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In?epecfeci by Veg?er 2223* .2922- Pheiee, taken? YEFS .K Ni) Date 23?? inspectim: . {3532? 142732916 22? 02222222222222) BeekfFiie LLeLe-afheper-L LEE-222L236 DWR 122222: (Rev; 1222.229.) $2222.22 ?i 5' INSPECTION OF- .JANI AND RESERVOIR IN CERTIPIED STATUS Name of Dam Newell Dam No. 232 Date of Inspection 09/14/2016 Observations and Comments Dam Spillway The gravel covered crest was uniform, level, and in satisfactory condition. The visible portion of the partially riprap lined upstream slope and the slope appeared uniform, stable, and in satisfactory condition. The abutments appeared stable and the groins and toe area appeared normal. Particular attention was given to the right groin, near mid-slope, where historical seepage has been reported in the past. Although this area appeared dry, the grass was greener as compared to the grass throughout the slope and may be an indication of seepage conditions. Vegetation control on the upstream and slopes and the groins was good. I requested the removal of the woody vegetation growing along the slope (Photo 1), to which Mr. Rivera agreed. No concerning rodent activity was observed throughout the dam site. The approach, control section, and exit were clear of concerning debris. The spillway channel was inspected from the approach to past the bridge, just before it got too steep to safely walk without safety equipment. The concrete comprising the inspected portions, which included the weir, channel walls, and the invert were in satisfactory condition with no sign of structurai instability or . distress. The outlet consists of a The valve is frozen in a partially open position, and efforts to restore its operability were unsuccessful. in a letter dated June 5, 2015, the Division accepted the City?s proposal to incorporate its replacement as part of the of the outlet system. in the same letter, DSOD approved the City?s interim Dewatering Plan (EDP) interim valves were fully cycled and no problems were During this inspection, all encountered. Mr. Rivera presented me a logbook detailing the operation and maintenance of the. upstream - gates. All - gates were fully cycled during the March 3-5, 2016 time period, and DSOD last witnessed the cycling of these gates during the March 12, 2014 maintenance inspection. Arrangements need to be made to cycle the upstream - vaives during the next maintenance inspec?on. Sheet 2 of 5 OF UAM AND RESERVQIR lN STATUS Name of Dam Newell Dam No. 23?2 Date of Inspection 09/14/2016 Observations and Comments Seepage No seepage was observed on the face or groins ofthe dam. I paid particuiar close attention to the areas near the right groin that have had historical areas of visible seepage. According to Mr. Rivera, the wet conditions typically occur during wet years when the hillside adjoining the right groin is saturated and water can be seen seeping from the fractured sedimentary bedrock. The grass was greener in the areas of historical seepage along the right groin (approximately 2/3 down from crest) as compared to the grass covering the slope. The toe area near the concrete outlet structure was wet due to the water leaking from the drain outfalls. The dam has a drainage system that drains the embankment. The drainage system connects to two 90? V-notch weirs, the East and West Weirs, and the weirs are located at the toe of the dam. The outfalls to the two drains exit to the left and to the right of the concrete outlet structure? As mentioned in previous reports, the metal weir boxes are not coliecting the total seepage because they are leaking. Improvements to the seepage weirs at the toe so they capture all flow will be incorporated into the outlet remediation project. The foilowing seepage readings were taken during this inspection: Weir Height (inches) Flow (gpm) East Weir =10 =24 West Weir =15 z6.5 All seepage flows were clear and the measured vaiues are within historical limits. Instrumentation at this dam consists of five survey monuments, 14 piezometers, and two seepage weirs. The latest instrumentation report was submitted with an owner's letter dated January 28, 2016, and the report covered data through December 2015. The instrumentation report was previously reviewed in the March 9, 2016 inspection report, and the instrumentation data indicates that this dam is performing adequately. 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T113 9.133313 3.11111131131- 1113?11'11313311 1:31-11:31- 3111-1131'; 11113 31311111311111 13113111 31:11-31:13: 31-33 11133331311113 1.31111131132 1; P11313313k311? Nu ..3 {1.3130111133331101} . 3111141121113 ?3 31:13: {1:11:13 1181:1311 1:313 31' 331131: 4181121113 1711?? . 