVIN RHOADS PHONE: (530) 370-6685 ENGINEER OF RECORD GANNETT FLEMING, INC. SYED UL HAQUE PHONE: (916) 677-4765 SISKIYOU MODOC HU M B O L D T TRINITY SHASTA LASSEN TEHAMA ME N D O C I N O GLENN BUTTE PLUMAS SIERRA NEVADA PLACERYUB A COLUSA LAKE YOLO NAPASONOMA EL DORADO MARIN AMAD O R ALPI N E CAL A V E R A S CONTRA COSTA TUOLUMNE MONO SANTA CLARA SANTA CRUZ STA N I S L A U S MAR I P O S A MERCED MAD E R A FRESNO MONTEREY KINGS OBISPO KERN SANTA BARBARA VENTURA LOS SAN BERNARDINO SOL A N O ALAMEDA ME N T O SA C R A - JOA Q U I N SAN SAN LUIS SU T T E R SAN FRANCISCO SAN MATEO DEL NORTE SAN B E N I T O IMPERIALSAN DIEGO RIVERSIDE ANGELES ORA N G E INYO TULARE PROJECT SITE LOCATION MAP NOT TO SCALE PACIFIC GAS & ELECTRIC COMPANY PROJECT PLANS FOR CONSTRUCTION OF ROCKFALL MITIGATION MEASURES LOCATED AT POE POWERHOUSE BUTTE COUNTY, CA AREA MAP NOT TO SCALE VICINITY MAP NOT TO SCALE 5 80 70 50 99 20 49 49 89 SACRAMENTO YUBA CITY GRASS VALLEY CHICO PLACERVILLE LAKE TAHOE NEW BULLARDS BAR RESERVOIR LAKE OROVILLE FOLSOM LAKE THERMALITO AFTERBAY PROJECT LOCATION 70 70 PROJECT LOCATION PARKHILL DEADWOOD NORTH FORK FEATHER RIVER PINES YANKEE HILL HARDWARE DARK CANYON RD PINKSTON CANYON RD CONCOW RD BIG BEND RD BARDEES BAR RD NORTH FORK FEATHER RIVER SURGE TANK POE TUNNEL ADIT 2 DEADWOOD RD BARDEES BAR RD POE POWERHOUSE AUBURN TRUCKEE WESTERN PACIFIC RR POE TUNNEL PARADISE GENERAL SCOPE OF CONSTRUCTION ·INSTALL ROCKFALL DRAPERY SYSTEM AND ROCK ANCHORS ON CUT SLOPE ABOVE PORTAL STRUCTURE. ·CONSTRUCT TIMBER LAGGING BARRIER AT (E) DI NOTE: NATURAL ROCKFALLS ARE UNPREDICTABLE EVENTS WITH COMPLEX BEHAVIOR DEPENDING ON MANY FACTORS. AS SUCH, IT IS NOT POSSIBLE TO QUANTIFY ROCKFALL EVENT SIZES, TRAJECTORIES, OR ENERGIES WITH COMPLETE CERTAINTY. GANNETT FLEMING HAS APPLIED COMMONLY ACCEPTED GEOLOGIC AND ENGINEERING PRINCIPLES WITH PROFESSIONAL JUDGMENT TO DEVELOP THE ROCKFALL MITIGATION MEASURES DEPICTED HEREIN. WITH PROPER CONSTRUCTION AND MAINTENANCE, IT IS OUR OPINION THAT THESE MEASURES WILL SIGNIFICANTLY REDUCE, BUT NOT COMPLETELY ELIMINATE, THE RISK OF ROCKFALL-RELATED INJURY OR LOSS OF PROPERTY AT THE SUBJECT SITE. REV DATE DESCRIPTION JOB NO CHKD SUPVDSG/ DWN APVD REV DATE DESCRIPTION JOB NO CHKD SUPVDSG/ DWN APVD DATE APVD APVD SUPV CHKD DWN DSG REVISION 1 SHEET NO SUPSD BY SUPSDS DWG LIST BILL OF MATL SHEETS REVPACIFIC GAS AND ELECTRIC COMPANY SAN FRANCISCO, CALIFORNIA 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 FO L D FO L D FO L D FO L D FO L D FO L D FOLD A B C D E FOLD C D E DR A W I N G N U M B E R PEC3sizeD.dgn SCANNED INDEXED POWER GENERATION - ENGINEERING 0 1" REFERENCE SCALE PL O T D A T E : We d n e s d a y , M a y 2 9 , 2 0 2 4 T I M E : 4: 0 8 : 5 0 P M B Y : UL H A Q U E , S Y E D M . C T B : SA G E . C T B T A B : 31 0 2 0 7 6 FI L E : c: \ U s e r s \ s u l h a q u e \ o n e d r i v e - g a n n e t t f l e m i n g i n c \ 0 6 5 6 0 1 - p h r o c k f a l l m i t i g a t i o n \ 5 0 0 - w o r k i n g \ 5 0 4 - C A D D \ 0 6 5 6 0 1 - 0 0 1 . d w g OF 2251 Douglas Blvd., Ste. 200 Roseville, CA 95661 (916) 677-4800 www.GANNETTFLEMING.com No. C77661 ET ER ATS G RE IST ED EN ROVICIL FCFOILA NAI EER GIN NA SIOPROFES L EUQAHLUDEYS CIVIL TITLE SHEET POWERHOUSE POE ROCKFALL MITIGATION MEASURES 3102076 1A 1 6 . . 036436 . 31 0 2 0 7 6 3102076 S. UL HAQUE P. BARBER W. MILLHONE S. UL HAQUE NOTE: 1.FOR GENERAL NOTES & REFERENCES SEE DRAWING 3102077. 1A 100% FINAL 7402936005/29/24 SMU WLM .SMU . Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible GENERAL NOTES 1.THESE NOTES DO NOT REPRESENT A COMPLETE DESCRIPTION OF THE WORK TO BE PERFORMED AND ARE INTENDED TO COMPLEMENT THE SPECIFICATIONS. 2.SPECIFICATIONS AND NOTES MAY BE PRESENTED SEPARATELY, BUT SUCH SEPARATION SHALL NOT BE CONSIDERED TO LIMIT THE WORK REQUIRED OF ANY PARTICULAR TRADE. 3.THE CONSTRUCTOR IS RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND METHODS. 4.LOCATIONS AND DIMENSIONS OF EXISTING STRUCTURES AND FEATURES HAVE NOT BEEN VERIFIED. THE CONSTRUCTOR IS RESPONSIBLE FOR VERIFYING ALL CONTROLLING DIMENSIONS OF NEW AND EXISTING FEATURES PRIOR TO ORDERING OR FABRICATING MATERIAL OR CONSTRUCTING PROPOSED IMPROVEMENTS. REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO PROCEEDING WITH CONSTRUCTION. 5.PRIOR TO THE START OF CONSTRUCTION, LOCATE ALL EXISTING UNDERGROUND UTILITIES IN AND AROUND THE AREAS OF NEW CONSTRUCTION. VERIFY THAT THE PROPOSED CONSTRUCTION DOES NOT CONFLICT WITH EXISTING OR PROPOSED UTILITIES, OR THAT APPROPRIATE MEANS ARE PROVIDED FOR REROUTING, SUPPORTING, PROTECTING, OR INCORPORATING THE UTILITIES INTO THE CONSTRUCTION. 6.NOTIFY THE OWNER AND/OR ENGINEER WHERE A CONFLICT OR DISCREPANCY OCCURS BETWEEN THESE DRAWINGS AND ANY OTHER PORTION OF THE CONTRACT DOCUMENTS OR EXISTING FIELD CONDITIONS. 7.THE CONSTRUCTOR SHALL ASSESS THE SITE AND PROVIDE TEMPORARY FACILITY PROTECTION AS NECESSARY TO ADEQUATELY PROTECT EXISTING FACILITIES. DAMAGE TO PG&E FACILITIES ARISING FROM THE CONSTRUCTOR'S CONSTRUCTION ACTIVITIES SHALL BE REPAIRED AT THE CONSTRUCTOR'S EXPENSE TO THE SATISFACTION OF PG&E. 8.THE CONSTRUCTOR SHALL TAKE APPROPRIATE PRECAUTIONS WHEN WORKING IN CLOSE PROXIMITY TO HYDROELECTRIC GENERATION INFRASTRUCTURE, PARTICULARLY WITH OVERHEAD POWER LINES. IF OVERHEAD POWER LINES ARE ENERGIZED, CONSTRUCTOR SHALL COORDINATE WITH PG&E TO DETERMINE WHETHER A PG&E QUALIFIED ELECTRICAL OBSERVER (QEO) WILL BE REQUIRED TO OBSERVE THE CONSTRUCTOR'S OPERATIONS IN THE VICINITY OF THE POWER LINES. 9.THE CONSTRUCTOR SHALL ANTICIPATE VARIABLE GROUND CONDITIONS RANGING FROM LOOSE SOIL WITH ROCK BLOCKS TO VERY HARD SILICATE BEDROCK. ALL WORK SHALL BE IN COMPLIANCE WITH THE OSHA RESPIRABLE CRYSTALLINE SILICA STANDARD FOR CONSTRUCTION (OSHA 3902-07R 2017). 10.ALL ROCKFALL DRAPERY ELEMENTS SHALL BE INSTALLED AND ELECTRICALLY GROUNDED IN ACCORDANCE WITH THE LATEST EDITION OF THE NATIONAL ELECTRICAL CODE, PG&E REQUIREMENTS, AND APPLICABLE LOCAL CODES. 11.PRODUCTS REFERENCED ON THE DRAWINGS SHALL BE CONSTRUCTED, INSTALLED, AND/OR APPLIED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN RECOMMENDATIONS UNLESS OTHERWISE NOTED. 12.CONTACT THE ENGINEER FOR ANY DIMENSIONS OR SPECIFIC DETAIL NOT SHOWN. DO NOT SCALE DRAWINGS. 13.THE CONSTRUCTOR SHALL BE RESPONSIBLE FOR MAINTAINING UP TO DATE RECORDS SUITABLE FOR DEVELOPING “AS-BUILT” DRAWINGS THROUGHOUT THE COURSE OF CONSTRUCTION, INCLUDING, BUT NOT LIMITED TO, THE LOCATIONS AND GRADES OF ALL UNDERGROUND AND SURFACE IMPROVEMENTS. THESE RECORDS SHALL BE MARKED IN RED (INCLUDE), GREEN (REMOVE), BLUE (COMMENTS/DIRECTIONS) STANDARD FORMAT. THESE RECORDS SHALL BE DELIVERED TO THE OWNER PRIOR TO THE ACCEPTANCE OF WORK. DESIGN NOTES 1.THE DESIGNS DEPICTED ON THESE DRAWINGS ARE BASED ON INFORMATION PROVIDED IN THE FOLLOWING REFERENCES: A.SLOPE RECONNAISSANCE AND ALTERNATIVES ANALYSIS REPORT, POE POWERHOUSE ROCKFALL MITIGATION PROJECT, BUTTE COUNTY, CALIFORNIA, PREPARED BY GANNETT FLEMING INC., DATED JANUARY 24, 2020. B.DESIGN CRITERIA MEMORANDUM, POE POWERHOUSE, ROCKFALL MITIGATION PROJECT, GANNETT PROJECT NO. 065601, POE HYDROELECTRIC PROJECT, FERC PROJECT NO. 2107-CA, BUTTE COUNTY, CALIFORNIA, PREPARED BY GANNETT FLEMING, DATED JANUARY 24, 2020. C.DESIGN CONFORMS TO DESIGN GUIDELINES FOR WIRE MESH/CABLE NET SLOPE PROTECTION, REPORT NO. WA-RD 612.2, PREPARED BY THE FEDERAL HIGHWAY ADMINISTRATION (FHWA), DATED APRIL 2005. 2.ROCKFALL DRAPERY PARAMETERS: A.ULTIMATE GROUT / ROCK BOND STRESS = 300 PSI (COMPETENT ROCK) B.MINIMUM WIRE ROPE ANCHOR DESIGN LOAD (DL) = 30 KIPS C.MINIMUM PANEL ANCHOR DESIGN LOAD (DL) = 23.4 KIPS D.DESIGN ROCKFALL BLOCK SIZE: 5 FT (SIMPLE DRAPERY) E.MAXIMUM DESIGN EVENT VOLUME = 10 CY (SIMPLE DRAPERY) SURVEY 1.THE TOPOGRAPHIC INFORMATION DEPICTED ON THESE DRAWINGS IS BASED ON SURVEY PERFORMED BY PG&E , DATED JUNE 6, 2019 & JUNE 30, 2020. 2.BASIS OF HORIZONTAL CONTROL: CALIFORNIA STATE PLANE - ZONE II, NAD83 3.BASIS OF VERTICAL CONTROL: NAVD 88 EXCAVATION 1.NOTIFY UNDERGROUND SERVICE ALERT (USA NORTH) TO IDENTIFY THE LOCATION OF EXISTING UTILITIES AT LEAST TWO WORKING DAYS PRIOR TO ANY EXCAVATION WORK: (800)-227-2600 OR WWW.USANORTH.ORG. 2.THE CONSTRUCTOR IS RESPONSIBLE FOR STABILITY AND SHORING OF TEMPORARY CUT SLOPES AND TRENCHES, AND SHALL ABIDE BY THE REQUIREMENTS OF CAL/OSHA. 3.TEMPORARY EXCAVATIONS SHALL BE KEPT CLEAN AND DRY FOR THE DURATION OF THE WORK PERFORMED. TEMPORARY ENVIRONMENTAL/EROSION CONTROL 1.CONTAIN SURFACE RUNOFF AND CEMENTITIOUS MATERIAL DURING CONSTRUCTION TO PREVENT CONTAMINATION OF GROUND AND SURFACE WATERS. 2.MAINTAIN THE SITE AND ADJACENT PROPERTY IN AN ORDERLY, SAFE, AND USABLE CONDITION. ALL SPILLS OF SOIL, ROCK, OR CONSTRUCTION DEBRIS SHALL BE PROMPTLY REMOVED. ROCKFALL DRAPERY 1.CONSTRUCTION AND MATERIALS SHALL CONFORM TO THE MANUFACTURER'S SPECIFICATIONS AND THESE PLANS. NOTIFY THE ENGINEER WHERE DISCREPANCIES OCCUR. 2.LAYOUT OF WIRE ROPE ANCHORS SHALL BE PERFORMED BY THE CONSTRUCTOR, AND ACCEPTED BY THE ENGINEER/ GEOLOGIST PRIOR TO THE START OF DRILLING. 3.DRAPERY PANELS SHALL BE SIZED DURING MANUFACTURING TO ACCOMMODATE THE SLOPE DIMENSIONS, AND SHALL NOT BE CUT ON THE JOB SITE. 4.THE LONG DIMENSION OF ROCKFALL DRAPERY PANELS SHALL BE PLACED PERPENDICULAR TO THE CONTOURS OF THE SLOPE, AND MOLDED TO LIE FLUSH WITH THE SLOPE FACE, TO THE EXTENT POSSIBLE. 5.DUE TO THE IRREGULAR SLOPE SURFACE, ADJACENT ROCKFALL DRAPERY PANELS MIGHT NOT OVERLAP FOR THE ENTIRE SLOPE HEIGHT. GAPS SHALL BE FILLED BY INSTALLING FILLER PANELS, FITTED AND FASTENED TO ADJOINING PANELS PER THE MANUFACTURER'S WRITTEN RECOMMENDATIONS. RFD PANEL ANCHORS 1.LAYOUT OF RFD PANEL ANCHORS SHALL BE PERFORMED BY THE CONSTRUCTOR, AND ACCEPTED BY THE ENGINEER/GEOLOGIST PRIOR TO THE START OF DRILLING. 