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CC SR 20240702 03 - Landslide Emergency May 7 2024 CITY COUNCIL MEETING DATE: 07/02/2024 AGENDA REPORT AGENDA HEADING: Regular Business AGENDA TITLE: Consideration and possible action to receive an update report on the Greater Portuguese Bend Landslide Complex and adopt a resolution continuing the local emergency declaration. RECOMMENDED COUNCIL ACTION: (1) Receive and file an update on: a. Current conditions in the Greater Portuguese Bend Landslide Complex from the City Geologist; b. Current trail conditions impacted by the Greater Portuguese Bend Landslide Complex within the Palos Verdes Nature Preserve; c. Project activities responding to land movement within the Portuguese Bend Landslide Complex; d. Building inspections in the landslide area; (2) Authorize the City Manager to execute documents granting an easement to California Water Service for an above ground water main line on a City -owned parcel between Burma Road and Vanderlip Drive, in a form approved by the City Attorney; (3) Confirm the City Manager’s action as Director of Emergency Services to waive statements from geotechnical consultants for emergency repairs; and, (4) Adopt Resolution No. 2024-___ thereby continuing the local emergency declaration by 60 days until August 31, 2024 as established by Resolution No. 2023-47 adopted on October 3, 2023; and extended by Resolution No. 2023 -56 adopted on November 14, 2023, Resolution No. 2023-61 adopted on December 19, 2023, Resolution No. 2024-05 adopted on February 6, 2024, Resolution No. 2024-13 adopted on March 19, 2024, and Resolution No. 2024-20 adopted on May 7, 2024. FISCAL IMPACT: There is no fiscal impact to receiving and filing updates, and adopting a resolution continuing the local emergency declaration. Fiscal impacts associated with previous Council actions to implement measures to reduce land movement were reported at the time of those Council actions. Amount Budgeted: N/A Additional Appropriation: N/A Account Number(s): N/A 1 RANCHO PALOS VERDES ORIGINATED BY: Ramzi Awwad, Public Works Director REVIEWED BY: Same as above APPROVED BY: Ara Mihranian, AICP, City Manager ATTACHED SUPPORTING DOCUMENTS: A. Resolution No. 2024-___ Continuing Local Emergency (Page A-1) B. Updated City Geologist Report and Landslide Map (Page B-1) C. May 2024 Landslide Monitoring Survey Report (Page C-1) D. Cal Water Pipe Alignment for Easement Request (Page D-1) E. Mandatory Water Restrictions Notice issued October 2023 (Page E-1) F. May 7, 2024 City Council Staff Report BACKGROUND: On October 3, 2023, the City Council conducted a discussion regarding the conditions of the Greater Portuguese Bend Landslide Complex (Landslide Complex). After considering information presented that evening, including public testimony, the City Council unanimously adopted Resolution No. 2023 -47 declaring the existence of a local emergency within the geographic boundaries of the Landslide Complex. The City Council also requested Staff return in a few weeks with an update on immediate measures being taken to address the accelerated land movement. At subsequent meetings, the City Council received updates on conditions in the Landslide Complex as well as measures underway by various entities to reduce landslide movement; and extended the local emergency on multiple occasions. The City Council is now be asked, among other things, to receive an update report on various items associated with the Landslide Complex and consider adopting a resolution extending the local emergency declaration. DISCUSSION: Current Conditions from the City Geologist in the Landslide Complex The Landslide Complex encompasses four historically active landslide areas in the City: the Portuguese Bend Landslide (PBL), the Abalone Cove Landslide (ACL), the Klondike Canyon Landslide (KCL), and the Beach Club Landslide (BCL). However, it also includes areas outside of the City’s historical boundaries of those known landslides predominantly uphill from the Portuguese Bend and Abalone Cove landslides, within the Ancient Portuguese Bend Landslide Complex as mapped by various agencies (i.e., U.S. Geological Survey, California Geological Survey) and other researchers. Since the last update to the City Council on May 7, 2024, the City Geologist, Mike Phipps of Cotton, Shires, and Associates, Inc. (CSA) conducted additional field mapping throughout the Landslide Complex; observed conditions at various site-specific locations impacting residential neighborhoods, public infrastructure, and where trails have been 2 impacted; reviewed additional survey and rainfall data; participated in the weekly Portuguese Bend Landslide Complex Working Group meetings ; and conducted site-visits to the boreholes being installed in advance of the emergency hydraugers. The City Geologist is reporting that rainfall and the resulting runoff and infiltration into the Landslide Complex continues to adversely affect the landslide area, following a significantly wetter than average (193%) rainy season in 2022 -23. The current rainfall total is 23.19 inches, approximately 170% of the season average over the past 67 years of the Rolling Hills Fire Station rain gauge. Since the last update on April 26, 2024, 0.18 inches of rain was recorded at this rain gauge. Recent GPS survey data published by McGee Surveying Consulting for the period April 17, 2024 through May 28, 2024 were reviewed and analyzed. As noted in previous updates, land movement velocities calculated from GPS survey monitoring data have continued to accelerate throughout the Landslide Complex since October 2022. For the most recent 41-day monitoring period of April 17 through May 28, 2024, average land movement velocity has accelerated an additional 41% (1.41x) above the March 8 through April 17, 2024 monitoring period velocity. Recent land movement rates (velocities) are approximately 7 to 11 inches per week in the ACL, 9 to 12 inches per week in the PBL, and 2 to 7 inches per week in the KCL (with highest velocities in the western KCL occurring between Klondike Canyon and the eastern PBL boundary). Attachment B presents the GPS monitoring data graphically. Figure 1 of Attachment B presents scaled, incremental displacements and movement vectors since October 2022. Figure 2 of Attachment B presents scaled displacement rates (i.e., movement velocities) and vectors since October 2022. Figure 3 of Attachment B presents a contour map (aka “heat map”) of displacement rates for the current April 17 through May 28, 2024 monitoring period. The data shows that the middle of the overall Landslide Complex is moving the fastest, at 13 inches or more per week. The velocity contours in the 12 -13 inch per week range are generally west of the historical PBL boundary, and a large portion of the center of the overall Landslide Complex is moving at greater than 11 inches per week. This represents a significant and unprecedented change in movement behavior from historical movements of the PBL and ACL. The entire active Landslide Complex (area of major land movement now evident at the ground surface) has expanded from the combined historical boundaries of the ACL/PBL/KCL of about 380 acres, to an estimated 680 acres in size. Based upon our review of the current land movement data, field mapping of active landslide limits, recent boring information, as well as historical data from previous geotechnical investigations, there is growing evidence that landslide movement is occurring on multiple failure surfaces (i.e., “slide planes”) including movement on the historically modeled/structure-contoured failure surfaces of the ACL and PBL, as well as a deeper “ancient” landslide surface previously identified beneath the PBL. Landslide movement continues to manifest at the ground surface in the form of scarps, fissures, grabens/sinkholes, tensional cracking, shear zones and thrust features. Due to the continued acceleration of the landslide, the ground movement features have continued to enlarge, expand, widen, or grow depending on the type of feature and location. Based upon recent field mapping, the total area of the active Landslide Complex has expanded by approximately five acres including the following areas: 3 The eastern landslide boundary of the KCL is now manifesting approximately 50 feet farther east on Admirable Drive and 150 feet farther east on Exultant Drive; however, these boundaries appear to be consistent with historical mapping of the KCL and the location of a pre-development drainage course that is believed to define the easterly limit of prehistoric landsliding. The westerly boundary of the active Landslide Complex in the Abalone Cove Landslide area has expanded approximately 180 feet farther west at Narcissa Drive and on the York property at 6001 PV Drive South. This new expanded landslide movement is quickly deforming the Narcissa Drive curve and is the same movement that has displaced the administration building and caused major bulging of the parking lot at the Wayfarer’s Chapel property. The Portuguese Beach Club area continues to experience major deformation along Seawall Road and bulging/uplift on the order of 4 to 5 feet across the beach on an east - west trend. This deformation appears to continue offshore into the PBL based on major emergence of land in the surf zone and nearshore zone at the southeasterly toe of the PBL. In this area, the seafloor has uplifted above mean sea level approximately 200 to 300 feet south of the former foreshore slope of the beach. Road conditions on Palos Verdes Drive South (PVDS) across the lower landslide complex continue to be adversely impacted due to differential rates of land movement currently ranging from about 2 to 7 inches/week across the KCL, 8 -12 inches per week across the PBL, and 5-10 inches per week across the ACL. Portuguese Point is being overridden by the landslide, resulting in failure of the historical rock wall along the Olmsted Trail and loss of beach access to Abalone Cove via Olmsted Trail. In summary, the City Geologist’s findings continue to be that the PBL, ACL, KCL, and a large portion of the Ancient Portuguese Bend Landslide Complex outside of the historically mapped PBL, ACL and KCL boundaries is involved in significant active landslide movement moving at unprecedented rates, predominantly in response to two consecutive seasons of significantly above average rainfall. The land movement continues to severely impact trails and open space areas, public and private roads, private property including hundreds of residential structures, and utility infrastructure. The City Geologist will be attending the July 2 meeting to provide the City Council and public with an updated report since the May 7 meeting. The City Council is being asked to receive and file an update on current conditions in the Landslide Complex. Current Palos Verdes Nature Preserve Trail Conditions within the Landslide Complex Large parts of the Palos Verdes Nature Preserve (Preserve) are located within the Landslide Complex. Specifically, the Portuguese Bend Reserve, Abalone Cove Reserve, and parts of the Forrestal and Filiorum Reserves are located within the Landslide Complex. Many of these areas are seeing landslide-related damage including fissures, 4 rockslides, sink holes, unstable trails, and significant erosion. Out of concern for public safety, and in consultation with the City Geologist, the City Manager has temporarily closed large areas of the Preserve consisting of approximately 8 miles of pass ive recreation trails. Staff continue to monitor these and other trails, and extensive repairs will likely be needed before these trails can be reopened for public use after the area has been stabilized. Since the last update to the City Council, land movement has continued in the Preserve; most notably in areas along Burma Road Trail, Toyon Trail, and Ishibashi Trail in Portuguese Bend Reserve, and Olmsted Trail in Abalone Cove Reserve. Portions of Burma Road are no longer accessible by vehicle, are difficult to traverse on foot, and have seen significant elevation changes in areas where fissures divide and break the road. Areas of Burma, near lower Rim Trail, are nearly impassable without step stools/ladders, or similar tools to assist with the elevation differences within the road/trail tread. These areas have continued to separate, creating drops of 15 feet or more along the trail. Many locations are almost unrecognizable, with little to no trail remaining. Olmsted Trail has ongoing land slippage and reoccurring slides, causing damage to old retaining walls and burying infrastructure installed in early 2024. Newer fissures on Vanderlip Trail and Gary’s Gulch Trail, reported on May 7, have continued to expand and develop. Many areas remain additionally damaged from the heavy February/March 2024 storms including elevation changes, increased erosion, and additional and expanded fissures. The following photos include dates for reference and comparison: Photos 1 and 2: Burma Road Trail, east of Vanderlip Trail. Left 6/22/24 and right 2/14/24 5 Photos 3 and 4: Burma Road Trail, east of Vanderlip. Left 6/22/24 and right 2/14/24 Photos 5 and 6: Burma Road Trail, west of Water Tank Trail. Left 6/3/24 and right 3/21/24 6 Photos 7 and 8: Burma Road Trail at the junction with Toyon Trail. Left 6/3/24 and right 2/14/24 Photos 9 and 10: Burma Road Trail, west of Panorama Trail. Left 5/30/24 and right 2/14/24 7 Photo 11 and 12: Burma Road Trail, west of Barn Owl Trail. Left 6/2/24 and right 1/12/24 Photo 13: Olmsted Trail, south of Smuggler’s Trail . 6/1/24 8 Photo 14: Olmsted Trail, west of Portuguese Bend Loop Trail . 6/1/24 Photos 15: Olmsted Trail, west of Portuguese Point Loop Trail. Left 6/1/24 and right 1/10/24 9 The City Council is being asked to receive and file an update on current trail conditions within the Landslide Complex of the Palos Verdes Nature Preserve. Activities in the Portuguese Bend Landslide Complex To respond to the increased movement, Staff formed a working group that meets weekly (virtually) every Wednesday at 3 p.m. and posts meeting minutes to the City’s website under the Land Movement homepage. The purpose of the working group is to coordinate, develop and implement actions with participating members to minimize land movement and its impact on private property as well as public infrastructure. Although many of the measures are the responsibility of other parties, the City is proactively supportin g and facilitating various measures. The working group is comprised of the following: • Abalone Cove and Klondike Canyon Landslide Abatement Districts (ACLAD and KCLAD) and their geologist; • California Water Service (Cal Water) • Southern California Gas Company (SoCalGas) • Southern California Edison (SCE) • Seaview Residential Association • Portuguese Bend Community Association (PBCA) • Portuguese Bend Beach Club Homeowners Association (PBBC) • Palos Verdes Peninsula Land Conservancy (PVPLC) • Los Angeles County Public Works Sanitary Sewer Maintenance (LACPW) • Los Angeles County Sanitation Districts (LACSD) • City of Rolling Hills • Rolling Hills Community Association • Area residents • Staff and consultant program manager, geologists, and civil engineers A summary of key recent activities is presented below: Fissure Filling: A combined effort including the Recreation and Parks Department, Public Works Department, ACLAD, and KCLAD continues to be underway to fill as many fissures as possible, with geologists providing direction on priorities. Additionally, the PVPLC Volunteer Trail Crew is assisting with maintenance to repair fissures and erosion on trails to keep as many trails within the landslide area open as possible. The City Geologist has been reviewing plans for major fissure filling in the area of upper Vanderlip Drive with a specific focus on assuring that the import of fill does not cause adverse impacts. Water Distribution Pipes: Cal Water completed the design for bringing water main lines above ground at additional locations on Admirable Drive and Exultant Drive near expanding fissures. Community outreach is now in progress and construction is expected to begin in July. Exhibit 1 on the next page shows the areas where water main lines will be brought above ground. 10 Exhibit 1: Additional Water Main Moving Above Ground in Seaview Neighborhood Cal Water completed construction to bring a water main line above ground at Vanderlip Drive in the vicinity of a major fissure as shown in Exhibit 2 on the next page. Cal Water completed design to bring another segment above ground between Vanderlip Drive and Burma Road above ground; however, this additional segment is on a City parcel and Cal Water requires an easement from the City before proceeding (Attachment D). The City Council is being asked to authorize the City Manager to sign documents granting an easement to Cal Water for this additional above -ground segment of water main line, in a form approved by the City Attorney. 11 (For illustrariw purposes only: pipes not to scale, loeorion approximate) -Existing main replaced (phase l ) -Above ground (phase 2) -Underground (phase 2) Rev. 6.ll.24 Exhibit 2: Additional Water Main Moving Above Ground Near Vanderlip Drive Cal Water is continuing planning work on several other projects including bringing the segment between PVDS and Yacht Harbor Drive above ground, installing swing joints throughout Narcissa Drive, and replacing underground watermains in the Seaview neighborhood. The City continues to work with Cal Water to expedite these projects. Sanitary Sewers: Significant displacement of the underground sanitary sewer main line on Dauntless Drive in the vicinity of the intersection with Exultant Drive continues to occur. Considering the rate of movement and expectation that displacement will continue , the City has been meeting with the Los Angeles County Public Works Department (LACPW), who maintains and operates these sanitary sewers, to discuss how to address the ongoing movement. It is important to note that despite the displacement, there have been no discharges of sewage above-ground. Additionally, LACPW has informed City Staff that when repairs to the sanitary sewers have been made, crews have found conditions around the sewer pipes to be dry, meaning that there has been minimal or no sewage discharge underground. 12 (For illusrrotwe purposes only: pipes nor to scale, locorioo opproximote) -Above-ground Q Swing joint Rev. 6.24.24 To address the continuing displacement, Staff and LACPW considered several solutions as follows: • Re-direct sewer flow away from the intersection of Dauntless Drive and Exultant Drive: It would not be possible to connect all residences to the sanitary sewer with this option. • Bring sewer pipes above ground: This would require residences to have their own small pump to discharge sewage to a series of main-line pump stations along the above-ground alignment. Main-line pump stations create additional issues because placing them below ground subjects them to land movement, and placing them above ground requires a footprint in the street which could block the street. Overall, such a project could be a multi-year effort and the life-cycle cost could greatly exceed the cost of continuing to inspect and repair the below-ground pipe. Staff will continue to explore this option, but at this time, it does not appear viable. • Use hazard resilient pipe that is more flexible than typical pipe material: This option presents a new problem where, although the sewer would not displace, it would experience a type of “dip” in the alignment as the ground subsides; which in effect is very similar to displacement as it creates a stagnation point where the sewer does not flow properly. Currently, the most viable approach is to continue to perform camera inspections of the sewer lines and repair displacement as it is discovered. The City has requested that LACPW perform camera inspections on a monthly basis in the vicinity of the major fissures and is currently awaiting a response. LACPW is in the process of scheduling the repair of a significant displacement that recently occurred in the sanitary sewer main line on Dauntless Drive in the vicinity of Exultant Drive. This displacement caused the grade of the sanitary sewer to become slightly upward, which meant that flow backed up into the manhole. The manhole is being pumped and there has been no discharge of sewage. Regular inspection and pumping of the manhole will continue until the sewer main line is repaired. Utility Poles in Preserve: SCE is currently engaged in a project to remove 40 de-energized utility poles from the Portuguese Bend Reserve because the land movement has made ongoing maintenance of these poles untenable. The work is occurring in consultation with the City Geologist. SCE has removed their lines from the 40 utility poles and now Cox is scheduling the removal of their lines so that SCE can then return and remove their poles. Cox ’s tentatively scheduled start date has now been pushed back from May to July . Land Movement Surveying: GPS land movement surveys are now being conducted monthly at all survey points. The most recent GPS survey was conducted at the end of May 2024 (Attachment C). The results of the survey are summarized earlier in this report. 