31-1-11 :13 '1'111113 1-3311 {Re-v. 1 31113: 3113815 0'1" 5 INSPECTION: DAM AND RESERVOER lN CERT JED STATUS Name of Dam Newell Dam No. 23?2 Date of Inspection 3/9/2016 Observations and Comments Sgillway Seepage observed. The spillway approach, control section, concrete chute and exit were clear and unobstructed. The spillway channel was observed from along the right channel wall and spillway bridge. it was not safe to access the spillway channel during this inspection due to the wet conditions. The concrete surfaces appeared in satisfactory condition with no significant cracking or spalling observed. The channel walls appeared stable and showed no signs of movement. Visible weepholes along the channel walls appeared clear, with the exception to one weephole along the right wall of the bridge which was clogged with debris. lVlr. Rivera reported this weephole will be cleared. The outlet consists of a encased steel pipe. The outlet is used to transport water under the dam to a water treatment plant. valve Is frozen In a partially open position. As discussed In our letter dated June 5 201h5, attempts to rehabilitate the- valve have been unsuccessful. The Division accepted the City?s proposal to incorporate th-e valves replacement as part of the outlet rehabilitation scheduled to be completed by mid-2021. in the interim DSOD approved the City?s interim Dewatering Plan, . All valves associated with the interim Dewatering Plan need to be fully cycled annually in our presence. . During this inspection, each interim valve was fully cycled with no problems. The upstream and in our presence on 3/12/2014. gates were last fully cycled by the owner on 3/5/16 The Division concurred with technical memorandum titled ?2015 Underwater ROV inspection of Newell Creek Dam Outlet Conduit" that th_s concrete and steel liners are in a deteriorated condition, as stated in our letter dated November 19, 2015. The outlet requires replacement or some form of rehabilitation. The tentative plan and schedule to complete the outlet remediation is by mid-2021. Rain prior to the inspection precluded an accurate assessment of seepage conditions. The face and grolns were wet, but no live flow was observed. Seepage at the toe was normal, emanating around both sides of the concrete outlet structure. The seepage is measured at 90? v?notch seepage weirs located on both sides of the outlet structure. Measurements taken on the day of this inspection reac_ gpm) at the East Weir and gpm) at the West Weir. Recent rainfall likely affected the readings taken during the inspection. Seepage at the weirs typically measures below 5 gpm. The weirs need to be monitored as the weather dries up to ensure conditions return to normal. As discussed in past inspection reports, seepage continues to emanate around the measured weir locations. The Division has agreed to forgo repairs to the seepage collection system until the outlet rehabilitation project. Staff gauges have yet to be installed on the weirs, as requested in the last Sheet 2 of 5 DAM AND RESERVOIR IN CERT .EB STATUS Name of Dam Newell Dam No. 23-2 Observations and Comments Instr. Date of inspection - 3/ 9/ 201 6 inspection report. The gauges need to be installed in the interim to provide more reiiable readings. Instrumentation at this dam consists of five survey monuments, fourteen piezometers, and two seepage weirs. The latest instrumentation report was submitted with an owner?s letter dated January 28, 2016, covering data through calendar year 2015. Survey Monuments: Monuments are surveyed in the horizontal and vertical direction annuaily. Three monuments are located along the crest of the dam and the remaining two are located in the approach to the spillway. The latest survey was performed on 9/30/2015. The baseline survey is from 1961. Monument B, located near the maximum Section of the dam, has measured the greatest horizontal and vertical movements equal t- in the direction and _of settlement. The year to year movements, however, are minimal. Since the last survey, horizontal and vertical movements have been less thar_ and less thar_ over the last ten years. The data displays no unusual trends. Piezometers: Piezometers are located throughout the crest, right abutment, and slope of the dam. Piezometers CH1, CH2, CH-3, and CH4 are located along the crest and right abutment of the dam. This group of piezometers was installed to evaluate the effectiveness of grouting performed along the right abutment during the dam construction. Piezometers CH-1, and CH-3, located on and upstream of the crest, each record high water levels that track reservoir conditions. Piezometer CH-3A and CH-4, located of the first set of piezometers, record lower water levels and