2.ANCHORS SHALL BE GALVANIZED ASTM A615 GRADE 75 (fy = 75 KSI) ALL-THREAD BARS. 3.ROCK ANCHOR ASSEMBLY HARDWARE, INCLUDING BEARING PLATES, NUTS AND WASHERS SHALL BE ASTM A36 MINIMUM, GALVANIZED, AND PROVIDED BY THE BAR MANUFACTURER. 4.TOTAL LENGTH OF TEST ROCK ANCHORS EQUALS EMBEDMENT LENGTH PLUS EXTRA LENGTH REQUIRED FOR TESTING EQUIPMENT. ANCHOR GROUT 1.GROUT STRENGTH AND MIX REQUIREMENTS: ·MINIMUM 28-DAY COMPRESSIVE STRENGTH (f'c) = 3,500 PSI ·MINIMUM 3-DAY COMPRESSIVE STRENGTH (f'c) = 1,500 PSI ·MAXIMUM WATER TO CEMENT (W/C) RATIO = 0.45 ·CEMENT = ASTM C150 TYPE V 2.GROUT SHALL CONSIST OF PORTLAND CEMENT AND WATER, AND SHALL POSSESS THE MINIMUM COMPRESSIVE STRENGTH SHOWN ON THE DRAWINGS. THE CEMENT CONTENT OF THE GROUT SHALL NOT BE LESS THAN 844 LBS PER CUBIC YARD OF GROUT. 3.THE GROUT SHALL BE MIXED IN MECHANICAL MIXING EQUIPMENT OF A TYPE THAT WILL PRODUCE UNIFORM AND THOROUGHLY MIXED GROUT. THE WATER CONTENT SHALL BE NOT MORE THAN 5 GALLONS PER 94 POUNDS OF CEMENT. RETEMPERING OF GROUT WILL NOT BE PERMITTED. GROUT SHALL BE CONTINUOUSLY AGITATED UNTIL THE GROUT IS PUMPED. INSPECTION AND OBSERVATION 1.CONSTRUCTION OBSERVATION BY A PG&E INSPECTOR AND/OR THE ENGINEER IS REQUIRED AT THE FOLLOWING STAGES OF CONSTRUCTION: ·LAYOUT, DRILLING, INSTALLATION AND TESTING OF WIRE ROPE ANCHORS AND RFD PANEL ANCHORS ·INSTALLATION OF ROCKFALL DRAPERY 2.REFER TO THE SPECIFICATIONS AND CONTRACT DOCUMENTS FOR ADDITIONAL QUALITY CONTROL/INSPECTION REQUIREMENTS. 3.NOTIFY THE OWNER AND INSPECTOR/ENGINEER AT LEAST 48 HOURS BEFORE INSPECTION OR OBSERVATION IS NEEDED. LEGEND & ABBREVIATIONS (E) MAJOR CONTOUR (E) MINOR CONTOUR AC ASPHALT CONCRETE BP BOTTOM OF PANEL ℄CENTERLINE CLR CLEAR CONC CONCRETE CY CUBIC YARDS DTWM DOUBLE TWISTED WIRE MESH (E)EXISTING EA EACH EG EXISTING GROUND EP EDGE OF PAVEMENT EQ EQUAL EL ELEVATION FV FIELD VERIFY GALV GALVANIZED GR GUARDRAIL LF LINEAR FEET LP LIGHT POLE MAX MAXIMUM MIN MINIMUM (N)NEW OAE OR APPROVED EQUIVALENT OC ON CENTER PIP PROTECT-IN-PLACE PL PLATE PT POINT RD ROAD RFD ROCKFALL DRAPERY SCH SCHEDULE SF SQUARE FEET SIM SIMILAR STD STANDARD SST STAINLESS STEEL STD STANDARD TOT TOTAL TP TOP OF PANEL TYP TYPICAL UON UNLESS OTHERWISE NOTED (N) ROCKFALL DRAPERY MITIGATION SCALING (E) OVERHEAD POWER LINE CONTROL POINT WIRE ROPE ANCHOR PANEL ANCHOR SACRIFICIAL TEST PANEL ANCHOR A 272 269 NUMBER OF DRAWING WHERE SECTION IS CUT SECTION OR DETAIL IDENTIFICATION NUMBER OF DRAWING WHERE SECTION IS SHOWN OHE REV DATE DESCRIPTION JOB NO CHKD SUPVDSG/ DWN APVD REV DATE DESCRIPTION JOB NO CHKD SUPVDSG/ DWN APVD DATE APVD APVD SUPV CHKD DWN DSG REVISION 1 SHEET NO SUPSD BY SUPSDS DWG LIST BILL OF MATL SHEETS REVPACIFIC GAS AND ELECTRIC COMPANY SAN FRANCISCO, CALIFORNIA 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 FO L D FO L D FO L D FO L D FO L D FO L D FOLD A B C D E FOLD C D E DR A W I N G N U M B E R PEC3sizeD.dgn SCANNED INDEXED POWER GENERATION - ENGINEERING 0 1" REFERENCE SCALE PL O T D A T E : Th u r s d a y , F e b r u a r y 0 5 , 2 0 2 6 T I M E : 1: 1 8 : 1 9 P M B Y : SY E D U L H A Q U E C T B : SA G E . C T B T A B : 31 0 2 0 7 7 FI L E : C: \ U s e r s \ s u l h a q u e \ O n e D r i v e - G a n n e t t F l e m i n g I n c \ 0 6 5 6 0 1 - P H R o c k f a l l M i t i g a t i o n \ 5 0 0 - W O R K I N G \ 5 0 4 - C A D D \ 0 6 5 6 0 1 - 0 0 2 . d w g OF 2251 Douglas Blvd., Ste. 200 Roseville, CA 95661 (916) 677-4800 www.GANNETTFLEMING.com No. C77661 ET ER ATS G RE IST ED EN ROVICIL FCFOILA NAI EER GIN NASIOPROFES L EUQAHLUDEYS CIVIL NOTES & ABBREVIATIONS POE POWERHOUSE POE ROCKFALL MITIGATION MEASURES 3102077 1A 2 6 . . 036436 . 31 0 2 0 7 7 3102077 S. SAVKO P. BARBER W. MILLHONE S. UL HAQUE NOTE: 1.FOR SHEET INDEX SEE DRAWING 3102076. 1A 100% FINAL 7402936001/19/26 SMU WLM .SMU . Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible POE POWERHOUSE, PIP (E) RAILROAD TRACKS APPROXIMATE EXTENTS OF (N) RFD. SEE PARTIAL PLAN ON DWG 078 (E) TUNNEL PORTAL STRUCTURE, PIP. SEE PARTIAL PLAN ON DWG 079 FLOW TO HWY 70 STAGING AREA (E) SWITCHYARD, PIP (E) OH UTILITIES (N) TIMBER LAGGING BARRIER 6 081 (E) CHAIN LINK FENCE TO PH ACCESS ROA D REV DATE DESCRIPTION JOB NO CHKD SUPVDSG/ DWN APVD REV DATE DESCRIPTION JOB NO CHKD SUPVDSG/ DWN APVD DATE APVD APVD SUPV CHKD DWN DSG REVISION 1 SHEET NO SUPSD BY SUPSDS DWG LIST BILL OF MATL SHEETS REVPACIFIC GAS AND ELECTRIC COMPANY SAN FRANCISCO, CALIFORNIA 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 FO L D FO L D FO L D FO L D FO L D FO L D FOLD A B C D E FOLD C D E DR A W I N G N U M B E R PEC3sizeD.dgn SCANNED INDEXED POWER GENERATION - ENGINEERING 0 1" REFERENCE SCALE PL O T D A T E : We d n e s d a y , M a y 2 9 , 2 0 2 4 T I M E : 4: 0 9 : 0 5 P M B Y : UL H A Q U E , S Y E D M . C T B : SA G E . C T B T A B : 31 0 2 0 7 8 FI L E : c: \ U s e r s \ s u l h a q u e \ o n e d r i v e - g a n n e t t f l e m i n g i n c \ 0 6 5 6 0 1 - p h r o c k f a l l m i t i g a t i o n \ 5 0 0 - w o r k i n g \ 5 0 4 - C A D D \ 0 6 5 6 0 1 - 0 0 3 . d w g OF 2251 Douglas Blvd., Ste. 200 Roseville, CA 95661 (916) 677-4800 www.GANNETTFLEMING.com No. C77661 ET ER ATS G RE IST ED EN ROVICIL FCFOILA NAI EER GIN NA SIOPROFES L EUQAHLUDEYS CIVIL SITE PLAN POE POWERHOUSE POE ROCKFALL MITIGATION MEASURES 3102078 1A 3 6 . . 036436 . 31 0 2 0 7 8 3102078 S. SAVKO P. BARBER W. MILLHONE S. UL HAQUE NOTE: 1.FOR GENERAL NOTES & REFERENCES SEE DRAWING 3102077. 1A 100% FINAL 7402936005/29/24 SMU WLM .SMU . SITE PLAN 1"=30'+/- NOTE: IMAGE ACQUIRED FROM GOOGLE MAPS, 2020. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible X X X X E E E E E E E E E E E E E E E E E E E 955 955 955 955 960 960 960 960 965 965 965 965 970 970 970 970 975 975 975 975 975980 980 980 980 985 985 985 985 990 990 990 990 995 995 995 995 1000 1000 1000 1005 1005 1005 1010 1010 1010 1015 1015 1015 1020 1020 10201025 1025 10251030 1030 1030 1035 1035 1035 1040 1040 1040 0+25 0+50 POB 0+00.00 POE 0+75.00 PARTIAL PLAN 1"=10' B A 2 080 1 081 1 080 2 081 (E) ELECTRICAL TOWER, PIP (E) WATER LINE VALVE, PIP (E) STAIRS, PIP SWITCHYARD (E) RESERVE STATION POWER EQUIPMENT, PIP (E) PENSTOCK TUNNEL PORTAL STRUCTURE, PIP (E) CHAINLINK FENCE, PIP (E) CONDUCTOR WIRE, TYP, PIP (E) ELEC POLE, PIP (E) GUY WIRE, PIP APPROX EXTENTS OF (N) RFD (N) WIRE ROPE ANCHOR, TYP (N) RFD PANEL ANCHOR, TYP NOTE: THE TOPOGRAPHIC INFORMATION DEPICTED ON THESE DRAWINGS IS BASED ON SURVEYS PERFORMED BY PG&E , DATED JUNE 6, 2019 & JUNE 30, 2020. TOP OF (E) CUT SLOPE (APPROX) (N) SACRIFICIAL PANEL ANCHOR 14'-6" (E) PENSTOCK N: 2389766 E: 6710958 EL: 1010 N: 2389817 E: 6710926 EL: 1010 N: 2389803 E: 6710896 EL: 974 N: 2389813 E: 6710890 EL: 974 N: 2389758 E: 6710940 EL: 991 N: 2389736 E: 6710951 EL: 991 ? EL E V A T I O N ( F T ) 940 950 960 970 980 990 1000 1010 1020 1030 1040 940 950 960 970 980 990 1000 1010 1020 1030 1040 0 10 20 30 40 50 60 70 75 1 080 2 080 1 081 (E) RESERVE STATION POWER EQUIPMENT (APPROX), PIP (E) CHAINLINK FENCE, PIP EG (N) RFD (N) WIRE ROPE ANCHORS PENSTOCK ACCESS TUNNEL, FV EXTENTS (N) RFD PANEL ANCHOR, TYP 6'-0", TYP MAX3'-0" MAX PENSTOCK B SECTION 1"=20' TOP OF (E) CUT SLOPE NOTE: TOP PANEL ANCHOR SHALL BE ABOVE TOP OF (E) CUT SLOPE. EL E V A T I O N ( F T ) 940 950 960 970 980 990 1000 1010 1020 1030 1040 940 950 960 970 980 990 1000 1010 1020 1030 1040 0 10 20 30 40 50 60 70 1 080 A SECTION 1"=20' 2 080 (N) RFD EG (N) WIRE ROPE ANCHOR REV DATE DESCRIPTION JOB NO CHKD SUPVDSG/ DWN APVD REV DATE DESCRIPTION JOB NO CHKD SUPVDSG/ DWN APVD DATE APVD APVD SUPV CHKD DWN DSG REVISION 1 SHEET NO SUPSD BY SUPSDS DWG LIST BILL OF MATL SHEETS REVPACIFIC GAS AND ELECTRIC COMPANY SAN FRANCISCO, CALIFORNIA 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 FO L D FO L D FO L D FO L D FO L D FO L D FOLD A B C D E FOLD C D E DR A W I N G N U M B E R PEC3sizeD.dgn SCANNED INDEXED POWER GENERATION - ENGINEERING 0 1" REFERENCE SCALE PL O T D A T E : We d n e s d a y , M a y 2 9 , 2 0 2 4 T I M E : 4: 0 9 : 0 9 P M B Y : UL H A Q U E , S Y E D M . C T B : SA G E . C T B T A B : 31 0 2 0 7 9 FI L E : c: \ U s e r s \ s u l h a q u e \ o n e d r i v e - g a n n e t t f l e m i n g i n c \ 0 6 5 6 0 1 - p h r o c k f a l l m i t i g a t i o n \ 5 0 0 - w o r k i n g \ 5 0 4 - C A D D \ 0 6 5 6 0 1 - 0 0 4 . d w g OF 2251 Douglas Blvd., Ste. 200 Roseville, CA 95661 (916) 677-4800 www.GANNETTFLEMING.com No. C77661 ET ER ATS G RE IST ED EN ROVICIL FCFOILA NAI EER GIN NA SIOPROFES L EUQAHLUDEYS CIVIL PARTIAL PLAN & SECTIONS POE POWERHOUSE POE ROCKFALL MITIGATION MEASURES 3102079 1A 4 6 . . 036436 . 31 0 2 0 7 9 3102079 S. SAVKO P. BARBER W. MILLHONE S. UL HAQUE ---- NOTE: 1.FOR GENERAL NOTES & REFERENCES SEE DRAWING 3102077. 1A 100% FINAL 7402936005/29/24 SMU WLM .SMU . Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible 1 080 079DETAIL NOT TO SCALE RFD - DTWM & CABLE NET 5 081 4 081 4 0812 080 1 081 20'-0" MAX 3 4" Ø BOTTOM SUPPORT ROPE. ATTACH TO RFD PERIMETER ROPE USING LACING WIRE ROPE WIRE ROPE ANCHOR, TYP (N) RFD, GALVANIZED CABLE NET OVER DTWM. PLACE DTWM AGAINST SLOPE ADJACENT RFD PANEL CONNECTION 3 4"Ø TOP SUPPORT ROPE SIM BOTTOM SUPPORT ROPE EG 4'-0" MAX, TYP 6'-0" MAX TYP 4' - 0 " M A X TY P 3' - 0 " MA X 6' - 0 " M A X TY P (N) RFD PANEL ANCHOR, TYP 6' - 0 " M A X TY P TOP OF (E) PORTAL STRUCTURE 1'-0" TYP 2 080 079, 080DETAIL NOT TO SCALE WIRE ROPE ANCHOR 3 081 6" M I N 12 " M A X 212" DIAMETER MIN, TYP ELEVATION VIEW CENTRALIZERS 24" ON CENTER (4 MIN) GROUT (USE GROUT SOCK IF NECESSARY) 3 4" Ø GALVANIZED WIRE ROPE WITH HEAVY DUTY THIMBLE AND PRESSED SLEEVE ROCK 3/4" SHACKLE, TYP TOP SUPPORT ROPE, TYP EG WIRE ROPE CLAMPED LOOP, TYP SECTION VIEW 3" MIN ROCK COLLUVIUM 10'- 0 " M I N 2'-6 " TYP 10" RADIUS IN ROPE, BEGIN 6" BELOW TOP OF GROUT (TOP ANCHORS ONLY) 90° ± 15° RFD EG EG 5'-0 " M I N TOP OF (E) CUT SLOPE TOP SUPPORT ROPE 1-1/8" SHACKLE, TYP ROCK COLLUVIUM REV DATE DESCRIPTION JOB NO CHKD SUPVDSG/ DWN APVD REV DATE DESCRIPTION JOB NO CHKD SUPVDSG/ DWN APVD DATE APVD APVD SUPV CHKD DWN DSG REVISION 1 SHEET NO SUPSD BY SUPSDS DWG LIST BILL OF MATL SHEETS REVPACIFIC GAS AND ELECTRIC COMPANY SAN FRANCISCO, CALIFORNIA 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 FO L D FO L D FO L D FO L D FO L D FO L D FOLD A B C D E FOLD C D E DR A W I N G N U M B E R PEC3sizeD.dgn SCANNED INDEXED POWER GENERATION - ENGINEERING 0 1" REFERENCE SCALE PL O T D A T E : We d n e s d a y , M a y 2 9 , 2 0 2 4 T I M E : 4: 0 9 : 1 4 P M B Y : UL H A Q U E , S Y E D M . C T B : SA G E . C T B T A B : 31 0 2 0 8 0 FI L E : c: \ U s e r s \ s u l h a q u e \ o n e d r i v e - g a n n e t t f l e m i n g i n c \ 0 6 5 6 0 1 - p h r o c k f a l l m i t i g a t i o n \ 5 0 0 - w o r k i n g \ 5 0 4 - C A D D \ 0 6 5 6 0 1 - 0 0 5 . d w g OF 2251 Douglas Blvd., Ste. 200 Roseville, CA 95661 (916) 677-4800 www.GANNETTFLEMING.com No. C77661 ET ER ATS G RE IST ED EN ROVICIL FCFOILA NAI EER GIN NA SIOPROFES L EUQAHLUDEYS CIVIL DETAILS POE POWERHOUSE ROCKFALL MITIGATION MEASURES 3102080 1A 5 6 . . 