DCL-16-016, Units and 2 - Updated Response to Request for Information Pursuant to 10 CFR 50.54(f) Regarding Recommendation 2.1 Flooding. Part 2 of 2: Difference between revisions
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{{#Wiki_filter:PG&E Letter DCL-16-016 Enclosure 1 NEI, 2012. Nuclear Energy Institute (NEI), "Submittal of NEI 12-07, Revision 0, Guidelines for Performing Verification Walkdowns of Plant Flood Protection Features," May 2, 2012. NEI, 2013. Nuclear Energy Institute (NEI), "FAQ-031, Hazard Reev.aluation Report Interim Action Responses," Revision 1, October 29, 2013. NEI, 2014. Nuclear Energy Institute (NEI), "FAQ-033, Hazard Reevaluation Report Options for Interim Actions for Challenging HRRs," Revision | {{#Wiki_filter:PG&E Letter DCL-16-016 Enclosure 1 NEI, 2012. Nuclear Energy Institute (NEI), "Submittal of NEI 12-07, Revision 0, Guidelines for Performing Verification Walkdowns of Plant Flood Protection Features," May 2, 2012. | ||
NEI, 2013. Nuclear Energy Institute (NEI), "FAQ-031, Hazard Reev.aluation Report (HRR)- | |||
Website http://www | Interim Action Responses," Revision 1, October 29, 2013. | ||
.ngdc.noaa.gov/hazard/tsu_db.shtml accessed July 9, 2014. NRC, 1975. U.S. Nuclear Regulatory Commission (NRC), "Supplement No. 1 to the Safety Evaluation Report by the Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission in the Matter of Pacific Gas and Electric Company Diablo Canyon Nuclear Power Station, Units 1 and 2 Docket Nos. 50-275 and 50-323," Washington, D.C., January 31, 1975. NRC, 1976a. U.S. Nuclear Regulatory Commission (NRC), "Regulatory Guide 1.102 -Flood Protection for Nuclear Power Plants", Revision 1, September 1976. NRC, 197Gb. U.S. Nuclear Regulatory Commission (NRC), "Supplement No.5 to the Safety Evaluation Report by the Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission in the Matter of Pacific Gas and Electric Company Diablo Canyon Nuclear Power 7-3 PG&E Letter DCL-16-016 Enclosure 1 Station, Units 1 and 2 Docket Nos. 50-275 and 50-323," Washington, D. C., September 10, 1976. NRC, 1977. United States Nuclear Regulatory Commission (NRC), "Design Basis Floods for Nuclear Power Plants," Regulatory Guide 1.59, Revision 2, Washington, D. C., August 1977. NRC, 1978a. United States Nuclear Regulatory Commission (NRC), "Standard Format and Content of Safety Analysis Reports for Nuclear Power Plants," Regulatory Guide 1.70, Revision 3, Washington, D.C., 1978. NRC, 1978b. United States Nuclear Regulatory Commission (NRC), " Supplement No. 8 to the Safety Evaluation Report for Pacific Gas and Electric Company Diablo Canyon Nuclear Power Plants, Units 1 and 2 (Docket Nos. 50-275 and 50-323)," Washington, D.C., November 15, 1978. NRC, 1984. United States Nuclear Regulatory Commission (NRC)," Supplement 17 to the Safety Evaluation Report for Pacific Gas and Electric Company's Application for licenses to operate Diablo Canyon Nuclear Power Plants, Units 1 and 2 (Docket Nos. 50-275 and 50-323)," Washington, D.C., February 1984. NRC, 1999. United States Nuclear Regulatory Commission (NRC), "Issuance of Amendments for Diablo Canyon Nuclear Power Plant, Unit No. 1 (TAC No. M97914) and Unit No.2 (TAC No. M97915)," Washington, D.C., March 26, 1999. NRC, 2007. United States Nuclear Regulatory Commission (NRC), "Standard Review Plan for the Review of Safety Analysis Reports for Nuclear Power Plants: LWR Edition," NUREG-0800, Washington, D.C., March, 2007. NRC, 2009. United States Nuclear Regulatory Commission (NRC), "Tsunami Hazard Assessment at Nuclear Power Plant Sites in the United States of America -Final Report," NUREG/CR-6966, PNNL-17397, Richland, WA, March 2009. NRC, 2011. United States Nuclear Regulatory Commission (NRC), "Design-Basis Flood Estimation for Site Characterization at Nuclear Power Plants in the United States of America," NUREG/CR-7046, Washington, D.C., November, 2011. NRC, 2012a. United States Nuclear Regulatory Commission, Letter to Licensees, "Request for Information Pursuant to Title 10 of the Code of Federal Regulations 50.54(f) Regarding Recommendations 2.1, 2.3, and 9.3 of the Near Term Task Force Review of Insights from the Fukushima Dai-ichi Accident." March 12, 2012. NRC, 2012b .. United States Nuclear Regulatory Commission (NRC), "Endorsement of Nuclear Energy Institute (NEI) 12-07, 'Guidelines for Performing Verification Walkdowns of Plant Flood Protection Features,"' | NEI, 2014. Nuclear Energy Institute (NEI), "FAQ-033, Hazard Reevaluation Report (HRR)- | ||