remain fairly constant throughout the year. The piezometers indicate the grouting during construction continues to be effective. Piezometer UB-4 and are located in the fractured right abutment foundation. Piezometer 6 is approximateiy up the right groin and remains fairly constant showing minor reservoir fluctuations. Piezometer UB-4 is located approximately midway along the right groin and is heavily influenced by rainfall. This piezometer tends to have near dry readings with spikes of data during rainfall events. - The remaining piezometers are located in the embankment and installed in the crest, upper slope, and mid-slope of the dam. Piezometers UB-2, UB-3, and P-3 are installed in Zone 4, the random fill. Piezometers P-1 and P-2 are installed into Zone 3, the impervious fill. These piezometers, with exception to UB-5, continue to behave normally. They remain mostly constant and some show minor changes with fluctuations in the reservoir. Piezometer UB-2 and UB-3, located along the mid-slope of the dam and with tip locations in the blanket drain, continue to measure dry indicating a functioning drain. Piezometer UB- 3, and P-3 each continue to display a normal phreatic surface and as displayed in the report each measure below the assumed phreatic surface developed in the Wahler Associates, October 1993 report. Piezometer UB-5 is located along the mid?slope near the right end of the dam. This piezometer continues to read higher than expected, up to elevatio_in 2015. it has a depth of 74? feet and -sensing zone in the random fill. Readings show minor fluctuations since measurements began in 2007, ranging between approximately 27 an_ above the tip elevation. The adjacent embankment piezometer P-3 also in the random fill measures approximately 12 t- above its tip elevation, resulting in an approximate_ piezometric DWR1261 (rev. 10/09) Sheet 3 of 5 INSPECTION DAM AND RESERVOIR IN STATUS Name of Dam Dam No. 23-2 Date of inspection 3/9/2016 Observations and Comments elevation difference between piezometer and As mentioned in past reports, the piezometer may be affected by abutment seepage, perched water, or the dam?s drainage system may not be as effective higher up the right'groin. Piezometer does not cause a dam safety concern at this time, as long as there is no change in the data trends. Seepage Weir. Seepage data at both the East and West weir is typically below 5 gpm, with the reservoir level showing only minor fluctuations. Data recorded in 2015, followed this trend with exception to spikes observed in February and December which correlate with rainfall events. The spike in December at the West Weir was up to approximately 80 gpm. Conditions observed during this inspection suggest that conditions have returned to normal. No unusual trends are observed. The instrumentation data indicates that the dam is performing adequately. As noted in the report, the seepage collection system needs repair and will be addressed in the upcoming outlet rehabilitation project. All other instrumentation is deemed sufficient and no other instrumentation is required at this time. 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N0 23.22222 {sf 2.222222223220222 3? 2.213324 22.2: 2222 {32222232221222} 82322222522 23.3223- 22 2222222222 223222322222. 22222222 22222-2 2.2222. 222222.222- 222222 II 22.2: 8 INSPECTION OF LIAM AND RESERVOIR IN STATUS Name of Dam Newell Dam No. 23-2 Date of inspection 3/ '1 2/2014 Observations and Comments Dam Outlet The gravel covered crest was uniform, level, and in satisfactory condition. Locations within the crest had minor depressions from wheel rutting, and should be repaired if further deterioration occurs. The visible portion of the partially riprap lined upstream slope and the slope appeared uniform, stable, and in satisfactory condition. The groins and toe area were walked and found in normal condition. Particular attention was given to the right groin, near mid?slope, where historical seepage has been reported in the past. No unusual conditions were noted throughout the slope. The abutments appeared stable and in good contact with the dam. Vegetation control on the upstream and slopes andth?e groins was good. The bushes that were growing on the siope, near the crest and the left groin were removed, as requested during the previous inspection. No concerning rodent activity was observed throughout the dam site. The approach, control section, and exit were clear of concerning debris. The spiilway channel was inspected from the approach to past the bridge, The concrete comprising the inspected portions, which included the weir, channel walls, and the invert were in satisfactory condition with no sign of structural instability or