036436 . 31 0 2 0 8 0 3102080 S. SAVKO P. BARBER W. MILLHONE S. UL HAQUE NOTE: 1.FOR GENERAL NOTES & REFERENCES SEE DRAWING 3102077. 1A 100% FINAL 7402936005/29/24 SMU WLM .SMU . Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible 1 081 079, 080, 081DETAIL NOT TO SCALE RFD PANEL ANCHOR EG GROUT (USE GROUT SOCK IF NECESSARY FOR GROUT CONFINEMENT) 10'-0 " M I N ( S E E N O T E ) GALV 10"x10"x12" BEARING PL, TYP GALV GRADE 75 #8 ALL-THREAD BAR GALV NUT AND WASHER CENTRALIZERS MAX 48" OC (3 MIN) 212" MIN (N) RFD ROCK 3" CLR COLLUVIUM 2'-6", T Y P 15° (SEE NOTE) NOTE: BOTTOM-MOST PANEL ANCHOR ABOVE PENSTOCK SHALL BE 5'-0" DEEP AND INSTALLED AT 10° BELOW HORIZONTAL. DO NOT ALTER LOCATION AND INCLINATION OF BOTTOM ANCHOR PRIOR TO APPROVAL FROM THE ENGINEER. 2 081 079DETAIL NOT TO SCALE SACRIFICIAL TEST PANEL ANCHOR ASSEMBLY 3" CLR EG TRIM BAR AFTER TESTING CENTRALIZERS 48" OC (3 MIN) 212" MIN 10'-0" U N B O N D E D 5'-0" B O N D E D 15 °PLACE SECONDARY GROUT AFTER TESTING PRIMARY GROUT (USE GROUT SOCK IF USED FOR PERMANENT ROCK ANCHORS) NOTE: 5'-0" ROCK ANCHOR BONDED LENGTH IS SELECTED TO VERIFY OVERALL ANCHOR FACTOR OF SAFETY, AND IS NOT DETERMINED FROM THE ASSUMED ALLOWABLE BOND STRESS. 5 081 080DETAIL NOT TO SCALE ADJACENT RFD PANEL CONNECTION 12" MAX 5 16"Ø LACING WIRE ROPE (N) RFD PERIMETER ROPE (N) RFD PANELS WIRE ROPE TABLE WIRE ROPE SIZE CABLE CLAMP SIZE MIN NUMBER OF CABLE CLAMPS TIGHTENING TORQUE (FT-LBS)* 5/16"5/16"2 30 3/4"3/4"4 130 3 081 080, 081DETAIL NOT TO SCALE WIRE ROPE ENDS AND SPLICED CONNECTIONS 6" WIRE ROPE CLAMPED LOOP WIRE ROPE SPLICING, TYP LIVE END OF ROPE LIVE END OF ROPE WIRE ROPE THIMBLE CABLE CLAMP, TYP LIVE END OF ROPE NOTES: 1.ALWAYS PLACE SADDLE OF CLAMP ON LIVE ROPE END, U-BOLT ON DEAD END. 2.FIRST CABLE CLAMP SHOULD BE PLACED AS CLOSE AS POSSIBLE TO THE THIMBLE. 3.SEE TABLE FOR CABLE CLAMP DIMENSIONS. 6" * TIGHTENING TORQUE IS BASED ON THREADS BEING CLEAN, DRY, AND FREE OF LUBRICATION. 4" TYP 4" TYP 4 081 080DETAIL NOT TO SCALE TOP SUPPORT ROPE CONNECTION AND RFD ATTACHMENT 3 081 DTWM RING FASTENERS, TYP CABLE NET EN D O F R F D NOTE: RFD ATTACHMENT TO BOTTOM SUPPORT ROPE IS SIMILAR. TOP SUPPORT ROPE, ATTACH TO RFD PERIMETER ROPE USING 5 16" Ø LACING WIRE ROPE 6 081 078DETAIL 1"=1'-0" TIMBER LAGGING BARRIER AA 90° 3" MIN (N) 3 8" Ø GALV U-BOLT, TYP. PROVIDE 2 PER LAGGING BOARD (N) 2 x12 TIMBER LAGGING BOARD (2 TOT) 2' - 0 " (N) 1" GALV THREADED ROD (2 TOT) 5' - 0 " 8" (E) DRAINAGE INLET AND GRATING, PIP CL 3" 8" (E) DRAINAGE INLET AND GRATING, PIP (N) 3 8" Ø GALV U-BOLT, TYP. PROVIDE 2 PER LAGGING BOARD (N) LAGGING BOARD (N) THREADED ROD, TYPFV 6" 3" (E) TUNNEL PORTAL STRUCTURE, PIP SECTION A-A REV DATE DESCRIPTION JOB NO CHKD SUPVDSG/ DWN APVD REV DATE DESCRIPTION JOB NO CHKD SUPVDSG/ DWN APVD DATE APVD APVD SUPV CHKD DWN DSG REVISION 1 SHEET NO SUPSD BY SUPSDS DWG LIST BILL OF MATL SHEETS REVPACIFIC GAS AND ELECTRIC COMPANY SAN FRANCISCO, CALIFORNIA 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 FO L D FO L D FO L D FO L D FO L D FO L D FOLD A B C D E FOLD C D E DR A W I N G N U M B E R PEC3sizeD.dgn SCANNED INDEXED POWER GENERATION - ENGINEERING 0 1" REFERENCE SCALE PL O T D A T E : We d n e s d a y , M a y 2 9 , 2 0 2 4 T I M E : 4: 0 9 : 1 9 P M B Y : UL H A Q U E , S Y E D M . C T B : SA G E . C T B T A B : 31 0 2 0 8 1 FI L E : c: \ U s e r s \ s u l h a q u e \ o n e d r i v e - g a n n e t t f l e m i n g i n c \ 0 6 5 6 0 1 - p h r o c k f a l l m i t i g a t i o n \ 5 0 0 - w o r k i n g \ 5 0 4 - C A D D \ 0 6 5 6 0 1 - 0 0 6 . d w g OF 2251 Douglas Blvd., Ste. 200 Roseville, CA 95661 (916) 677-4800 www.GANNETTFLEMING.com No. C77661 ET ER ATS G RE IST ED EN ROVICIL FCFOILA NAI EER GIN NA SIOPROFES L EUQAHLUDEYS CIVIL DETAILS POE POWERHOUSE POE ROCKFALL MITIGATION MEASURES 3102081 1A 6 6 . . 036436 . 31 0 2 0 8 1 3102081 S. SAVKO P. BARBER W. MILLHONE S. UL HAQUE NOTE: 1.FOR GENERAL NOTES & REFERENCES SEE DRAWING 3102077. 1A 100% FINAL 7402936005/29/24 SMU WLM .SMU . EG Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible ENCLOSURE 4 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse Rockfall Mitigation Division 31: Earthwork Section 313323: Rockfall Drapery Prepared by Gannett Fleming, Inc. Date: January 19, 2026 No. C77661 VIC IL EUQAHLUDEYS Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Division 31: Earthwork Section 313323: Rockfall Drapery Poe Powerhouse Rockfall Mitigation Section 313323, Page 1 of 9 PART 1: GENERAL 1.1 SCOPE 1.1.1 This section includes accessing the slope above the tunnel portal structure at Poe powerhouse and installing rockfall drapery as shown on the Drawings. 1.2 DEFINITIONS 1.2.1 Rockfall Drapery: Flexible rockfall netting panels consisting of wire rope , backed with double-twist wire mesh and attached with high-strength hog rings or lacing wire and panel anchors, suspended from wire rope anchors. 1.2.2 For the purpose of this Specification, the terms “Engineer” and “Geologist” shall be synonymous. 1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS 1.3.1 The following publications, referred to hereinafter by basic designation only, form a part of this Specification to the extent referenced: ASTM International (ASTM): • A36 - Standard Specification for Carbon Structural Steel • A108 - Standard Specification for Steel Bar, Carbon and Alloy, Cold-Finished • A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products • A325 - Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength • A370 - Standard Test Methods and Definitions for Mechanical Testing of Steel Products • A603 - Standard Specification for Zinc-Coated Steel Structural Wire Rope • A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement • A641 - Standard Specification for Zine-Coated (Galvanized) Carbon Steel Wire • A764 - Standard Specification for Metallic Coated Carbon Steel Wire, Coated at Size and Drawn to Size for Mechanical Springs • A975 - Standard Specification for Double-Twisted Hexagonal Mesh Gabions and Revet Mattresses (Metallic-Coated Steel Wire or Metallic-Coated Steel Wire With Poly(Vinyl Chloride) (PVC) Coating) • A1023 - Standard Specification for Carbon Steel Wire Ropes for General Purposes Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Division 31: Earthwork Section 313323: Rockfall Drapery Poe Powerhouse Rockfall Mitigation Section 313323, Page 2 of 9 • C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortar (Using 2-in. or [50-mm] Cube Specimens) • C494 - Specification for Chemical Admixtures for Concrete • F436 - Standard Specification for Hardened Steel Washers Inch and Metric Dimensions American Association of State Highway and Transportation Officials (AASHTO) • T106 - Standard Method of Test for Compressive Strength of Hydraulic Cement Mortar (Using 50-mm or 2-in. Cube Specimens) Federal Specification • FF-C-450E: Clamps, Wire Rope • FF-T-276C: Thimbles, Rope • RR-C-271F: Chains and Attachments, Carbon and Alloy Steel • RR-W-410G: Wire Rope and Strand 1.3.2 The Constructor is responsible for meeting all Federal, State, and local safety code requirements. 1.4 SUBMITTALS 1.4.1 Submit the following in accordance with the requirements specified in Section 013300, “Submittal Procedures”. Submit temporary facility protection measures, including, but not limited to, equipment, methods, and safety precautions for preventing dust and/or material that may be generated during safety scaling, drilling, and performing the work from damaging the powerhouse and all appurtenant structures. Work Plan, including proposed equipment, means and methods, and safety precautions for performing the Work, including drilling, grouting, and testing of anchors, and hanging of drapery panels. Proposed methods to address drilling difficulties which may be encountered during construction. Drilling difficulties may include, but are not limited to : 1) hole collapse; 2) difficult drilling due to encountering soft soil-like material and hard rock; and, 3) intersection with open fractures. Designated rockfall drapery personnel. Furnish documentation confirming that the rockfall drapery personnel have the minimum experience outlined in the Qualifications section below. Shop drawings for the rockfall drapery systems. The drawings shall include, but not be limited to, sizing and layout of the drapery system members and elements, shop details, layout and orientations of wire rope anchors, panel anchors (where applicable) an d all connectors, erection plans, equipment lists, and any other information specifically required elsewhere in the contract documents. Anchor grout mix design including: Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Division 31: Earthwork Section 313323: Rockfall Drapery Poe Powerhouse Rockfall