13 Staff will return to the City Council to request approval and funding for continuing monthly land movement surveys in Fiscal Year 2024-25. At that time, information will be provided on alternative survey methods such as InSAR (Interferometric Synthetic Aperture Radar) satellite-based surveying. KCLAD Activities: KCLAD has a total of four operational wells (two deep and two shallow) which are pumping a total of approximately 200 gallons per minute. A fifth well is currently being planned. Water level readings from monitoring wells have shown the water level remaining consistent over the past few weeks at approximately 17 feet from ground level. KCLAD is working with the City on a plan to remove the tarps that were installed to prevent water infiltration at the KCL boundary fissure and replace them with sandbags interconnected flexible pipes to trap spring water and convey it to the 16” pipe further downstream because the tarps limit evaporation during the dry season. Additionally, KCLAD and Staff continue to discuss preparations for implementation of KCLAD’s 5-Step Plan. ACLAD Activities: ACLAD continues to repair wells and drainage lines as jams and breaks occur. ACLAD continues to jointly work on installing temporary flexible drainage pipe for the Kelvin Canyon Spring so that surface water does not infiltrate into the ground and contribute to land movement by recharging the water table. The City Geologist is reviewing plans to re-grade Vanderlip Drive and the surrounding area, which has subsided significantly due to land movement. The work involves importing fill; therefore, it is essential that the City Geologist review the plans to assure that the imported fill does not worsen land movement. Palos Verdes Drive South Repairs The City continues to inspect PVDS and public roadways in the Seaview Neighborhood on a regular basis. Repairs continue to be conducted as needed, particularly on PVDS. Additionally, Staff have engaged with a traffic engineering consultant to again evaluate the signs and pavement markings on PVDS to determine if any modifications or new signs are needed. On June 18, 2024, the City Council approved a temporary prohibition, under its proclaimed Local State of Emergency, on bicycles, motorcycles, and other two-wheeled vehicles on PVDS within the Landslide Complex for a period of six months. The prohibition was enacted because pavement conditions continue to be very poor, with new cracks, bumps, fissures, and other irregularities forming on a near daily basis posing a public safety risk. Although four-wheeled vehicles can navigate the road under these conditions, the impact on two-wheeled vehicles is much more pronounced. Staff is in the process of ordering and installing signs to enact the prohibition which may occur by early July. Staff continue to work with a consultant to develop plans to re -grade the area known as the “ski jump” near Altamira Canyon. Travel at the ski jump is becoming more difficult due 14 to the elevation difference between the east side and west side as the two sides are subsiding at different rates. A temporary closure of PVDS may be required during construction. In the event of a temporary closure of PVDS, Staff are exploring ways to minimize the disruption to traffic through the potential use of off -peak construction hours and detours. PVDS typically accommodates approximately 1 6,000 daily trips. The regrading is likely to be accomplished by building up the east side of the “ski jump” and even potentially cutting the west side. The City is exploring building up the east side using innovative materials such as geofoam blocks, which are synthetic lightweight blocks with similar compression strength as traditional fill materials. The design will be very closely coordinated with the Los Angeles County Sanitation Districts to carefully consider impacts on the sanitary sewer trunk lines. A construction plan is being developed and will be presented to the City Council at a future date this summer. Emergency Hydrauger Arrays On May 7, 2024, the City Council approved contracts for installing two emergency hydrauger systems with five drain arrays each in the PBL, preceded by test vertical boreholes to better understand underground conditions and determine the specific locations of the hydraugers and their drains. As a separate item on tonight’s agenda, the City Council is being provided with an update on the Portuguese Bend Landslide Emergency Hydraugers project and being asked to reconfirm the need to continue the emergency work. The construction contractor completed mobilization to the site and cleared access to most of the test boreholes for Emergency Hydrauger System E -1 (Hydrauger Array E-1). The construction contractor completed drilling the first two test boreholes and has started drilling the third test borehole. During drilling operations for the first three boreholes, production was impacted by the presence of landslide-affected soil and bedrock materials with a harder composition than originally anticipated as well as difficulties grouting instruments into borings within the fractured/fissured landslide debris. In response, an additional drill rig is being mobilized to improve the progress for the remaining boreholes. The second drill rig is scheduled to arrive by the second week of July. The estimated schedule for completing the boreholes for Hydrauger Array E-1 and analyzing the resultant data is approximately six to eight weeks, which is greater than the originally anticipated schedule of four to six weeks. The duration for drilling Hydrauger Array E-1 remains approximately six to eight weeks, barring any unforeseen circumstances. Groundwater recovery, testing, and discharge will continue for several months thereafter. The City’s design consultant, Geo Logic Associates, Inc. (GLA) has been interpreting the results of the first two boreholes. Based on preliminary data, it appears that the base of landsliding is occurring approximately 70 to 80 feet deeper than expected, in the lower (southern) part of the landslide. This means that the Hydrauger Array E-1 underground drains will likely need to be installed deeper which makes a launch point below PVDS in 15 the Portuguese Bend Beach Club (PBBC) area more desirable than the “Gateway” location. This is because the PBBC location is at a lower elevation, which reduces the likelihood of the underground drains shearing because they can be installed with a shallower launch angle. The City Geologist is in the process of peer reviewing the results of the first two boreholes. The City is continuing to engage in discussions with the PBC to obtain access authorization agreements which will be brought to the City Council for consideration as soon as possible. A design has also been prepared for the “Gateway” location in the event an access authorization agreement is not reached. The project team is currently finalizing access routes for Emergency Hydrauger System E-2 (Hydrauger Array E-2) at the head of the PBL in anticipation of moving test borehole drill rigs from Hydrauger Array E-1 to Hydrauger Array E-2 as soon as possible so that the schedule can be accelerated to the extent practical with concurrent drilling . The plans for the Emergency Hydraugers Project continue to be peer reviewed by CSA. The peer review is expected to be ongoing through the drilling of boreholes and subsequent data analysis. Modifications to the plans may be made as a result of collaboration between GLA and CSA through the peer review process to yield the best results. Funding On April 15, 2024, the Federal Emergency Management Agency (FEMA) announced that federal disaster assistance has been made available to the state of California, including Los Angeles County, to supplement recovery efforts in the areas affected by the severe winter storms from January 31 to February 9, 2024. This declara tion makes federal funding available on a cost-sharing basis to local government agencies, including the City, for emergency work and the repair or replacement of facilities damaged by the st orms. The cost of the Emergency Hydraugers Project, currently estimated at $10 million, may be eligible for reimbursement through the FEMA disaster recovery program. It is important to note that the California Governor’s Office of Emergency Services (CalOES) informed the City that landslides are considered pre-existing and are typically not considered for damage recovery, but if the City can demonstrate that the land movement was accelerated due to the January-February 2024 Atmospheric River and meet other requirements, the City may be eligible for damage recovery costs. Staff will be working closely with CalOES to pursue cost recovery for the Emergency Hydrau gers Project. On June 17, 2024, Staff met with FEMA representatives to discuss the City’s request for reimbursement related to the January-February 2024 Atmospheric River, which includes the Emergency Hydraugers Project, PVDS repair costs, among other items. Staff gained an understanding of eligibility and documentation requirements . Staff have been preparing required information and will continue to meet with FEMA representatives on a regular basis to complete the reimbursement request. Staff will share their experience and documents with ACLAD and KCLAD, to the extent that they are helpful to the districts. 16 Building Inspections in the Landslide Area Building Division Staff continue to proactively conduct windshield inspections of the residential neighborhoods (PBC, Seaview, and PBCA) within the landslide complex multiple times per week to monitor conditions, particularly structures. Staff have also visited commercial/institutional sites to evaluate the safety of the structures. The National Historic Registered Wayfarers Chapel continues to experience significant damage due to land movement. The Chapel is now in the process of being de -constructed and preserved so that it can be re-constructed when the land movement can be stabilized, or moved to another location. The City will continue to work with Chapel representatives to ensure the building is protected and remains a landmark in Rancho Palos Verdes. To date, the City’s Building Official has red-tagged two homes in the Seaview neighborhood and the administration building on the Wayfarers Campus due to structural damage sustained as a result of land movement. No other structures within the landslide complex have been yellow- or red-tagged (which limits and/or prohibits occupancy). It is the City’s obligation to ensure and protect public health and safety. Accordingly, site and building inspections will occur when warranted with voluntary compliance, unle ss an inspection warrant is deemed necessary. The City Council is being asked to receive and file an update on activities in the Landslide Complex related to the emergency declaration and authorize the City Manager to sign documents granting an easement to Cal Water an above -ground segment of water main line on a City Parcel between Burma Road and Vanderlip Drive, in a form approved by the City Attorney. Moratorium Exception and Waiver of Statement from Geotechnical Consultant On October 3, 2023, the Rancho Palos Verdes City Council, pursuant to the Rancho Palos Verdes Municipal Code (RPVMC) Chapter 2.24 and Government Code § 8630 and § 8680.9, proclaimed a state of local emergency within the Greater Portuguese Bend Landslide Complex (Landslide Complex). In the event of a proclamation of local emergency, the City Manager, as Director of Emergency Services, is empowered to make and issue rules and regulations on matters reasonably related to the protection of life and property as affected by such emergency; provided such rules and regulations must be confirmed at the earliest practicable time by the City Council. On October 3, 2023, the City Council further adopted Interim Urgency Ordinance No. 674U, approving a moratorium on all construction in the Landslide Complex, and renewed the moratorium by adopting Interim Urgency Ordinance 675U on November 14, 2023. The moratorium will expire on October 4, 2024, unless renewed. Subject to certain exceptions, “during the effective period of [the moratorium], no application for permit will be accepted, no consideration of any application for any permit will be made, and no permit will be issued by the City for any construction on any property within the Landslide Complex until this Ordinance has expired or has been repealed according to applicable law.” 17 Emergency structural and foundation repairs to a home impacted by the significant land movement qualify under the Exception A category set forth in Section 2 of Urgency Ordinances 674U and 675U approving the moratorium (“Exception A”). This Exception is for “[c]onstruction necessary for repair or maintenance of existing structures, roadways, and any infrastructure such as water lines, sewer lines, electrical or traffic installations, etc.” Chapter 15.20 of the RPVMC provides that there are building permits that require the applicant to obtain a geologist report. Based on the speed of land movement, however, no such geologist report can be obtained. Thus, in order to move forward with tempora ry repairs, a waiver of this requirement is necessary. The City Manager, through his authority under RPVMC 2.24.060 and Resolution No. 2023-47, as renewed, has authorized waivers for the required geologist reports for these emergency repairs qualifying under Exception A, due to the significant land movement and that these repairs are for temporary emergency repairs. Staff are requiring that the applicant acknowledges that these repairs are for temporary repairs during the significant land movement and are being approved under emergency conditions. The owner continues to hold harmless the City and recognizes that once the emergency is lifted, the temporary foundation or structural repairs may need to be replaced with permanent repairs and a statement from the geotechnical consultant. The applicant is required to sign a waiver acknowledgement form. The City Council is being asked to confirm the City Manager’s action as Director of Emergency Services to waive statements from geotechnical consultants for emergency repairs. Letter to the City of Rolling Hills and Rolling Hills Homes Association On May 7, 2024, the City Council authorized the Mayor to send a letter to both Rolling Hills and the Rolling Hills Homes Association requesting that a joint hydrology study be prepared and that we collaborate with KCLAD on developing a remediation project. Staff are continuing to work on scheduling a meeting to discuss a more holistic approach to addressing the landslide. Portuguese Bend Community Association’s (PBCA) Financial Assistance Request On April 24, 2024, the City received a request for a $494,018 loan to the PBCA to fund unforeseen road repairs due to recent and continuing land movement in the their community. At this time, their request is in abeyance as the PBCA sorts details out with its members. Extension of the Local Emergency Declaration On October 3, 2023, the City Council adopted Resolution No. 2023-47 declaring a local emergency. The emergency declaration is deemed to continue to exist until its termination is proclaimed by the City Council in accordance with law. Government Code § 8630 requires the City Council to review of the need for continuing the local emergency at least once every 60 days until the City Council determines the local emergency within the 18 geographic boundaries of the Landslide Complex has been abated or mitigated to insignificance. At this time, the City Council is being asked to extend the local emergency declaration an additional 60 days through August 31, 2024, which does not require a public hearing. The state of emergency was continued by the City Council on November 14, 2023, pursuant to Resolution No. 2023-56, again on December 19, 2023, pursuant to Resolution No. 2023-61, again on February 6, 2024, pursuant to Resolution No. 2024 -05, again on March 19, 2024, pursuant to Resolution No. 2024 -13, and again on May 7, 2024 pursuant to Resolution No. 2024-20. If extended this evening, the Council would consider renewing the local emergency declaration again during the next landslide update on August 20, 2024. The City Council is being asked to adopt Resolution No. 2024 -__ thereby extending the Declaration of Local Emergency by 60 days (Attachment A). ADDITIONAL INFORMATION: Mandatory Water Restrictions Still Effective Due to the continued local landslide emergency, the City is still strongly recommending that property owners in the Greater Portuguese Bend Landslide Complex turn off sprinkler/irrigation watering systems for the foreseeable future to minimize additional water being absorbed into the ground in the vicinity. Additionally, for those properties with swimming pools, if there is more water loss than occurs due to evaporation, the property owner is being asked to consider refraining from refilling the pools at this time and consider emptying the pool to prevent water entering the ground. A Mandatory Restrictions notice was initially issued in October 2023 for information on pool draining (Attachment E). This notice is not intended to be punitive. KCLAD and ACLAD Assistance Package ACLAD and KCLAD are Geologic Hazard Abatement Districts (GHADs) created with the authority and responsibility to address land movement in the ACL and KCL, respectively. ACLAD and KCLAD are governmental districts, independent of the City, formed for the prevention, mitigation, abatement, or control of a “geologic hazard”, which is defined as an actual or threatened landslide, land subsidence, soil erosion, earthquake, fault movement, or any other natural or unnatural movement of land or earth. ACLAD and KCLAD have the ability to assess properties within their districts to fund their activities. To date, the City has been coordinating very closely with ACLAD and KCLAD on their various mitigation activities by providing support services and funding four dewatering wells in ACLAD, south of Palos Verdes Drive South. ACLAD and KCLAD representatives recently indicated that their fund reserves are depleted, and additional funding is needed before they can proceed with further landslide mitigation measures. On March 19, 2024, the City Council directed Staff to explore assisting ACLAD and KCLAD with in-kind services and financial assistance in the form of a loan for landslide mitigation measures prepared by a licensed geotechnical engineering company. KCLAD submitted to the City a five-step landslide mitigation plan, prepared by WSP 19 Global Inc. (WSP) Senior Associate Engineering Geologist Scott Kerwin, a Certified Engineering Geologist. The five-step plan includes the following: 1) Install water removal channel/pipe for Klondike Canyon from Palos Verdes Drive South to the head of the KCL 2) Add three new water extraction wells at the beach in the KCL and one observation well at the head of the KCL 3) Fill fissures at the head of the KCL and remove dirt at the PBL – KCL interface 4) Create storm drain at the head of the Beach Club Sub -Slide to channel water to Klondike Canyon 5) Add 4 tactical drain items KCLAD’s five-step plan continues to be reviewed by CSA. Staff has continued to diligently pursue an agreement for financial assistance in the form of a loan of $1,500,000 to ACLAD and $1,917,500 to KCLAD with include a 12-year term and a 2.5% interest rate. The financial impact to the City is approximately $5.5 million. The terms of the loan include provisions for accountability, transparency, and City oversight. As requested by the City Council, Staff and the Districts have also developed a 10-Year Financial Model based on assumptions, to illustrate the Distric t’s planned expenditures and necessary funding sources to maintain financial solvency. The loans are being considered as a sperate item tonight. CONCLUSION: Staff recommends that the City Council receive and file an update on landslide conditions and activities to mitigate landslide movement and adopt the attached Resolution continuing the local landslide emergency declaration by 60 days until August 31, 2024; authorize the City Manager to execute documents granting an easement to California Water Service for an above ground water main line on a City parcel between Burma Road and Vanderlip Drive; and confirm the City Manager’s action as Director of Emergency Services to waive statements from geotechnical consultants for emergency repairs. ALTERNATIVES: In addition to Staff recommendation, the following alternative actions are available for the City Council’s consideration: 1. Take no action and simply receive and file this report. 2. Do not authorize the City Manager to execute documents granting an easement to California Water Service for an above ground water main on a City parcel between Burma Road and Vanderlip Drive, and request that Staff return with an alternate alignment. 3. Do not confirm the City Manager’s action as Director of Emergency Services to waive statements from geotechnical consultants for emergency repairs. 4. Take such other action as the Council deems appropriate. 