distress. Trees, bushes, and other woody vegetation had been adequately trimmed back from the spillway walls, as requested during the previous inspection. The outlet transports water under the dam to a water treatment plant. upstream gates were fully cycled during this inspection, and the operation went smoothly and no problems were encountered. The ?is a valve that is currently frozen in the half open position. Due to channel constraints, the valve was only partially cycled during this inspection. Although no problems were encountered, necessary arrangements need to be made to fully cycle this valve during the next maintenance inspection. The City submitted an August 28, 2014 technical memorandum by URS Corporation entitled ?Newell Creek Darn Interim Drawdown Plan.? The memorandum discussed methods to repair the valve and outlined alternative existing valves that can be used to dewater the reservoir during an emergency if the- valve cannot be repaired. In February and March of 2015, the City hired the firm Bay Vaive to attempt to restore operability of the valve. The efforts were unsuccessful and it has been determined that the valve needs to be replaced. During the inspection, we operated the alternative valves discussed in August 28, 2014 memorandum. During this inspection, the valve was fully cycled, was also fully cycled. The cycling of both valves went smoothly and no problems were Sheet 2 of 8 INSPECTION OE UAM AND RESERVOIR IN CERTIFIED STATUS Name of Darn 'Newell Dam No. 23-2 Date of inspection 3/?12/20?14 Observations and Comments Seepage encountered. As requested in our October 31, 2014 response letter to the City?s submittai of URS's August 28, 2014 memorandum regarding reservoir dewatering, the City wili report work completed to date on the valves. Since the - valve could not be repaired, the City will also propose an interim dewatering plan utilizing the alternative valves until the- valve can be replaced. The outlet pipe is kept pressurized, and the City is concerned the inner steel liner may collapse when the pipe is dewatered. On July 30, 2013 the City had an underwater Remotely Operated Vehicle (ROV) inspection performed by Pacific Marine, Diving and Salvage. The results of the July 30, 2013 inspection was discussed in an August 27, 2014 technical memorandum by URS Corporation titled ?Newell Creek Inspection Alternatives? submitted with the City?s September 2, 2014 letter. The purpose of the memorandum was to provide an assessment of the outlet conduit, and to provide a recommended inspection plan for additional investigation. The City requested to attempt another ROV inspection of the entire outlet pipe. In an October 31, 2014 letter, the Division approved their request, and requested that the inspection report along with a preferred outlet remediation alternative with a scheduie be submitted by August 31, 2015. No seepage was observed on the face or groins of the dam. We paid particular close attention to the areas near the right groin that have had historical areas of visible seepage. According to Mr. Rivera, the wet conditions typically occur during wet years when the hillside adjoining the right groin is saturated and water can be seen seeping from the fractured sedimentary bedrock. The toe area near the concrete outiet structure was wet due to the water leaking from the drain outfalls. The dam has a drainage system that drains the embankment. The drainage system connects to two 90" V?notch weirs, the East and West Weirs, and the weirs are located at the toe of the dam. The outfalls to the two drains exit to the left and to the right of the concrete outlet structure that houses the valve. As mentioned in previous reports, the metal weir boxes are not collecting the total seepage because they are leaking (Photos 2 and 3). As agreed upon during the previous maintenance inspection, the method of collection seepage at the toe will be improved during the anticipated rehabilitation of the outlet system. In the interim, staff gauges need to be installed in the weirs so consistent readings can be recorded. DWR1261 (rev. 10/09) Sheet 3 of 8 INSPECTION OF DAM AND RESERVOIR IN STATUS Name of Dam Newell Dam No. 23-2 Date of inspection 3/12/2014 Observations and Comments Other The following seepage readings were taken during this inspection: Weir Height (inches) Flow (gpm) East Weir =0.875 =1.7 West Weir m1 .625 z7.75 All seepage flows were clear and the measured values are within historical limits. The City had the fish screens inspected for its structural condition and blockage on January 10, 2014 by Tidal Marine Construction Incorporated, and the Division received a report titled ?Newell Creek Dam Intake Gate and Screen inspection.? with