Mitigation Section 313323, Page 3 of 9 • Type of Portland cement. • Aggregate source and gradation. • Proportions of mix by weight and water/cement ratio. • Manufacturer, brand name, and technical literature for proposed admixtures. Compressive strength test results (per AASHTO T106/ASTM C109) supplied by a qualified testing lab verifying the specified minimum 3- and 28-day grout compressive strengths. Previous test results for the proposed grout mix completed within one year of the start of grouting may be submitted for initial verification and acceptance of the required compressive strengths and start of production work. Procedures for grout production and placement for hot and cold weather when such conditions are anticipated. Identification number and certified calibration records for each test jack, pressure gauge, and load cell to be used. Jack and pressure gauge shall be calibrated as a unit. Calibration records shall include the date tested, device identification number, an d the calibration test results and shall be certified for an accuracy of at least 2 percent of the applied certification loads by a qualified independent testing laboratory within 90 working days prior to submittal. Description of rope anchor testing setup, including jack, pressure gage, and load cell calibration curves, for review and acceptance by the Engineer. Movements of the anchor head shall be measured using a gage capable of measuring to 0.001 inch and recorded to the nearest 0.001 inch at each increment of load, including the ending alignment load, during the load tests. The gage shall have sufficient capacity to allow the test to be completed without resetting the gage during testing. Unloading and repositioning of test equipment during testing will not be allowed. Certificates of Compliance described under Part 2: Products. 1.5 QUALIFICATIONS 1.5.1 Workers, including supervisors, foreman, equipment operators, and laborers shall be fully qualified to perform the Work. The Superintendent shall have a minimum of five (5) years of experience in supervising installation of similar rockfall drapery systems above critical infrastructure facilities (e.g., hydroelectric facilities, railroad facilities, major highways). Workers, including equipment operators and laborers, shall have a minimum of 1,000 hours documented experience in installation of similar rockfall drapery systems. 1.6 DELIVERY, STORAGE AND HANDLING 1.6.1 Comply with Federal, State, and local regulations on the purchase, transportation, storage, and use of materials. 1.6.2 All materials shall be delivered, stored, and handled in a manner that prevents contamination, segregation, corrosion, or damage. 1.7 SITE CONDITIONS 1.7.1 Prior to any work, the Constructor shall familiarize itself with site conditions. Constructor shall locate and verify all environmentally sensitive areas, improvements, facilities, and utilities related to the project so that proper precautions may be taken not to damage such environmental areas, improvements and utilities. In the event of conflicts between existing features and the work of this Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Division 31: Earthwork Section 313323: Rockfall Drapery Poe Powerhouse Rockfall Mitigation Section 313323, Page 4 of 9 Specification, promptly notify the Engineer who will provide clarification. PART 2: PRODUCTS 2.1 GENERAL 2.1.1 Constructor shall furnish all materials, equipment, appurtenances, and facilities as required for the work. 2.1.2 Acceptable Manufacturer • Maccaferri, Inc. 8651 Morrison Creek Drive Sacramento, CA 95828 (916) 371-5805 www.maccaferri.com/us/ • Williams Form Engineering Corp. 3468 Hancock St. San Diego, CA 92110 (619) 209-3640 www.williamsform.com • DYWIDAG-Systems International USA, Inc. 2154 South Street Long Beach, CA 90805 (521) 531-6161 www.dsiamerica.com 2.1.3 All materials shall be marked by the manufacturer in order for the Constructor to identify the materials on the manufacturer’s shop drawings. 2.1.4 Alternative manufacturers will be considered with similar engineering capacity, aesthetic and finish. Request for substitutions of the drapery system and materials will be in accordance with provisions of the Contract Documents. 2.1.5 All wire rope products shall be galvanized IWRC type 6x19 construction (or accepted equivalent) per the requirements of Federal Specification RR-W-410G. 2.1.6 Lacing wire rope shall be 5/16 inch in diameter, galvanized, and have a minimum breaking strength of 9,800 pounds. 2.1.7 All wire rope clamps (commonly referred to as clips) shall be galvanized Type I, Class 1, single grip and saddle with U-bolts, nuts, and a steel saddle per Federal Specification FF-C-450E. 2.1.8 All wire rope thimbles shall be Type III, Finish Code Z, heavy for wire rope per Federal Specification FF-T-276C. 2.1.9 All shackles shall be galvanized Type IVA, Grade B, Class 2, high strength alloy steel screw pin anchor shackles per Federal Specification RR-C-271F. 2.1.10 All ring fasteners shall be Type B, Class 3 per ASTM A764, Class III galvanized in accordance with ASTM A641, and have a minimum tensile strength of 230 ksi. Ring fasteners shall have a nominal overlap of 1 inch after closure. 2.1.11 Panel anchor bearing plates shall comply with ASTM A36. 2.1.12 All-thread bar and deformed rebar shall comply with ASTM A615. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Division 31: Earthwork Section 313323: Rockfall Drapery Poe Powerhouse Rockfall Mitigation Section 313323, Page 5 of 9 2.1.13 Panel anchor assembly nuts shall comply with ASTM A108. 2.1.14 Panel anchor assembly washers shall comply with ASTM F436. 2.1.15 Unless noted otherwise or specified in the relevant Federal Specification, all steel elements shall be supplied by the manufacturer of the drapery systems and shall be galvanized in accordance with ASTM A123. 2.1.16 The wire mesh netting shall be resistant to corrosion, UV degradation, and thermal deterioration. 2.1.17 Centralizers shall be fabricated from material which is non-detrimental to the steel or corrosion protection system and shall permit grout to flow freely up the drill hole. Centralizers shall position the anchor within 0.25" of the center of the drill hole. Centralizers shall be of sufficient strength and spacing to support the weight of the anchor. 2.2 DOUBLE TWISTED WIRE MESH (DTWM) 2.2.1 Wire mesh shall be galvanized, double-twisted hexagonal steel wire mesh type 8x10, φ=0.106/0.145” 2.7/3.7mm galvanized or galfan coated (ZN-AL 5%-mm), plus PVC coating (ASTM A975) or double-twist wire mesh type 8X10 φ=0.120” (3.05mm) galvanized or galfan c oated (ZN- AL 5%-mm) (ASTM A975). Property Test Method Value Tensile Strength ASTM A370 65 ksi Note: Tensile area includes galvanization. 2.2.2 Individual wires of DTWM shall meet the following minimum requirements: The DTWM shall form a uniform hexagonal pattern and shall be formed with a non- reveling twist. The major axis of any opening shall not exceed 5 inches. The area of hexagonal opening, approximately 3.25 inches by 4.5 inches, shall not exceed 11.5 square inches. Cable net shall be galvanized 5/16” wire rope with 12” x 12” openings with knotted junctions comprising a pair of 0.12-inch-diameter steel wires coated with a Zinc- Aluminum-5% mischmetal alloy. 2.3 GROUT 2.3.1 Grout shall comprise a neat cement or sand/cement mix. The design mix shall have a minimum 3- day compressive strength of 1,500 psi and minimum 28-day compressive strength of 3,500 psi. The cement content of the grout shall not be less than 844 lbs per cubic yard of grout. The maximum water-cement ratio shall be 0.45. 2.3.2 Chemical additives to control bleed or retard set, and other admixtures conforming to ASTM C494, may be used if accepted by the Engineer. Additives shall not contain chlorides or materials corrosive to steel. Additives, if used, shall be mixed in accordance with manufacturer's recommendations. The suitability of admixtures shall be verified with trial mixes, and if two or more admixtures are proposed for a mix, the compatibility of each shall be verified and the manufacturers of each shall be consulted. Additives which reduce the sulfate resistance of Type II cement will not be allowed. Accelerators shall not be used. 2.3.3 Use of organic materials (i.e. wood shavings, rice hulls, etc.) to reduce or eliminate grout loss will not be permitted. 2.3.4 Water used in the grout mix shall be clean, fresh, potable, and contain no substance deleterious to Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Division 31: Earthwork Section 313323: Rockfall Drapery Poe Powerhouse Rockfall Mitigation Section 313323, Page 6 of 9 the concrete or steel. 2.4 CERTIFICATE OF COMPLIANCE 2.4.1 The Constructor shall provide the Engineer with a Certificate of Compliance from the drapery and anchor manufacturer. The certificate shall be signed by the manufacturer of the material or the manufacturer of assembled materials and shall state that the materials involved comply in all respects with the requirements of the Specifications and Drawings. A Cert ificate of Compliance shall be furnished with each lot of material delivered to the work and the lot so certified shall be clearly identified in the certificate. 2.4.2 Materials used on the basis of a Certificate of Compliance may be sampled and tested at any time. The fact that material is used on the basis of a Certificate of Compliance shall not relieve the Constructor of responsibility for incorporating material in the work which conforms to the requirements of the Drawings and Specifications, and any material not conforming to the requirements will be subject to rejection whether in place or not. 2.4.3 At a minimum, the Certificate of Compliance shall verify that the drapery systems have demonstrated satisfactory performance in a similar application and capacity. PART 3: EXECUTION 3.1 GENERAL 3.1.1 Safety scaling shall be performed prior to drapery installation to reduce the risks to personnel, structures, and equipment from slope debris displaced during drapery placement . 