20 01203.0023/992057.1 RESOLUTION NO. 2024-__ A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF RANCHO PALOS VERDES, CALIFORNIA, CONTINUING THE LOCAL EMERGENCY DECLARATION AS ESTABLISHED BY RESOLUTION NO. 2023-47 ADOPTED ON OCTOBER 3, 2023 FOR AN ADDITIONAL 60 DAY PERIOD WHEREAS, on October 3, 2023, the City Council of the City of Rancho Palos Verdes adopted Resolution No. 2023 -47, declaring a local state of emergency because of the alarming increase of land movement in the Greater Portuguese Bend Landslide Complex, as depicted in Resolution No. 2023-47 Exhibits “A” and “B”. Resolution No. 2023-47, and the exhibits thereto, is incorporated by reference. WHEREAS, on October 3, 2023, the City Council by a 4/5 vote also adopted Interim Urgency Ordinance No. 674U, establishing a moratorium on all construction in the Landslide Complex. WHEREAS, on November 14, 2023, the City Council by a 4/5 vote adopted Resolution No. 2023-56, extending the state of emergency for an additional 60 days. WHEREAS, on December 19, 2023, the City Council by a 4/5 vote adopted Resolution No. 2023-61, extending the state of emergency for an additional 60 days. WHEREAS, on February 6, 2024, the City Council by a 4/5 vote adopted Resolution No. 2024-05, extending the state of emergency for an additional 60 days. WHEREAS, on March 19, 2024, the City Council by a 4/5 vote adopted Resolution No. 2024-13, extending the state of emergency for an additional 60 days. WHEREAS, on May 7, 2024, the City Council by a 4/5 voted adopted Resolution No. 2024-20, extending the state of emergency for an additional 60 days. WHEREAS, the state of emergency is deemed to continue to exist until its termination is proclaimed by the City Council in accordance with law. Government Code § 8630 requires the City Council to review of the need for continuing the local emergency at least once every 60 days until the City Council determines the local emergency within the geographic boundaries of the Landslide Complex has been abated or mitigated to insignificance. WHEREAS, after consideration of all facts reasonably available the City Council now desires to extend the declaration of a state of local emergency within the Landslide Complex. NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF RANCHO PALOS VERDES, CALIFORNIA, HEREBY FINDS, DETERMINES, AND RESOLVES AS FOLLOWS: SECTION 1. Recitals. The City Council hereby determines that the above recitals are true and correct and incorporates the same as the findings of the City Council. A-1 01203.0023/992057.1 Resolution No. 2024-__ Page 2 of 3 SECTION 2. Proclamation of Emergency. The City Council finds, pursuant to RPVMC Chapter 2.24 and Government Code §§ 8630 and 8680.9, there exists, and continues to exist, an actual condition of peril to the safety of persons and property exiting within the Greater Portuguese Bend Landslide, comprised of the Portuguese Bend Landslide, the Abalone Cove Landslide, and the Klondike Canyon Landslide ), as depicted in Exhibits “A” and “B” of Resolution No. 2023 -47, and based on the staff report and recommendations and public testimony, and hereby proclaims that a state of local emergency continues to exist throughout the same. SECTION 3. Authority Granted. It is further proclaimed and ordered that during the existence of said local emergency, the powers, authority, functions and duties of the Disaster Council, Director, and the City’s emergency services organizations shall be those prescribed by State Law, City ordinances, Resolution No. 2023-47 and any other applicable resolutions, and approved plans of the City in order to mitigate the effects of the local emergency. SECTION 4. Immunity Invoked. To the maximum extent permitted by law, and pursuant to Government Code § 866, the City Council hereby invokes the immunity afforded to the City of Rancho Palos Verds in adopting and implementing the declaration of local emergency within the Landslide Complex SECTION 5. Duration. The local emergency shall be deemed to continue to exist until its termination is proclaimed by the City Council in accordance with law. SECTION 6. Continuing Declaration. Government Code § 8630 requires the City Council to review of the need for continuing the local emergency at least once every 60 days until the City Council determines the local emergency within Landslide Complex has been abated or mitigated to insignificance. SECTION 7. Severability. If any subsection, sentence, clause, phrase, or word of this Resolution or any application of it to any person, structure, gathering, or circumstance is held to be invalid or unconstitutional by a decision of a court of competent jurisdiction, then such decision will not affect the validity of the remaining por tions or applications of this Resolution. SECTION 8. Effectiveness. This Resolution shall take effect immediately. A copy of the Proclamation and this Resolution shall be forwarded to the California Emergency Management Agency. The City Clerk shall certify to the passage and adoption of this resolution.. PASSED, APPROVED AND ADOPTED on this 2nd day of July, 2024. ________________________________ Mayor ATTEST: ________________________________ A-2 01203.0023/992057.1 Resolution No. 2024-__ Page 3 of 3 City Clerk STATE OF CALIFORNIA ) COUNTY OF LOS ANGELES ) ss CITY OF RANCHO PALOS VERDES ) I, Teresa Takaoka, City Clerk of the City of Rancho Palos Verdes, hereby certify that the above Resolution No. 2024-__ was duly and regularly passed and adopted by the said City Council at a regular meeting thereof held on July 2, 2024. ___________________________ City Clerk A-3 SC6163 1 CSA Project No. SC6163 MEMORANDUM TO: Ara Mihranian, City Manager CC: Ramzi Awwad, Public Works Director Elena Gerli, City Attorney Cory Linder, Director of Recreation and Parks Katie Lozano, Open Space Manager FROM: Michael Phipps, CEG 1832, Contract City Geologist RE: Update on Land Movement Conditions Within the Greater Portuguese Bend Landslide Complex, Rancho Palos Verdes DATE: June 25, 2024 _____________________________________________________________________________________________________________ The following information was prepared in response to the City’s request for an update on current land movement conditions, observations, and our activities over the past six weeks within the Greater Portuguese Bend Landslide Complex (Landslide Complex). The Landslide Complex encompasses four historically active landslide areas: the Portuguese Bend Landslide (PBL), the Abalone Cove Landslide (ACL), the Klondike Canyon Landslide (KCL), and the Beach Club Landslide (BCL). However, it also includes areas outside of the historical boundaries of those known landslides, predominantly uphill from the Portuguese Bend and Abalone Cove landslides, within the Ancient Portuguese Bend Landslide Complex as mapped by various agencies (i.e., U.S. Geological Survey, California Geological Survey) and other researchers. Activities: Since our presentation to the City Council on May 7, 2024, CSA staff have conducted the following activities: • Performed field mapping throughout the Landslide Complex, including areas within the Portuguese Bend, Filiorum, Forrestal, and Abalone Cove Reserves, the Portuguese Bend Beach Club, the Portuguese Bend Community Association, the York Property, and areas within the Abalone Cove Landslide Abatement District (ACLAD) and Klondike Canyon Geological Hazard Abatement District (KCGHAD); • Participated in the weekly meeting of the RPV Landslide Complex Working Group; • Analyzed GPS monitoring data prepared by McGee Surveying Consulting, from April 17, 2024 and May 28, 2024 monitoring events; • Compiled and reviewed rainfall data; • Completed peer review of the proposed KCLAD 5-step plan; • Evaluated InSAR as a potential landslide monitoring tool; • Observed and logged (as a second party) Test Borings E-1-10, E-1-5A and E-1-5-S; • Reviewed requests for emergency grading and foundation repairs. B-1 ,.... <::oTTON, SHIRES AND AssOCIA TES, INC. --CONSULTING ENGINEERS AND GEOLOGISTS l,T I CrrY OF •~-RAN CHO PALOS VER DES SC6163 2 Rainfall: The 2023-24 season rainfall and the resulting runoff and infiltration into the Landslide Complex continues to adversely affect the landslide area, following a significantly wetter than average (193%) rainy season in 2022-23. The current season rainfall total is 23.19 inches, about 170% of the season average over the past 67 years (LACDPW Gauge 1011B at Rolling Hills Fire Station 56). Only 0.18 inches of rain was recorded at this gauge since our last update on April 26, 2024. Land Movement Data: Recent GPS survey data published by McGee Surveying Consulting for the period April 17, 2024 through May 28, 2024 were reviewed and analyzed. As noted in previous updates (CSA, 12/12/23, 1/29/24, 3/8/24 and 4/26/24), land movement velocities calculated from GPS survey monitoring data have continued to accelerate throughout the Landslide Complex since October 2022. For the most recent 41-day monitoring period of April 17-May 28, 2024, average land movement velocity has accelerated an additional 41% (1.41x) above the March 8-April 17, 2024 monitoring period velocity. Recent land movement rates (velocities) are approximately 7 to 11 inches per week in the ACL, 9 to 12 inches per week in the PBL, and 2 to 7 inches per week in the KCL (with highest velocities in the western KCL occurring between Klondike Canyon and the eastern PBL boundary). The GPS monitoring data are presented graphically on attached Figures 1 through 3. Figure 1 presents scaled, incremental displacements and movement vectors since October 2022. Figure 2 presents scaled displacement rates (i.e., movement velocities) and vectors since October 2022. Figure 3 presents a contour map (aka “heat map”) of displacement rates for the current April 17-May 28, 2024 monitoring period. Of continued interest is that the middle of the overall Landslide Complex is moving the fastest at >13 inches per week. The velocity contours in the 12-13 inch/week range are generally west of the historical PBL boundary, and a large portion of the center of the overall Landslide Complex is moving at greater than 11 inches per week. This represents a significant and unprecedented change in movement behavior from historical movements of the PBL and ACL. The entire active Landslide Complex (area of major land movement now evident at the ground surface) has expanded from the combined historical boundaries of the ACL/PBL/KCL of about 380 acres, to an estimated 680 acres in size. Based upon our review of the current land movement data, field mapping of active landslide limits, recent boring information, as well as historical data from previous geotechnical investigations, there is growing evidence that landslide movement is occurring on multiple failure surfaces (i.e., “slide planes”) including movement on the historically modeled/structure-contoured failure surfaces of the ACL and PBL, as well as a deeper “ancient” landslide surface previously identified beneath the PBL (BYA/Ehlig, 1997; Leighton 1998, 2000, 2001). Field Observations: Landslide movement continues to manifest at the ground surface in the form of scarps, fissures, grabens/sinkholes, tensional cracking, shear zones and thrust features. Due to the continued acceleration of the landslide, the ground movement features have continued to enlarge, expand, widen, or grow depending on the type of feature and location. Based upon recent field mapping, the total area of the active Landslide Complex has expanded by approximately five acres including the following areas: • The eastern landslide boundary of the KCL is now manifesting approximately 50 feet farther east on Admirable Drive and 150 feet farther east on Exultant Drive; however, these boundaries B-2 SC6163 3 appear to be consistent with historical mapping of the KCL and the location of a pre- development drainage course that is believed to define the easterly limit of prehistoric landsliding. • The westerly boundary of the active Landslide Complex in the Abalone Cove Landslide area has expanded approximately 180 feet farther west at Narcissa Drive and on the York property at 6001 PV Drive South. This new expanded landslide movement is quickly deforming the Narcissa Drive curve and is the same movement that has displaced the administration building and caused major bulging of the parking lot at the Wayfarer’s Chapel property. • The Portuguese Bend Beach Club area continues to experience major deformation along Seawall Road and bulging/uplift on the order of 4 to 5 feet across the beach on an east-west trend. This deformation appears to continue offshore into the PBL based on major emergence of land in the surf zone and nearshore zone at the southeasterly toe of the PBL. In this area, the seafloor has uplifted above mean sea level approximately 200 to 300 feet south of the former foreshore slope of the beach. Road conditions on Palos Verdes Drive South (PVDS) across the lower landslide complex continue to be adversely impacted due to differential rates of land movement currently ranging from about 2 to 7 inches/week across the KCL, 8-12 inches per week across the PBL, and 5-10 inches per week across the ACL. Portuguese Point is being overridden by the landslide, resulting in failure of the historical rock wall along the Olmsted Trail and loss of beach access to Abalone Cove via Olmsted Trail. In summary, our findings continue to be that the PBL, ACL, KCL, and a large portion of the Ancient Portuguese Bend Landslide Complex outside of the historically mapped PBL, ACL and KCL boundaries is involved in significant active landslide movement moving at unprecedented rates, predominantly in response to two consecutive seasons of significantly above average rainfall. The land movement continues to severely impact trails and open space areas, public and private roads, private property including hundreds of residential structures, and utility infrastructure. -o- Attachments: Figure 1-- GPS Monitoring Displacement & Vector Map Figure 2—GPS Monitoring Displacement Rate & Vector Map Figure 3—GPS Monitoring Displacement Rate Contour Map (5/28/24 Data) B-3 0 250 500 1000 (feet) PONY TRAIL PORTUGUESE BEND LANDSLIDE FLYING TRIANGLE LANDSLIDE KLONDIKE CANYON LANDSLIDE ABALONE COVE LANDSLIDE ABALONE COVE PORTUGUESE POINT INSPIRATION POINT SACRED COVE APPROXIMATE BOUNDARY OF ANCIENT PORTUGUESE BEND LANDSLIDE COMPLEX BURMA ROAD NARCISSA DRIVE SWEETBAY ROAD PALOS VERDES DRIVE SOUTH CREST ROAD EXPLANATION Limits of the Ancient Portuguese Bend Landslide Complex Limits of Historically Mapped Landslides 2023/2024 Landslide Mapping SEAVIEW TRACT Current Limits of Major Landslide Movement (March 2024) CURRENT LIMITS OF MAJOR LANDSLIDE MOVEMENT (MARCH 2024) GPS Monument Displacement (October 10, 2022 to October 10, 2023) Displacement Vector Scale 1"=5' GPS Monument Displacement (October 10, 2023 to January 13, 2024) Displacement Vector Scale 1"=5' GPS Monument Displacement (January 13, 2024 to March 8, 2024) Displacement Vector Scale 1"=5' GPS Monument Displacement (March 8, 2024 to April 17, 2024) Displacement Vector Scale 1"=5' 365 days 95 days 55 days 40 days GPS Monument Displacement (April 17, 2024 to May 28, 2024) Displacement Vector Scale 1"=5'41 days AB01 AB02 AB04 AB05 AB13 AB16 AB17 AB20AB21 AB24 AB50 AB51 AB53 AB57 AB58 AB59 AB60 AB62 AB63 AB64 AB65 AB66 AB67 AB68 AB70 AB71 AB73 CR07 CR50 CR51 CR53 CR54 CW05 CW06 FT06 FT08 FT09 KC02 KC05 KC06 KC07 KC13 KC14 KC15 KC16 KC17 KC18 KC19 KC20 KC21 KC22 KC23 KC24 PB04 PB06 PB07 PB08 PB09 PB12 PB13 PB18 PB20 PB21 PB26 PB27 PB29 PB54 PB55 PB59 PB67PB68 PB69 PB70 PB71 PB72 PB73 PB74 PB75 UB02 RP01 AB74 AB75 AB76 KC25 KC26 KC27KC28 KC29 KC30 KC31 RP02 COTTON,S HIRES AND ASSOCIATES, INC. CONSULTING ENGINEERS AND GEOLOGISTS RANCHO PALOS VERDES, CALIFORNIA SC6163 POS MP June 17, 2024 1"=500' PROJECT NO. DATE SCALE APPROVED BY GEO/ENG BY GPS MONITORING DISPLACEMENT MAP FIGURE NO. 1 Abalone Cove, Portuguese Bend, Klondike Canyon Hillshade basemap produced from publicly available LiDAR: "2015 - 2016 LARIAC Lidar DEM: Los Angeles Region, CA"NOTES: 1) October 10, 2023 GPS monitoring data was unavailable for monuments AB21, CR54, CW05, CW06, KC19, KC20, KC21, KC22, KC23, KC24, PB72, PB73, PB74, PB75, and RP01. 2) January 13, 2024 GPS monitoring data was unavailable for monuments AB20 and FT08. 3) March 8, 2024 GPS monitoring data was unavailable for monuments AB01, AB04, AB05, AB20, AB24, AB53, AB63, AB66, CR51, CW05, CW06, FT06, FT08, FT09, KC05, KC13, KC14, KC16, KC18, KC19, KC21, PB06, PB07, PB09, PB12, PB20, PB21, PB27, PB29, PB54, PB59, PB68, PB74, and UB02. 4)April 17, 2024 GPS monitoring data was unavailable for monuments AB01, AB02, AB05, AB20, AB24, AB53, AB63, AB66, CR51, CW05, CW06, FT06, FT08, FT09, KC05, KC13, KC14, KC16, KC18, KC19, KC21, PB06, PB07, PB09, PB12, PB20, PB21, PB27, PB29, PB54, PB59, PB68, PB74, and UB02. B-4 0 250 500 1000 (feet) PONY TRAIL PORTUGUESE BEND LANDSLIDE KLONDIKE CANYON LANDSLIDE ABALONE COVE LANDSLIDE ABALONE COVE PORTUGUESE POINT INSPIRATION POINT SACRED COVE APPROXIMATE BOUNDARY OF ANCIENT PORTUGUESE BEND LANDSLIDE COMPLEX BURMA ROAD NARCISSA DRIVE SWEETBAY ROAD PALOS VERDES DRIVE SOUTH CREST ROAD SEAVIEW TRACT CURRENT LIMITS OF MAJOR LANDSLIDE MOVEMENT (MARCH 2024) FLYING TRIANGLE LANDSLIDE EXPLANATION Limits of the Ancient Portuguese Bend Landslide Complex Limits of Historically Mapped Landslides 2023/2024 Landslide Mapping Current Limits of Major Landslide Movement (March 2024) GPS Monument Displacement Rate (October 10, 2022 to October 10, 2023) Displacement Vector Scale 1"= 8"/week GPS Monument Displacement Rate (October 10, 2023 to January 13, 2024) Displacement Vector Scale 1"= 8"/week GPS Monument Displacement Rate (January 13, 2024 to March 8, 2024) Displacement Vector Scale 1"= 8"/week GPS Monument Displacement Rate (March 8, 2024 to April 17, 2024) Displacement Vector Scale 1"= 8"/week 365 days 95 days 55 days 40 days GPS Monument Displacement Rate (April 17, 2024 to May 28, 2024) Displacement Vector Scale 1"= 8"/week41 days AB01 AB02 AB04 AB05 AB13 AB16 AB17 AB20AB21 AB24 AB50 AB51 AB53 AB57 AB58 AB59 AB60 AB62 AB63 AB64 AB65 AB66 AB67 AB68 AB70 AB71 AB73 CR07 CR50 CR51 CR53 CR54 CW05 CW06 FT06 FT08 FT09 KC02 KC05 KC06 KC07 KC13 KC14 KC15 KC16 KC17 KC18 KC19 KC20 KC21 KC22 KC23 KC24 PB04 PB06 PB07 PB08 PB09 PB12 PB13 PB18 PB20 PB21 PB26 PB27 PB29 PB54 PB55 PB59 PB67PB68 PB69 PB70 PB71 PB72 PB73 PB74 PB75 UB02 RP01 AB74 AB75 AB76 KC25 KC26 KC27KC28 KC29 KC30 KC31 RP02 COTTON,S HIRES AND ASSOCIATES, INC. CONSULTING ENGINEERS AND GEOLOGISTS RANCHO PALOS VERDES, CALIFORNIA SC6163 POS MP June 17, 2024 1"=500' PROJECT NO. DATE SCALE APPROVED BY GEO/ENG BY GPS MONITORING DISPLACEMENT RATE MAP FIGURE NO. 2 Abalone Cove, Portuguese Bend, Klondike Canyon Hillshade basemap produced from publicly available LiDAR: "2015 - 2016 LARIAC Lidar DEM: Los Angeles Region, CA"NOTES: 1) October 10, 2023 GPS monitoring data was unavailable for monuments AB21, CR54, CW05, CW06, KC19, KC20, KC21, KC22, KC23, KC24, PB72, PB73, PB74, PB75, and RP01. 2) January 13, 2024 GPS monitoring data was unavailable for monuments AB20 and FT08. 3) March 8, 2024 GPS monitoring data was unavailable for monuments AB01, AB04, AB05, AB20, AB24, AB53, AB63, AB66, CR51, CW05, CW06, FT06, FT08, FT09, KC05, KC13, KC14, KC16, KC18, KC19, KC21, PB06, PB07, PB09, PB12, PB20, PB21, PB27, PB29, PB54, PB59, PB68, PB74, and UB02. 4)April 17, 2024 GPS monitoring data was unavailable for monuments AB01, AB02, AB05, AB20, AB24, AB53, AB63, AB66, CR51, CW05, CW06, FT06, FT08, FT09, KC05, KC13, KC14, KC16, KC18, KC19, KC21, PB06, PB07, PB09, PB12, PB20, PB21, PB27, PB29, PB54, PB59, PB68, PB74, and UB02. B-5 . 'l)) • -- ---p 0 250 500 1000 (feet) PONY TRAIL PORTUGUESE BEND LANDSLIDE FLYING TRIANGLE LANDSLIDE KLONDIKE CANYON LANDSLIDE ABALONE COVE LANDSLIDE ABALONE COVE PORTUGUESE POINT INSPIRATION POINT SACRED COVE APPROXIMATE BOUNDARY OF ANCIENT PORTUGUESE BEND LANDSLIDE COMPLEX BURMA ROAD NARCISSA DRIVE SWEETBAY ROAD PALOS VERDES DRIVE SOUTH CREST ROAD EXPLANATION Limits of the Ancient Portuguese Bend Landslide Complex Limits of Historically Mapped Landslides 2023/2024 Landslide Mapping SEAVIEW TRACT Current Limits of Major Landslide Movement (March 2024) CURRENT LIMITS OF MAJOR LANDSLIDE MOVEMENT (MARCH 2024) GPS Monument Displacement Rate (April 17, 2024 to May 28, 2024) Displacement Vector Scale 1"= 8"/week AB01 0.05 AB02 0.04 AB04 9.13 AB13 10.91 AB16 7.77 AB17 0.03 AB21 11.79 AB50 6.76 AB51 8.92 AB57 9.13 AB58 11.25 AB59 13.11 AB60 10.26 AB62 7.09 AB64 0.51 AB65 9.15 AB67 7.43 AB68 10.33 AB70 11.77 AB71 4.50 AB73 10.07 AB74 4.75 AB75 11.29 AB76 0.27 CR07 5.50 CR50 0.24 CR53 0.22 CR54 11.44 KC06 3.36 KC07 0.05 KC15 3.18 KC17 2.69 KC20 2.68 KC22 3.87 KC23 2.08 KC24 4.19 KC25 0.24 KC26 3.20 KC27 3.13 KC28 4.58 KC29 5.63 KC30 7.42 KC31 7.24 PB04 10.19 PB08 9.91 PB13 9.06 PB18 11.84 PB26 10.41 PB55 10.86 PB67 11.60 PB69 10.70 PB70 11.01 PB71 12.01 PB72 10.92 PB73 9.82 PB75 11.49 RP01 0.03 RP02 0.00 Elevations Table Minimum Rate (inch/week) 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 Maximum Rate (inch/week) 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 Color 10.00 11.00 11.00 12.00 12.00 13.00 13.00 14.00 COTTON,S HIRES AND ASSOCIATES, INC. CONSULTING ENGINEERS AND GEOLOGISTS RANCHO PALOS VERDES, CALIFORNIA SC6163 POS MP June 17, 2024 1"=500' PROJECT NO. DATE SCALE APPROVED BY GEO/ENG BY GPS MONITORING DISPLACEMENT RATE CONTOUR MAP (5/28/24 DATA) FIGURE NO. 3 Abalone Cove, Portuguese Bend, Klondike Canyon Hillshade basemap produced from publicly available LiDAR: "2015 - 2016 LARIAC Lidar DEM: Los Angeles Region, CA"NOTES: 1) October 10, 2023 GPS monitoring data was unavailable for monuments AB21, CR54, CW05, CW06, KC19, KC20, KC21, KC22, KC23, KC24, PB72, PB73, PB74, PB75, and RP01. 2) January 13, 2024 GPS monitoring data was unavailable for monuments AB20 and FT08. 3) March 8, 2024 GPS monitoring data was unavailable for monuments AB01, AB04, AB05, AB20, AB24, AB53, AB63, AB66, CR51, CW05, CW06, FT06, FT08, FT09, KC05, KC13, KC14, KC16, KC18, KC19, KC21, PB06, PB07, PB09, PB12, PB20, PB21, PB27, PB29, PB54, PB59, PB68, PB74, and UB02. 4)April 17, 2024 GPS monitoring data was unavailable for monuments AB01, AB02, AB05, AB20, AB24, AB53, AB63, AB66, CR51, CW05, CW06, FT06, FT08, FT09, KC05, KC13, KC14, KC16, KC18, KC19, KC21, PB06, PB07, PB09, PB12, PB20, PB21, PB27, PB29, PB54, PB59, PB68, PB74, and UB02. B-6 I I y .. -.r • .J l __,,,. • ■ ■ ■ ■ ■ ■ ■ n ■ ■ ■ r?."" I I I ( 0 ,-.: --:....., ,,, ---♦ r •• -♦ -r .... ~ • .,.,~ S) 95) " '\0-0 • I I J I / ~- / , z 0 ~ I/ ::J" J - I / - --- I (_ --I ___,.i r ----/ / ...,..... .... -i ----♦ , Portuguese Bend Land Movement Monitoring Survey October 10, 2023 (M38) through April 17, 2024 (M41) Survey Report for the City of Rancho Palos Verdes prepared by McGee Surveying Consulting Dated: October 30, 2023 Updated January 30, 2024; March 12, 2024, April 17, 2024, May 28, 2024 Portuguese Bend is typically monitored for land movement on a tri-annual basis with an initial survey of all current monitoring points at the beginning of the rainy season in the fall of each year followed by two subsequent Partial Winter and Partial Spring Monitoring Surveys. In past years, the survey report was published following the spring survey; however, at the City’s request, due to the excessive land movement, the surveys were conducted every six weeks and then every month as listed below. The surveys are reported as Addendums with the results included in the attached “PB MOVEMENT DATA POSTING…..xlsx”. Movements are reported for the average date of the survey noted below and listed hereafter. M38 Full Survey - October 10, 2023 M39 Full Survey - January 13, 2024 M40 Partial Survey - March 8, 2024 M41 Partial Survey - April 17, 2024 M42 Full Survey - May 28, 2024 SPREADSHEET ATTACHMENT: “PB MOVEMENT DATA POSTING M42 - 2007 to May 28, 2024.xlsx” OVERVIEW: GNSS MONITORING NETWORK (M38) McGee Surveying Consulting (MSC) performed the 2023-2024 land movement monitoring surveys at Portuguese Bend. The surveys were planned, coordinated, and executed by Michael McGee, PLS3945 of MSC who is responsible for the field surveys, processing observations, network adjustments, analysis, and reports. For a general history, details and procedures utilized in this survey but not re-stated here, see the “Portuguese Bend Land Movement 2020-2021 Monitoring Survey” report dated October 5, 2021, Revised and published May 11, 2022. See also prior reports. This Initial October 10, 2023 Survey determined the precise positions of 79 monitoring and control points. PVE3RP and other CSRC CGPS stations were used to support and reference the survey network and verify the recovery of the reference frame. This survey included two new points set in July 2023 for the special request July 2023 M37 Monitoring Survey in Klondike Canyon (Seaview), and 10 new points set in September 2023. Point KC02 is expected to be destroyed in the spring and a new point “KC24” was set nearby during the October survey. Point AB20 was destroyed sometime after the October 10, 2023 survey and AB21, a nearby point, was recovered from the 2007 survey and substituted for AB20 which facilitated continuous monitoring at this location. The movements of new points are reported, for the first time, in the January 13, 2024 monitoring survey and are included in this Report as an Addendums. All monitoring survey coordinates and movements to C-1 McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 2 of 15 date are listed in the attached spreadsheet “PB MOVEMENT DATA POSTING (Revised 031224) 2007- March2024.xlsx” note above. PROJECT DATUMS - REFERENCE FRAME The horizontal and