a September 22, 2014 instrumentation submittal. I reviewed the report, and all the hardware associated with the four intake gates and screens was found to be in good and working condition. The screens were clear of any concerning debris or sediment. Following the inspection, I approved a request to forego annual inspections of the screens since there were no signs of clogging during the 2014 dive inspection. I agreed that next inspection will not be required until the 2017 when the bolt torque tests are due. Instrumentation at this dam consists of five survey monuments, 14 piezometers, and two seepage weirs. The latest instrumentation report is dated September 22, 2014 and the reporting period covered January 2002 through September 2014. Minor comments regarding to the organization and evaluation for future submittals was discussed with the City staff after the inspection, and the comments are attached to the end of this report. Survey Monuments: There are a total of five survey monuments that are surveyed annually; three monuments are equally spaced along the crest and the other two are located in the approach to the spillway. Both vertical and horizontal movements are measured in the surveys and the latest survey was taken on February 13, 2014. There was virtually no settlement or horizontal movement as compared to the previous survey performed on September 17, 2012 survey. Both the maximum settlement and maximum horizontal movement has occurred at Monument B, which is located at the maximum section of the dam. Monument has settled approximatel_ and moved approximatel_ since the baseline survey was established on March 16, 1961. The latest survey indicates dam?s verticai movements are insignificant when compared with the last few surveys, and no concerning trends or anomalous behavior is indicated by the survey data. Piezometers: There are a total of 14 piezometers that have been installed throughout the crest, right abutment, and slope of the dam. Except for Piezometer UB-4, the piezometers continue to remain fairly constant fluctuating with the slight'changes in reservoir level throughout the year. Piezometers CH1, CH2, and CH-4 were installed to evaluate the effectiveness of the grouting that was performed along the right abutment of the dam during construction. These piezometers are installed into the abutment and are clustered around the crest and right abutment. Piezometers CH-1 and located just upstream of the crest, have high and non-concerning Sheet 4 of 8 INSPECTION Oh LIAM AND RESERVOIR IN STATUS Name of Dam Neweli Dam No. 23-2 Date of inspection 3/12/2014 Observations and Comments water levels and are directly influenced by the reservoir?s water elevation. The water level taken on May 16, 2014 in CH-1 took an unexpected and unexplained drop in water level of approximately 20.5-ft. Piezometers Cl?l-3, CH-3A, and CH-4, located of and have much lower water levelsindicating the grouting during construction continues to be effective. Piezometers and UB-B are installed into the fractured right abutment foundation, and are located at mid-slope and the upper 2/3 of the right groin of the slope, respectively. Since the initial readings taken in November 2007', both piezometers have shown a small and steady decline in water level, and both were dry during the last reading taken in September 2014. Piezometer UB-6 appears to be influenced by the reservoir?s water elevation, and Piezometer UB-4 is heavily influenced by rainfall. it is not clear if the water level in is from surface water infiltration, or from the fractured bedrock of the right abutment. The Piezometers UB-2, and are installed into the Zone 4 random fill, and Piezometers and P-2 are installed into the Zone 3 impervious fiil. All seven embankmentpiezometers continue to have constant water levels and a few appear to be influenced by the reservoir's water level. The embankment piezometers, except for UB-5, continue to indicate a normal phreatic surface. Piezometers and located half way up the slope in the ZOne 5 blanket drain, continue to remain dry demonstrating that the drain is functioning properly. The piezometer data does not indicate any unsafe conditions. UB-5 is reading higher than expected. It is located near the right groin and has a depth of 74-ft, the tip is located near the foundation contact, and it has a 40-ft sensing zone within the random fiil. 