3.1.2 Slope materials may be subject to caving, or may comprise hard, intact rock that is difficult to drill. The Constructor shall provide heavy-duty drilling equipment capable of penetrating into hard and competent rock and shall be prepared to case holes if necessary to the depths shown on the Drawings. Equipment shall be capable of limited access drilling on uneven terrain. Constructor shall thoroughly review the Drawings and inspect the site to understand access limitations. 3.1.3 Constructor shall employ dust control measures in accordance with the environmental requirements of the Contract documents and when drilling in proximity to electrical facilities. 3.2 SLOPE CONDITIONS 3.2.1 Rock exposed on the slope is locally highly fractured and with potentially unstable blocks. The Constructor shall employ measures before and during drapery installation and anchor installation to minimize disturbance to the slope face and to protect all personnel and prevent damage to all existing equipment and facilities. 3.3 DRAPERY PANELS 3.3.1 Drapery installation shall be performed according to the approved Constructor submittal. 3.3.2 Drapery panels shall be sized during manufacturing to accommodate the slope dimensions, and shall not be cut on the job site. 3.3.3 The long direction of drapery panels shall be placed as perpendicular to the contours of the slope as practicable. 3.3.4 The panels shall be placed in a manner that will minimize gaps and large spaces between the panel and the ground surface, to the satisfaction of the Engineer. 3.3.5 Adjoining drapery panels shall be connected with lacing wire. This procedure shall utilize a length Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Division 31: Earthwork Section 313323: Rockfall Drapery Poe Powerhouse Rockfall Mitigation Section 313323, Page 7 of 9 of lacing wire approximately 1½ times the distance to be laced. The lacing wire shall be wrapped around the butt-jointed drapery perimeter ropes by securing one end of the lacing wire with two cable clips, looping the lacing wire around the drapery panel edges, and securing the other end with two cable clips, or per the manufacturer’s written recommendations. 3.3.6 Where necessary, gaps between adjacent drapery panels shall be filled by installing filler panels, fitted and fastened to adjoining panels as shown in Drawings, or otherwise approved by the manufacturer and Engineer. 3.3.7 Drapery systems shall extend to within 3 feet above the toe of the protected slope, unless otherwise noted. 3.4 WIRE ROPE AND PANEL ANCHORS 3.4.1 Anchors shall be placed within 12 inches of the centerline to centerline spacing and locations shown on the Drawings, or as otherwise allowed by the Engineer. Allowances shall not be considered accumulatively to achieve greater-than-specified spacing over multiple anchors. 3.4.2 The Constructor shall contain and collect spoils from excavation and drilling activities and dispose of at an on-site location to be determined by PG&E. Excess excavated material and spoils shall not be left in an unstable or hazardous condition, as determined by PG&E or the Engineer. 3.4.3 Materials and dimensions of proof tested anchors shall be identical to those of the untested anchors they represent. 3.4.4 Insert anchors into drill holes no more than 4 hours prior to grouting the anchors. Where possible, the on-site Inspector or Engineer shall observe the drill holes prior to anchor insertion. At a minimum, the Constructor shall demonstrate to the satisfaction of the Inspector or Engineer that each anchor can be easily inserted into the drill hole. If there is any evidence of debris or obstruction in a drill hole, the drill holes shall be re-drilled/cleaned out as necessary to clean the hole sufficiently to achieve relatively easy insertion of the anchors, and provide the minimum grout cover stipulated in the Construction Documents. 3.4.5 All anchors shall be installed in drilled holes using centralizers. Centralizers shall adequately support the cable in the center of the drilled hole and shall be spaced at 4 feet on center, or as otherwise shown on the Drawings. 3.4.6 The length of drilled hole shall be verified and recorded by the Constructor before grouting. Anchors shall be numbered and shown on a scaled map, with approximate grout takes indicated for each. All construction information shall be submitted to the Engineer at the beginning of each work day following construction activities. 3.4.7 The Constructor shall grout the drilled hole after installation of the anchor. Grout shall be injected at the low end of the drilled hole and shall fill the drilled hole with a dense grout free of voids or inclusion of foreign material. The Constructor shall completely grout the drilled hole in one continuous operation, unless otherwise noted. 3.4.8 Drill holes shall be filled with anchors and grouted on the same day as being drilled. 3.4.9 The grout shall be mixed in mechanical mixing equipment of a type that will produce uniform and thoroughly mixed grout. Retempering of grout will not be permitted. Grout shall be continuously agitated until the grout is pumped. 3.4.10 Grouting equipment shall be capable of placing grout at a nozzle pressure of at least 100 psi. 3.4.11 Grouting equipment shall be furnished with a pressure gage having a full-scale reading of not more than 300 psi. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Division 31: Earthwork Section 313323: Rockfall Drapery Poe Powerhouse Rockfall Mitigation Section 313323, Page 8 of 9 3.4.12 When hot weather conditions would contribute to quick stiffening of the grout, the grout shall be cooled by approved methods as necessary to prevent blockages during pumping operations. 3.4.13 When freezing weather conditions will prevail during and following the placement of grout, the Constructor shall provide adequate means to protect the grout in the ducts from damage by freezing or other causes. 3.4.14 Grout Sampling and Testing Grout sampling and compressive strength testing shall be per ASTM C942. One test sample shall be collected during each day of grouting from grout mixes/batches. A minimum of three test samples shall be collected and tested. 3- and 28-day compressive strength test results and laboratory reports shall be submitted to the Engineer within 24 hours following each test. 3.4.15 Proof Testing Twenty percent (20%) of the wire rope anchors shall be proof tested as described below. Prior to installing production panel anchors, a sacrificial panel anchor shall be proof tested at the location indicated on the Drawings. Drill holes for proof tested anchors shall be of the same diameter and construction as those for the untested anchors they represent, as approved by the Engineer. Anchor proof testing shall be performed against a temporary yoke or load frame. No part of the yoke or load frame shall bear within four (4) drill hole diameters of the anchor being tested. All proof testing shall be performed in the presence of the Engineer. Unless allowed otherwise, do not perform the proof testing until the grout for the anchor has cured for at least 72 hours and attained at least the specified 3-day compressive strength of 1,500 psi. Testing in less than 72 hours only will be allowed if the Constructor submits compressive strength test results, for tests performed by a qualified independent testing laboratory, verifying that the anchor grout mixes being used will provide t he specified 3- day compressive strengths in the lesser time. Movements of the anchor head shall be measured using a gage capable of measuring to 0.001 inch and recorded to the nearest 0.001 inch at each increment of load, including the ending alignment load, during the load tests. The gage shall have sufficient capacity to allow the test to be completed without resetting the gage during testing. Proof tests shall be performed by incrementally loading the anchor to a maximum test load of 150 percent of the pullout capacity (Design load) provided by the barrier manufacturer. The anchor head movement at each load shall be measured and recorded by the Constructor under the observation of the Engineer. Incremental loading for proof tests shall be in accordance with the following load schedule. The anchor head movements shall be recorded at each load increment. PROOF TEST TEST LOAD HOLD TIME AL (0.10DL) Until Stable 0.20DL Until Stable Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Division 31: Earthwork Section 313323: Rockfall Drapery Poe Powerhouse Rockfall Mitigation Section 313323, Page 9 of 9 0.40DL Until Stable 0.60DL Until Stable 0.80DL Until Stable 1.00DL (Creep Test) 10 minutes 1.25DL Until Stable 1.50DL (Max Test Load) Until Stable AL Until Stable DL = Design load per manufacturer AL = Alignment load = 0.10 DL The DL is the design load shown on the Drawings. Dial gages shall be set to "zero" after the alignment load has been applied. All load increments shall be maintained within 5 percent of the intended load. The jack may be re-pumped as necessary in order to maintain a constant load. Each load increment shall be held long enough to obtain a stable reading. The test anchor shall be monitored for creep at the 1.00 DL load increment. Anchor movements during the creep portion of the test shall be measured and recorded at 1, 2, 3, 5, 6, and 10 minutes. The load during the creep test shall be maintained within 2 percent of the intended load. Anchor tests shall be unloaded only after completion of the test. A wire rope