vertical positions of the monitoring points are based on the North American Datum of 1983 (NAD83) Epoch 2007.00 and the North American Vertical Datum of 1988 (NAVD 88) reference frames. Although more current epoch adjustments are available (e.g. NAD83 (2011) Epoch 2010.00), Epoch 2007.00 is retained to maintain consistently relative positions over time. Orthometric heights (NAVD88 Elevations) are based on measured ellipsoid heights combined with the NGS Geoid03 model and referenced to NGS Benchmarks. Although more current geoid models (e.g. Geoid18), are available, Geoid03 is retained to maintain consistently relative height movements over time as explained in said May 2022 Report. The latitudes and longitudes determined by GNSS measurements are projected onto NAD83 California State Plane Coordinates Zone 5 in US Survey Feet. A valid recovery of the survey reference frame is essential to accurately measure and assess actual movements of individual points relative to the greater peninsula. The method for recovering the monitoring survey reference frame was modified in 2019 to improve the efficiency and simplify the processing and analysis of the monitoring surveys. Since 2007, Point AB02 (at the south end of Portuguese Point) has proven to be stable relative to PVE3 which is a California Spatial Reference Center (CSRC) Continuously Operated GPS Station (CGPS) at City Hall. The present procedure fixes PVE3RP (a PK Nail set on the concrete base of PVE3 as a reference mark to PVE3) and checking to point AB02. The proven positions relative to PVE3 are listed below. Pt# Latitude Longitude NAVD88 Ht Source) AB02 33-44-13.84878 118-22-26.19243 116.47 ft 2007 - October 2018 position PVE3RP 33-44-35.74239 118-24-15.27451 346.88 ft Average of 5 years referencing to PVE3 Comparing the positions of AB02 on Portuguese Point with PVE3RP at City Hall and other CSRC CGPS Stations provides a redundant verification that the reference frame is stable and successfully recovered for each monitoring survey. An additional check point “RP01” was established near the entrance to the Trump Golf Course for incorporation in future surveys. The rate of movement (velocities) of the land masses have increased over the past five years compared to the previous 12-year average. See “Assessment of Movements & Accelerations” addressed on Page 11. Notwithstanding the 2019 monitoring process noted above, the processing of observations was necessarily modified for this fall survey because of the higher velocities as follows. The October 2023 observations were processed as follows. The Base Station at AB73 was occupied over a six- day period and was found to have moved about 0.016 feet per day similar to other monitoring points in the area. To determine accurate positions and therefore precision movements it was necessary to determine a daily position of AB73. This was accomplished by processing the static data collected each day at AB73 with static data downloaded from the CSRC for CGPS stations PVE3 and PVHS. PVE3 is and has always been the basic constraint for the monitoring survey’s reference frame. PVHS was used to verify the stability of PVE3. Subsequently positions of AB73 were computed for each day referenced to PVE3. The identity for processing the daily observations of AB73 and related RTK measurements was to assign to AB73 the identity of AB731, AB732, AB733, AB734 & AB735 for days 1 through 5 occurring on October 8, 9, 10, 11 & 13. BASE STATIONS – POINT NAMES AB61 and AB20 have previously served as suitable GNSS Base Stations for referencing measured positions of the monitoring points. AB61 is no longer accessed due to its environmental sensitivity and lack of security. AB73, located on the US Pony Club property was utilized as the Base Station up to the October 2023 survey. Access was obtained unilaterally by MSC from the Pony Club manager for exclusive permission to enter the property confirmed prior to each survey entry with the understanding that strict driving protocols are observed. Point AB73 was not a planned monitoring point but given the increased rates of movement, it fills in a gap between AB20 and AB50 and moves consistent with AB20. AB50 and AB73 are on the south and north sides of C-2 Mc G E E S U R V E Y I N G C O N S U L T I N G 52 9 0 O v e r p a s s R o a d , S t e # 1 0 7 , S a n t a B a r b a r a , C A 9 3 1 1 1 Pa g e 3 o f 15 PV D S r e s p e c t i v e l y . T h e s e p a r a t i o n b e t w e e n A B 7 3 a n d A B 5 0 i s d i m i n i s h i n g a t t h e r a t e o f a b o u t o n e f o o t p e r mo n t h i n A p r i l 2 0 2 4 r e s u l t i n g i n a s t e e p e r s l o p e o n t h e n o r t h s i d e o f P V D S w h i c h m a y b e d e - s t a b i l i z i n g . Du e t o t h e c o n t i n u o u s l y i n c r e a s i n g v e l o c i t i e s o f l a n d m o v e m e n t , t h e p r e s e n t o n - s i t e b a s e s t a t i o n s ( A B 2 0 a n d AB 7 3 ) a r e n o l o n g e r s t a b l e f o r m e a s u r i n g r e l a t i v e m o v e m e n t s . I n t h e J a n u a r y 2 0 2 4 s u r v e y t h e S m a r t n e t R T N ne t w o r k u t i l i z i n g r e m o t e b a s e s t a t i o n s c o n n e c t e d b y t h e I n t e r n e t w a s u s e d t o m e a s u r e p o s i t i o n s a n d v e c t o r s wh i c h a r e r e - r e f e r e n c e d t o P V E 3 R P a n d P V E 3 i n a n e t w o r k l e a s t s q u a r e s a d j u s t m e n t . S e e d i s c u s s i o n h e r e a f t e r . Th e m o n i t o r i n g p o i n t s n a m e s w e r e e s t a b l i s h e d i n e a r l y s u r v e y s . P o i n t s a r e n a m e d f o r t h e s l i d e t h e y f a l l w i t h i n an d g i v e n a n u m b e r . F o r e x a m p l e , A B 0 1 , P B 0 1 , K C 0 1 , C R 0 1 a n d F T 0 1 . T h e n u m b e r i s i n c r e a s e d a s n e w p o i n t s ar e e s t a b l i s h e d t o r e p l a c e a b a n d o n e d o r d e s t r o y e d p o i n t s o r e x p a n d t h e n e t w o r k . M a n y o f t h e o r i g i n a l p o i n t s a r e lo s t o r n o l o n g e r m o n i t o r e d . F o r d a t a m a n a g e m e n t p u r p o s e s t h e p o i n t n a m e s a r e a l s o p r e f i x e d w i t h a s e q u e n t i a l mo n i t o r i n g n u m b e r t o d i s t i n g u i s h s u b s e q u e n t s u r v e y s . F o r e x a m p l e , f o r t h e o c c u p a t i o n o f A B 0 2 o n t h e 1 6 th mo n i t o r i n g s u r v e y , A B 0 2 i s c a l l e d M 1 6 A B 0 2 w h e r e M 1 6 i n d i c a t e s t h e s e q u e n c e n u m b e r s i n c e t h e f i r s t Mo n i t o r i n g S u r v e y “ M 0 1 ” i n S e p t e m b e r 2 0 0 7 . T h e p r e f i x i s s t r i p p e d i n t h e s e R e p o r t s . O c t o b e r 2 0 2 3 G N S S S u r v e y M o n i t o r i n g P o i n t s N e t w o r k C- 3 Portuguese Bend: Monitoring Survey McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 4 of 15 GNSS October 2023 Survey Parameters, Metadata & Equipment Date of Annual Initial Survey: M38 – October 10, 2023 (mean date) between 0800-1700 PDST (+7 hrs for UTC). Constellations: GPS (31 Satellites), Russian GLONASS (23 Satellites), Galileo (23 Satellites) and Beidue (40 Satellites). Observables (Carrier Waves): GPS (L1, L2, L5), GLONASS (L1, L2), Beidue (L1, L2); & Galileo (4 Carrier Waves) Data Epoch Rate - 0.2 seconds (20HZ) at the GS18 Rover; 1 second at the GS18 Base Satellites: 20-40; GDOP: < 2; Elevation Mask: 0° at the Rover and Base Station Ephemeris: Broadcast for RTK vectors. Weather: Mostly calm clear skies, temperature 65-75° F, no significant weather. Space Weather: Boulder K Index 1-3 averaging 2 (gauges ionospheric activity on a scale of 0-9; less than 6 preferred) Equipment: GNSS Base Receiver Unit No. M11, Operator: M. McGee, PLS; Occupied Base Station Receiver Make & Model: Leica GS18 with integrated Antenna; Mount: Tripod & Tribrach GNSS Rover Receiver Unit No. M10, Operator: M. McGee, PLS Receiver Make & Model: Leica GS18T with integrated Antenna; Mount: Fixed Height Pole #4 Processing & Adjustments: Leica Infinity v4.0 and "Starnet-PRO” version 11.0.6 Software Prior to 2019, geodetic grade GNSS receivers collected static satellite signal data for post processing. The instrumentation was upgraded in 2020 to a Leica GS18 Base with a GS18T RTK Rover operating in real-time with an FM radio system which utilizes the latest technology to deliver increased productivity and precision of point positions. The GS18 receiver incorporates an Inertial Measurement Unit and tracks four Global Navigation Satellite Systems (GNSS): GPS, GLONASS, Galileo and Beidue Satellites. The differences in two measured vectors are acceptable if they fall within 0.03 feet (1 cm) horizontally; otherwise, additional measurements are usually obtained with some exceptions. Experience has shown the independent measurements generally agree on average about 0.02 feet when referenced to a local base receiver. ADJUSTMENTS & ANALYSIS Network Adjustment: A minimally constrained adjustment is utilized to develop NAD83 (2007) 2007.00 Epoch Zone 5 State Plane Coordinates and NAVD88 Heights of the monitoring points. The NAVD88 orthometric heights (elevations) are determined by combining the measured ellipsoid heights with the Geoid 03 Model. Previously, Point AB02 was fixed, and the stability verified relative to PVE3RP which is 1.5 to 3 miles westerly and outside the influence of the land movements. AB02 is expected to be stable and unaffected by the land movement; however, due to the substantially increased rates of movement resulting in dynamically differential movements the process was modified as noted above to assure accurate positions. This was accomplished by computing daily positions on the Base Station AB73 (AB731, AB732, AB733, AB734, AB735) relative to the reference frame fixed at station PVE3 noted above. Listed here are the differences. Differences in Feet ID dN dE dZ_ PVE3 0.000 0.000 Fixed Horizontal, CGPS Station at City Hall AB02 -0.022 -0.008 0.000 Fixed Elevation & Horizontal Check PVE3RP -0.010 -0.003 -0.055 Closure Check from PVE3 to AB73 to PVE3RP at City Hall PVHS -0.035 0.003 Horizontal Check on CGPS Station 2 Miles North of PB Comments: Fixing the CGPS station PVE3 (fixed constraint since 2007) finds the differences at PVHS, PVE3RP and AB02 are insignificant measurement noise. Given that AB02, PVE3RP, PVE3 and PVHS are in good relative agreement, the survey reference frame is deemed stable and successfully recovered from which local land movements were determined. ACCURACY STATEMENTS Vector Residuals: In this Initial Survey, the two-dimensional vector residuals averaged 0.012 feet and the absolute value of the vertical residuals averaged 0.02 feet as listed below. The vector residuals are based on a network adjustment of independent point positions. Vector Lengths(ft) Two Dimensional Residuals Absolute Vertical Residuals Vary Average Average Std.Dev. Maximum Average Std.Dev. _ Range 131-16391 3792 0.012 0.006 0.029 0.02 0.02 -0.03 to +0.08 C-4 McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 5 of 15 Movement Accuracy: A point is deemed to have moved if, at the 95% level of confidence the horizontal movement (signal) of a point between two epochs is greater than the 95% Error (noise). Based on multiple independent occupations, the horizontal (2D) movements reported between October 2022 (M34) and October 2023 (M38) statistically attained a relative average accuracy of 0.014 feet at the 95% Level of Confidence with a Standard Deviation of 0.004 feet and a Range of 0.01 to 0.03 feet. See the attached file “PB MOVEMENT DATA POSTING …..xlsx” for movements and coordinates. Table of 2D & Vertical Movements for 12.0 Months October 10, 2022 (M34) & October 10, 2023 (M38) Listed below are the movement Azimuths (directions clockwise from North) in degrees, the two-dimensional horizontal movements, and the vertical (elevation) changes during the period in US Survey Feet. See the attached spreadsheet “PB MOVEMENT DATA POSTING…..xlsx”. Note: The horizontal measured movement confidence is estimated at +/-0.02’ (1/4”); therefore, movements of less than 0.03’ are statistically indeterminate. The estimated vertical measured movement confidence is +/-0.05’. * = Control Point for Recovery of the Reference Frame. Point ID Azimuth° Horizontal Movement Vertical Movement Point ID Azimuth° Horizontal Movement Vertical Movement AB01 244 0.06 0.0 KC02 196 1.99 0.1 AB02 201 0.02 0.0 KC05 219 0.88 -0.1 AB04 223 4.80 -0.6 KC06 253 1.34 -0.5 AB05 231 3.51 -0.6 KC07 256 0.02 0.0 AB13 198 2.48 -0.6 KC13 193 0.70 0.1 AB16 191 1.20 0.0 KC14 259 0.12 -0.1 AB17 187 0.06 0.0 KC15 233 1.36 -0.4 AB20 199 3.06 -0.1 KC16 251 0.03 0.0 AB24 198 2.68 0.0 KC17 222 1.24 -0.3 AB50 236 1.99 0.2 KC18 202 2.86 -0.3 AB51 202 2.05 -0.2 PB04 203 3.62 -0.3 AB53 192 2.75 -0.4 PB06 200 3.35 -0.3 AB57 169 2.37 -0.7 PB07 201 3.85 -0.1 AB58 183 2.22 -0.4 PB08 201 3.61 0.0 AB59 186 3.17 -0.8 PB09 198 3.49 -0.1 AB60 204 2.69 -0.3 PB12 200 4.67 -0.3 AB62 203 3.73 -0.4 PB13 201 3.83 0.1 AB63 207 3.58 -0.9 PB18 187 3.51 -0.5 AB64 155 0.35 -0.1 PB20 199 4.23 -0.4 AB65 167 1.49 -0.3 PB21 195 3.93 -0.6 AB66 196 2.29 -0.5 PB26 192 3.94 -0.4 AB67 180 1.12 -0.2 PB27 195 4.18 -0.8 AB68 193 2.03 -0.6 PB29 200 4.02 -1.0 AB70 203 2.97 -0.1 PB54 196 3.39 -0.2 AB71 158 1.76 -0.6 PB55 199 3.86 -0.8 AB73 203 3.00 -0.3 PB59 199 4.11 -0.6 CR07 171 1.87 -1.6 PB67 194 5.93 -0.8 CR50 225 0.11 -0.1 PB68 202 3.49 -0.1 CR51 223 0.08 0.0 PB69 202 3.91 -0.3 CR53 231 0.21 0.0 PB70 207 3.58 -0.8 FT06 192 3.66 -1.7 PB71 198 3.65 -0.4 FT08 257 0.06 0.0 UB02 189 4.17 0.3 FT09 271 0.08 -0.1 *PVE3RP 195 0.01 0.0 C-5 McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 6 of 15 October 10, 2022 to October 10, 2023 Movement Distances (Feet) & Directions as Indicated Note: Distances are exaggerated x 100 for viewing Enlargement (PVDS) Enlargement (Seaview) C-6 McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 7 of 15 MONITORING POINT MONUMENT NOTES & STATUS See the May 2022 Survey Report for prior monument notes. 2023: 16 points added to the monitoring program as listed below. AB20 destroyed after October 2023 Survey and replaced by AB21. MONITORING POINT MONUMENT DESCRIPTIONS All other Point Descriptions are listed in prior Reports. California State Plane Coordinates Zone 5 in the NAD83 (2007) Epoch 2007.00 and NAVD88 Datums are listed in the attached spreadsheet file “PB MOVEMENT DATA POSTING….”. Point Description Points added in July and October 2023 AB21 2" Punched GIP in “Cable Box”, Replaced AB20 after Oct. 2023 survey PB72 2" mag nail & washer in conc. in 2"x 24" GIP Collared in Concrete PB73 2" mag nail & washer in conc. in 2"x 24" GIP Collared in Concrete PB74 2" mag nail & washer in conc. in 2"x 24" GIP Collared in Concrete PB75 2" mag nail & washer in conc. in 2"x 24" GIP Collared in Concrete CR54 2" mag nail & washer in conc. in 2"x 24" GIP Collared in Concrete CW05 Found ½” x 48” Punched Rebar in Concrete Collar set June 2022 for Calwater CW06 Found ½” x 48” Punched Rebar in Concrete Collar set June 2022 for Calwater CW07 Found ½” x 48” Punched Rebar in Concrete Collar set June 2022 for Calwater CW08 Found 2” Mag nail in Concrete Base of 3’ Bollard set June 2022 for Calwater KC19 2” Mag Nail Drilled in a Concrete Curb on South side of Dauntless Dr. KC20 2” Mag Nail Drilled in a Concrete Curb on West side of Excelsior Dr. KC21 2" mag nail & washer in conc. in 2"x 24" GIP Collared in Concrete KC22 2" mag nail & washer in conc. in 2"x 24" GIP Collared in Concrete KC23 2” Mag Nail Drilled in a Concrete Curb on South side of Admirable Dr. KC24 2” Mag Nail Drilled in the Southwest Corner of a Concrete Vault, KC02 planned replacement RP01 Check Point at Trump Golf Course established in July 2023 for verifying the recovery of a stabile reference frame. Point is the top open part of the “B” on the south side of the rim of a manhole on the south side of PVDS at Conqueror Dr. Addendum No. 1 Report Portuguese Bend Land Movement Monitoring Survey Early Winter Full Monitoring Survey No. M39 - January 13, 2024 A special Portuguese Bend Full Monitoring Surveys (M39) was requested by the City in January 2024. The average date of the survey is January 13, 2024, 3.1 months after the October 10, 2023 Initial Monitoring for 2023-2024 reported above. The M39 survey included 79 monitoring points representing the present full network. A central base station (usually occupying AB73) was not feasible due to the excessive rate of land movement and reliance was made on the remote Smartnet RTN Stations which resulted in a lesser accuracy. For this survey, this was not an issue since the signal (measured movement) was much greater than the noise of the measurements expected to be less than 0.05’. A typical minimally constrained adjustment, as described above for M38, was processed for M39 to develop NAD83 (2007) Epoch 2007.00 CA Zone 5 State Plane Coordinates and NAVD88 Heights. The horizontal (2D) vector residuals averaged 0.03 feet with a Standard Deviation of 0.02 feet. The absolute value of the vertical residuals averaged 0.04 feet with a Standard Deviation of 0.04 feet. At the 95% Level of Confidence, estimated accuracy of the horizontal (2D) movements is 0.05 feet. The adjustment fixed point PVE3RP (an indirect fix on PVE3) and checked to other points found to be stable. Differences from the known fixed positions to the measured positions in this survey are listed here with their north, east and vertical components in feet. The successful recovery of a stable reference frame (coordinate system) is confirmed. Differences in Feet ID dN dE dZ_ PVE3RP 0.00 0.00 0.00 Fixed Reference at City Hall AB02 0.01 0.01 -0.05 Check Point at Portuguese Point RP01 -0.01 0.01 0.05 Check Point at Trump Golf Course C-7 McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 8 of 15 Table of 2D & Vertical Movements for 3.1 Months October 10, 2023 (M38) & January 13, 2024 (M39) Listed below are the movement Azimuths (directions clockwise from North) in degrees, the two-dimensional horizontal movements, and the vertical (elevation) changes during the period in US Survey Feet. See the attached spreadsheet “PB MOVEMENT DATA POSTING (Revised 012224) 2007-Jan2024.xlsx”. Note: The horizontal measured movement confidence is estimated at +/-0.04’ (1/2”); therefore, indicated movements of less than 0.05’ are statistically indeterminate. The estimated vertical measured movement confidence is +/-0.08’. * = Control Point for Recovery of the Reference Frame. Point ID Azimuth° Horizontal Movement Vertical Movement Point ID Azimuth° Horizontal Movement Vertical Movement AB01 23 0.01 -0.1 KC13 188 0.44 0.0 AB02 27 0.01 0.0 KC14 262 0.03 0.0 AB04 223 3.52 -0.4 KC15 233 0.91 -0.3 AB05 230 2.76 -0.4 KC16 88 0.02 0.0 AB13 195 2.44 -0.4 KC17 218 0.80 -0.3 AB16 190 1.71 -0.1 KC18 200 2.03 -0.3 AB17 118 0.03 0.0 KC19 269 0.74 -0.2 AB21 197 2.80 0.1 KC20 277 0.67 -0.2 AB24 195 2.71 0.0 KC21 92 0.04 0.0 AB50 234 1.63 0.0 KC22 255 1.07 -0.5 AB51 200 2.08 0.0 KC23 237 0.57 -0.3 AB53 190 2.79 -0.3 KC24 199 1.22 -0.1 AB57 170 1.77 -0.5 PB04 202 2.63 0.0 AB58 179 2.50 -0.4 PB06 200 2.43 -0.2 AB59 185 3.11 -0.8 PB07 201 2.62 0.0 AB60 204 2.54 -0.2 PB08 201 2.60 0.0 AB62 203 2.62 -0.3 PB09 197 2.40 -0.1 AB63 207 2.79 -0.8 PB12 199 3.16 -0.3 AB64 128 0.19 0.0 PB13 199 2.51 0.0 AB65 167 1.98 -0.6 PB18 185 2.94 -0.5 AB66 193 2.41 -0.4 PB20 198 2.82 -0.3 AB67 181 1.56 -0.3 PB21 194 2.66 -0.5 AB68 191 2.28 -0.4 PB26 193 2.65 -0.2 AB70 200 2.85 -0.2 PB27 196 2.75 -0.5 AB71 158 1.35 -0.4 PB29 200 2.60 -0.7 AB73 202 2.52 -0.1 PB54 192 2.90 0.0 CR07 164 1.47 -1.2 PB55 198 2.88 -0.5 CR50 37 0.04 0.0 PB59 200 2.86 -0.3 CR51 107 0.04 0.2 PB67 195 3.32 -0.3 CR53 180 0.02 0.1 PB68 202 2.57 0.0 CR54 185 2.81 -0.9 PB69 201 2.82 -0.1 CW05 185 0.02 0.1 PB70 204 2.72 -0.3 CW06 59 0.05 0.1 PB71 197 2.90 0.0 FT06 191 2.48 -1.1 PB72 206 2.73 0.3 FT09 148 0.02 0.2 PB73 190 2.49 -0.4 KC02 193 1.30 0.0 PB74 193 3.08 -0.4 KC05 215 0.55 0.0 PB75 193 2.89 -0.1 KC06 256 0.94 -0.4 UB02 189 2.74 0.2 KC07 135 0.01 0.0 *PVE3RP 0 0 0.1 C-8 McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 9 of 15 October 10, 2023 to January 13, 2024 Movement Distances (Feet) & Directions as Indicated Note: Distances are exaggerated x 100 for viewing Enlargement (PVDS) Enlargement (Seaview ) C-9 Movements Oct. 10, 2023 to Jan. 13, 2024 Movements Oct. 10, 2023 to Jan .13, 2024 McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 10 of 15 ASSESSMENT of MOVEMENT VELOCITIES & ACCELERATIONS 2014 to 2024 Others performed monitoring surveys of the Portuguese Bend land movement between 1994 and 2006. McGee Surveying Consulting assumed responsibility and defensibility for the Portuguese Bend Monitoring Program in 2007. The annual measured movements between 2007 and 2018 were fairly small and stable as shown below by the averages and maximums of a sampling of points for the 2014-2018 period. The fall 2019 monitoring survey found the annual rate of movements (velocities) increased (accelerated) about 4 to 6 times and remained stable for the next four years through 2022. A “year” here is defined as the 12-month period beginning with the rainy season on October 1st. Annual Average Movements in Feet, Maximum Movements & Change in the Average of a Sample of Points 2014-2018(4 Yrs) 2018-2022(4 Yrs) Change in ID Average Max. Average Max.