'It continues to have a steady column of water and recorded 28.1?ft during the most recent reading taken in September 2014. Abutment Piezometers and U86 were dry and the adjacent embankment Piezometer P-3 in the random fill registered a 13.1-ft coiumn of?water. The dry abutment piezometers may indicate water in Piezometer UB-5 is not completely from abutment seepage. It is possible this piezometer is measuring a perched water zone or the dam?s drainage system is not as effective higher up the right groin. The higher than expected readings at are not judged to be a dam safety concern, provided there is no change in data trends or conditions. Seepage: Both the East and West seepage weirs continue to report consistent flows within historical norms except for a large and unexplained spike of 200 during the December 2012 reading. Seepage measurements are typically under 5 in each respective weir. The weirs respond to large rainfall events, but quickly return to normal ranges after the events. As discussed in the seepage section of this report, the City needs to repair the seepage collection at the toe area in order to capture and measure the entire flow. This work will be completed during the anticipated rehabilitation of the outlet system. The instrumentation data indicates that this dam is performing adequately. Although the seepage collection system needs repair, the existing instrumentation and their monitoring frequency are judged sufficient at this time. 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TNN 311111333311 pa?ialiy N1 .NinN ENN and EN 1 were: 31.1333NN3N-N EN The de'wne?sNNar?N abutmentjs appeareti Emma and ingNoN nontaci'with {Ne-dam. ?111 ENN 331:3 wag NAN ENNEJNNENN NE ENN Nam. the erNvNi {11? wa ?315.13 ,gmwing warEVEN. >1 inspegctezj by . 31.33 Vagier gm? ?1 No Date {11? $533293 3 '3 as 301' DNEN Of 1\ ?a :1 DWR 3.2m 39.41191 Sher-.13 INSPECTIQN 0r DAM AND RESERVOIR IN STATUS Name of Dam Newell Darn No. 23-2 Date of Inspection 9/5/2013 Observations and Comments Spillway Seepage on the slope, near the crest and the left groin (Photo 3), to which Mr. Rivera agreed. Rodent activity was observed on the visible portions of the upstream slope and Mr. Rivera agreed to continue their rodent abatement program. The approach, control section, and exit were clear of concerning debris. The spillway channel was inspected from the approach to just past the bridge, just before it got too steep to safely walk without safety equipment (Photo 5). The concrete comprising the impacted portions, which included the weir, channel walls, and the invert was in satisfactory condition with no sign of structural instability or distress. Trees, bushes, and other woody vegetation have become established along the channels walls (Photo 4). requested the removal of this vegetation growing withir- of the concrete walls, to which Mr. Rivera agreed. The outlet transports water under the dam to a water treatment plant . According to the iogbook kept onsite in the Control House located on the crest, the valves were all fully cycled on April 24, 2013. DSOD witnessed the cycling of the upstream -gates during the previous inspection on September 23, 2013. The is a valve that is currently frozen in the half open position. A blind flange is installed at the end of the - pipe with a temporary -flanged extension and valve. The City is currently in the planning stages to replace the frozen -valve. The outlet pipe is kept pressurized, and the City is concerned the inner steel liner may collapse when the water is removed from the pipe. The City has taken a video of the inside of the pipe by a Remotely Operated Vehicle (ROV) and a consultant has been hired by the City to analyze the video and determine the condition of the pipe. Once the condition of the pipe has been determined, the City of Santa Cruz will submit the ROV inspection report, and a plan to replace the - valve to DSOD. An application will be required if the work is not an in?kind replacement. No seepage was observed on the face or grains of the dam. I paid particular close attention to the areas near the right groin that have had historical wet conditions. The toe area near the concrete outlet structure was wet clue to the water leaking from the french drain outfalls. The dam has a french drain system that drains the embankment. The drainage system connects to two 90? V-notch weirs, the East and West Weirs, and the weirs are located at the toe of the dam. The outfalls to the two French drains exit to the left and to the right of the concrete outlet structure that houses th- valve. As mentioned in previous reports, flow is bypassing both meta! weir boxes so they are not collecting total seepage (Photo 6). It was difficult to estimate the seepage leaking around the weir boxes, but it appeared the leakage for the West Weir was equal to the amount entering the weir box and the leakage for the East Weir was a small trickle. According to Mr. Rivera, the City plans to investigate the source of the leaking water and to improve the