anchor shall be considered acceptable when a pullout failure of the anchor does not occur. A pullout failure has occurred when attempts to increase the test load result in movement of the anchor relative to a fixed reference point without an increase in load. The pullout failure load shall be recorded as part of the test data. A proof-tested panel anchor is acceptable if the following are achieved: The anchor carries the maximum test load with less than 0.04 inches of movement between 1 minute and 10 minutes. The total movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the unbonded length. Production anchors represented by the proof anchor that fails to meet acceptance criteria will be rejected. The Constructor shall determine the cause of failure for the rejected test anchor and propose modifications to the working drawings or installation methods. At the Constructor’s discretion, all wire rope anchors represented by failed proof anchor may be individually proof tested for acceptance. All anchors failing the test, due to construction deficiencies, shall be reinstalled and retested at the Constructor’s expense. Constructor shall submit any modifications to the anchor installation or grouting methods prior to reinstalling. END OF SECTION Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible ENCLOSURE 5 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Gannett Fleming, Inc. Suite 200 • 2251 Douglas Blvd • Roseville, CA 95661 t: 916.677.4800 www.gannettfleming.com Table of Contents DESIGN OVERVIEW ................................................................................................................................................................ 2 Introduction ......................................................................................................................................................................... 3 References ............................................................................................................................................................................ 3 Design Description ............................................................................................................................................................ 3 Design Procedure .............................................................................................................................................................. 3 Unsecured Rockfall Drapery...................................................................................................................................... 3 Secured Rockfall Drapery ........................................................................................................................................... 4 Limitations ............................................................................................................................................................................ 4 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse Rockfall Mitigation Project April 25, 2021 Gannett Fleming Project No. 065601 DESIGN OVERVIEW Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse Rockfall Mitigation Project April 25, 2021 Gannett Fleming Project No. 065601 DESIGN OVERVIEW INTRODUCTION Provided herein are construction drawings and design calculations for proposed rockfall mitigation measures to be installed above the tunnel portal structure at Poe Powerhouse in Butte County, California. REFERENCES 1. Slope Reconnaissance and Alternatives Analysis Report, Poe Powerhouse Rockfall Mitigation Project, Butte County, California, prepared by Gannett Fleming, Inc., dated January 24, 2020. 2. Design Criteria Memorandum, Poe Powerhouse Rockfall Mitigation Project, Butte County, California, prepared by Gannett Fleming, Inc., dated January 24, 2020. 3. Design Guidelines for Wire Mesh/Cable Net Slope Protection, Report No. WA -RD 612.2, prepared by the Federal Highway Administration (FHWA)/Washington State Department of Transportation, dated April 2005. 4. Williams Form Engineering Corp. - Ground Engineering Systems 5. MACRO Studio, Reinforced System Theory and Background Version 3.0 - Maccaferri DESIGN DESCRIPTION The subject rockfall mitigation measures comprise both secured and unsecured rockfall drapery to be placed on the cut slope surface in the vicinity of the Poe Powerhouse penstock tunnel portal structure and reserve station service power equipment located atop the portal structure. Secured drapery will be installed directly upslope of the tunnel portal and power equipment, while unsecured rockfall drapery will be installed over the cut slope beyond the portal structure. The rockfall drapery will comprise Maccaferri HEA panels (galvanized double-twist wire mesh attached to cable net), or approved equivalent netting. Unsecured portions of the drapery will be suspended from a 3/4” galvanized, wire top rope attached to single-legged 3/4” wire rope anchors, grouted 10 feet into the slope, spaced up to 20 feet on-center. Secured portions of the drapery will have additional, grouted, all-thread panel anchors grouted 10 feet into the slope on a 6-foot by 6- foot grid pattern over the face of the mesh, and secured with anchor plates. DESIGN PROCEDURE Unsecured Rockfall Drapery The design of the rockfall drapery was performed in accordance with the Refs. 2 & 3. The parameters used for determining the top anchor loads are listed below: • Maximum rockfall block size: 5 ft • Maximum design event volume: 10 yd³ • Maximum slope height: 60 ft • Horizontal anchor spacing: 20 ft • Ultimate Grout/Rock Bond Stress = 300 psi (assuming competent rock) • Drill hole diameter: 2.5 in Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse Rockfall Mitigation Project April 25, 2021 Gannett Fleming Project No. 065601 Secured Rockfall Drapery The design of the rockfall drapery was performed in accordance with the Refs. 2 & 5. The design software MACRO Studio Version 3.0 (MACRO) was used to design the secured drapery system. MACRO uses a limit equilibrium approach to model secured drapery. Design inputs were informed by material assumptions given in the Design Criteria Memo (Ref. 2) and geologic conditions observed during our reconnaissance and reported in our Slope Reconnaissance and Alternatives Analysis (Ref. 1), and from recommended values taken from the MACRO manual. All input parameters, and their justifications, are included in the Design Calculations section of this report. LIMITATIONS This report has been prepared for the sole use of PG&E, specifically for construction of the proposed improvements presented herein. The conclusions and recommendations presented in this report are based upon information obtained from the references listed herein. Gannett Fleming is not responsible for the data presented by others. The information provided in this report is valid as of the date shown on the cover page for the designs described herein. Structural or geologic/geotechnical issues may arise that were not apparent at the time of this design (e.g., changes in design geometries, soil design parameters, loadings, etc.). In addition, changes in applicable standard of practice can occur, whether from legislation or the broadening of knowledge. Accordingly, this report may be invalidated, wholly or partially, by changes outside of our control. Should changes occur that might affect the design presented herein, Gannett Fleming should be notified to evaluate the validity of this report in light of such changes. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse Rockfall Mitigation Project April 25, 2021 Gannett Fleming Project No. 065601 UNSECURED DRAPERY DESIGN CALCULATIONS Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse Rockfall Mitigation Project #: 065601 RFD Wire Rope Anchor Design 1/17/2021 Prepared By: SMU Top Anchor Loading Overall Slope Length (ft)65.00 Maximum slope length Snow Load (psf)- No snow load below 1499-ft elevation per Butte County Building Design Criteria, page 2 Slope-Drapery Interface Friction Angle (degrees)- Assuming configurations for a vertical slope (i.e. no interface friction) - Section 2.3 from Muhunthan et al (2005) Maximum Slope Height (ft)60.00 Anchor Spacing (ft)20.00 Table 2 from Muhunthan et al (2005), decreased to 20-ft to accommodate slope geometry (more conservative) Anchor System Weight (lbs)1,100 For cable nets up to 100-ft vertical slope - Figure A-21 from Muhunthan et al (2005) Factor of Safety 10.00 Section 3.2.1 from Muhunthan et al (2005) Load per Anchor (lbs)11,000 For mesh weights including debris & impact loads - Figure 1 from Muhunthan et al (2005) Anchor Embedment Drill Hole Diameter (in)2.50 Ultimate Grout-Rock Bond Stress (psi)300.00 Based on recommendations from Slope Reconnaissance Report Bond Stress Factor of Safety 2.00 Neglected Anchor Length (ft)3.00 Based on weathering and geometry variability from Slope Reconnaissance Report Minimum Bonded Length (ft) - Includes Negl. Anch. Length 3.78 Say 10.00 ft minimum Anchor Design Wire Rope Diameter (in)3/4 Table VII from Federal Specification RR-W-410G Wire Rope Breaking Strength (lbs)48,400 Table VII from Federal Specification RR-W-410G Factor of Safety Against Failure of Single-Legged Wire Rope Anchor 4.40 PASS Maximum Anchor Test Load (lbs) = 1.5 x DL 16,500 Factor of Safety Against Wire Rope Failure at Maximum Test Load 2.93 PASS (conservative) Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Revised: 12-17-2019 P.H. Exposure C: Flat and generally open terrain within ½ mile or more from the site. SEISMIC DESIGN: FOUNDATION DESIGN VALUES - WITHOUT A SOILS REPORT: SNOW LOADS: Snow Load Excerpt from Butte County Building Design Criteria, Form No. DPC-5 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 0 10 20 30 40 50 Anc hor Spac ing (ft) Anch