May 31,2012. \ 7-4 PG&E Letter DCL-16-016 Enclosure 1 NRC, 2012c. United States Nuclear Regulatory Commission (NRC), "Guidance for Performing the Integrated Assessment for External Flooding," Interim Staff Guidance, Revision 0. JLD-ISG-2012-05, November 30, 2012. NRC, 2013. United States Nuclear Regulatory Commission (NRC), "Guidance for Performing a Tsunami, Surge and Seiche Flooding Safety Analysis Revision 0," Japan Lessons-Learned Project Directorate Interim Staff Guidance, JLD-ISG-2012-06, January 4, 2013. NRC, 2014. United States Nuclear Regulatory Commission (NRC), "Diablo Canyon Power \ Plant-Staff Assessment of the Flooding Walkdown Report Supporting Implementation of Term Task Force Recommendation 2.3 Related tot he Fukushima Dai-lchi Nuclear Power Plant Accident (TAC Nos. MF0221 and MF0222)," ADAMS Accession No. ML14136A194, June 23, 2014. NRC, 1994. National Research Council (NRC), "Estimating Bounds on Extreme Precipitation Events," National Academy Press, Washington, 1994. Okada, 1985. Okada, Y. "Surface deformation due to shear and tensile faults in a half-space." Bull. Seismological Soc. Amer., 75(4), 1135-1154. | Options for Interim Actions for Challenging HRRs," Revision 1b, August 21, 2014. | ||
1985. Petersen et al, 2008. Petersen, M. D., Frankel, A. D., Harmsen, S.C., Mueller, C. S., Haller, K. M., Wheeler, R. L., Wesson, R. L., Zeng, Y., Boyd, 0. S., Perkins, D. M., Luco, N., Field, E. H., Wills, C. J., and Rukstales, K. S. "Documentation for the 2008 Update of the United States National Seismic Hazard Maps." U.S. Geological Survey Open-File Report 2008-1128, 61. 2008. PGE, 2012a. PG&E Letter DCL-12-059, "Pacific Gas and Electric Company's Response to NRC Request for Information Pursuant to 10 CFR 50.54(f) Regarding the Flooding Aspects of Recommendations 2.1 and 2.3 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident," June 7, 2012. PGE, 2012b. PG&E Letter DCL-12-114, "Final Response to Request for Information Pursuant to 10 CFR 50.54(f) Regarding Recommendation 2.3 Flooding," November 27, 2012. PGE, 2014. Pacific Gas and Electric Company (PG&E). "Central Coastal California Seismic Imaging Project Report." Available at Agencywide Documents Access and Management System (ADAMS) Accession Nos. ML14260A024 through ML14260A069. | NOAA, 1998. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Hydrometeorological Report No. 58, Probable Maximum Precipitation for California - | ||
September 2014. PGE, 2015. Pacific Gas and Electric Company (PG&E), "Diablo Canyon Power Plant Units 1 and 2 Final Safety Analysis Report Update." Revision 22, Docket No. 50-275, 50-323, May 2015. Prochaska et al, 2008. Adam B Prochaska, Paul M. Santi, Jerry D. Higgins, Susan H. Cannon. "A study of methods to estimate debris flow velocity, Landslides," DOl 10.1007 /s1 0346-008-0137-0 © Springer-Verlag 2008. Resio, 1982. Resio, D.T., "Report On Wave Climatology For Diablo Canyon, California" 1982. 7-5 PG&E Letter DCL-16-016 Enclosure 1 Ross et al, 2013. Ross, S.L., Jones, L.M., Miller, Kevin, P., K.A., Wein, A., Wilson, Ri.l., Bahng, B., Barberopoulou, A., Borrero, J.C., Brosnan, D.M., Bwarie, J.T., Geist, E.L., Johnson, L.A., Kirby, S.H., Knight, W.R., Long, K., Lynett, P., Mortensen, C.E., Nicolsky, D.J., Perry, S.C., Plumlee, G.S., Real, C.R., Ryan, K., Suleimani, E., Thio, H., Titov, V.V., Whitmore, P.M. and Wood, N.J., SAFRR (Science Application for Risk Reduction) | Calculation Procedures," Silver Spring, Maryland, 1998. | ||
Tsunami Scenario-Executive Summary and | NOAA, 1999. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Hydrometeorological Report No. 58, Probable Maximum Precipitation for California," | ||
Silver Spring, Maryland, 1999. | |||
NOAA, 2012. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "NOAA Atlas 14, Precipitation-Frequency Atlas of the United States, Volume 6, Version 2," 2012, Website http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html?bkmrk=ca data accessed February 28, 2013. | |||