collection system during the excavation to repair the. valve. He said the City will submit the plans for DSOD. An application may be required depending on the extent of this work. Staff gauges need to be installed in the weirs during the work so consistent readings can be recorded. Sheet 2 of 7' OI- DAM AND RESERVOIR IN .ciD STATUS Name of Dam Newell I Dam No. 23-2 Date of Inspection 9/5/2013 Observations and Comments Other The following seepage readings were taken during this inspection: Weir Height (inches) Flow (gpm) East Weir =05 =04 West Weir 8 =07 All seepage flows were clear and the measured values are considered normal for the reservoir water elevation. The approval letter dated March 5, 2012 for the work associated with the repair application filed on May 10, 2010 for the work involving the replacement of the slide gates on the upstream intake structure stated the approval was subject to the fish screens being inspected for clogging annually. Also, letter dated May 4, 2012 stipulated that the proposal to use epoxy adhesive in lieu of cementitious grout for the replacement of the deteriorated 7/8?inch diameter anchor bolts associated with the concrete intake structure was approved with the condition the City perform ffollow?up torque tests on 25% of the bolts in five years to verify the long-term performance of the epoxy anchors. The City has not yet inspected the fish screens for blockage and is planning to inspect the screens in December 2013. According to Ryan Ernst of the City of Santa Cruz, There has been no indication of clogging since the installation of the new upstream gates. instrumentation at this dam consists of five survey monuments, 14 piezometers, and two seepage welrs. The latest instrumentation report was dated April 2, 2013 and the reporting period covered January 2002 through March 2013. Survey Monuments: There are a total of five survey monuments that are surveyed annually; three monuments are equally spaced along the crest and the other two are located in the approach to the spillway. Both vertical and horizontal movements are measured in the surveys and the latest survey was taken on September 17, 2012. Both the maximum settlement and maximum horizontal movement has occurred at Monument B, which is located at the maximum section of the dam. Monument has settled approximatel_ and moved approximatel_ since the baseline survey was established on March 16, 1961. The latest survey indicates dam?s vertical movements are insignificant when compared with the last few surveys. The dam has shown a small and gradual movement. Monument moved approximately 0.25- inches while Monument A and Monument did not move as compared with the September 20, 2011 survey. Although this movement is small and within the error of the survey, Monument should be monitored to determine if a trend is developing. No concerning trends or anomalous behavior is indicated by the survey data. Piezometers: There are a total of 14 piezometers that have been installed throughout the crest, right abutment, and slope of the dam. The piezometers continue to remain fairly constant fluctuating with the slight changes in reservoir level throughout the year. The piezometer data does not indicate any unsafe conditions. Sheet 3 of 7 (5r DAM AND RESERVOIR IN .r?D STATUS Name of Dam Newell Dam No. 232 Date of Inspection 9/5/2013 Observations and Comments The embankment piezometers, except for continue to indicate a normal phreatic surface. Piezometer is in the shell located near an area of historic seepage up the slope. it continued to report higher than expected readings, particularly when compared with the water levels in the other piezometers P-3 and in the shell. Piezometers UB-Z and UB-3, located half way up the slope in the Zone 5 blanket drain, continue to remain dry demonstrating that the drain is functioning properly. Piezometers CH1, CH2, CH-3, CH-3A, and CH-4 were installed to evaluate the effectiveness of the grouting that was performed along the right abutment of the dam during construction. These piezometers are inStalled into the abutment and are clustered around the crest and right abutment. Piezometers and CH-2, located just upstream of the crest, have high and non?concerning water levels and are directly influenced by the reservoir?s water elevation. Piezometers CH-3, CH- 3A, and located of and CH-2, have much lower water levels indicating the grouting during construction continues to be effective. Piezometers and further down the abutment near historic seepage areas continued to read high. Piezometer UB-4 appears to be infiuenced by rainfall. The higher than expected water levels in Piezometers UB-4, UB-5, and were not addressed in the instrumentation