__ _ Average AB20 0.09 0.20 0.48 0.54 +5X AB53 0.07 0.18 0.43 0.49 +6X AB68 0.05 0.11 0.31 0.32 +6X CR07 0.06 0.13 0.30 0.32 +5X KC06 0.04 0.09 0.16 0.22 +4X PB55 0.89 1.31 0.89 1.23 +1X (No Change) In the following twelve months between October 2022 and October 2023, the annual rate of movements were found to have again accelerated. The table below shows a sample of points within Abalone Cove (AB), Klondike Canyon (KC) and Portuguese Bend (PB). The left half of the table compares the annual movements and rate of movements per month for the October 2021 to October 2022 with the October 2022 to October 2023 period. The annual rate of movement for the sample averages in each slide increased about 6x for AB, 8x for KC and 5x for PB. In the same 12-month period between October 2022 and October 2023, accelerations were noted in the first seven months over the previous year and again in the last five months over the previous seven months as shown in the right half of the table below. The average rate of movement in each slide for these samples in the first seven months October 2022 through April 2023 increased about 3x for AB, 4x for KC and 2x for PB over the previous 12-month period of October 2021 to October 2022. The average rate of movements in each slide for the samples in the last five months May 2023 to October 2023 increased 4x for AB, 4x for KC and 3x for PB over the previous seven months. October 2021 to October 2023 Movements & Rates per Month (Feet) M32 > M34 (12 Mo.) M34 > M38 (12 Mo.) M34 > M36 (7 Mo.) M36 > M38 (5 Mo.) Point Oct '21 > Oct '22 Oct '22 > Oct '23 Oct '22 > May '23 May '22 > Oct '23 Movement Rate/Mo Movement Rate/Mo Movement Rate/Mo Movement Rate/Mo AB20 0.51 0.042 3.06 0.255 0.84 0.119 2.22 0.444 AB53 0.49 0.041 2.75 0.229 0.74 0.105 2.01 0.403 AB58 0.41 0.034 2.22 0.185 0.60 0.085 1.62 0.325 AB60 0.45 0.038 2.69 0.224 0.80 0.114 1.90 0.379 AB67 0.18 0.015 1.12 0.094 0.32 0.046 0.80 0.160 AB68 0.32 0.027 2.03 0.169 0.54 0.077 1.49 0.299 AB70 0.48 0.040 2.97 0.248 0.84 0.120 2.14 0.427 CR07 0.31 0.026 1.87 0.156 0.44 0.062 1.43 0.287 Av Move 0.39 0.033 2.34 0.195 0.64 0.091 1.70 0.340 KC06 0.16 0.014 1.34 0.111 0.33 0.047 1.01 0.202 KC13 0.09 0.007 0.70 0.058 0.19 0.027 0.51 0.102 KC17 0.14 0.012 1.24 0.104 0.31 0.044 0.93 0.187 Av Move 0.13 0.011 1.09 0.091 0.27 0.039 0.82 0.163 PB55 0.80 0.067 3.86 0.321 1.06 0.151 2.80 0.560 PB70 0.72 0.060 3.58 0.299 1.14 0.163 2.44 0.488 Av Move 0.76 0.063 3.72 0.310 1.10 0.157 2.62 0.524 C-10 McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 11 of 15 Movement & Rate of Movement per Month In the last 3-month period October 10, 2023 to January 13, 2024, accelerations were noted again relative to the previous 12-months. The average rate of movements in each slide for the last 3-months for these samples increased about 4x for AB, 3x for KC and 3x for PB over the previous 12-month period of October 2022 to October 2023. RECOMMENDATION Continuity in the methods, precision and reporting of the monitoring surveys are necessary to evaluating results relative to and consistent with prior 2007-2024 monitoring survey campaigns. Monitoring survey campaigns require the services of an independent GNSS/Geodetic expert to evaluate and validate results to assure program integrity and defensibility. Maintaining a clearing of foliage in a 10’ radius around monitoring points and trimming nearby trees and brush above eye height is necessary to assure a clear view of the sky for tracking satellites. Satellites, although unseen, can appear anywhere in the sky above the horizon and the radio signals passing through foliage degrade the required survey accuracy and productivity. Presently, Points AB04, AB13, AB17, AB24, AB51, AB58, AB66, PB18, PB54, CR51 and CR53 have foliage obstructions limiting sky (satellite) visibility and require clearing prior to the next survey. Point M38 > M39 (3.1 Mo.) Oct. 10, 2023 to Jan. 13, 2024 Movement Rate/Mo AB20 2.80 0.903 AB53 2.79 0.900 AB58 2.50 0.806 AB60 2.54 0.819 AB67 1.56 0.503 AB68 2.28 0.735 AB70 2.85 0.919 CR07 1.47 0.474 Average 2.35 0.758 KC06 0.94 0.303 KC13 0.44 0.142 KC17 0.80 0.258 Average 0.73 0.236 PB55 2.88 0.929 PB70 2.72 0.877 Average 2.80 0.903 C-11 McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 12 of 15 Addendum No. 2 Report Portuguese Bend Land Movement Monitoring Survey Partial Monitoring Survey No. M40 – March 8, 2024 This is the mid-winter Partial Monitoring Survey No. M40 Report. The average date of the survey is March 8, 2024, 1.8 months after the January 13, 2024 Full Monitoring Survey. The survey included 44 monitoring points and 3 reference control points. Occupying a central base station (usually AB73) was not feasible due to the excessive rate of land movement and reliance was made on the remote Smartnet RTN Stations which resulted in a lesser accuracy. For this survey, this was not an issue since the signal (measured movement) was much greater than the noise of the measurements expected to be about less than 0.05’. A typical minimally constrained network adjustment, as described above for survey M38, was processed for M40 to develop NAD83 (2007) Epoch 2007.00 CA Zone 5 State Plane Coordinates and NAVD88 Heights. The adjustment fixed point PVE3RP and checked to other points expected to be and found stable. Differences from the known fixed positions to the measured positions in this survey are listed here with their north, east and vertical components in feet. Differences in Feet ID dN dE dZ_ PVE3RP 0.00 0.00 0.00 Fixed Reference at City Hall AB02 0.02 0.01 -0.09 Check Point on Portuguese Point RP01 0.00 0.02 -0.10 Check Point at Trump Golf Course The successful recovery of a stable horizontal reference frame confirmed. The Z height variations are attribted to the noise in the Smartnet Network solution. RP01 is intended to replace AB02. 2D Horizontal & Vertical Movements for 1.8 Months January 13, 2024 (M39) to March 8, 2024 (M40) The general rate of land movement increased significantly over the January 13, 2024 survey assessment. See the attached spreadsheet “PB MOVEMENT DATA POSTING…. .xlsx” for the movement Azimuths (directions clockwise from North) in degrees, the two-dimensional horizontal movements, and the vertical (elevation) changes during the period in US Survey Feet. See also the column for the rate of movement for each period annualized for an average month. Accuracy Statements The horizontal (2D) vector residuals averaged 0.04 feet with a Standard Deviation of 0.03 feet. The absolute value of the vertical residuals averaged 0.04 feet with a Standard Deviation of 0.03 feet. At the 95% Level of Confidence, the accuracy of the horizontal (2D) movements is estimated to be less than 0.04’. Movements of less than 0.05’ are statistically indeterminate. The estimated vertical measured movement confidence is 0.06’ to 0.09’. Addendum No. 3 Report Portuguese Bend Land Movement Monitoring Survey Partial Monitoring Survey No. M41 – April 17, 2024 This is the Spring Partial Monitoring Survey No. M41 Addendum Report. The field survey took place April 16- 18, 2024, average date of April 17, 2024, 1.35 months after the last March 8, 2024 Monitoring Survey. The survey included 55 monitoring points and 3 reference control points. Eleven new monitoring points were set and C-12 McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 13 of 15 surveyed. The location of two new points were identified and will be surveyed on the next campaign in late May after the monuments are set by others. See the points descriptions below. Occupying previous base stations was not feasible due to the excessive rate of land movement. The Smartnet RTN Network does not require a base station but results in a somewhat lesser accuracy. Smartnet may be used in the future; however, it was deemed beneficial to establish a new base station outside the slide complex to facilitate future surveys. A new base station point “RP02” was set westerly of the slide complex and north of Abalone Cove Park. A typical minimally constrained adjustment, as described above for the M38 survey, was processed for M41 to develop NAD83 (2007) Epoch 2007.00 CA Zone 5 State Plane Coordinates and NAVD88 Heights. A least sqaures network adjustment was fixed at point PVE3RP to establish a position on the base at RP02 and thereby all other points in the survey. A check to RP01 easterluy outside the slide complex was made as noted below. This process will be the standard on future surveys. Differences from the known fixed positions to the measured positions in this survey are listed here with their north, east and vertical components in feet. Differences in Feet ID dN dE dZ_ PVE3RP 0.00 0.00 0.00 Fixed Reference at City Hall RP01 -0.01 0.00 -0.03 Check Point at Trump Golf Course The successful recovery of a stable horizontal reference frame is confirmed. Point AB02 replaced by RP01, was used in previous surveys to also confirm recovery of the reference frame has limited access do to the slides. 2D Horizontal & Vertical Movements for 1.35 Months March 8, 2024 (M40) to April 17, 2024 (M41) The general rate of land movement increased significantly over the March survey. On average the velocities increased 76% with a maximum of 143%. Eight points doubled their velocities in the last six weeks over the previous eight weeks. In Abalone Cove and Portuguese Bend Slides many points are moving about three feet per month and in the Seaside Klondike Canyon Slide about ¾ of a foot per month. See the attached spreadsheet “PB MOVEMENT DATA POSTING…. .xlsx” for the movement Azimuths (directions clockwise from North) in degrees, the two-dimensional horizontal movements, and the vertical (elevation) changes during the period in US Survey Feet. See also the column for the rate of movement for each period annualized for an average month. Accuracy Statements The horizontal (2D) vector residuals averaged 0.04 feet with a Standard Deviation of 0.03 feet. The absolute value of the vertical residuals averaged 0.04 feet with a Standard Deviation of 0.03 feet. The land is moving 0.05’ to 0.10’ daily. Most points are measured a day apart resulting in large residuals but accurate positions of the mean coordinate. Therefore, it is at estimated the 95% Level of Confidence, the accuracy of the horizontal (2D) movements is estimated to be less than 0.03’. Movements of less than 0.04’ are statistically indeterminate. The estimated vertical measured movement confidence is 0.05’ to 0.10’. Monitoring Point Monument Descriptions See prior Reports for all other Point Descriptions. See the attached spreadsheet file “PB MOVEMENT DATA POSTING….” for California State Plane Coordinates Zone 5 in the NAD83 (2007) Epoch 2007.00 and NAVD88 Datums n Point Description of Points added in April 2024 AB74 8" Spike set as temporary monument to be replaced with a 2” GIP by others AB75 8" Spike set as temporary monument to be replaced with a 2” GIP by others AB76 8" Spike set as temporary monument to be replaced with a 2” GIP by others AB77 Location identified, 2” GIP to be set by others CR55 Set Mag Nail drilled in a Concrete walk/valley gutter CR56 Location identified, 2” GIP to be set by others KC25 Set Mag Nail drilled in a concrete & rock wall KC26 Set Mag Nail drilled in a concrete wall KC27 Set Mag Nail drilled in a concrete 6’ fire pit KC28 Set Mag Nail drilled in a concrete headwall KC29 Set Mag Nail drilled in a concrete headwall KC30 8" Spike set as temporary monument to be replaced with a 2” GIP by others C-13 McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 14 of 15 KC31 8" Spike set as temporary monument to be replaced with a 2” GIP by others RP02 ½” x 4’ rebar in large sloping meadow with T-bar witness for new base station Addendum No. 4 Report Portuguese Bend Land Movement Monitoring Survey Full Monitoring Survey No. M42 – May 28, 2024 This is Full Monitoring Survey No. 42 Addendum Report. The field survey took place May 27-30, 2024, with an average date of May 28, 2024, 1.35 months after the last April 17, 2024 Partial Monitoring Survey. The survey included 93 monitoring points and 3 reference control points. Two new monitoring points (AB77 & CR56) were set and surveyed. Seven temporary monuments were reset with a permanent monument. Monuments CW01, CW07 and CW08, set in 2022 for CalWater, were adopted for the purpose of these surveys. See the point descriptions below. There are 14 monitoring points in the upper portion of the Reserve which are now difficult and time consuming to access due to the slides. An assistant provided by sub-contractor Chris Nelson & Associates (CNA) has been assigned these locations beginning with this May survey. CNA conducted their survey measurements with a Trimble R12 referenced to the Smartnet RTN for positioning. These monitoring point observations were referenced to the RPV Portuguese Bend network by way of connections to RP01, RP02 & PVE3RP. In the late June survey, CAN will be using Leica instrument similar to those used by McGee Surveying Consulting to assure the highest precision and increased productivity. A minimally constrained adjustment, as described above for the above M38 Survey Report, was processed for M42 to develop NAD83 (2007) Epoch 2007.00 CA Zone 5 State Plane Coordinates and NAVD88 Heights. A least sqaures network adjustment was fixed at point PVE3RP to establish a position on the base at RP02 and thereby all other points in the survey. A check to RP01 easterly outside the slide complex and other nearly stable points were made as noted below. Differences from the known fixed positions to the measured positions by this survey are listed here with their north, east and vertical components in feet. Differences in Feet ID dN dE dZ_ PVE3RP -0.00 -0.00 -0.00 Fixed Reference at City Hall RP01 -0.00 0.01 -0.01 RP02 -0.03 0.02 -0.01 AB02 0.00 -0.02 0.09 The successful recovery of a stable reference frame is confirmed. Point RP01 is intended to superseded AB02 used in previous surveys to confirm recovery of the reference frame. AB02 now has limited access do to the slides. Additionally, California Spatial Reference Center CGPS (Continous Operating GPS Stations) PVE3 and PVHS are incorporated from time to time to verify the stability of the refence frame. 2D Horizontal & Vertical Movements for 1.35 Months April 17, 2024 (M41) to May 28, 2024 (M42) The general rate of land movement increased in the last six weeks over the April survey. On average the velocities increased about 40% which is an increased rate of movement; however, the rate of acceleration is less than the estimated average of 76% in the previous six weeks. See the attached spreadsheet “PB MOVEMENT DATA POSTING…. .xlsx” for the movement Azimuths (directions clockwise from North) in degrees, the two- dimensional horizontal movements, and the vertical (elevation) changes during the period in US Survey Feet. See also the column for the rate of movement for each period annualized for an average 30.42-day month. C-14 McGEE SURVEYING CONSULTING 5290 Overpass Road, Ste#107, Santa Barbara, CA 93111 Page 15 of 15 Accuracy Statements The horizontal (2D) vector residuals are estimated at 0.02 feet with a Standard Deviation of 0.03 feet. The absolute value of the vertical residuals are estimated at 0.03 feet with a Standard Deviation of 0.04 feet. The rate of land movement varies and is as much as 0.12’ daily. It is estimated at the 95% Level of Confidence, the accuracy of the horizontal (2D) movements is estimated to be 0.04-0.06’. Movements less than the Confidence Interval are statistically indeterminate. The estimated vertical measured movement confidence is 0.05’ to 0.10’. Monitoring Point Monument Descriptions See prior Reports for all other Point Descriptions. See the attached spreadsheet file “PB MOVEMENT DATA POSTING….” for California State Plane Coordinates Zone 5 in the NAD83 (2007) Epoch 2007.00 and NAVD88 Datums n Point Description of Points added in April 2024 AB74 Replaced 8” spike with a 2” GIP encased in concrete with a steel t-bar witness post AB75 Replaced 8” spike with a 2” GIP encased in concrete with a steel t-bar witness post AB76 Replaced 8” spike with a 2” GIP encased in concrete with a steel t-bar witness post AB77 Replaced 8” spike with a 2” GIP encased in concrete with a steel t-bar witness post CR56 Replaced 8” spike with a 2” GIP encased in concrete with a steel t-bar witness post CW01 ½” x 4’ punched rebar in concrete with T-bar witness post CW07 ½” x 4’ punched rebar in concrete with T-bar witness post CW08 ½” x 4’ punched rebar in concrete with T-bar witness post KC30 Replaced 8” spike with a 2” GIP encased in concrete with a steel t-bar witness post KC31 Replaced 8” spike with a 2” GIP encased in concrete with a steel t-bar witness post RP02 ½” x 4’ punched rebar in concrete in large sloping meadow with T-bar witness post 1’ West SURVEYOR'S STATEMENT This Fall October 2023 Full Survey and subsequent 2024 Surveys and Addendum Reports on the procedures, criteria, and results of the City of Rancho Palos Verdes Portuguese Bend Land Movement Monitoring Surveys were prepared by me on October 30, 2023 and updated June 7, 2024 at the request of Ramzi Awwad, City Engineer of the City of Rancho Palos Verdes. C-15 '211_~L~ Michael R. McGee, PLS3945 Bakersfield Fremont Fresno IrvineLong Beach Los Angeles Modesto Oakland Sacramento San Bernardino San Diego San Francisco San Jose Santa Ana 14 4 299 180 50 88 74 46 60 139 198 97 405 1 49 111 395 65 89 40 80 680 154 36 99 29 78 20 86 96 199 6 33 128 41 95 10 210 5 101 70 44 1558 91 Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Zone 6 Alameda Amador Butte Calaveras Colusa Contra Costa Del Norte El Dorado Glenn Humboldt Kings Lake Lassen Marin Mariposa Mendocino Merced Modoc Monterey Napa Nevada Placer Plumas Sacramento San Benito San Joaquin San Luis Obispo San Mateo Channel Islands Santa Barbara Santa Clara Santa Cruz Shasta Sierra Siskiyou Solano Solano Sonoma Stanislaus Sutter Tehama Trinity Tuolumne Yolo Yuba Alpine Fresno Imperial Inyo Kern San Clemente Island Catalina Island Los Angeles Madera Mono Orange Riverside San Bernardino San Diego Tulare Ventura San Francisco San Nicolas Island · · · · · · · · · · · · · · · · PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N D-1 "' ~ D N "' ro C') I > [L / [L 3' / C ·"' w V 0 V ;c, m D C 0 -' I 2 0 0 0 v [Y Q_ 2 2 c5 [L f-- C') 0 ~ "' LO ul st/ NJ'l D 0 N V '-....B C') L -[L -...._ I tO :s w ·o.. rn o ~o 0 --:. 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B-1030 2.5" &: B" PRV@ VANDERLIP TRAIL 518' B-690 B-750 CALIFORNIA WATER AV BK BG CH COB CDC - DIX DOM ELA HAW - HR KRV KC UV LAS MRL - ORO - 2" & 6" PRV @ VANDERLIP TRAIL 518' ANTELOPE VALLEY BAKERSFIELD BEAR GULCH CHICO CITY OF BAKERSFIELD CITY OF COMMERCE DIXON DOMINGUEZ EAST LOS ANGELES HAWTHORNE HERMOSA REDONDO KERN RIVER VALLEY KING CITY LIVERMORE LOS ALTOS MARYSVILLE OROVILLE B" CHECK VALVE 0 VIENDERUP TRAIL 518' OPERATIONAL SCHEMATIC NTS SERVICE DISTRICTS PV PALOS VERDES RDV -REDWOOD VALLEY SLN -SAUNAS MPS -SAN CARLOS MPS SAN MATEO SEL -SELMA SSF -SOUTH SAN FRANCISCO STK STOCKTON TV TESORO VIEJO TAB TRAVIS AIR FORCE BASE VIS VISALIA WLK WESTLAKE WIL WILLOWS \, ,,,- ~ /j ·11-· J ~"--- CALIFORNIA WATER SERVICE EMERGENCY MAIN RELOCATION NEAR 6 VANDERLIP RANCHO PALOS VERDES, VANDERLIP DR CA 90275 DWG NUMBER PV-3852-G-01 PV-3852-G-02 PV-3852-G-03 PV-3853-C-01 PV-3853-C-02 PV-3853-C-03 PV-3853-C-04 PV-3853-C-05 11 E s DRAWING INDEX SHEET REV DRAWING TITLE 1 OF B A mLE SHEET, DRAWING INDEX & VICINl"IY MAP -CIVIL 2 OF B A GENERAL CIVIL NOTES 3 OF B A CALLOUTS & LEGENDS 4 OF 8 A PIPING PLAN I 5 OF 8 A PIPING PLAN II 6 OF B A PIPING DETAILS I 7 OF 8 A PIPING DETAILS II B OF B A STANDARD DETAILS & PRV DETAILS SCOPE OF WORK: INSTALL: ABANDON: _ LF. OF 12" TR F1LEX PIPE _ L.F. OF 8° HOPE DR 9 PIPE _ LF. OF 8" TR F1LEX PIPE _ L.F. OF 8" DUCTILE IRON PIPE (2) SWING JOINTS 8" PRV -90 SERIES 2.5" PRV -90 SERIES 2" PRV -90 SERIES 6" PRV -90 SERIES -1 !1111 ~U,>Q"""" hnll Nllu"' Pl•-- VICINITY MAP N.T.S. NEAR 6 VANDERLIP DRIVIE RANCHO PALOS VERDES, CA 90275 12" CL&C PIPE 8" TRANS PIPE 1 o• TRANS PIPE 2" PRV 4" PRV 6" PRV 2" PRV CAD F'ILE NO PV-3852.DWG PV-3852.DWG PV-3852.DWG PV-3853.DWG PV-3853.DWG PV-3853.DWG PV-3853.DWG PV-3853.DWG ..,, TRAIL Know what's below. Call before you dig. BILL OF MATERIALS " MAIN -- QTY DESCRIPTION 1090 LF 12" GROOVIED STL PIPE 150 LF 8" GROOVED STL PIPE 20 LF 12" PVC CASING 60 LF 16" PVC CASING 1 8" PRV (OWNER FURNISHED) 1 6" PRV (OWNER FURNISHED) 1 2.5" PRV (OWNER FURNISHED) 1 2" PRV (OWNER FURNISHED) 111 12" VICTAULIC S"IYLE 77 COUPLING (OR APPROVED EQUAL) 10 B" VICTAULIC S"IYLE 77 COUPLING (OR APPROVED EQUAL) 1 8" STEEL CL&C, FILGxFILG (20' LENGTH) 2 12" STEEL CL&C, FLGxFLG (30' LENGTH) 8 B" CL&C SPOOL, FLG (2' LENGTH) 16 12" CL&C SPOOL, GRVxFLG (2' LENGTH) 2 8" CL&C SPOOL, GRVxFILG (2' LENGTH) 4 6" CL&C SPOOL, FILG (2' LENGTH) 45 12" 90' ELBOW, GRV 5 12" 90' ELBOW, FLG 4 8" 90' ELBOW, GRV 4 8" 90' ELBOW, FLG 2 12" 45' ELBOW, GRV 2 8" 45' ELBOW, GRV 3 12" 22.5' ELBOW, GRV 4 11.25' ELBOW, GRV 2 8" TEE, FLG 4 411x8N TEE, FLG 1 12 "x8" TEE, FLG 1 12" TEE, FLG 2 6"x8" REDUCER, FLG 8 12" GATE VAILVIE, FILG 2 8" GATE VAILVIE, FILG 2 6" GATE VALVE, FLG 2 B" CMLC STEEL GRVxFILG (1 B" MIN) 4 12" CMLC STEEL GRVxFLG (18" MIN) 1 12" CMLC STEEL FILG (36" MINO 1 12" FLEX COUPLING 2 8" FLEX COUPLING 3 1" PVC RISER W/ 1" CHECK VALVE 20 LF 2" COPPER 20 LF 2.5" COPPER 4 SAIDDLES 4 2" BALL VALVES 4 2" CORP STOPS 2 2.5"x2" REDUCER AS NEEDED LINEGUAIRD TAPE AS NEEDED TRACER WIRE -#12 AWG STRANDED COPPER -THW INSULATED AS NEEDED METALGUARD #301 & BIT WRAP AS NEEDED POLYWRAP TUBING AS NEEDED PVC TAPE (100' ROLLS) NOTES 1. THIS BILL OF MATERIALS IS A REFERENCE LIST ONLY -CONTRACTOR(S) TO VERIFY AND OBTAIN ALL MATERIALS REQUIRED TO COMPLIETE THE PROJECT. 2. ALL BELOW GROUND FITTINGS REQUIRE A THRUST BLOCK (TO BE CONSTRUCTED PER CWS STANDARD DRAWING CW-435-R4). 3. ALL PIPING, FITTINGS, VALVES, AND OTHER MATERIALS SHALL COMPLY WITH SPECIFICATIONS ESTABLISHED IN CWS STANDARD DRAWING CW-863-R6. 4. TIE-IN ALL EXISTING (LONG/SHORT) SERVICE TO PROPOSED CWS AFTER INSTALLATION. BASIS OF BEARINGS THE BEARINGS SHOWN HEREON ARE BASED UPON THE CALIFORNIA COORDINATE SYSTEM OF 1983, CCS83, ZONE 5, (2017.50) IN ACCORDANCE TO THE CALIFORNIA PUBLIC RESOURCES CODE SECTIONS 8801-8819; SAID BEARINGS ARE DETERMINED LOCALLY UPON FlELD-OBSERVED TIES TO THE FOLLO~NG CALIFORNIA SPATIAL REFERENCE CENTER (C.S.R.C.) CONTINUOUSLY OPERATING REFERENCE STATIONS (C.O.R.S.): C.S.R.C. PVRS: NORTHING = 1740240.29' EASTING = 6464236.98' C.S.R.C. VTlS: NORTHING = 1717934.69' EASTNG = 6472306.32' BENCHMARK ELEVATIONS SHOWN HEREON ARE BASED UPON LOS ANGELES COUNTY BEN(ljMARK GY11265, ELEVATION 160.58 FEET (NAVD BB). DESCRIPTION: DPW BM TAG IN S CB 150MM(0.5Fl) W/0 BCR II SW COR PALOS VERDES OR S & NARCISSA DR. DATE OF SURVEY M.IRCH OB, 2024. SURVEYOR'S NOTES THIS SURVEY WAS PREPARED WIIHOUT THE BENEFIT OF A TITLE REPORT. A RECORD OF SURVEY IS CURRENTLY BEING SUBMITTED TO THE COUNTY SURVEYOR'S OFFICE OF LOS ANGELES COUNTY. PLEASE NOTE THAT THE PROPERTY LINES DEPICTED HEREON ARE SUBJECT TO POTENTIAL CHANGES PENDING THE COUNTY'S REv1EW AND APPROVAL PROCESS VERIFY SCALES 0 1" ----BAR IS ONE INCH ON ORIGINAL DRAWING IF NOT ONE INCH ON THIS SHEET, ADJUST SCALES ACCORDINGLY ENGINEERING 00 z 0 -~ DEPARTMENT ,-- - ,-- - ,-- - - - - . . <3 <3 <3 PLAT SHEET NO,: PV-30-26/27 SCALE: AS SHOWN DRA111f BY: D.W./R.L. DESIGNED BY: B.N. TECH REVIEll: DATE: CHECKED BY: DATE: APPROVED BY: DATE: DISTRICT: PALOS VERDES PROJECT ID.: 134347 DRAWING NO.: PV-3852-G-01 SBT1 OF8 ~~~---------------------------------------------------------------------------------------------------------------------------------------------------------------------~ · · ·PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N D-2 O' • D N co ro n I > Q_ / Q_ 3c / C O' ·c C 0 C :" a D C 0 -" I 2 0 u 0 o3 Q' G C ill 2' ill E w Q_ "' "' c5 [L f- sj-0 ~ <{ LO ul .,_ / NJ3 0 U N C '-....B C') L ~ Q_ "-.. I (0] w ·o.. 1/) 0 3c u 0 <. "' w .. "' w <{ 2 z <{ O' z ww 1/) -" GENERAL NOTES: 1. CONTRACTOR SHALL BECOME FAMILIAR WITH PROJECT SURROUNDINGS, WORKING CONDITIONS, AND SITE LIMITATIONS AND SHALL INCLUDE ALLOWANCES IN THEIR BID TO COVER ANY PROJECT CONSTRAINTS. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR ADHERING TO AND COMPLYING WITH LOCAL GOVERNING AGENCY PERMIT RESTRICTIONS, WHICH MAY AFFECT ALLOWABLE WORKING HOURS AND NOISE LEVELS. 3. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AS REQUIRED BY APPLICABLE LOCAL GOVERNING AGENCY AND SHALL SUBMIT A TRAFFIC CONTROL PLAN PER CALTRANS STANDARDS TO GOVERNING AGENCY (AS REQUIRED) PRIOR TO CONSTRUCTION. 4. WORK REQUIRING TRAFFIC CONTROL SHALL BE CONDUCTED BETWEEN THE HOURS OF 8:30 A.M. AND 3:30 P .M., MONDAY THRU FRIDAY, OR AS OTHERWISE AUTHORIZED BY LOCAL GOVERNING AGENCY REPRESENTATIVE. 5. CONTRACTOR SHALL APPLY NPDES BEST MANAGEMENT PRACTICES TO PREVENT CHLORINATED WATER AND SEDIMENT FROM ENTERING NAVIGABLE WATERWAYS. CONTRACTOR TO SUBMIT A STORM WATER POLLUTION PREVENTION PLAN (SWPPP), INCLUDING DUST CONTROL, TO OWNER FOR APPROVAL WITHIN 5 WORKING DAYS OF AWAAD OF CONTRACT AND PRIOR TO ANY SOIL DISTURBANCE. SEE SPECIFICATIONS FOR DETAILS. 6. CONTRACTOR TO CONTACT "UNDERGROUND SERVICE ALERT" 48 HOURS PRIOR TO ANY EXCAVATION. 7. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXACT LOCATION AND DEPTH OF ALL EXISTING UTILITIES. 8. TRENCHES TO BE SHORED IN ACCORDANCE WITH CALIFORNIA OSHA REGULATIONS. 9. PLACE A CONTINUOUS WIRE AND STRIP OF DETECTOR TAPE OVER ALL PIPES AND EXTEND UP INTO ALL VALVE BOXES. TRACER WIRE IS REQUIRED ON ALL PIPE. (SEE DWG. CW-850-R4). 10. SEE DWG. CW-435-R4 FOR TYPICAL THRUST BLOCK INSTALLATION. 11. FACILITIES SEPARATION: A. WATER MAIN SHALL BE INSTALLED AT LEAST 10 FEET HORIZONTALLY FROM AND ONE FOOT VERTICALLY ABOVE ANY PIPELINE CONVEYING SEWAGE (UNTREATED, PRIMARY, OR SECONDARY), DISINFECTED SECONDARY RECYCLED WATER, OR HAZARDOUS FLUIDS. 8. WATER MAIN SHALL BE INSTALLED 4 FEET HORIZONTALLY FROM AND ONE FOOT VERTICALLY ABOVE ANY PIPELINE CONVEYING TERTIARY RECYCLED WATER OR STORM DRAINAGE. C. AT CROSSINGS, WATER MAIN SHALL BE CONSTRUCTED NO LESS THAN 45 DEGREES TO AND AT LEAST ONE FOOT VERTICALLY ABOVE ANY PIPELINES INDICATED IN 11.A AND 11.B. D. NO CONNECTION JOINTS SHALL BE MADE IN THE WATER MAIN WITHIN EIGHT HORIZONTAL FEET OF CROSSING OF ANY PIPELINES INDICATED IN 11.A AND 11.B (OR 10 FEET IF CROSSING UNDER). E. WATER MAIN SHALL NOT BE INSTALLED WITHIN 100 HORIZONTAL FEET OF ANY SANITARY LANDFILL, WASTEWATER DISPOSAL POND, OR HAZARDOUS WASTE DISPOSAL SITE. F. WATER MAIN SHALL NOT BE INSTALLED WITHIN 25 HORIZONTAL FEET OF ANY CESSPOOL, SEPTIC TANK, SEWAGE LEACH FIELD, SEEPAGE PIT, UNDERGROUND HAZARDOUS MATERIAL STORAGE TANK, OR GROUNDWATER RECHARGE PROJECT SITE. G. ALL SEPARATION DISTANCES ARE BASED FROM EDGE TO EDGE OF PIPES. H. PROPOSED MAIN SHALL BE INSTALLED ABOVE EXISTING HOUSE SEWER LATERALS. IF BELOW FOLLOW NOTE 11 D. 12. WHEN ASSEMBLING A PVC C-900 PIPE TO AN IRON FITTING (PUSH-ON OR MECHANICAL JOINT), REMOVE ALL BUT i INCH OF THE FACTORY-MADE BEVEL FROM THE SPIGOT END OF THE PIPE PRIOR TO INSTALLATION. 13. USE PVC ±1 DEGREE AND ±5 DEGREES HIGH DEFLECTION CPLGS TO ACHIEVE PROPER RADIUS FOR CURVES. DO NOT DEFLECT PIPE AT FITTINGS. 14. VALVE CANS AND COVERS SHALL BE PLACED OVER ALL VALVES. COVERS SHALL BE SET TO EXISTING FINISHED GRADE AND RESET IF NECESSARY ONCE THE STREET IS AT FINAL GRADE. (SEE DWGS. CW-14-R6 & CW-439-R6). 15. NO VALVE COVERS ARE TO LIE IN SIDEWALKS, CROSS GUTTER, CURB OR DRIVEWAYS. EACH SERVICE SHOULD ALSO BE LOCATED TO PROVIDE PROTECTION TO THE METER BOX FROM VEHICLE TRAFFIC AND PARKING. 16. PROTECT UNDERGROUND FLEXIBLE COUPLINGS, BARE STEEL, MJ x MJ SLEEVES, AND ALL BOLTS (INCLUDING STAINLESS STEEL) AS FOLLOWS: A. THE ENTIRE AREA OF THE FITTING MUST BE DRY AND FREE OF DUST, DIRT, AND OTHER FOREIGN MATTER. RUST OR OTHER FOREIGN MATTER MUST BE REMOVED BY SCRAPING OR WIRE BRUSHING. WIPING WITH A DRY CLEAN CLOTH MAY BE NECESSARY TO REMOVE THE PARTICLES FROM BRUSH CLEANING. ANY OIL OR GREASE MUST BE REMOVED BY USING A LOW RESIDUE, VOLATILE PETROLEUM SOLVENT BEFORE APPLICATION OF GREASE AND WRAPPING. B. THE EXPOSED Ml.EA SHOULD BE COATED WITH A HEAVY COATING OF METAL COATING OF METALGUARD 301 GREASE BY THE GLOVE METHOD TO A THICKNESS OF AT LEAST 1 / 4 INCH. C. FIRMLY WRAP THE ENTIRE GREASE AREA WITH ONE LAYER, HALF-LAPPED, OF A WOVEN GLASS FILAMENT MESH (RES OR BIT WRAP, 4 INCHES WIDE). D. APPLY A SECOND LAYER OF METALGUARD 301 GREASE ON TOP OF THE GLASS FILAMENT BY THE GLOVE METHOD TO A THICKNESS OF AT LEAST 1/4 INCH. E. FIRMLY WRAP THE ENTIRE GREASE AREA WITH A SECOND LAYER, HALF-LAPPED, OF THE WOVEN GLASS FILAMENT MESH. F. COVER THE ENTIRE MESH WRAPPED AREA OF THE FITTING WITH A THIRD AND FINAL COATING AT LEAST 1/4 INCH THICK OF METALGUARD 301 GREASE BY THE GLOVE METHOD. G. FIRMLY APPLY 2 LAYERS OF POLYWRAP, HALF-LAPPED, OVER ALL AREAS OF THE COATED AND WRAPPED FITTING. BACKFILLING MAY FOLLOW IMMEDIATELY AFTER THIS WRAPPING. 17. TRENCH BACKFILL AND PAVING SHALL CONFORM TO TRENCH SECTION DETAILS AND ALL GOVERNING AGENCY REQUIREMENTS. 18. NEW PIPELINE SHALL BE INSTALLED WITH 4 FEET OF COVER, EXCEPT WHERE SPECIFIED OTHERWISE. 19. CONTRACTOR SHALL LIMIT DAILY TRENCHING OPERATIONS TO THE LENGTH OF PIPE THAT CAN BE INSTALILED AND BACKFILLED THAT DAY. RESTORE TRAFFIC LANES AT THE END OF EACH WORKDAY. 20. CONTRACTOR SHALL INSTALL NEW MAIN AND ADJUST FROM NOMINAL LINE AND GRADE TO MATCH THE EXISTING FACILITIES AT ALL LOCATIONS. THE CONTRACTOR SHALL INSTALL A TEMPORARY CAP, BLOWOFF AND BACKFLOW DEVICE AT TIE-IN LOCATIONS FOR TESTING (SEE DWGS. CW-122-R5 & CW-638-R1 ). CONTRACTOR WILL TIE THE NEW MAIN FROM THIS LOCATION. 21. THE NEW PIPELINE SHALL BE TESTED AT 150 PSI FOR A PERIOD OF 4 HOURS. SEE SPECIFICATIONS TO DETERMINE EXACT TESTING REQUIREMENTS. 22. TIE-INS TO BE MADE AT A TIME THAT IS CONVENIENT TO CALIFORNIA WATER SERVICE COMPANY AND IN COMPLIANCE WITH THE LOCAL GOVERNING AGENCY PERMIT GUIDELINES. THE ADDITIONAL COST DUE TO OVERTIME PAY SHALL BE AT CALIFORNIA WATER SERVICE COMPANY'S EXPENSE. 23. CONTRACTOR SHALL PROVIDE MISC. MATERIAL REQUIRED TO COMPLETE THE TIE-IN SUCH AS, BUT NOT LIMITED TO: PROTECTION COATING MATERIAL FOR PIPE AND FITTINGS, LINEGUARD TAPE, CONCRETE FOR THRUST BLOCKS, EMBEDMENT BACKFILL AROUND AND OVER THE PIPE, FINAL BACKFILL TO MEET COMPACTION REQUIREMENTS, AND PAVEMENT REPLACEMENT. 24. CONTRACTOR SHALL BE RESPONSIBLE TO ABANDON ALL PIPE ENDS BY PLUGGING WITH BRICK AND MORTAR. ABANDON ALL GATE VALVES BY REMOVING COVER, CUT CASING DOWN TO SUBGRADE, AND BACKFILL VALVE CASING WITH CONCRETE SLURRY TO REMOVE VOIDS. REPLACE BASE ROCK AND PERMANENT PAVEMENT AS NECESSARY. WHEN REMOVING EXISTING FITTINGS, CONTRACTOR SHALL ALSO REMOVE EXISTING CONCRETE THRUST BLOCK. 25. SPOILS SHALL NOT REMAIN ON-SITE. DISPOSAL OF ALL PROJECT-GENERATED SPOILS SHALL BE AT A FACILITY LICENSED AND CLASSIFIED TO ACCEPT THE MATERIALS. CONTRACTOR TO PROVIDE OWNER WITH A FORMAL RECEIPT FROM THE ACCEPTING FACILITY. ALL MATERIALS THAT WILL REQUIRE TESTING PRIOR TO DISPOSAL SHALL BE SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE DISPOSAL FACILITY IN ADVANCE OF THE NEED FOR DISPOSAL 26. THE LIST OF MATERIALS FOR THIS PROJECT IS FOR CALIFORNIA WATER SERVICE COMPANY ESTIMATING AND REFERENCE PURPOSES ONLY, AND IS NOT INTENDED AS A FULL TAKE-OFF OF ALL MATERIALS REQUIRED TO COMPLETE THE PROJECT PER CALIFORNIA WATER SERVICE COMPANY STANDARD SPECIFICATIONS. 27. AT TIE-INS, CONTRACTOR SHALL SPRAY OR SWAB ALL FITTINGS WITH CHLORINE SOLUTION FOR DISINFECTION PRIOR TO FINAL CONNECTIONS. 28. CONTRACTOR TO ENSURE AIR IN THE PIPELINE IS REMOVED USING EXISTING OUTLETS SUCH AS FIRE HYDRANTS AND BLOW-OFF. CONTRACTOR IS RESPONSIBLE FOR INSTALLING AIR RELEASES IF EXISTING OUTLETS ARE INSUFFICIENT. 29. ALL WORK SHALL COMPLY WITH CAL WATER SPECIFICATIONS FOR MATERIALS, INSTALLATION, DISINFECTION AND DE-CHLORINATION PER LATEST REVISION OF DRAWING CW-863-R6. 30. CONTRACTOR IS RESPONSIBLE TO PROVIDE ALL SURVEYING AND STAKING REQUIRED TO INSTALL THE PIPELINE/EQUIPMENT AT THE LINE AND GRADE ESTABLISHED IN THE PROJECT PLANS. 31. REMOVAL AND PROPER DISPOSAL OF MATERIAL SHALL COMPLY WITH CURRENT FEDERAL AND STATE REGULATIONS. CONTRACTOR SHALL TAKE PRECAUTIONS FOR WORKER SAFETY AND ENSURE PROPER LEGAL DISPOSAL OF ALL MATERIALS OFF-SITE. 32. CONTRACTOR SHALL PREPAAE AND MAINTAIN A COMPLETE SET OF RECORD DRAWINGS (AS-BUILTS) AND MUST SHOW ALL FIELD CHANGES AND WORK PERFORMED IN ITS ENTIRETY. CONTRACTOR SHALL MARK THE AS-BUILTS TO SHOW THE ACTUAL INSTALLATION WHERE THE INSTALLATION VARIES FROM THE PLANS, AS ORIGINALLY SHOWN. SUITABILITY OF AS-BUILTS WILL BE DETERMINED BY THE ENGINEER AT THE COMPLETION OF THE PROJECT. 33. • = INDICATED FIRE HYDRANT (DISTRICT) PIPELINE CROSSING INFORMATION: NOTE: AT WATER MAIN CROSSINGS IN CONFLICT WITH OTHER FACILITIES: WHEN THE WATER MAIN IS IN CONFLICT WITH EXISTING FACILITIES OR PROPOSED FACILITIES THAT REQUIRE MORE THAN A 2 FOOT ADJUSTMENT FROM THE NOMINAL 4 FEET OF COVER, A FABRICATED STEEL CEMENT MORTAR LINED AND CEMENT MORTAR COATED OFFSET SHALL BE INSTALLED AT THE CROSSING PER CWS COMPANY STANDARDS. 0 TYPE OF XING FINISHED GRADE ELEV. = VERIFY INVERT ELEV. = FIELD VERIFY EXACT DEPTH OF (XING TYPE) PRIOR TO INSTALLATION. INSTALL NEW WATER LINE OVER/UNDER (TYPE OF XING) WITH 4ft MIN. COVER. FINISHED GRADE ELEV. = 0 TYPE OF XING INVERT ELEV. = FIELD VERIFY EXACT DEPTH OF (XING TYPE) PRIOR TO INSTALLATION. INSTALL NEW WATER LINE OVER/UNDER (TYPE OF XING) WITH 4ft MIN. COVER. CROSSING (TYPICAL) VERIFY VERIFY VERIFY USE SOLID STICK OF PIPE CENTERED. NO CONNECTION JOINTS SHALL BE MADE IN THE WATER MAIN WITHIN EIGHT (8) HORIZONTAL FEET OF THE CROSSING. MINIMUM ONE FOOT (1') VERTICAL SEPARATION BETWEEN BOTTOM OF MAIN AND TOP OF SEWER. 111 PROPO~ED WATER MAIN !=I I I I I 1: z I I C\I - I I -:,; I ' MAIN TYP. SEWER & STORM DRAIN CROSSINGS SCALE: N.T.S. INSTALL AND MATERIAL CIVIL: 1. "GEOTECHINCAL INVESTIGATION REPORT". FOR THE VISALIA STATION 97 1.000,000-GALLON STEEL STORAGE TANK. NEAR 3950 EAST RACE AVENUE. VISALIA, TULARE COUNTY. CA, SOILS ENGINEERING, INC., SEI FILE NO. 22-18313, MARCH 29, 2022. 2. ELEVATIONS PRESENTED ON THE DRAWINGS INDICATE FINAL GRADE ELEVATIONS. FINAL GRADED SURFACE SHALL BE SLOPED UNIFORMLY BETWEEN SUCH POINTS AND NATURAL GRADE. 3. ALL DEBRIS, VEGETATION, ROCK AND LUMPS GREATER THAN 12 INCHES IN ITS LARGEST DIMENSIONS AND OTHER OBJECTIONABLE MATERIAL SHALL BE COLLECTED, PILED AND DISPOSED OF BY THE CONTRACTOR SO AS TO LEAVE THE AREAS THAT HAVE BEEN CLEARED WITH A NEAT AND FINISHED APPEARANCE. 4. ALL EXCAVATIONS SHALL BE PERFORMED IN A MANNER TO ASSURE DRAINAGE DURING THE COURSE OF THE WORK. FLOODED EXCAVATIONS SHALL BE DEWATERED AND ALL MUCK REMOVED BEFORE PROCEEDING WITH THE WORK. 5. AITTR EXCAVATION, SCARIFY THE ENTIRE AREA EXPOSED TO A 6-INCH DEPTH, MOISTURE CONDITION IF NECESSARY, AND COMPACT TO A MINIMUM OF 90% OF MAXIMUM DRY DENSITY WITHIN 2%± OF OPTIMUM MOISTURE CONTENT AS DETERMINED BY ASTIM D-1557. 6. OVER-EXCAVATE EXISTING SOIL IN LOCATIONS WHERE UNSUITABLE MATERIAL EXISTS AS DIRECTED BY THE COMPANY REPRESENTATIVE AND SOIL ENGINEER. BACKFILL WITH ENGINEERED FILL COMPACTED TO A MINIMUM 90% OF MAXIMUM DRY DENSITY WITHIN 2%± OF OPTIMUM MOISTURE CONTENT AS DETERMINED BY ASTM D-1557. 7. SOILS ENGINEER SHALL INSPECT THE BOTTOM OF EXCAVATION PRIOR TO PLACEMENT OF BACKFILL. FINAL DEPTH OF EXCAVATION TO BE DETERMINED BY SOILS ENGINEER. CIVIL ENGINEER SHALL INSPECT SITE AT COMPLETION OF ALL GRADING ACTIVITIES. 8. PRIOR TO AN AREA RECEIVING FILL, THE AREA SHALL BE SCARIFIED TO A DEPTH OF 6 INCHES, MOISTURE CONDITIONED IF NECESSARY, AND COMPACTED TO A MINIMUM 90% OF MAXIMUM DRY DENSITY WITHIN 2%± OF OPTIMUM MOISTURE CONTENT AS DETERMINED BY ASTM D-1557. 9. ALL IMPORTED FILL MATERIAL SHALL BE APPROVED BY THE SOIL ENGINEER PRIOR TO PLACEMENT AT THE SITE. 10. PLACE FILL SOIL IN CONTINUOUS HORIZONTAL LOOSE LIFTS APPROXIMATELY 6 INCHES IN THICKNESS. DO NOT PLACE FILL UNTIL REMOVAL OF UNSUITABLE MATERIAL HAS BEEN INSPECTED AND APPROVED BY THE SOIL ENGINEER. 11. FILL SHALL BE COMPACTED TO A MINIMUM 90% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D-1557. MOISTURE CONTENT OF COMPACTED FILL SHALL BE WITHIN 2%± OF OPTIMUM MOISTURE CONTENT AS DETERMINED BY ASTM D-1557. 12. SOIL USED FOR COMPACTED FILL SHALL CONTAIN NO ROCK OR HARD LUMPS GREATER THAN 12 INCHES IN ITS LARGEST DIMENSION. NO ORGANIC, PERISHABLE, SPONGY OR OTHER IMPROPER MATERIAL SHALL BE USED IN FILLING. 13. FIELD DENSITY SHALL BE DETERMINED BY ASTM D-1556, ASTM D-2937 OR ASTM D-2922. THE METHOD USED SHALL BE IDENTIFIED IN THE COMPACTION REPORT. THE MINIMUM NUMBER OF DENSITY TEST SHALL BE ONE FOR EVERY 500 CUBIC YARDS OF ENGINEERED FILL PLACED. 14. WHERE EXISTING SLOPES ARE STEEPER THAN 4 HORIZONTAL:1 VERTICAL AND THE HEIGHT IS GREATER THAN 5 FEET, THE SURFACE SHALL BE PREPARED FILL BY BENCHING INTO COMPETENT MATERIAL 1'S DETERMINED BY THE SOILS ENGINEER. 15. NO FINAL SLOPE SHALL EXCEED 2 HORIZONTAL: 1 VERTICAL IN STEEPNESS UNLESS OTHERWISE NOTED. 16. TOLERANCES FROM FINAL GRADE SHALL BE ±0.1 FOOT. IN NO CASE HOWEVER SHOULD FINAL GRADE ALLOW PONDING OR DRAINAGE NOT INDICATED ON THE PLANS. 17. CONTRACTOR SHALL IMPLEMENT DUST CONTROL MEASURES, WHICH CONSIST OF WATER SPAYING ALL GRADED AREAS AND ROADWAYS, TO ALLEVIATE OR PREVENT DUST NUISANCE. 18. WHERE REQUIRED, CONTRACTOR SHALL PROVIDE SUFFICIENT EROSION CONTROL MEASURES INCLUDING, BUT NOT LIMITED TO, INSTALLATION OF ENERGY DISSIPATING RIP-RAP, SILT FENCING AND/OR HAY BALES. 19. INCAVATION AREAS IMMEDIATELY ADJACENT TO EXISTING FOUNDATIONS WHERE VERTICAL CUT SIDE SLOPES ARE REQUIRED-EXCAVATION WIDTH SHALL NOT EXCEED 7'. THESE AREAS SHALL BE BACKFILLED AS SOON 1'S POSSIBLE TO MINIMIZE EXPOSURE OF THE EXISTING FOUNDATION(S). IF THESE AREAS ARE LEFT UNATTENDED AT ANY POINT DURING THE EXCAVATION OR BACKFILL THE AREA SHALL BE CORDONED OFF WITH CAUTION TAPE AND BARRICADES TO PREVENT UNAUTHORIZED ACCESS. 20. CIVIL ENGINEER SHALL INSPECT SITE AT COMPLETION OF ALL GRADING ACTIVITIES. 21. ALL STORMWATER TO BE RETAINED ON SITE DURING CONSTRUCTION. EXTERIOR ABOVE GROUND PIPE MATERIAL OPTIONS: 1. ENGINEER TO SPECIFY PIPE MATERIAL ON PLANS: A) DUCTILE IRON PIPE (DIP) CLASS 350, AWWA C150, C151, AND C110 WITH ASPHALTIC FREE SURFACE. B) WELDED STEEL PIPE (WSP) PER AWWA C200, C206, AND C208. SCHEDULE PER CWS 579R5. 2. PIPING COATING AND LINING TO BE PER SECTION 09900 PAINTING, SECTION 09 90 05 P3 ASPS: NEW AND EXISTING STEEL STRUCTURAL ELEMENTS, PIPING AND PLANT EQUIPMENT COATING -EXTERIOR ENVIRONMENT, AND SECTION 09 97 81 FUSION BONDED EPOXY LINING. SITE AND GRADING NOTES: 1. C.W.S. STATION IS LOCATED NEAR 3950 EAST RACE AVENUE, VISALIA, CA 93292 BEING A PORTION OF LOT 26 OF TRACT MAP "PLAT OF THE OAKS". RECORDED ON MARCH 7, 1907, IN VOLUME 7, MAPS (TRACT-SUBDIVISION), AT PAGE 50, TULARE COUNTY RECORDS. APN: 103-320-056. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR ADHERING TO AND COMPLYING WITH LOCAL GOVERNING AGENCY PERMIT RESTRICTIONS, WHICH MAY AFFECT ALLOWABLE WORKING HOURS AND NOISE LEVELS. 3. CONTRACTOR SHALL BECOME FAMILIAR WITH PROJECT SURROUNDINGS, WORKING CONDITIONS, AND SITE LIMITATIONS AND WILL INCLUDE ALLOWANCES IN THEIR BID TO COVER ANY PROJECT CONSTRAINTS. 4. CONTRACTOR SHALL APPLY CALIFORNIA STORMWATER QUALITY ASSOCIATION (CASQA) BEST MANAGEMENT PRACTICES TO PREVENT WATER AND SEDIMENT FROM ENTERING NAVIGABLE WATERWAYS. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING AND INSTALLING THE APPLICABLE AND APPROPRIATE BMP's IDENTIFIED IN THE CASQA -STORMWATER BEST MANAGEMENT PRACTICES HANDBOOK AVAILABLE ONLINE AT WWW CABMPHANDBOOKS COM. SOME OF THE REQUIRED PRACTICES MAY OR MAY NOT BE SHOWN ON THIS SITE PLAN. SEE NOTES 15 AND 16. 5. CONTRACTOR TO CONTACT "UNDERGROUND SERVICES ALERT" 48 HOURS PRIOR TO ANY EXCAVATION. 6. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXACT LOCATION AND DEPTH OF ALL EXISTING UTILITIES. 7. THE LIST OF MATERIALS FOR THIS PROJECT IS FOR REFERENCE ONLY, AND IS NOT INTENDED AS A FULL TAKE-OFF OF ALL REQUIRED TO COMPLETE THE PROJECT AS PER CWS SPECIFICATIONS. PURPOSES MATERIALS STANDARD 8. ASPHALT CONCRETE TO BE TYPE Ill, CLASS C2, GRADE PG 64-10 PER PWSI (PUBLIC WORKS STANDARDS, INC.) STANDARD SPECIFICATIONS (THE "GREENBOOK"). PLACE ASPHALT ON CL 2 AGGREGATE BASE (AB) COMPACTED TO 95% RELATIVE COMPACTION. 9. THERE SHALL BE MINIMUM OF 8" OF CLASS 2 AGGREGATE BASE (AB) UNDER ANY PROPOSED FOUNDATION OR PAVEMENT COMPACTED TO 95% RELATIVE COMPACTION. REQUIREMENT IS SUPERSEDED BY THE RECOMMENDATIONS OUTLINED IN THE PROJECT SPECIFIC GEOTECHNICAL REPORT, IF AVAILABLE. 10. MAINTENANCE Ml.EA, AS SPECIFIED ON PLANS SHALL BE GRADED TO 4 • BELOW PROPOSED FINAL ELEVATIONS AND THEN SCARIFIED. WATERED AND COMPACTED TO 85% RELATIVE COMPACTION PER ASTM D1557. PLACE 4" OF CLASS 2 A.B. COMPACTED TO 90% RELATIVE COMPACTION. 11. CONTRACTOR SHALL GRADE THE SITE TO FINAL ELEVATIONS SHOWN FOR PROPER SURFACE DRAINAGE. FINAL GRADING SHALL ALLOW SURFACE DRAINAGE TO AVOID DRAINAGE TO THE ADJACENT PROPERTIES. FINAL GRADES MAY BE ADJUSTED AS NEEDED IN THE FIELD TO BALANCE CUTS AND FILLS. 12. IMPORT FILL: A) IMPORTED FILL MATERIAL FOR BUILDING AND DRIVEWAY SHALL CONSIST OF ESSENTIALLY GRANULAR, SILTY SANDS WITH LOW EXPANSION POTENTIAL AND FREE OF GRASSES, WEEDS, ROCKS, DEBRIS AND SOLUBLE SULFATES IN EXCESS OF 1,000 PAATS PER MILLION. IMPORT SOIL SHALL MEET THE FOLLOWING CRITERIA: MAXIMUM % PASSING #200 SIEVE 50 MAXIMUM LIQUID LIMIT 14 MINIMUM R-VALUE 50 MAXIMUM EXPANSION PRESSURE 1 OPSF (TEST METHOD: CALIFORNIA TEST 301) 8) IMPORT FILL FOR REMAINING PORTION OF SITE SHALL BE SANDY LOAM SUITABLE FOR PLANTING. C) IMPORTED FILL SHOULD BE FREE OF ORGANIC MATERIAL AND IT SHOULD CONTAIN NO MATERIAL LAAGER THAN 4 INCHES AND HAVE A PLASTICITY INDEX OF LESS THAN 16. 13. THE EXCAVATED ON-SITE MATERIAL IS SUITABLE AS COMPACTED FILL PROVIDED IT IS FREE OF ORGANIC MATTIER AND MATERIAL LARGER THAN 4 INCHES IN DIAMETER. 14. FILL SHOULD BE PLACED IN HORIZONTAL LIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS, MOISTURE CONDITIONED TO AT LEAST OPTIMUM CONTENT, AND COMPACTED TO AT LEAST 95 PERCENT RELATIVE COMPACTION BENEATH ALL STRUCTURES, AND 90 PERCENT RELATIVE COMPACTION ELSEWHERE. A SITE SPECIFIC GEOTECHINCAL REPORT, IF AVAILABLE SHALL OVERRIDE/AMEND SUCH REQUIREMENTS. 15. CONSTRUCTION OPERATIONS DUST SHALL BE CONTROLLED. WASTEWATER GENERATED DURING CONSTRUCTION SHALL NOT BE DISCHARGED TO THE STORM DRAIN SYSTEM. THIS INCLUDES WASTE FROM PAINTING, SAW CUTTING, CONCRETE WORK ETC. THE CONTRACTOR SHALL MAKE ARRANGEMENTS TO ELIMINATE DISCHARGES TO THE STORM DRAIN SYSTEM AND THE EXISTING SUMP, IF NECESSARY PROVIDE AN AREA FOR ON-SITE WASHING ACTIVITIES DURING CONSTRUCTIONS. MATERIALS THAT COULD CONTAMINATE STORM RUNOFF SHALL BE STORED IN AREAS WHICH ARE DESIGNATED TO PREVENT EXPOSURE TO RAINFALL AND TO NOT ALLOW STORM WATER TO RUN ONTO THE AREA. 16. PAVEMENT CLEANING-FLUSHING OF STREETS/PAAKING LOTS TO REMOVE DIRT AND CONSTRUCTION DEBRIS IS PROHIBITED UNLESS SEDIMENT CONTROLS ARE USED. PREFERABLY, AREAS REQUIRED CLEANING SHOULD BE SWEPT. 17. SPOILS SHALL NOT REMAIN ON-SITE. DISPOSAL OF ALL PROJECT GENERATED SPOILS SHALL BE AT A FACILITY LICENSED AND CLASSIFIED TO ACCEPT THE MATERIALS. CONTRACTOR TO PROVIDE OWNER WITH A FORMAL RECEIPT FROM THE ACCEPTING FACILITY. ALL MATERIALS THAT WILL REQUIRE TESTING PRIOR TO DISPOSAL SHALL BE SAMPLED AND TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE DISPOSAL FACILITY IN ADVANCE OF THE NEED FOR DISPOSAL. 18. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH 2022 C.B.C., 2022 C.F.C., AND MOST CURRENT NFPA AND NEC AWWA E101 & C600. 19. SITE CONTRACTOR MUST SHARE THE SITE WITH OWNER'S OTHER CONTRACTORS. EROSION CONTROL: 1. EROSION AND SEDIMENTATION CONTROL SHALL BE CONTROLLED BY BERMS, PLANTING, RIPRAP AND OTHER METHODS. BMP'S SHALL BE UTILIZED DURING ALL PHASES OF CONSTRUCTION AS SHOWN ON THE EROSION CONTROL PLAN. FOUNDATION NOTES: 1. GENERAL THE CONTRACTOR SHALL COMPARE THIS DRAWING WITH EXISTING CONDITIONS AT THE SITE, AND WITH ALL OTHER APPLICABLE DRAWINGS. HE SHALL VERIFY MEASUREMENTS OF ALL EXISTING FEATURES AFFECTING HIS WORK, AND SHALL REPORT ANY DISCREPANCIES TO THE CALIFORNIA WATER SERVICE COMPANY ENGINEER FOR CLAAIFICATION AND ADJUSTMENT BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS SHOWN ON THIS DRAWING WITH THE REQUIREMENTS OF EXISTING CONDITIONS AND ALL RELATED NEW EQUIPMENT. FOUNDATION PREPARATION: AREAS TO RECEIVE FILL SHALL BE SCARIFIED TO A DEPTH OF SIX INCHES AND WATERED TO PROVIDE A MOISTURE CONTENT COMMENSURATE WITH EFFICIENT DENSIFICATION, AND COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY PER ASTM D1557. THERE SHALL BE A MINIMUM OF 8" CLASS 2 AGGREGATE BASE (AB) UNDER ANY PROPOSED FOUNDATION COMPACTED TO 95% MDD. THE AGGREGATE BASE, FORMS AND SUBGRADE SHALL BE THOROUGHLY WETTED BEFORE PLACEMENT OF CONCRETE. 2. CONCRETE ALL CONCRETE SHALL DEVELOP A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS OF AGE. MINIMUM CEMENT SHALL BE 5-1 /2 SACKS PER CUBIC YARD. MAXIMUM SLUMP SHALL BE 3". UNLESS OTHERWISE NOTED, ALL EXPOSED HORIZONTAL AND VERTICAL EDGES AND CORNERS SHALL HAVE 3/4" x 3/4" CHAMFERS. ALL REINFORCING BARS, ANCHOR BOLTS, INSERTS, AND OTHER EMBEDDED HARDWARE SHALL BE ACCURATELY SET AND SECURELY HELD IN PLACE TO MAINTAIN POSITIONS DURING PLACEMENT OF CONCRETE. THE LEVEL BEARING AREA AT THE TOP OF THE FOUNDATION SHALL RECEIVE A HAAD STEEL TROWEL FINISH, SMOOTH AND LEVEL. THE APRON SHALL HAVE A LIGHT BROOM FINISH. CONCRETE PAD SHALL BE WATER CURED CONTINUOUSLY FOR 7 DAYS. UNLESS OTHERWISE NOTED. NO ALUMINUM CONDUIT OR PRODUCTS CONTAINING ALUMINUM OR ANY OTHER MATERIAL INJURIOUS TO THE CONCRETE SHALL BE EMBEDDED IN THE CONCRETE. CONCRETE INSPECTION TO BE PERFORMED BY CWS 3. REINFORCING STEEL ALL BARS SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM A615. REINFORCING BAR BENDS AND STANDARD HOOKS SHALL CONFORM TO ACI 318, LATEST EDITION. ALL BENDS SHALL BE STANDARD HOOKS UNLESS OTHERWISE SHOWN. BARS 20 FEET AND SHORTER IN LENGTH SHALL BE IN SINGLE LENGTH RUNS WITHOUT SPLICES. BARS LONGER THAN 20 FEET IN LENGTH SHALL BE IN SINGLE LENGTH RUNS OR MAY BE SPLICED WITH 48 BAR DIAMETER LAPS (2' -o• FOR #4 BARS). SPLICES IN ADJACENT BAR RUNS SHALL BE WELL STAGGERED. 4. REFERENCES SEE CUMMINS POWER GENERATION DRAWING FOR REQUIRED STUB-UPS THROUGH THE FOUNDATION AND NOTE 2 ON THE SAME DRAWING FOR FUEL TANK MOUNTING INSTRUCTIONS. 5. SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION MUST BE PERFORMED WHERE REQUIRED FOR CONCRETE AND ANCHOR BOLTS IN ACCORDANCE WITH SECTIONS 1704.4 AND 1704.13 OF THE 2006 IBC, WHEREBY SPECIAL INSPECTION IS DEFINED IN SECTION 1702.1 OF THE 2006 IBC. SPECIAL NOTE THE FOUNDATION MUST BE SQUARE, AND THE ANCHOR BOLTS MUST BE ACCURATELY PLACED PLUMB. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE FOUNDATION. THE ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE FOR ANCHORING THE EQUIPMENT AND ENSURING PROPER POSITIONING OF THE ANCHOR BOLTS IN THE FOUNDATION. NOT ALL NOTES WILL ... APPLY TO THIS PACKAGE SEE SHEET GE-02 FOR ALL ELECTRICAL DISCIPLINE SPECIFIC NOTES Know what's below. Call before you dig, VERIFY SCALES 0 1" ----BAR IS ONE INCH ON ORIGINAL DRAWING IF NOT ONE INCH ON THIS SHEET, ADJUST SCALES ACCORDINGLY ENGINEERING 00 z 0 -I DEPARTMENT ,-- - ,-- -. ,-- - - - - ~ ~ ~ PLAT BIIEET NO,: PV-30-26/27 SCALI!: AS SHOWN DIIA.WN BY: D.W./R.L. DESIGNED BY: B.N. TECH REVll!lr: CHECKED BY: APPROVED BY: DISTRICT: < u DATE: DATE: DATE: PALOS VERDES PROJECT ID.: 134347 DIIA.llING NO,: PV-3852-G-02 SIIT 2 OF 8 ~~~-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------~ ////////// ************** WM WM PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N D-3 ABBREVIATIONS AB AGGREGATE BASE N ABAND ABANDONED N ABM AIR BLOWN MORTAR N/A ABS ACRYLONITRILE-BUTADIENE-STYRENE NC AC ASPHALT CONCRETE NCS ACP ASBESTOS CEMENT PIPE NE AISI AMERICAN IRON & STEEL INSTITUTE NEC ALIGN ALIGNMENT NEMA AMP AMPERES NO ANSI AMERICAN NATIONAL STANDARDS INSTITUTE NO. APN ASSESSORS PARCEL NUMBER NPT APPROX APPROXIMATE NRS ARV AIR RELIEASE VAf.VE NTS ASA AMERICAN STANDARD ASSOCIATION N.T.S. ASTM AMERICAN SOCIETY FOR TESTING MATERIALS NW AWG AMERICAN WIRE GAGE AWWA AMERICAN WATER WORKS ASSOCIATION oc o.c. BC BEGIN CURVE OD BM BENCH MARK O.D. BOC BACK OF CURB BT BACKHOE TRENCH OF OH 8W BOTH WAYS OHE CB CATCH BASIN (INLET) OIL CCCL CEMENT MORTAR COATED & LINED STEEL PIPE OTO CCEM CEMENT CONDUIT ow CCTL CORROSION CONTROL TEST LEADS PBC CCP CONCRETE CYLINDER PIPE CFM CUBIC FEET PER MINUTE PBE Cl CAST IRON PCC CIP CAST IRON PIPE PCCP CL CENTERLINE PE CL CLEARANCE PG&E CL&C CEMENT LINED AND COATED Pl CLR CLEAR PK CMC CEMENT MORTAR COAT PL CML CEMENT MORTAR LINE PL CMP CORRUGATED METAL PIPE PO CMU CONCRETE MASONRY UNIT POE co CLEAN OUT POT CONC CONCRETE pp CONT CONTINUOUS PRC CP CEMENT PIPE PRV CPC PLASTIC CONDUIT PRV CPLG COUPLING PSI CSP CORRUGATED STEEL PIPE PT&T CTP CABLE TELEVISION POLE PUE CTV CABLE TV PV CU FT CUBIC FEET PVC CU YD CUBIC YARD PVMT cws CAf.lFORNIA WATER SERVICE PW CYL CYLINDER R CIPP CAST-IN-PLACE PIPE RCB DOW DEPARTMENT OF DRINKING WATER RCP DET DETAIL RE DIA DIAMETER RE DICL DUCTILE IRON CEMENT LINED REBAR DI DUCTILE IRON PIPE REINF DIP DUCTILE IRON PIPE REQ"D DPDT DOUBLE POLE DOUBLE THROW RR D/S DOWNSTREAM RRT DWG DRAWING RT DWR DEPARTMENT OF WATER RESOURCES RTU R/W EC END CURVE EL ELEVATION s ELEC ELECTRICAf. SCHED ELEV ELEVATION SCVWD ELL ELBOW JOINT SD EOP EDGE OF PAVEMENT SDMH EP ELECTRICAL PANEL SE (E) EXISTING SF EX EXISTING SHT EXIST EXISTING SJMW SJWC O' FBE FLANGE BOTH END SOMCL • SPECS D FF FACE OF FLANGE N FF FINISHED FLOOR SPRR co SQ ro FF FULL FORCE n SQ FT I FG FINISH GRADE > FH FIRE HYDRANT sow Q_ / FIP FEMALE IRON PIPE ss Q_ SSMH 3c FKCL FIBERGLASS-KRAFT WRAP CEMENT LINED / FL FLOWLINE SSTL C ST O' FLG FLANGE ·c STA C FOC FACE OF CURB 0 FOE FLANGE ON END STD C FOF FACE OF FLANGE STD BLK :" STL m FP FEEDER PRESSURE D FPT FEMALE PIPE THREAD STRD C 0 FS FINISH SURFACE SUM --" I FT FEET SW 2 SYM 0 u GA GAGE 0 o3 GALV GAf.VANIZED T Q' T GB GRADE BREAK >, TBM u GFI GROUND FAULT INTERRUPTER C TC ill GPM GAf.LONS PER MINUTE 2' TCA ill TCE E H HEIGHT w HOUSE CONNECTION (SANITARY) TCS HC TOH ·~ HMW/PE HIGH MOLECULAR WEIGHT POLYETHYLENE TEL f-HORIZ HORIZONTAL Q_ HP HORSEPOWER THW c C THWN D IBC INTERNATIONAL BUILDING CODE C 0 ID INSIDE DIAMETER > TOB I IF INSIDE FACE c-TOC -a-IL INDUCTIVE LOOP n TOE -a-IN INCH n TON 0 INSUL INSULATION TOS 0 INV INVERT TP / IP IRON PIPE a TR C IPS IRON PIPE SIZE 1' TS C TYP > JT JOINT TRENCH I m .2 UG 0 KV KILO VOLT Q_ UMC I UPC N L LENGTH N UPRR / LB CONDUIT FITTING ELBOW U/S 1/) LG LONG w USGS --" LLV LONG LEG VERTICAL C: LT LEFT "' V "' c5 MAINT MAINTENANCE VAC 0. f-VBE -a-0 MAX MAXIMUM VCD -<{ MCD MULTIPLE CONDUITS .. u VCP co I MH MANHOLE -a-/ MIP MALE IRON PIPE VIF NJ3 VERT 0 U MIN MINIMUM N C VOE '-....B MJ MECHANICAf. JOINT C') L MON MONUMENT VOL -0.. "-.. I MPT MALE PIPE THREAD (0] MW MONITORING WELL w w ·o.. w 1/) 0 3c u (N) NEW/PROPOSED WP 0 <. WSP "' w ~ w ""2 z <{ Q' z ww 1/) --" :::) C: NEW/PROPOSED NITROGEN NOT APPLICABLE NORMALLY CLOSED NATIONAL CAD STANDARD NORTHEAST NATIONAL ELECTRIC CODE NATIONAL ELECTRICAL MANUFACTURERS ASSOC NORMALLY OPEN NUMBER NATIONAL PIPE THREAD NON-RISING STEM NOT TO SCALE NOT TO SCALE NORTHWEST ON CENTER ON CENTER OUTSIDE DIAMETER/DIMENSION OUTSIDE DIAMETER/DIMENSION OUTSIDE FACE OVERHEAD OVERHEAD ELECTRIC OIL/PETROLEUM LINE OUT TO OUT (OUTSIDE DIA) OBSERVATION WELL PORTABLE BOOSTER CONNECTION PLAIN BOTH ENDS PORTLAND CEMENT CONCRETE PRESTRESSED CONCRETE CYLINDER PIPE PLAIN END PACIFIC GAS AND ELECTRIC POINT OF INTERSECTION PARKER-KALON SURVEY NAIL PLASTIC LINE PROPERTY LINE PUSH-ON PLAIN ON END POINT ON TANGENT POWER POLE POINT OF REVERSE CURVE PRESSURE REDUCING VALVE PRESSURE RELIEF VALVE POUND PER SQUARE INCH PACIFIC TELEPHONE AND TELEGRAPH PUBLIC UTILITY EASEMENT PRECAST VAULT POLYVINYL CHLORIDE (PIPE) PAVEMENT PUMPING WELL RADIUS REINFORCED CONCRETE BOX REINFORCED CONCRETE PIPE REDUCER REFERENCE ELECTRODE REINFORCING BAR REINFORCED REQUIRED RAILROAD RAILROAD TIES RIGHT REMOTE TERMINAf. UNIT RIGHT OF WAY SLOPE SCHEDULE SANTA CLARA VALLEY WATER DISTRICT STORM DRAIN STORM DRAIN MANHOLE SOUTHEAST SQUARE FEET SHEET SAN JOSE MUNICIPAL WATER SAN JOSE WATER COMPANY STANDARD OIL MASTIC CEMENT LINED SPECIFICATIONS SOUTHERN PACIFIC RAILROAD SQUARE SQUARE FEET SLIP-ON WELD FLANGE SANITARY SEWER SANITARY SEWER MANHOLE STAINLESS STEEL STREET STATION STANDARD STANDARD STEEL PIPE STEEL STRANDED SUBSURFACE UTILITY MAPPING SOUTHWEST SYMMETRICAL TELEPHONE THICKNESS OF PLATE OR DIMENSION OF WELD TEMPORARY BENCH MARK TELEMETRY CABLE TEMPORARY CONSTRUCTION AREA TEMPORARY CONSTRUCTION EASEMENT TELEMETRY CABLE SPLICE TOTAL DYNAMIC HEAD TELEPHONE THERMAL PLASTIC MOISTURE AND HEAT RESISTANT THERMAL PLASTIC WITH NYLON COATING MOISTURE AND HEAT RESISTANT TOP OF BANK TOP OF CURB TOE OF SLOPE TOP OF NUT TOP OF SLOPE TEST PIT LOCATION TAPE WRAPPED TRAFFIC SIGNAL TYPICAL UNDERGROUND UNIFORM MECHANICAL CODE UNIFORM PLUMBING CODE UNION PACIFIC RAILROAD UPSTREAM UNITED STATES GEOLOGICAL SURVEY VOLTAGE VOLTAGE ALTERNATING CURRENT VICTAULIC BOTH ENDS VACANT CONDUIT VITRIFIED CLAY PIPE VERIFY IN FIELD VERTICAf. VICTAULIC ON END VOLUME WATER WIDTH WORK POINT WELDED STEEL PIPE WSCL WV WWF W/ & @ <1. ~ ~ w WRAPPED STEEL CEMENT LINED WATER VALVE WELDED WIRE FABRIC WITH AND AT CENTERLINE DIAMETER PROPERTY LINE CAL WATER BLOCKS ! N E NORTH ARROW s ffi REVISION DELTA SYMBOL HATCHES AGGREGATE BASE ASPHALT OR SIDEWALK (E) STRUCTURE GRAVEL _J 7 . . CONCRETE n LANDSCAPING 11 11 11 1 I EARTH / DIRT (COMPACTED) EARTH / DIRT (UNDISTURBED) CP/1 CPXX CPXX MON# MXXX MXXX SYMBOLS LEGEND PIPELINE EXISTING PROPOSED AIR RELIEF VAf.VE --w--ALTITUDE VALVE ---III- ::.-BLOWOFF -x ---&--BUTTERFLY VALVE -s>-- --Ill-BYPASS VALVE ~ • CHLORINE • I CLIEANOUT I ,0" CONTROL VALVE RF II COUPLING -FLEX II ~ COUPLING -FLEX 13 -D-COUPLING -PVC CLOSURE -0--- ---0-COUPLING -SOLID SLEEVE ---[}-' ---,Ill--FLEX EXPANSION JOINT -1- ---<1=1)--FLEX-TEND EXPANSION JOINT _,,_ ---!D--FLOW METER/MAG METER ---ill-- • GATE VALVE ---0-- NC GATE VALVE NORMALLY CLOSED NC • ~ HYDRANT * ---, f--ORIFICE PLATE -----E--PIPE CAP ~ cj:1 PIPE CROSS l*I ----+-+--PIPE ELBOW -11.25' -. J I ✓ PIPE ELBOW -22.5' ~ PIPE ELBOW -45' _J PIPE ELBOW -90' -I+- 1±1 PIPE TEE 1±1 PLUG -y-PORTABLE BOOSTER CONNECTION * ---@-PRESSURE REDUCING/RELIEF VALVE ---Bl-- REDUCER ---c- ---l7Dlll--STATIC MIXER ---l7lllll-- ~ SURGE VALVE ~ 1--TERMINATION ---I y WATER QUAf.lTY TAP X ----IQ!-WELL ~ SITE PLAN • BOLLARD • [I] CATCH BASIN [I] ¾--o LIGHT POLE ¾--o ::b POWER POLE W/ XFMR ::b = POWER POLE W/0 XFMR = ~ SINGLE POST SIGN ~ ---0--WATER METER ---0-- SURVEY -0-BENCHMARK TBM TEMPORARY BENCH MARK --./'v-DRAINAGE FLOW DIRECTION (1 % SLOPE MIN.) EL 98. 8. + EXISTING GRADE SPOT ELEVATION jxx 100.s2j + FINISH GRADE -PROPOSED W/DESCRIPTION 8_ HORIZONTAL CONTROL ♦ POTHOLE 0 VERTICAL CONTROL CONTROL POINTS NORTHING EASTING ELEV DESCRIPTION 4271600.23 635627.01 30.25' EXAMPLE ONLY 4271568.98 635623.34 30.53' EXAMPLE ONLY MONUMENT NOTES DESCRIPTION EXAMPLE ONLY EXAMPLE ONLY LINETYPE LEGEND EXISTING -------~w------- -------OHE ------- -------UGE ------- ------------ BLOCK WALL BUILDING CCTV CONCRETE DEMOLITION ABANDONED CONTOURS -MAJOR CONTOURS -MINOR EASEMENT ELEC CONDUIT ELEC EQUIPMENT ELEC OVERHEAD LINES ELEC UNDERGROUND ELEC WIRES FENCE -BARBED WI RE FENCE -Af.UMINUM FENCE -CHAIN LINK FENCE -PRIVACY FENCE -WOOD PROPOSED -------CATV ~IIIIIIIIIIIII//- /·// ,'// /;'/ //·/ /·// -------OHE------- -------UGE------- --0-----0----- --x----x----x-- -I-----_, FENCE -WROUGHT IRON -a------□------ -------RI------- -------GB------- FIBER OPTIC LINE FIRE SERVICE LINE GRADE BREAKLINES FO ------- -------GB------- -------NC NATURAL GAS UNDERGROUND NG ------- PL ----PROPERTY LINE ----PL ---- I I I I I I I I I I I I I I I I I I I I RAILROAD TRACK I I I I I I I I I I I I I I I I I I I I 55------- -------/---:,v ------- -------SD ------- -------TCOM ------- ----·-TOE·· ---··TOE··---- ----·-TOP·· ·-TOP··---- -------w ------- RIGHT-OF-WAY ROAD -CENTERLINE SS PIPE SS REINFORCED PIPE SLOPE SD PIPE SD REINFORCED PIPE STRUCTURE TANK TELEPHONE TOE OF SLOPE TOP OF SLOPE TRAFFIC STRIPE WATER LINE WATER LINE -CENTERLINE -------ss ------- -------FM------- -------SD------- -------TCOM ------- ----··TOE ··---··TOE · · ---- ----··TOP ·· ··TOP··---- -------. ------- DETAIL AND SECTION DESIGNATION CALLOUTS * IF SECTION OR DETAIL APPEARS ON THE SAME DRAWING AS THE CALLOUT, THE DRAWING REFERENCE IS REPLACED WITH A DASH ( - ) CW STD DETAIL DETAIL SECTION DETAIL NUMBER D TOP LINE OF TITLE C-02 BOTTOM LINE OF TITLE SCALE: 1" = xx· C-02 INDICATES DRAWING ON WHICH DETAIL WAS REFERENCED* DETAIL NUMBER TITLE SCALE: C-02 INDICATES DRAWING ON WHICH DETAIL WAS REFERENCED* DRAWING ON WHICH SECTION APPEARS* A SECTION LETTER TITLE SCALE: DRAWING ON WHICH SECTION WAS CUT' DETAIL NUMBER ~1------1 DETAIL DESCRIPTION C-04 C-04 INDICATES DRAWING ON WHICH DETAIL APPEARS' / PROPOSED/NEW / CALLOUT PIPELINE CROSSING A KEY NUMBER FOR '\.1/ PROJECT SPECIFIC CONSTRUCTION NOTES NOT ALL ITEMS SHOWN WILL APPEAR IN THIS PACKAGE VERIFY SCALES 0 1" ----BAR IS ONE INCH ON ORIGINAL DRAWING IF NOT ONE INCH ON THIS SHEET, ADJUST SCALES ACCORDINGLY ENGINEERING 00 z 0 -I DEPARTMENT ,-- - ,-- -. t-- - - - - <J <J <J PLAT BIIEET NO,: PV-30-26/27 SCALI!: AS SHOWN DIIA.WN BY: D.W./R.L. DESIGNED BY: B.N. TECH REVll!1r: CHECKED BY: APPROVED BY: DISTRICT: < u DATE: DATE: DATE: PALOS VERDES PROJECT ID.: 134347 DIIA.llING NO.: PV-3852-G-03 SIIT 3 OF 8 V A N D E R L I P D R I V E PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N D-4 O' < u n en ro n I > [l_ / [l_ 3c / C O' ·a w 0 © :co a u C _3 I 2 0 u 0 • °' " u C w 2' w E w ~ 0 '.3- 0 w " !!:, C .2 0 [l_ I N N / (/) w ~ C: 2~ [l_ f- ,zj-O -°"' .. (_) en I ,zj-,;; N ~ O 0 N .<_!; '-._ 0 n L -[l_ '--I (D ~ w Q. (/) 0 3: ,S 0 .. "' w .. ::aw <t 2 z <t °' z ww (/) ~ :::J C: ~ '----..._ '----..._ I I I \ I I I I I ii:' I I ii:' I I ii:' I I ~ I I I ~ I I I I 'I, I I I I ~ I I I I I 'I, ITEM A B C D E F G H I J AS NEEDED PIPING PLAN I SCALE: 1" = 20' ! N CONSTRUCTION NOTES DESCRIPTION 8" TR FLEX PIPE -ABOVE GROUND 8" HDPE PIPE -ABOVE GROUND 8" FLEX COUPLING 8" GATE VALVE PO W/ RESTRAINT GASKETS 8" 90" ELBOW, PO W/ RESTRAINT GASKETS 8" 45• ELBOW, PO W/ RESTRAINT GASKETS 8" 22.5° ELBOW. PO W/ RESTRAINT GASKETS 8" 11.25° ELBOW. PO W/ RESTRAINT GASKETS 8" TR FLEX PIPE -BELOW GROUND - LINEAR LENGTH OF PIPE BETWEEN ANCHOR BLOCKS = 371' VICTAULIC S1YLE 77 COUPLINGS (OR APPROVED EQUAL) VERIFY SCALES 0 1 11 - -- -BAR IS ONE INCH ON ORIGINAL DRAWING IF NOT ONE INCH ON lHIS SHm, ADJUST SCALES ACCORDINGLY ENGINEERING 00 z 0 - ~ DEPARTMENT PV-30-26/27 SCALE: AS SHOWN DRAllN BY: D.W./R.L. DESIGNED BY: B.N. TECH REVIE1r: DJ.Tl!: CBECDD BY: DJ.Tl!: APPROVED BY: DISTRICT: PALOS VERDES PROJECT ID.: 134347 DRAllING NO.: PV-3853-C-01 SBT4 ora PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N D-5 O' < u n en ro n I > [l_ / [l_ 3c / C O' ·a w 0 © :co a u C _3 I 2 0 u 0 • °' " u C w 2' w E w 2 2 c:s [l_ f-- "'0 -°"' L0 ul st./ NJ'l OU NW '...B CCL -[l_ " I (D 2 w ·o.. (/) 0 3c u o---:.' "' w .. ::SW <t 2 z <t °' z ww ITEM A B C D E F G H I J AS NEEDED ! CONSTRUCTION NOTES N I I w DESCRIPTION 8" TR FLEX PIPE -ABOVE GROUND 8" HDPE PIPE -ABOVE GROUND B" FLEX COUPLING s B" GATE VALVE PO W/ RESTRAINT GASKETS B" 90" ELBOW, PO W/ RESTRAINT GASKETS B" 45" ELBOW, PO W/ RESTRAINT GASKETS B" 22.5" ELBOW, PO W/ RESTRAINT GASKETS B" 11.25" ELBOW, PO W/ RESTRAINT GASKETS B" TR FLEX PIPE -BELOW GROUND 12" TR FLEX PIPE -BELOW GROUND E \ 10 f \ \ /~,.,.r, 25 \ . ' ~~/ I I -;;~~ ~ ,,,, ---/ ' ..... ✓.(('{~ --/ \ x'-q,-" // ~ ~<;. _v ✓ '/,,. ,d '-!~ / '-._ I I I .,, .,,-~, ~' ,,.--,,,. > I ~ Y,,.~ ~)) ,,,.,,, / / ,,. ,,.,,. / ,.:l~, "--.__,.,,, I ~ / / / . /,--:......L / VICTAULIC SlYLE 77 COUPLINGS (OR APPROVED EQUAL) 0 i~N/ / -::, ?:/ / ;;:""/j ; 1' ~ '---/ II / ~ / / / ·I ANCHOR BLOCK -REFER ,, / -/,,. __,... _, / / / / J ... J O STRUCTURAL DRAWINGS -----ti / .../ / / / / , / --..__ ~ '160~ ---/ ./ / . .,,... "--;;,-_.,, -.,, .,, :jl> ,,, --, I ~.,,,,, --.,,,..,..-, ----,,,,,,. .,,. ,,. ,,,. ,,,,_ ......... I / -----.../ ,s' '7 / 1 ' __,. ------- --;;:Y ,,, ---' / ------/ -------.. .._, .~ --------./ ....... "" -.,. .,,,,,. ~ . / --- ---• __,-,150-• " ,,,__ 755----,.,... ....__ - -c -------I --....__ ~ ------" \fJ,,.~ -=---:~:-:--_: ---_I :----~-lJ '1~ ;- " J--. --150 -- ---I I '-"------.....; ....._,..L -------. I , , t,. '--..._ '\\....----; --,..-~: I L '-:;,..(_ \_ ----// '---'---~ ......___ ----, I , ~ // '-..._ ~ / ~ ..---f/15, .-· ) , // -" ,"-,,. '----- ({<.'-..._'--"-" ,,/........._ --\... ,,~ ,, .......... "-...... ~ '<-. t...... --'\ '\ "-'\' ,'--"'-"'-" X '><.... ~, "-' ,,<' ~""-.......:: '"~""~ '----" " --,, ,"0 ~'"-'/""" '--..... -..... ...... ...... ...... ~"" ~"'"'' ..< / "--" ''-, ...... ~0 ~ ~<', ,-........ ...___,, ~~ ~ '<">.. -~~ ,~ -;;,.'x -' ~ ''""" . ..._'\I ~ ...::::-. , ~ ~'' ~ 'v' ~~ -----~--~ ~'0 ~~~~ _..:::--~~~ -"--......: ~\_~/-- -------..... ----= ~..:::::;, ..::::.--"'-.::. :--..... -.;, --..... ---=:,.~ . '~ '--... ,,._~-::::::~~ ~ --~~~~ ~ '\, '---" '\.._ ~ ~--.....:. ........._--.....-........:. ;::::---'}'~~--....::. :-..._ "-··-~ "~-----~.......... ........... -....::: "'' ' i'-2~ t ~ '-.;:: ,\ ,.\ ---::::-~ ~" ...__ --" '-. ~v ' , 0'-o'-,,'\''-~'--.. '<-~''-'-, '-. '--... '.......... /-:?. / --,......_ ,, , , '~ ~'-c.---.• ~ \>-._'-..._ REMOVE EX. VEGETATION AS NECESSARY TO INSTALL PIPELINE ANCHOR BLOCK -REFER TO STRUCTURAL DRAWINGS --:::: -:::---:::------:. "''-; ,<. ;., ,~·'.'._-~, ~ \' 0~"-~' ----.-. .· ~ .......... ---... 0 -.......::_.·_."-,,,......,_,,.. ~ .. /~ ~" '; ~-; .. ~'\: ~::: "'"~~-"_ .......... '-' .. '-.. ' / '·o .\/ ~ ) '-•. ·7 , \'\ '-..._ \, ' :,i , '-.. CJ , .'<-.,,_ .. d, _, -,,,...__ "' ,<,, ~ x'°" REMOVE EX. \TRE?° 1 / J . ", "I i} , ~ ~ ~--(;! -::_ , "'- '-.... '--,,,.-o;. , V\ 1 .J > \ 6 .4'l . '<· .._-'; i's>. __ '-" ........._ L:.~ ~" "-\ \ \ , ) J J , 1 I r I r _ > 0-'J: 1 · -~ : " ~, ~ : " \ -.....' ," '' 7 \.,/ --...\'---\\\)/I/ r ,# \ 1\\\\' I I h! I J )) •· , . ) ' / '""' " ----~Y i/. -\;II I \ I I \\,\ I I I I I { ~~~ -.. ,. ') ) / / '-'-'-...."-.., "Jzr;. .,,, \ / J \ \ \ \ \ ~' \ , ,W'iro _____ , -\ -\~~ ) / / ............ " --> ""' -, \\ \ \ \ l!! \ \ "' I/ '-..._ '-... '-..._ '-.... "1:o>,,._.>· .. " ' ;----\ \ \ \ ' \ \ I < V > LINEAR LENGTH OF PIPE BETWEEN ANCHOR BLOCKS = 300' -- '--...., '-.... '>--....-.. , '--. '--. J. r \ \ \ '-"'-"'-'-'- -..._ '-'-.... X -~ ' 1 "-)' .C- '\ ''-.... ~--<.. / ...... V\ ........... ' >_,-"· --\. \. '\ --..., /,(x, ',. "\ ""' '\_ \/ 0 _.......,_ '---\ \ / , ), . --LINEAR LENGTH OF PIPE BETWEEN ANCHOR BLOCKS = 356" ~ \ ~ .,,.~"1 z l '-<' --\ ~~ / ,.(1 --\ \ -<' --->...,~ ,/ ... --"-x, ~ ,... ---. ........._ ---..._ X ~ 1' ---..... ....._ \,~ l:':>u ..._ \,,. ---,,,. .. , IHI --\/\., ~~ >~ \ z ::c: I ,,,. '"1 00 V .,o ..., / x•~~-------------------~\ ::C: ~ _,, ANCHOR BLOCK -REFER U ~ ,..-TO STRUCTURAL DRAWINGS E-< 00 ;J PIPING PLAN II SCALE: 1" = 20' VERIFY SCALES 0 1 11 ----BAR IS ONE INCH ON ORIGINAL DRAWING IF NOT ONE INCH ON lHIS SHm, ADJUST SCALES ACCORDINGLY ENGINEERING 00 z 0 - ~ DEPARTMENT PV-30-26/27 SCALE: AS SHOWN DRA'IIN BY: D.W./R.L. DESIGNED BY: B.N. TECH REVIE1r: DJ.Tl!: CBECDD BY: DJ.TE: APPROVED BY: DISTRICT: PALOS VERDES PROJECT ID.: 134347 DRAllING NO.: PV-3853-C-02 SBTS ora (/) _J ~~~---------------------------------------------------------------------------------------------------------------------------------------__J PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N D-6 O' < u n en ro n I > [l_ / [l_ 3c / C O' ·a w 0 © :co a u C _3 I 2 0 u 0 • °' " u C w 2' w E w o_ 2 2 c:s Q_ f- <O 0 -°"' L0 ul st/ NJ'l OU NW '-.....B CCL -[l_ °" I (D 2 w ·o.. (/) 0 3c u o---:.' "' w .. ::SW <t 2 z <t °' z ww (/) _J ---FOR CONTINUATION, SEE DETAIL 4 FIELD CUT PE, TR FLEX GRIPPER FACTORY PE WELD BEAD ON SHEET ~---.u-~----1L...J-"-../ C-04 FACTORY PE WELD BEAD OR FIELD CUT PE TR FLEX GRIPPER FIELD CUT PE, TR FLEX GRIPPER DETAIL E8 8" PIPE ITEM DESCRIPTION A 8" TR FLEX PIPE, FIELD CUT-TO-FIT B 8" 45 ELL PO -_l~I 111~ ~u~ 1 11 111_1 ~1 1 , 1-',_ 18" DEPTH FIELD CUT PE, TR FLEX GRIPPER FJELD CUT PE, TR FLEX GRIPPER FACTORY PE WELD BEAD OR FJELD CUT PE TR FLEX GRIPPER FIELD CUT PE, TR FLEX GRIPPER FIELD CUT PE, TR FLEX GRIPPER FACTORY PE WELD BEAD FOR-~ CONTINUATION, SEE DETAIL 5 ON SHEET C-04 ---FOR CONTINUATION, SEE DETAIL 4 FIELD CUT PE, EBBA 2100 FACTORY PE WELD BEAD ITEM A B C 8" PIPE DESCRIPTION 8" TR FLEX PIPE, FIELD CUT-TO-FIT 8" 90 ELL FLG EBAA 2100 MEGALUG COUPLING FIELD CUT PE, EBBA 2100 FACTORY PE WELD BEAD ON SHEET "-------.....J--,;--li'!-1 C-04 ~t~~~j.~--L---~--~~~~~~~~~-~~------1·~-~~~-= _ I 11 I I I Ill Ill I I -c 11=11=1 1 --=11 1= I =11=. 1-,,_ 18" DEPTH FOR-~ CONTINUATION, SEE DETAIL 5 ON SHEET C-04 UNDERGROUND CROSSING 1 45 ELBOWS DETAIL ffi _U_N_D_E_R_G_R_O_U_N_D_C_RO_S_S_I_N_G_2_-_9_0_E_L_BO_W_S _________ _ TR FITTING W/ GRIPPER RINGS SCALE: N.T.S. ---FOR CONTINUATION, SEE DETAIL 4 ON SHEET C-04 FIELD CUT PE, TR FACTORY PE WELD BEAD 8" PIPE ITEM DESCRIPTION A B" TR FLEX PIPE, FJELD CUT-TO-FIT B 90-ELL, MJ C EBAA 1100 OR APPROVED EQUAL FIELD CUT TR FLEX PE 18" DEPTH C 0 W/ RESTRAINED FLANGE ADPTERS (EBAA 2100 OR APPROVED EQUAL) SCALE: N.T.S. FIELD CUT PE, TR FOR-~ CONTINUATION, SEE DETAIL 5 ON SHEET C-04 DETAIL ffi _U_N_D_E_R_G_R_O_U_ND_C_R_O_S_S_IN_G_3_-_9_0_E_L_BO_W_S __________ _ 0 W/ RESTRAINED MECHANICAL JOINTS (EBAA 1100 OR APPROVED EQUAL) SCALE: N.T.S. VERIFY SCALES 0 1 11 ----BAR IS ONE INCH ON ORIGINAL DRAWING IF NOT ONE INCH ON lHIS SHm, ADJUST SCALES ACCORDINGLY ENGINEERING 00 z 0 - ~ DEPARTMENT PV-30-26/27 SCALE: AS SHOWN DRAllN BY: D.W./R.L. DESIGNED BY: B.N. TECH REVIE1r: DJ.Tl!: CBECDD BY: DJ.Tl!: APPROVED BY: DISTRICT: PALOS VERDES PROJECT ID.: 134347 DRAllING NO.: PV-3853-C-03 SBT& ora ~~~-----------------------------------------------------------------------------------------------------------------------------------------------------~ PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N D-7 Q_ FUTURE PIPING AND GATE Vf>LVE 8" GATE VALVE FLGxFLG W/ EBM 2100 PROPOSED 8" TR FLEX PIPE (FIELD-CUT) PROPOSED 8" TR FLEX PIPE (FIELD-CUT) 8" GATE Vf>LVE FLGxFLG W/ ~ EBM 2100 (TO BE INSTALLED BY TIME OF "'" PROPOSED 8" TR FLEX PIPE (FIELD-CUT) FOR CONTINUATION, SEE SHEET C-03 CONSTRUCTION) DETAIL L __ FOR CONTINUATION, -~- SEE SHEET C-03 1 ffi PIPING TIE-IN ~ -SC-A-LE_:_1_"_=_3_' --- H PLAN VIEW SCALE: 1 "=3' D i I I L ~ B-71111 ZDNE :__J D SECTION ~ PIPING SECTION SCALE: 1" = 3' DETAIL ffi ~ PRESSURE TREATED WEDGE TIIIEERS EXISTING GROUND DETAIL EB PRESSURE REDUCING VALVE PIPING INSTALLATION DETAIL r Ne# IB<M. GROUND PIPE 4"x4•11129L PRESSURE 1REATED BLOa<ING /jS REQUIRED, TO MAINTAIN CLEARANCE FROM COUPLINGS TO GROUND AND NOT OBSTRUCT NA1URAI... .......... ABOVER-GROUND PIPE SUPPORTS NOT TO SCALE DETAIL D D FUTURE PIPING AND GATE VALVE (TO BE INSTALLED BY TIME OF CONSTRUCTION) PIPING TIE-IN 2 SCALE: 1" = 3' art IIDN • 4 "xs· TEE. FL.G • a· TEE. R.G C a• GATE VAL'IIE,, R...G D e• TR FLEX DI SPOOL FLG (L-2') E e• PRY (OWNER FURNISHED) F e• 90' El.SOW, FLG G 12•xe• TEE, FLG H 8"'118• REDUCER, FLG I a• CLl:C SPOOL FLG (2') J a• GA.lE VALVE. FI...G K a• PRV (OWNER FURNISHED) L a• CHECI< VALVE. FLO • 2• PRY (OWNER FURNISHED) N z.5• PRY (OWNER FURNISHED) 0 2• CORPORATION STOP, MT MUEllER H-10003, 1.5-CCX:z" MPT p 2• ADAPTER C TO IPT FEMALE STREAMLINE • 2• 90' ELBOW C TO C STREAMLINE • 2• THREADED MU. VALVE. FPTIICC s 2• COPPER T 2• UNION ...rxFPT u 2.5• CORPORATION STOP, MT WELLER H 10003, 1.5-CC>c2.5"' MPT V 2.5• ADAPTER C TO IPT FEWJ..E STREAMLINE w 2.5• 90' ELBOW C TO C STREAMLINE X 2.5• THREADED BALl. VALVE, FFl'llCC y 2.5• UNION MPT xFPJ z SADDLE-DI wm-1 SS STRAPS lilUEl.1.ER DR1S OR SIMILAR .. 2.5• COPPER THRUST COLLAR (EBBA OR EQUf>L) [CAPACITY>200 PSI] . :• "·!' •. -, .. L_ __ .. , .... ·;: THRUST COLLAR (EBBA OR EQUf>L) [CAPACITY>200 PSI] l __ D PLAN VIEW SCALE: 1 "=3' SECTION ® PIPING SECTION SCALE: 1 " = 3' DETAIL ffi ~ DOUBLE SWING-JOINT PIPING DETAIL "' X LJ D -" ~ C A B L c_ C, C' ' :o co G K PLAN VIEW - SCALE: 1 "=3' ::..:i 0 ~ ~ L ,, ::::i r.::::: -' SECTION ® PIPING SECTION SCALE: 1" = 3' .... .......... • 12• TR FLEX PIPE (L-cuT TO m) • 12• GA.TE VALVE, FLO C 12• RESTRAINED FLANGE ADAPTER D 12• El.IND Ft.ANGE E 12• TEE, TR FLEX F 12• 911 TR FLEX ELBOW, MJ • Ad--~ G 12• MEGWJG H 12'il1o" REDUCER, MJxFLG J 12• DUCTILE IRON PIPE K 10• DUCTILE IRON SPOOL FLG11PE (L-3') L 10• TlWISmON COUPLING. (10• DI 11 10• TIWISITE) M 10• GA.TE VALVE. PO W/ RESTRAINT G,ISKETS • El--~ N 10• DUCTILE IRON SPOOL PO (L•J') 0 EX. 1 o• TRANSITE PPE • FACTORY WELD BEAD DETAIL EB PIPING TRANSITION DETAIL • A G F SCALE: 1" = 3' H PLAN VIEW SCALE: 1 "=3' K N DETAIL (10'\ ~ L 0 C-O3 PIPING TIE-IN 3 H ,Y u ~ w ~ ,· ~If 0r.o I ~:c .... • • C D E F G H J K L art 2 2 4 LF'. 12 LF'. 2 , 3 LF' • 4 LF'. 