o r L o a d ( l b f ) 50 ft 100 ft 200 ft 300 ft Figure A-21. Anchor load v. spacing for cable nets for a vertical slope (no interface friction) ranging in height from 50 to 300 ft (15 to 90 m). A-12 Excerpt from Design Guidelines for Wire Mesh/Cable Net Slope Protection 1100 lbf @ 20 ft spacing for 100 ft slope Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible 3.2.1 Debris and Impact Loads The recommended design methodology attempts to account for potential variability in debris and impact loads for a given site, as well as the current lack of understanding of how impact loads are transferred to the system. This is done by applying a large factor of safety (5 to 10) to the anchor requirements for the system weight alone, with no resistance contribution from interface friction (figures A-19, A-20 and A-21). The maximum recommended anchor spacings presented in Table 2 also coincide with repeated successful application of the wider range of anchor spacings discussed in the technical report (Muhunthan et al. 2005). For simplification, the recommended maximum spacings are suitable for hexagonal mesh, TECCO® G65 mesh, and 12-inch (300-mm) square grid cable nets backed with either hexagonal or chain link mesh. Narrower spacings should be considered if different fabrics are used that are significantly heavier than the specified cable net. Other factors, such as topography, may also warrant closer spacings. Table 2. Recommended maximum anchor spacing as a function of slope height Slope Height ft (m) Anchor Spacing1,2 ft (m) ≤ 100 ft (30 m) 50 ft (15 m) 100 – 200 ft (30 – 60 m) 35 ft (10 m) 200 – 300 ft (60 – 90 m) 20 ft (5 m) 1Maximum spacings suitable for hexagonal mesh, TECCO® G65 mesh, and 12-inch (300-mm) square grid cable nets backed with either hexagonal or chain link mesh. 2 Anchor spacing is based on a minimum anchor capacity of 20,000 lbf (90kN). Anchor load charts for 45° and 60° slopes with planar, undulating, and rough configurations are included in Appendix A. As an alternative to the use of Table 2, these charts can be used to determine the anchor loads from mesh weight alone for these flatter 19 Excerpt from Design Guidelines for Wire Mesh/Cable Net Slope Protection Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible lbf (110 kN) and 50,000 lbf (220 kN), respectively, have been considered for top horizontal support ropes. Based on a factor of safety of approximately 2 for the top horizontal support rope, the recommended maximum lengths for double-twisted hexagonal and TECCO® G65 mesh are provided in Table 3A and for cable nets backed with hexagonal mesh in Table 3B. Table 3A. Recommended maximum length for top horizontal support rope v. slope height for double- twisted hexagonal and TECCO® mesh. Slope Height ft (m) Max. length for ½” (13 mm) cable fabric weight only ft (m) Max. length for ¾” (19 mm) cable fabric weight only ft (m) 50 ft (15 m) 230 ft (70m) 400 ft (120 m) 100 ft (30 m) 120 ft (35 m) 200 ft (60 m) 200 ft (60 m) 60 ft (18 m) 100 ft (30 m) 300 ft (90 m) 40 ft (12 m) 75 ft (22 m) Table 3B. Recommended maximum length for top horizontal support rope v. slope height for cable net backed with double-twisted hexagonal mesh. Slope Height ft (m) Max. length for ½” (13 mm) cable fabric weight only ft (m) Max. length for ¾” (19 mm) cable fabric weight only ft (m) 50 ft (15 m) 80 ft (25m) 150 ft (45 m) 100 ft (30 m) 40 ft (12 m) 75 ft (22 m) 200 ft (60 m) 20 ft (5 m) 40 ft (12 m) 300 ft (90 m) 15 ft (4 m) 25 ft (7 m) These tables may be conservative for flatter slopes because they do not account for the resistive contribution of interface friction. Conversely, the maximum length of the top horizontal support rope should be reduced if extreme sustained loads (i.e., snow) are anticipated. As an example of an extreme loading condition, the instrumented Tumwater 26 Excerpt from Design Guidelines for Wire Mesh/Cable Net Slope Protection Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible TABLE VII. Type I, general purpose, class 2, 6 by 19, and class 3, 6 by 37, single operation strand, corrosion-resistant steel, IWRC. Rope diameter Maximum rope lay length Nominal (ordered) (minimum) (inches) Maximum (inches) Approximate circumference (inches) Regular lay (inches) Lang lay (inches) Approximate weight (lb./ft.) Nominal strength (force) (lb.) Minimum breaking strength (force) (lb.) 7/16 0.459 1 3/8 2 31/32 3 3/16 0.35 16,300 15,900 1/2 0.525 1 5/8 3 3/8 3 5/8 0.46 22,800 22,200 9/16 0.591 1 3/4 3 13/16 4 3/32 0.59 28,500 27,800 5/8 0.656 2 4 7/32 4 17/32 0.72 35,000 34,100 3/4 0.788 2 3/8 5 1/16 5 7/16 1.04 49,600 48,400 7/8 0.919 2 3/4 5 29/32 6 11/32 1.42 66,500 64,800 1 1.050 3 1/8 6 3/4 7 1/4 1.85 85,400 83,300 1 1/8 1.181 3 1/2 7 19/32 8 5/32 2.34 106,400 103,700 1 1/4 1.313 3 7/8 8 7/16 9 1/16 2.89 129,400 126,200 1 3/8 1.444 4 3/8 9 9/32 9 31/32 3.50 153,600 149,800 1 1/2 1.575 4 3/4 10 1/8 10 7/8 4.16 180,500 176,000 RR - W - 4 1 0 G 45 Excerpt from Federal Specification RR-W-410G Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Poe Powerhouse Rockfall Mitigation Project April 25, 2021 Gannett Fleming Project No. 065601 SECURED DRAPERY DESIGN CALCULATIONS Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Project No.: 065601 Poe PH Rockfall Mitigation Performed by: SMU Date: 1/19/2021 Input Value Justification Rock Slope Inclination of the Slope (degrees) 78 Inclination of the design area (central section) as reported in Slope Recon and Alternatives Analysis (page 3). Thickness of Surficial Instability (meters) 0.91 (3 ft = 0.91 meters) Chosen due to max block size observed as 3 feet, taken from Reconnaissance Report Density of the Rock (kN/m3) 25.9 165 pcf = 25.9 kN/m3 value is average of 2 lab test values, taken from report table 2 of Slope Reconnaissance and Alternatives Analysis Report. Dip of the set of joints (deg) 60 Composite value representative of typical J1 and J2, Figure 3 of Slope Reconnaissance and Alternatives Analysis Report. Compressive Strength of the critical joint (MPa) 30.1 18,603 psi UCS from lab tests (Table 2 Slope Recon and Alternatives Analysis), multiplied by 0.25 to account for weathering = 4650.75 psi = 30.1 Mpa Roughness Coefficient of the critical joint 5 Estimated to be 5 based on visual observations during field recon. horizontal seismic coefficient 0.3 0.296 rounded to 0.30 by MACRO. https://hazards.atcouncil.org/#/seismic?lat=39.72304152024072&lng=- 121.46982256507704&address= Vertical seismic coefficient 0 (Default, analyze with horizontal seismic coefficient only) External force (kN)0 No surcharge required Angle between force and slope (deg)90 (Default, no force used) Anchor Bar Horizontal spacing between anchors (m)1.82 Selected. Typical range of 2 - 3 meters per MACRO manual Vertical spacing between the anchors (m)1.82 Selected. Typical range of 2 - 3 meters per MACRO manual Inclination of the bar to the horizontal (deg)15 Selected. Angled down to allow grouting to surface. Coefficient (Bustamante, Doix)1.1 Drilling in rock, selected from dropdown menu Anchor type Grade 75 #8 Selected. Grade 75 all-thread per the Design Criteria Memo. Inner diameter of the anchor bar (mm)0 Solid bar. External diameter of anchor bar (mm)25 #8 bar is 25 mm (alternatives are #9 - 29 mm, #10 - 32 mm) Drilling Diameter (mm)63.5 Selected. 2 inches = 51 mm Yield tensile stress of the anchor (MPa) 518 Based on Williamsform specifications of Grade 75 All-Thread Rebar, #8. Yield Stress = Yield Strength (264kN) / area (510mm 2) = 517MPa Custom thickness (mm)0 Corrosion excluded from design of galvanized bars. Bond Stress Between grout and rock (MPa)2.07 Allowable bond stress = 300 psi = 1.035 MPa. 300 psi taken from DCM Assumed plasticization between rock and anchor (m) 0.45 High (conservative value taken for "heavy jointed rocks" taken from MACRO manual Mesh HEA 300 , diameter 8 HEA 300 Ø 8 300mm = 12" opening size, 8mm = 5/16" diameter wires. These mesh dimensions are taken from the DCM Nominal tensile resistance in lab test (kN/m)165 Default value for HEA 300 Ø 8 Safety Coefficients Uncertainty of the thickness of surficial instability 1.3 Suggested value because rough visual estimation was used rather than a geomechanical survey Uncertainty of the rock mass unit weight 1 Mostly homogenous rock mass Uncertainty of the rock behavior and weathering 1.05 Suggested value based on weathering Safety Coefficient to reduce the stabilizing forces 1.36 Product of the three safety factors above Slope surface morphology 1.3 Suggested value for rough surface External loads 1 No loads applied Safety coefficient to increase the driving forces 1.3 Product of the two safety factors above Global Safety Coefficient 1.77 Product of "Safety Coefficient to reduce the stabilizing forces" and "Safety coefficient to increase the driving forces" Coefficient applied on the tensile and the punch resistance 1.8 Coefficient applied on the mesh deflection 1 Coefficient applied on the yield stress of the bar 1.8 / 1.35 Static / Seismic Coefficient applied on bond stress 2 / 1.5 Static / Seismic Secured Drapery Design InputsDocument Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible PG&E / GF Proj. No.: 065601Client: www.maccaferri.com pag. 1 of 2 · MACRO 1 Reinforced System Rock and Soil Slope Protection Design Software MACRO Studio Angle between the force and the slope [º] 15 º 1.82 2 15 º 1.82 2 15 º 1.82 2 Horizontal seismic coefficient Vertical seismic coefficient 0.00 External force [kN] Bond stress between grout and rock [MPa] Dip of the set of joints [º] Compressive strength of the critical joint [MPa] Roughness Coefficient of the critical joint Project Information Title: Number: Poe Powerhouse GF Proj. No.: 065601 PG&E SMU Client: Designer: Description: Assumed plasticization between rock and anchor [m] Inclination of the slope [º] Input Data Rock Slope Thickness of the surficial instability [m] Mesh type Nominal tensile resistance in lab test [kN/m] Max nominal punching resistance in lab conditions [m] Mesh 78 0.91 Density of the rock [kN/m³]25.90 0.45 Most critical set of joints 60 30.10 Horizontal spacing between the anchors [m] Vertical spacing between the anchors [m] Inclination of bar to the horizontal [º] HEA 300 Ø 8 165.00 0.165 1.82 1.82 Anchor Bar Geometry Anchor Type pp_CTG pp_ADTi pp_CTG Innner diameter of the anchor bar [mm] Anchor type External diameter of the anchorbar [mm] Thickness of the crow of corrosion [mm] 15 Yield tensile stress of the anchor [MPa]517 25.4 0.00 0 Grade 75/80 #8 bar Seismicity 5.00 0.00 2.08 0.00 External Loads 90.00 E cv ch a g S b JCSo JRCo ix iy   Tc Fy,k lim Tmeshw Lp t i e 0Z e MACRO Studio | | Copyright® Maccaferri 2016-2019 | v 3.0.50 | 2020.01.27 | Notice: Maccaferri is not responsible for the drawings and the calculations transmited, since they should be intended as general design outlines and advice, aiming only to the best use of the produts. Static DesignDocument Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible PG&E / GF Proj. No.: 065601Client: www.maccaferri.com pag. 2 of 2 · MACRO 1 Reinforced System Rock and Soil Slope Protection Design Software MACRO Studio Punch resistance of the mesh, design value [kN] Factor of resistance Sum of the stabilizing forces, design value [kN] Force acting on the anchor, design value [kN] Coefficient applied on the yield stress of the bar Factor of resistance Coefficient applied on bond stress Coefficient applied on the tensile and the punch resistance Safety coefficient to increase the driving forces Safety coefficient to reduce stabilizing forces Angle between anchor axis and horizontal [º] Yield stress, design value [MPa] Effective area of the anchor bar [mm²] Results / Check Force acting on the anchor, design value [kN] Capacity of the anchor, design value [kN] Anchor working rate FOS Anchor working rate Tensile Stress Anchor Nominal diameter of drilling [mm] 59.15 72.91 59.15 4.761.30 43.12 15 287.22 506.71 50.00 Maximum pullout force (greater between A and B) [kN] 3.16 2.26 3.16 0.02 Minimum lenght of the anchor [m] 1.18 2.00 Mesh design 24.94 28.08 15.88 3.77 0.96 72.91 Rock volume that can slide among the anchors [m³] Rock weight that can slide among anchors [kN] Sum of driving forces acting on the sliding plane, design value [kN] Sum of resisting forces acting on the sliding plane, design value [kN] Length of the anchor in the unstable zone [m] Length of the anchor in the stable zone [m] Pullout force related to the sliding of the surficial zone [B] [kN] Pullout force related to the mesh [A] [kN] Sliding plane stabilizing forces - per anchorage [kN] 1.80 1.80 1.30 1.00 1.36 2.00 Safety Coefficients Mesh Anchor type 99.27 1.30 129.05 Analysis of sliding of the surficial zone Bar design 3.77 9.72 36.63 Tensile resistance of the mesh, design value [kN/m] Factor of resistance Mesh 19.25 4.76 91.67 Tensile Stress Punching 9.72 Maximum displacement before maintenance [m]0.222 Punching R RFOS % Coefficient applied on the mesh deflection Tensile stress acting on the mesh, design value [kN/m] Working rate %10.2921.00 Analysis of sliding of the surficial zone Mesh Analysis Punch force acting on the mesh, design value [kN] Punch force acting on the mesh, design value [kN] t D,d t D,d R STAB,d y,dF yndf dS 2P 1P P SL L dT MESHT MESHM dM V B k BD,d BR,d M d Z M iL g R g D g MESH g Z g Ag t S,d drill b T y,dF+ hA e t FOS R slope FOS R tensile FOS R Def g MESH/ g MESH/ MACRO Studio | | Copyright® Maccaferri 2016-2019 | v 3.0.50 | 2020.01.27 | Notice: Maccaferri is not responsible for the drawings and the calculations transmited, since they should be intended as general design outlines and advice, aiming only to the best use of the produts. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible PG&E / GF Proj. No.: 065601Client: www.maccaferri.com pag. 1 of 2 · MACRO 1 Reinforced System Rock and Soil Slope Protection Design Software MACRO Studio Angle between the force and the slope [º] 15 º 1.82 2 15 º 1.82 2 15 º 1.82 2 Horizontal seismic coefficient Vertical seismic coefficient 0.00 External force [kN] Bond stress between grout and rock [MPa] Dip of the set of joints [º] Compressive strength of the critical joint [MPa] Roughness Coefficient of the critical joint Project Information Title: Number: Poe Powerhouse GF Proj. No.: 065601 PG&E JFR Client: Designer: Description: Assumed plasticization between rock and anchor [m] Inclination of the slope [º] Input Data Rock Slope Thickness of the surficial instability [m] Mesh type Nominal tensile resistance in lab test [kN/m] Max nominal punching resistance in lab conditions [m] Mesh 78 0.91 Density of the rock [kN/m³]25.90 0.45 Most critical set of joints 60 30.10 Horizontal spacing between the anchors [m] Vertical spacing between the anchors [m] Inclination of bar to the horizontal [º] HEA 300 Ø 8 165.00 0.165 1.82 1.82 Anchor Bar Geometry Anchor Type pp_CTG pp_ADTi pp_CTG Innner diameter of the anchor bar [mm] Anchor type External diameter of the anchorbar [mm] Thickness of the crow of corrosion [mm] 15 Yield tensile stress of the anchor [MPa]517 25.4 0.00 0 Grade 75/80 #8 bar Seismicity 5.00 0.30 2.08 0.00 External Loads 90.00 E cv ch a g S b JCSo JRCo ix iy   Tc Fy,k lim Tmeshw Lp t i e 0Z e MACRO Studio | | Copyright® Maccaferri 2016-2019 | v 3.0.50 | 2020.01.27 | Notice: Maccaferri is not responsible for the drawings and the calculations transmited, since they should be intended as general design outlines and advice, aiming only to the best use of the produts. Seismic Design Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible PG&E / GF Proj. No.: 065601Client: www.maccaferri.com pag. 2 of 2 · MACRO 1 Reinforced System Rock and Soil Slope Protection Design Software MACRO Studio Punch resistance of the mesh, design value [kN] Factor of resistance Sum of the stabilizing forces, design value [kN] Force acting on the anchor, design value [kN] Coefficient applied on the yield stress of the bar Factor of resistance Coefficient applied on bond stress Coefficient applied on the tensile and the punch resistance Safety coefficient to increase the driving forces Safety coefficient to reduce stabilizing forces Angle between anchor axis and horizontal [º] Yield stress, design value [MPa] Effective area of the anchor bar [mm²] Results / Check Force acting on the anchor, design value [kN] Capacity of the anchor, design value [kN] Anchor working rate FOS Anchor working rate Tensile Stress Anchor Nominal diameter of drilling [mm] 72.94 97.21 72.94 4.511.25 70.90 15 382.96 506.71 50.00 Maximum pullout force (greater between A and B) [kN] 4.13 3.71 4.13 0.02 Minimum lenght of the anchor [m] 1.18 2.00 Mesh design 24.94 31.82 15.88 4.93 0.96 97.21 Rock volume that can slide among the anchors [m³] Rock weight that can slide among anchors [kN] Sum of driving forces acting on the sliding plane, design value [kN] Sum of resisting forces acting on the sliding plane, design value [kN] Length of the anchor in the unstable zone [m] Length of the anchor in the stable zone [m] Pullout force related to the sliding of the surficial zone [B] [kN] Pullout force related to the mesh [A] [kN] Sliding plane stabilizing forces - per anchorage [kN] 1.35 1.80 1.30 1.00 1.36 1.50 Safety Coefficients Mesh Anchor type 104.14 1.25 130.45 Analysis of sliding of the surficial zone Bar design 4.93 7.44 36.63 Tensile resistance of the mesh, design value [kN/m] Factor of resistance Mesh 20.31 4.51 91.67 Tensile Stress Punching 7.44 Maximum displacement before maintenance [m]0.228 Punching R RFOS % Coefficient applied on the mesh deflection Tensile stress acting on the mesh, design value [kN/m] Working rate %13.4422.16 Analysis of sliding of the surficial zone Mesh Analysis Punch force acting on the mesh, design value [kN] Punch force acting on the mesh, design value [kN] t D,d t D,d R STAB,d y,dF yndf dS 2P 1P P SL L dT MESHT MESHM dM V B k BD,d BR,d M d Z M iL g R g D g MESH g Z g Ag t S,d drill b T y,dF+ hA e t FOS R slope FOS R tensile FOS R Def g MESH/ g MESH/ MACRO Studio | | Copyright® Maccaferri 2016-2019 | v 3.0.50 | 2020.01.27 | Notice: Maccaferri is not responsible for the drawings and the calculations transmited, since they should be intended as general design outlines and advice, aiming only to the best use of the produts. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Hazards by Location Search Information Coordinates:39.72304152024072, -121.46982256507704 Elevation:937 ft Timestamp:2020-12-18T17:10:04.145Z Hazard Type:Seismic Reference Document: ASCE7-16 Risk Category:III Site Class:D-default Basic Parameters Name Value Description SS 0.674 MCER ground motion (period=0.2s) S1 0.278 MCER ground motion (period=1.0s) SMS 0.85 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 0.567 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.261 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CR1 0.907 Coefficient of risk (1.0s) PGA 0.296 MCEG peak ground acceleration FPGA 1.304 Site amplification factor at PGA PGAM 0.386 Site modified peak ground acceleration TL 16 Long-period transition period (s) 937 ft Report a map errorMap data ©2020 Google Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible SsRT 0.674 Probabilistic risk-targeted ground motion (0.2s) SsUH 0.741 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.278 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.306 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible Document Content(s) PGE20260224_2107_Poe_PH_RkfMtg_Auth Req.pdf...............................1 Document Accession #: 20260225-5018 Filed Date: 02/25/2026 PDF/A non-compatible