submittal?s evaluation and a more comprehensive evaluation of piezometer data is needed in the next submittal. Seegage: Both the East and West seepage weirs continue to report consistent flows within historical norms with no concerning trends indicated by the data. The weirs respond to large rainfall events, but quickly return to normal ranges after the events. As discussed in the seepage section of this report, the City needs to repair the seepage collection at the toe area in order to capture and measure the entire flows. East Bank Landslide Monitoring Project (EBLMP): As stated in our May 21, 2013 instrumentation acknowledgment letter, DSOD has no objections to the consultant?s recommendations to discontinue submitting formal East Bank Landslide Monitoring Project Reports and changing to an informal monitoring program. The City should maintain access to all the instruments and periodically inspect the slide area and read all instruments, particularly if there is a significant rainfail or seismic event. DSOD should be notified immediately if a change in conditions occurs, and the need to re?institute an annual report for the slides will be evaluated. The instrumentation data indicates that this dam is performing adequately. Although the seepage collection system needs repair, the existing instrumentation and their monitoring frequency are judged sufficient at this time. A more comprehensive engineer?s evaluation of the piezometer data, particularly for Piezometers and is needed in the owner?s next instrumentation submittal. Sheet 4 of 7 1 zygm?g 2w, 2% 222 m2 aw 2,2222% ZmBm..? Ema. magma .33 2a. mmgm. U25. 2.522.920fr?? 1.x $203 w. 2.225%. 032m Qc?mmw?mg mm. 22mm .223 23m. $2 Q22 .52. mag 29me on 2. 22mm?. .me Egg ma??z ?we. wig .2 ?6me Kw?mm 20. @sz WEE 3.. 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AA for AiAgg?Ag 3331. 3AA AA AA the AA At-AtAd' our May 4 .2812 feiiaw Ap 3533353 on 25% the baits WAT 33) verify {A?gntArm Anchors. 33mm the} inf?rm-a??n the dam. are judged. TAA straight?, DamsBath AA signs A - fifty. :33 TAA WAFA WA 3AA 3AA wa?iz 3A rAinAiA 3A $311383 3?3 A Asp-acted by T. Aiken? Yes 3'3. NA Date: Af inspecting: AJESIEQ 122. Ac ?63.3- Date: of ?Ea-Apart ?3 {3111232312 E- (A. f2.) . . A INSPECTION DAM AND lN GER STATUS Name of Dam Newell Dam No. 23?2 Date of inspection 8/23/2012 Observations and Comments Seepage installed upstream - gates and a valve. As stated in the June 26, 2012 letter, DSOD allowed the City to forgo work in relation to the lowest gate of the outlet structure, due to the excessive cost and time required to remove unanticipated sloughed landslide material on tOp of the existing gate. The City installed a short section of pipe and blind flange at the existing Gate- for a possible future extension. Al- upstream gates were successfully cycled full travel during this inspection. The City also attempted to cycle the valve; however, it froze in the half opera position. A blind flange is located at the end of the pipe with a temporary - flanged extension and valve. - Prior to the valve freezing the City had plans to replace the - valve with a - valve next summer as part of an application that would include two bifurcations at the end of the pipe for a hydro unit and a fish release into the spiliway. The schedule fof replacing the valve still remains acceptable since emergency releases can still be made through located upstream of the - valve at the toe of dam. No seepage was observed on the face or groins of the dam. The seepage spot along the right groin was not observed during this inspection. it is typically observed during higher reservoir levels. - Two 90?. v-notch seepage weirs exist at the toe of the dam, to the ieft and right of the -valve, and collect seepage channeled through French drains. The following seepage readings were estimated during this inspection: Left Weir: 3 Right Weir: 5 These readings are considered normal. As reported in the last inspection report, water continues to? emanate around both weirs and repairs to the seepage pool areas remain to be completed. lVlr. Ernst explained that the City plans to add this work as part of the application work discussed in the outlet section of this report. I agreed that this would be acceptable and recommended that staff gages be added to the weirs so accurate readings can be obtained. instrumentation at this dam consists of five survey monuments, fourteen piezometers, and two seepage weirs. The latest instrumentation report was submitted with a cover letter on November 2-8, 2011. .It was reviewed in the last inspection report and found the dam is performing satisfactorily with no additional instrumentation deemed necessary at this time. Sheet 2 of 3