2 2 2 DISCIIPIION a• ISOLATION GA.TE VAI..VE fl.GlcFLG a• 911 ELBCM, FLO 8~ TR FLEX DUCTILE IRON PIPE a• 1-EPE DR 11 PIPE a• RESTRAINED Ft.ANGE AC1.WrER 1 2•xa• CROSS, FLG 1 2• DUCTILE IRON PIPE HDSS 1 2• TR FLEX PPE 12• RESTRAINED FLANGE AIW'TER 1 2• 45" ELBOW TR FLEX z• CAY EX. GRADE SECTION E-E SCALE: 1 "=3' ~ n VERIFY SCALES 0 1 11 - -- -BAR IS ONE INCH ON ORIGINAL DRAWING IF NOT ONE INCH ON lHIS SHm, ADJUST SCALES ACCORDINGLY ENGINEERING 00 z 0 - ~ DEPARTMENT PV-30-26/27 SCALE: AS SHOWN DRAllN BY: D.W./R.L. DESIGNED BY: B.N. TECH REVIE1r: DJ.Tl!: CBECDD BY: DJ.Tl!: APPROVED BY: DISTRICT: PALOS VERDES PROJECT ID.: 134347 DRAllING NO.: PV-3853-C-04 SBT7 ora PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N D-8 O' < u n en ro n I > [l_ / [l_ 3c / C O' ·a w 0 © :co a u C _3 I 2 0 u 0 • °' " u C w 2' w E w o_ 2 2 c:s Q_ f- a, O -°"' L0 ul st/ NJ'l OU NW '-.....B CCL -[l_ " I (D 2 w ·o.. (/) 0 3c u o--:.' "' w .. ::SW <t 2 z <t °' z ww (/) _J THRUST BLOCK SCHEDULE TYPE OF SOFT CLAY (1000 SAND (2000 P.S.F.) PIPE PIPE DIMENSION (FEET) DIMENSION FITTIN SIZE G MIN. MIN. BEARIN BEARIN G AREA A B G AREA A (SQ. (SQ. FT) FT.) PLUG, CAP 6.00 3.00 2.00 3.00 2.00 ao· ELBOW 8.00 3.20 2.50 4.10 2.70 6" 45• ELBOW 4.40 2.20 2.00 2.30 1.50 22-1/2° 2.30 1.50 1.50 1.00 1.00 ELBOW TEE W/ 6" 6.00 3.00 2.00 3.00 2.00 OUTLET PLUG, CAP 10.00 4.00 2.50 5.00 2.50 ao· ELBOW 14.00 4.00 3.50 7.00 2.80 8" 45• ELBOW 7.50 3.00 2.50 3.80 2.00 22-1/2° 4.00 2.00 2.00 2.00 2.00 ELBOW TEE W/ 6" 10.00 4.00 2.50 5.00 2.50 OUTLET PLUG, CAP 24.00 6.00 4.00 12.00 4.00 90" ELBOW 32.50 6.50 5.00 16.10 4.60 12" 45· ELBOW 17.50 5.00 3.50 8.80 3.50 22-1/2° 9.00 3.60 2.50 4.60 2.30 ELBOW TEE W/ 6" 24.00 6.00 4.00 12.00 4.00 OUTLET PLUG, CAP 31.50 6.30 5.00 15.80 4.50 ao· ELBOW 44.40 7.40 6.00 22.00 5.50 14" 45• ELBOW 24.00 6.00 4.00 12.00 4.00 22-1/2° 12.00 4.00 3.00 6.00 3.00 ELBOW TEE W/ 6" 31.50 6.30 5.00 15.80 4.50 OUTLET PLUG, CAP 40.70 7.40 5.50 20.00 5.00 ao· ELBOW 56.00 8.00 7.00 28.80 6.40 16" 45• ELBOW 31.00 6.20 5.00 15.80 4.50 22-1/2° 15.80 4.50 3.50 7.80 3.00 ELBOW TEE W/ 6" 40.70 7.40 5.50 20.00 5.00 OUTLET PLUG, CAP 52.00 8.00 6.50 26.40 6.60 ao· ELBOW 75.00 10.00 7.50 37.00 7.40 18" 45" ELBOW 40.70 7.40 5.50 20.00 5.00 22-1/2° 20.00 5.00 4.00 10.50 3.50 ELBOW TEE W/ 6" 52.00 8.00 6.50 26.40 6.60 OUTLET NOTE: 1. THRUST BLOCKS DESIGNED FOR A MAXIMUM OF 150 PSI WATER PRESSURE 2. ALL CONCRETE SHALL CONTAIN 6 SACKS OF CEMENT PER CUBIC YARD. 3. THRUST BLOCKS SHALL BE POURED AGAINST UNDISTURBED SOIL. 4. KEEP ALL CONCRETE CLEAR OF THE JOINTS ON ALL FITTINGS. 5. FORMS ARE REQUIRED ON ALL THRUST BLOCKS AND TO BE SUPPLIED BY CONTRACTOR. ALL FITTINGS TO BE WRAPPED WITH POLYETHYLENE PRIOR TO POURING THRUST BLOCKS. SOIL P.S.F.) (FEET) B 1.50 1.50 1.50 1.00 1.50 2.00 2.50 1.90 1.00 2.00 3.00 3.50 2.50 2.00 3.00 3.50 4.00 3.00 2.00 3.50 4.00 4.50 3.50 2.60 4.00 4.00 5.00 4.00 3.00 4.00 ROCK (3000 P .S.F.) DIMENSION (FEET) MIN. BEARIN G AREA A B (SQ. FT.) 2.00 2.00 1.00 3.00 2.00 1.50 1.50 1.50 1.00 1.00 1.00 1.00 2.00 2.00 1.00 3.30 2.20 1.50 5.00 2.50 2.00 2.60 1.70 1.50 1.50 1.50 1.00 3.30 2.20 1.50 7.50 3.00 2.50 10.80 3.60 3.00 6.00 3.00 2.00 3.00 2.00 1.50 7.50 3.00 2.50 10.50 3.50 3.00 14.70 4.20 3.50 8.10 3.00 2.70 4.00 2.00 2.00 10.50 3.50 3.00 13.50 4.50 3.00 20.00 5.00 4.00 10.50 3.50 3.00 5.20 2.60 2.00 13.50 4.50 3.00 17.50 5.00 3.50 24.80 6.20 4.00 14.00 4.00 3.50 6.90 3.00 2.30 17.50 5.00 3.50 18" MIN. SECTION F-F CW STD DETAIL TYPICAL THRUST BLOCK INSTALLATION DETAILS TAR PAPER TEE & SOIJD PLUG 1'IQIE; SEE PLANS FOR SIZE & DETAIL OF CONCRffi BLOCK WHEN REQUIRED FOR REDUCER. REDUCER BEARING AREA, SQ.FT. (A X 8) G-. ,,-~ \\"'-'- ·_;-.,_\):\\'•:\'({ 90" ELL BEARING AREA DETAIL CONCRETE VIEW TEE 18" MIN. TRENCH WALL CLA-VAL™ -MODEL-92-01 Combination Pressure Reducing & Pressure Sustaining Valve MODEL -50-01 Pressure Relief & Pressure Sustaining Valve DETAIL Schematic Diagram Item De scription 1 100-01 Hytrol Main Valve 2 X44A Strainer & Or ifice 3 CRD Pressure Red ucing Control 4 CRL-60 Pressure Re lief Contro l 5 CV Flow Control (Opening) Optional Features Item Descri ption B GK2 Isolat ion Va lve C CV Flo w Con t rol (C los ing)* D Check Valves With Isolation Valve F Remote P ilot Sensing P X141 Pressu re Gauge V X 101 Va lve Pos ition Indicator · The (opMnal) dosing speed oonrrol on lll ls v alve shou ld AIWA\i!< he opP.17 Af le-~31 tll rP.e (3) n1ms oil ilR SAAi. Acc urate Response to Slight Pressure Changes Check Feature Available Completely Automatic Operation Drip-Tight, Positive Seating Action Operation i s Fully Hydraulic The Gia-Val Mode l 92-0 1 Combi nation Pressure Reducing and Pressure Susta ining Valve au tomatica lly performs tv-.ro independent funct ions. It maintains a constant downstream press u re, regard less of fluctuating demand and susta ins the upstream pressure to a pre- determined min imum. The p ress ure reducing con t rol responds to s li ght variations in dow nst ream pressure and im med iately repos itions the ma in valve to ma intain the desired downs t ream pressure. T he pressure susta ini ng cont rol is norma lly held open by the upstream pressure. bu t modu lates shou ld the p ressure drop to the contro l set po int This, in turn, modulates the main valve to sus tain the desir ed upstream pressure. If a check feature is added, and a p ressure reversal occurs, the downstream pressu re is admitted into the main va lve cover chamber and the valve closes to prevent return flow. REMOlE SENStlG t ' INLET Typical Applicati ons A Combinat ion P ressure Re d ucing and Press ure Susta in ing Va lve is typ ically used to au tomatically reduce pressure for the downstream distribution network and sustain a m in imum pressure in the high pressure main regardless of distrib uti on demand. MATERIAL UST: CL.A-VAL 92-01 COMBINATION PRESSURE REDUCING a: PRESSURE SUSTAINING Schematic Diagram Item Description 1 100-01 H ytrol Ma in Va l ve 2 X42N-2 S traine r & N eedle Valve 3 C RL-60 Pres s ure Re li e f Co ntro l Optional Features Item Description B C K 2 Isola ti o n Va lve D C heck Valve s w ith Isola tion Va lve F Remote P il ot Sensing H D ra in to Atm osp h ere M X 144 e-Fl ow Mete r P X141 Pressure Gauge S CV Speed Co ntrol (Openin g) V X101 Valve Pos iti on I nd icat or Typical Applications Pressure Relief service This fast opening, s low closing rel ief valve provides sys- tem protecuon against high pressure surges on pump start up and pump s hut dow n by d iss ipallng the excess pressure to a safe location . I CLA-VAL60-11 Booster Pum p Conira l V.al~e CL.A-VAL 5 0-01/650-01 ~~~,,~,.,.,~~ .. :··· ' . -.....,l solaban Vat.e -' Service .... DEICRIP'JIDN 1 100-01 HYTROL MAIN VALVE Accurate Pressure Control Optional Check Feature Fast Opening to Maintain Line Pressure Slow Closing to Prevents Surges Completely Automatic Operation The C la-Val Model 50-01 Pressure Re li ef Valve is actuated by line pressure through a pi lo t control system , opening fast to maintain steady line pressure bu t clos ing gradual ly to preven t surges. Operation is comp le t ely automatic and pressure settings may be easily changed . This valve can be used for press ure relie f , pressu re sustaining, back pressure, o r unloading funct ions in a bypass system. If a check feature is added, and a pressure reversal occurs, the downstream press ure is admitted into the main valve o:::iver chamber, clos ing the valve to preven t return fiow. ', r' r" -@ 0U1l£1 Pressure sustaining service When installed in a line between an upper zone and a lower area of heavy demand, the valve acts to maintain desired upstream pressure to prevent "robbi ng " of the upper zone. Water in excess of pressure setting is al lowed to flow to an a rea of heavy demand, control is smooth, and p ressure regulat ion is posit ive. upper Zone (~: _, X43H Stra in er , . .f1-~ I~~ ,, _ lsciatlon varvc -~i' CLA·VA L ' - 50-01/650·01 Poeme '"'"'"'"" Val,e ~ Are,1 OJ He<1oy Om1<1m.l VALVE 2 >c42N-2 STRAINER & NEEDLE VALVE .... -3 CRL-60 PRESSURE RELIEF" CONTROL 1 100-01 HYIROL MAIN VALVE • Cl<2 ISOLAllDN VALVE 2 >C+M STRAINER a: ORIFICE • CHECK VALVES Win-I ISOLATION VALVE 3 CRD PRESSmE REDUaNG CONTROL • DRAIN TO AlMOSF'HERE • CRL-60 PRESSURE REUEf CONTROL 7 )(144-E-FLOWMEIER • CV FLOW CONTROL {OPENING) • X141 PRESSURE GAUGE • CK2 ISOLA110N VALVE • CV SPEED CONTRa.. (OPENING) 7 CV FLOW CONTROL (CLOSING) 10 >c101 VALVE POSmON INDICATOR • CHECI< VALVES WITH ISOLATION VALVE • >1141 PRESSURE GAUGE 10 >1101 VALVE POSmON INDICATOR MODEL 92-01 COMBINATION PRESSURE REDUCING DETAIL MODEL 50-01 PRESSURE RELIEF & PRESSURE NOT TO SCALE SUSTAINING VALVE CONTROi DESCRIPTION THE PRESSURE REDUCING STATION CONSISTS OF 4 HYDRAULICALLY ACTUATED PRESSURE & REDUCING VALVES AND 2-4" PRESSURE RELIEF VALVES. THE PRESSURE REDUCING VALVE WILL OPEN TO MAINTAIN DOWNSTREAM ZONE OPERATING PRESSURES AND FOR EMERGENCY OR HIGH-DEMAND (LOW PRESSURE) EVENTS IN 8-690 & 8-750 ZONES. THE STATION IS LOCATED IN PUBLIC RIGHT OF WAY NEAR 6 VANDERLIP DRIVE. THE EXISTING GRADE ELEVATION IS APPROXIMATELY 518'. THE PRESSURE REDUCING VALVE IS SUPPLIED VIA UPSTREAM PRESSURE FROM 8-1030 ZONE (230 PSI). THE PRESSURE RELIEF VALVE WILL ENGAGE WHEN PRESSURE IS ABNORMALLY HIGH (10 PSI) FROM NORMAL OPERATING PRESSURE TO PROTECT THE ZONE FROM OVER PRESSURIZATION. 1l=fil!Q 2.5" PRV 90-01 WITH STRAINER CRD:190' 8" PRV 90-01 WITH STRAINER CRD: 180' 4" PRESSURE RELIEF 50-01 CRD: 215' ~ 2" PRV 90-01 WITH STRAINER CRD: 270' 6" PRV 90-01 WITH STRAINER CRD: 260' 4" PRESSURE RELIEF 50-01 CRD: 295' PRESSURE SUSTAINING VALVE NOT TO SCALE & VERIFY SCALES 0 1 11 ----BAR IS ONE INCH ON ORIGINAL DRAWING IF NOT ONE INCH ON lHIS SHm, ADJUST SCALES ACCORDINGLY ENGINEERING 00 z 0 - ~ DEPARTMENT PV-30-26/27 SCALE: AS SHOWN DRAllN BY: D.W./R.L. DESIGNED BY: B.N. TECH REVIE1r: DJ.Tl!: CBECDD BY: DJ.Tl!: APPROVED BY: DISTRICT: PALOS VERDES PROJECT ID.: 134347 DRAllING NO.: PV-3853-C-05 SBT 8 or a ~~~------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------~ D-9 I, 12'-6"± , 4'-0" 4'-6"± , ' , B ,, 3" , , CLR. ..,.... _______ r - - - - - - - -- --~ - - ----,---------7 -H ' (D I ... -H io (D A I I I 2-8"0 HOPE PIPELINE (DR9) BY 0TH ERS, 1YP. I I I ' ' 1 r ·: ~ -I 7 • -( :7.if I , --,--,4----,-,-⇒ I,---~-,-,---, -~:-. #4 @ 12" O.C. HORIZ. TIES, --------._ I\, ---L "'-....L.._ ---1.... , ...L_ , 1YP. ", I -'"L y'-1 ,j _rv-;,--#5 BENT DOWELS @ 12" o.c I I".. I I ' , I I ,..ar GRID, 1YP. I 'I' . i '" i )w<, i =--r-= .I I A I /( 'i--_ I I ' --,--, -,-----,-,----.: I , ~ l,--~ -,-' ---, -71 ---'I ----1----------t-... ,.--=-i..-_,....L._ ___J_,_ ...L,__--, -t------------1-- 1 I '\i. ~ #4 @ 12" o.c. HORIZ. TIES, ---, I I, , I '\ I 1YP. r--= · --)o( I -=i-=-= • ,-. I I I' 1 1 J.' '-.!. 1 1 I'-----......__ /I " #4 HORIZ TIES @ 8" O.C., 1YP. I , --,--, -,-----,-,--,--'l: t--~-,-,---,-71·----'( I I , ----1.. -' ....L.._ ---1....,_ ...L_ , I I I. i ~ '1--.. ( ~ i •1 I : 7" -~ - -.::..::r--_,J I I I #4 @ 12" o.c. TIES AROUND I PIPE, 1YP. I I I I I I I I I I ..,.._ _______ L - - - - - - - - --~ - - - - - - - - - - - - - -.J 2-8"0 HOPE PIPELINE (DR9) BY OTHERS, 1YP. #4 @ 12" O.C. TIES AROUND PIPE, 1YP. B PLAN VIEW SCALE: ½"=1'-0" 4'-6"± EQUAL '-0"± EQUAL ,--, ,--, . ----+ ' +---1 t---+ ,__ ___ CONC. ANCHOR BLOCK, 1YP. ----+ ' . J---+-..---#5 BENT DOWELS @ 12" O.C. ";:-,~P,--.,t-'-'1;;='----+ GRID, 1YP. FINISH GRADE i ~>i<~-~ i -'k-------------+-.--1----'--<-" -· I-' , I _.,......,...._.......,...,.......,..,...,..----.-,-.---,-,--- - - -i---~-i-4----'- f:3 1i" ;;: z ::, • 0 I .N = Ct:: N _J (.) = rt: "' _J (.) ~-111=1 ~ ~-111= 1 ~ ~-111= 1 ~ ~-111=~ ~ ~-11 i' 1 1 t--r-:=-+=--:=~---+1-t++--+++-#=~, ~-ENT=, ,~O-WE=1 L~ 1-@ \~ .. o.c. fl~l-~11 i1~1·:l ,l~-1ci'1 ~I ~11~ 1 ~ 1 1-,l~IIIE~il '1 1 1111 ;:=r=·-:+-:=:-:J i~il~D~,i ~~~~iii~~ ~iii~~ 1 111 111 111 111 111 r--L: -,-:1--1 1~ 4 H1~~ 12 TII~~ @ 1~ .. 1 o.c .• 1YP. =111 111 111 111 111 i_ --1--_i_ --1--_._ = = = I - - - - - I ---1---I I I -'k-------'k----H i-~~~~~~~~~~~~~-4-,.+~~~~_J_ I ---------- 12'-6"± SECTION A-A SCALE: ½"=1'-0" #5 @ 12· o.c. TOP & BOTTOM EA. WAY, 1YP. PIPE ,; :,; -H ' 0 I ;,, #4 @ 12" O.C. HORIZ. TIES, 1YP. CONC. ANCHOR BLOCK, 1YP. 2-8"0 HOPE PIPELINE (DR9) BY OTHERS, 1YP . #4 @ 12" O.C. TIES AROUND PIPE, 1YP. 2-8"0 HOPE PIPELINE BY OTHERS, 1YP. = et:: N _J (.) SPECIAL TESTS & INSPECTION SCHEDULE THE FOLLOWING ITEMS SHALL BE INSPECTED. "SPECIAL INSPECllON" SHAUL CONFORM TO 2022 CBC 1705 SPECIAL INSPECllON AGENCIES AND/OR INDIVIDUALS SHALL BE RETAINED BY THE OWNER AND APPROVED BY THE BUILDING OFFICIAL PRIOR TO ANY WORK. FOR MATERIAL TESTING REQUIREMENTS, SEE SPECIFICATIONS AND/OR GENERAL NOTES. TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESllNG AND INSPECllON REPORTS DIRECllL Y TO THE BUILDING OFFICIAL AND ENGINEER OF RECORD. SPECIAL INSPECTION ITEM NOTES CODE REFERENCE SUBGRADE PREPARATION BY SOILS ENGINEER (PER SECTION 1705.6 & TABLE 1705.6) FOUNDATION EXCAVATIONS BY SOILS ENGINEER (PER SECTION 1705.6 & TABLE 1705.6) MOISTURE CONDITIONING BY SOILS ENGINEER (PER SECTION 1705.6 & TABLE 1705.6) 1. SOILS ENGINEER TO PROVIDE OBSERVATION DURING GRADING AND FOUNDATION PHASE OF CONSTRUCTION. OBSERVA llON REPORTS TO BE MAILED DIRECTLY TO BUILDING DEPARTMENT. 6'-6"± FINISH GRADE t--+-+-+-+--------~-----~-t--+ -+ - -"""T"", .,.T""T..>." ----~- --t--+--t--+--1--- 1i' ! ! ! ! ! ! ! II -~--·-·-·-·-·+·-t-·+·-t-·+·-t-·+·~ u -------------TT 14'-6"± SECTION B-B SCALE: ½"=1'-0" #5 @ 12" o.c. TOP & BOTTOM EA. WAY, 1YP. Know what's below. Call before you dig. ANCHOR BLOCK STRUCTURAL NOTES 1. ALL CONSTRUCTION NOT SPECIFICALLY DETAILED SHAUL CONFORM TO THE REQUIREMENTS OF THE 2022 CALIFORNIA BUILDING CODE (CBC) AND ANY LOCAL CODE REQUIREMENTS. ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE 1YPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE NOTED. 2. THE CONTRACTOR SHALL COMPARE THIS DRAWING WITH EXISTING CONDITIONS AT THE SITE AND WITH ALL OTHER APPLICABLE DRAWINGS. CONTRACTOR SHALL VERIFY MEASUREMENTS OF ALL EXISTING FEATURES AFFECTING HIS WORK, AND SHALL REPORT ANY DISCREPANCIES TO THE CALIFORNIA WATER SERVICE COMPANY ENGINEER FOR CLARIFICATION AND ADJUSTMENT BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS SHOWN ON THIS DRAWING WITH THE REQUIREMENTS OF EXISTING CONDITIONS AND ALL RELATED NEW EQUIPMENT. FOUNDATION PREPARATION: AREAS TO RECEIVE FILL SHALL BE SCARIFIED TO A DEPTH OF SIX INCHES AND MOISTURE-CONDITIONED TO A MINIMUM OF 2% ABOVE OPTIMUM MOISTURE CONTENT, AND RECOMPACTED TO A MINIMUM 90% OF THE MAXIMUM DRY DENSl1Y PER ASTM D1557. THERE SHALL BE A MINIMUM OF 6" CLASS 2 AGGREGATE BASE (AB) UNDER ANY PROPOSED FOUNDATION COMPACTED TO 95% MDD. FOOTINGS SHALL BE AS DETAILED ON THE DRAWINGS. THE FOUNDATION DESIGN IS BASED UPON THE VALUES PROVIDED IN SOILS REPORT PREPARED BY SOILS ENGINEERING, INC., DATED JUNE 23, 2022 (SEI FILE NO. 22-18424). THE FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 3,000 PSF (DL+LL) PLUS ONE-'rHIRD INCREASE FOR WIND AND SEISMIC LOADS. FOUNDATION PREPARATION: SHALL BE AS SPECIFIED IN SOILS REPORT AND SUITABLE PER THE OBSERVATIONS OF THE SOILS ENGINEER. THE AGGREGATE BASE, FORMS AND SUBGRADE SHALL BE THOROUGHLY WETTED BEFORE PLACEMENT OF CONCRETE. 3. ALL CONCRETE SHALL DEVELOP A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS OF AGE (DESIGN BASED ON 2500 PSI-NO SPECIAL INSPECTION IS REQUIRED PER EXCEPTION 2.3 IN SECTION 1705.3 OF 2022 CBC). THE SLUMP SHALL BE THE MINIMUM CONSISTENT WITH PLACING CONDITIONS BUT SHALL NOT EXCEED 4 ½". PLACE CONCRETE IN ACCORDANCE WITH ACl-301. ENSURE THAT REINFORCEMENT AND EMBEDDED ITEMS ARE NOT DISTURBING PLACEMENT OF CONCRETE. TOP OF THE CONCRETE SADDLE SHALL BE TRUE TO THE INDICATED ELEVATIONS (BY OTHERS~. VARIAllONS SHALL NOT EXCEED 1 (8" IN 10 FEET. THE LEVEL BEARING AREA AT THE TOP OF THE FOUNDATION ~~~bTREi5C~!(EO~N~~~DPFf6tf(T T~8~t~JkN 1F~oJMp</{~WATtNRi ~~~-ici~m~~Wio¾iiLtii'AJ~~ ~1~r~fcCJl5]~fu~[ LOSS AT A RELATIVELY CONSTANT TEMPERATURE FOR PERIOD NECESSARY cOR HYDRATION OF CEMENT AND HARDENING OF CONCRETE. ALL EXPOSED HORIZONTAL AND VERTICAL EDGES AND CORNERS SHALL HAVE 3/4" x 3/4" CHAMFERS NO ALUMINUM CONDUIT OR PRODUCTS CONTAINING ALUMINUM OR ANY OTHER MATERIAL INJURIOUS TO THE CONCRETE SHALL BE EMBEDDED IN THE CONCRETE. 4. REINFORCING BARS SHALL BE DEFORMED BARS CONFORMING TO ASTM STANDARD SPECIFICATION A615/A615M-15ae1 GRADE 60. /14 AND SMAULER BARS MAY BE GRADE 40. BARS SHALL BE PLACED IN AS LONG LENGTHS AS POSSIBLE AND SHALL LAP 40 DIAMETER AT SPLICES IN CONCRETE UNLESS OTHERWISE SHOWN OR NOTED ON PLANS. SPLICES SHALL BE STAGGERED AND BARS MAY BE WIRED TOGETHER AT SPLICES. ALL STEEL SHALL BE RIGIDLY HELD IN PLACE WITH APPROVED METAL DEVICES. BAR COVERAGE (FACE OF BAR TO FACE OF CONCRETE) SHAUL BE AS FOLLOWS: CONCRETE SLAB ON GRADE 1-1 /2" MIN, CONCRETE SURFACE AGAINST EARTH 3" MIN. WHEN POURED AGAINST FORMS 2" MIN. OTHER CASES SEE DETAILS. 5. POST INSTALLED ANCHORS SHALL BE ASTM F593 STAINLESS STEEL THREADED RODS WITH HILTI HIT-RE 500(V3) (ICC REPORT #ESR-3814) UNLESS OTHERWISE SPECIFIED IN DRAWINGS. EPOXY ANCHORS SHALL BE INSTALLED PER MANUFACiURER'S SPECIFICATIONS; SPECIAL INSPECllON IS REQUIRED PER CHAPTER 17 OF THE 2019 CBC & ABOVE REFERENCED ICC REPORT. ADHESIVE ANCHORS SHAUL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT THE TIME OF ANCHOR INSTALLATION PER SECTION 17.2.2 OF ACl318-19. THE FOUNDATION MUST BE SQUARE, AND THE ANCHOR BOLTS MUST BE ACCURATELY PLACED PLUMB. 6. SPECIAL INSPECTION: PERIODIC SPECIAL INSPECTION MUST BE PERFORMED WHERE REQUIRED FOR CONCRETE EPOXY ANCHORS IN ACCORDANCE WITH SECTION 1705.1.1 OF THE 2022 CBC, WHEREBY SPECIAL INSPECTION IS DEFINED IN SECTION 202 OF THE 2022 CBC. DESIGN LOADS 2022 CBC & ASCE7-l 6 SCOPE: PROVIDE STRUCTURAL ANCHORAGE CALCULATIONS & DRAWINGS FOR NEW CONCRETE PIPE SUPPORTS. SECTION 1604.5 & TABLE 1604.5: RISK CATEGORY _____________ Il[ SECTION 1606 -DEAD LOADS 8"¢ PIPE ---------------------------25 PLF SECTION 1607 -LIVE LOADS ____________________ N/A ~ SECTION 1608 -SNOW LOAO _____________________ N/A o SECTION 1609 WIND DESIGN DATA N N 0 N tO I r---w 0 U) <{ BASIC WIND SPEED, V (3s GUST) 105 MPH NOMINAL DESIGN SPEED, V,.,., = V~0.6 (3S GUST1--------------82 MPH WIND EXPOSURE C INTERNAL PRESSURE COEFFICIENT N/A DESIGN WIND PRESSURE (ASCE7-16 SECTION 26.10.2), q, 16 PSF (MIN) SECTION 1613 -EARTHQUAKE DESIGN DATA LATITUDE: _____________________________ 33.75" LONGITUDE: 118.37" SITE CLASS:---------------------------□ s. = 1.532 SPECTRAL RESPONSE @ 0.2s PERIOD s .. 1 = 0.552 SPECTRAL RESPONSE @ 1.0s PERIOD F = • 1.200 SHORT PERIOD SITE COEFFICIENT @ 0.2s PERIOD Fv·; 1.748 LONG PERIOD SITE COEFFICIENT@ 1.0s PERIOD S.,= 1.838 MODIFIED SPECTRAL RESPONSE @ 0.2s PERIOD S.,= 0. 965 MODIFIED SPECTRAL RESPONSE @ 1.0s PERIOD S,,,= 1.225 DESIGN SPECTRAL RESPONSE COEFFICIENT S.,= 0. 643 DESIGN SPECTRAL RESPONSE COEFFICIENT ** ASCE7-16 §11.4.8 CHAPTER 13: ELEMENTAL DESIGN (ASCE 7-16 SECTION 13.3.1}: SEISMIC DESIGN CATEGORY~~~~~-----------------□ BASIC SEISMIC FORCE RESISTING SYSTE PIPING SEISMIC IMPORTANCE FACTOR, I. 1.5 AMPLIFICATION FACTOR, a (TABLE 13.6-1) 2.5 RESPONSE MODIFICATION FACTOR, R, (TABLE 13.6-1) 6.0 HEIGHT FACTOR, z/h (ANCHORS TO SLAB; z=O) 1.0 SEISMIC DESIGN FORCE, F, F, 0 -1~?1,.~~+2 h ]=0.919W (CONlROLS) MINIMUM SEISMIC DESIGN FORCE, F,, ••. ,---------------~::::,_,.3(Sds)(IJW, =0.5501',, VERIFY SCALES 0 1" - -- -BAR IS ONE INCH ON ORIGINAL DRAWING IF NOT ONE INCH ON THIS SHEET, ADJUST SCALES ACCORDINGLY STRUCTURAL DESIGN SERVICES & ENGINEERING INCORPORATED 6 W. GABILAN ST, SUITE 11, SAUNAS, CA 93901 • (831) 272-3109 • WWW.SDSEINC.COM SDSE PROJECT#: 24305 DIU.lfN BY, CHECKED BY: DATE: A. GARCIA A.G. 06/10/2024 DESIGNED BY: APPROVED BY, DATE: (BIG!l.lTllllB) A. GARCIA ._)&~ - ENGINEERING 00 z 0 -00 ~ DEPARTMENT ~ ~ ~ ,--,--,-- ,--~ ,---,--- <] <] <] PLAT SHEET NO,: SCALE, AS SHOWN DIU.WN BY, DESIGNED BY, TECH REVIEll': DATE, CHECKED BY: DATE, APPROVED BY: DATE, DISTRICT: ~ALOS VERDES PROlECT m., 134347 DIU.WING NO,: xxxx SIIT 1 OF Based on the recent land movement activity, the City of Rancho Palos Verdes has declared a local state of emergency and accordingly is mandating that property owners turn off sprinkler/irrigation watering systems for the foreseeable future to minimize additional water being absorbed into the ground in the vicinity. Additionally, for those properties with swimming pools, if you experience more water loss than occurs due to evaporation, you must refrain from refilling the pools at this time, and consider emptying your pool to prevent water entering the ground. See the next page for the information on pool draining. Note that your pool must comply with all fencing requirements when it is empty as well. The health and safety of the public and the protection of property, infrastructure, and the environment are our top priorities. We are committed to keeping the community informed. You can find answers to frequently asked questions and more information on the City’s webpage and receive updates by subscribing to the Land Movement listserv at www.rpvca/notify. Have questions? Contact us at landmovement@rpvca.gov. Mandatory Restrictions E-1 What’s the right way to drain my swimming pool? To Safely drain your swimming pool, you must direct the water into the sewage system. Pool water should never be directly empƟed into storm drains, streets, or yards. By draining to the sanitary sewer system, the drained water would be sent through a treatment plant. Why can’t I empty pool water into the yard or street? The concern for the cause of the landslide is ground water. Draining Water into the yard may add to the ground water and worsen the situaƟon. AddiƟonally, pool water may be contaminated by bacteria, chlorine and other chemicals that can harm humans, wildlife, and vegetaƟon. How do I access the sanitary sewer to drain my pool? There are 2 Ways to reach the Sewer Lines: 1. Pools should have a main drain at the deepest point of the pool. Pool Equipment can be used to drain the lines to the sewer line, please reach out to a Pool Contractor or other Pool Professional. 2. A hose can be used to drain to a Sanitary Sewer Cleanout. Sanitary sewer cleanouts provide access to sewage lines. To find your sanitary sewer cleanout look for the end of a pipe sƟcking out of the ground near your house or along the sewer line. Modern cleanouts normally are capped with a small lid. Sewer vents have a circular grate on top. To access the sanitary sewer, hold the raised square on the lid of the cleanout and unscrew the cap. Place a hose between your swimming pool and the cleanout. To prevent backflow, do not touch the hose to the boƩom of the sewer pipe while draining. Tools and Materials It is recommended to contact a Pool Contractor for the draining of a pool as to not damage any of the equipment. Some tools used could be a fully submersible pump, enough garden hose to reach from pool to drainage point, large pliers for accessing the cleanout. How to Drain an In-ground Pool 1. Turn o ff or disable the pool pump, lights, auto-leveler, and any automaƟc Ɵmers. Many of these pieces of equipment are liquid-cooled, which means that if leŌ on they will overheat as the water level drops. 2. AƩach enough garden hose to get from the pool to the drain point (sewer cleanout line, the road, downhill, or wherever else you’re legally allowed to discharge water). 3. AƩach the hose to the submersible pump and lower it into the deepest secƟon of the pool. 4. Plug the pump into the pool’s GFCI outlet (do not use extension cords). You should hear the pump running. 5. Check the hose to make sure the water’s draining properly. 6. Check on the pool periodically throughout the day. E-2