NOAA, 2013a. NOAA, National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Station Snow Climatology, Stations in California," Snow Climatology Data, National Climatology Data Center (NCDC), Website http://www.ncdc.noaa.gov/ussc/index.jsp accessed February 25, 2013. | |||
NOAA, 2013b. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Global Historical Climatology Network- Daily Data," Snow Climatology Data, National Climatology Data Center (NCDC), Website http://www.ncdc.noaa.gov/most-popular-data#ghcn accessed February 27, 2013. | |||
NOAA, 2014. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Global Historical Tsunami Database". Website http://www.ngdc.noaa.gov/hazard/tsu_db.shtml accessed July 9, 2014. | |||
NRC, 1975. U.S. Nuclear Regulatory Commission (NRC), "Supplement No. 1 to the Safety Evaluation Report by the Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission in the Matter of Pacific Gas and Electric Company Diablo Canyon Nuclear Power Station, Units 1 and 2 Docket Nos. 50-275 and 50-323," Washington, D.C., January 31, 1975. | |||
NRC, 1976a. U.S. Nuclear Regulatory Commission (NRC), "Regulatory Guide 1.102 - Flood Protection for Nuclear Power Plants", Revision 1, September 1976. | |||
NRC, 197Gb. U.S. Nuclear Regulatory Commission (NRC), "Supplement No.5 to the Safety Evaluation Report by the Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission in the Matter of Pacific Gas and Electric Company Diablo Canyon Nuclear Power 7-3 | |||
PG&E Letter DCL-16-016 Enclosure 1 Station, Units 1 and 2 Docket Nos. 50-275 and 50-323," Washington, D. C., September 10, 1976. | |||
NRC, 1977. United States Nuclear Regulatory Commission (NRC), "Design Basis Floods for Nuclear Power Plants," Regulatory Guide 1.59, Revision 2, Washington, D. C., August 1977. | |||
NRC, 1978a. United States Nuclear Regulatory Commission (NRC), "Standard Format and Content of Safety Analysis Reports for Nuclear Power Plants," Regulatory Guide 1.70, Revision 3, Washington, D.C., 1978. | |||
NRC, 1978b. United States Nuclear Regulatory Commission (NRC), " Supplement No. 8 to the Safety Evaluation Report for Pacific Gas and Electric Company Diablo Canyon Nuclear Power Plants, Units 1 and 2 (Docket Nos. 50-275 and 50-323)," Washington, D.C., November 15, 1978. | |||
NRC, 1984. United States Nuclear Regulatory Commission (NRC)," Supplement 17 to the Safety Evaluation Report for Pacific Gas and Electric Company's Application for licenses to operate Diablo Canyon Nuclear Power Plants, Units 1 and 2 (Docket Nos. 50-275 and 50-323)," | |||
Washington, D.C., February 1984. | |||
NRC, 1999. United States Nuclear Regulatory Commission (NRC), "Issuance of Amendments for Diablo Canyon Nuclear Power Plant, Unit No. 1 (TAC No. M97914) and Unit No.2 (TAC No. | |||
M97915)," Washington, D.C., March 26, 1999. | |||
NRC, 2007. United States Nuclear Regulatory Commission (NRC), "Standard Review Plan for the Review of Safety Analysis Reports for Nuclear Power Plants: LWR Edition," NUREG-0800, Washington, D.C., March, 2007. | |||
NRC, 2009. United States Nuclear Regulatory Commission (NRC), "Tsunami Hazard Assessment at Nuclear Power Plant Sites in the United States of America - Final Report," | |||
NUREG/CR-6966, PNNL-17397, Richland, WA, March 2009. | |||
NRC, 2011. United States Nuclear Regulatory Commission (NRC), "Design-Basis Flood Estimation for Site Characterization at Nuclear Power Plants in the United States of America," | |||
NUREG/CR-7046, Washington, D.C., November, 2011. | |||
NRC, 2012a. United States Nuclear Regulatory Commission, Letter to Licensees, "Request for Information Pursuant to Title 10 of the Code of Federal Regulations 50.54(f) Regarding Recommendations 2.1, 2.3, and 9.3 of the Near Term Task Force Review of Insights from the Fukushima Dai-ichi Accident." March 12, 2012. | |||
NRC, 2012b . .United States Nuclear Regulatory Commission (NRC), "Endorsement of Nuclear Energy Institute (NEI) 12-07, 'Guidelines for Performing Verification Walkdowns of Plant Flood Protection Features,"' May 31,2012. \ | |||
7-4 | |||
PG&E Letter DCL-16-016 Enclosure 1 NRC, 2012c. United States Nuclear Regulatory Commission (NRC), "Guidance for Performing the Integrated Assessment for External Flooding," Interim Staff Guidance, Revision 0. JLD-ISG-2012-05, November 30, 2012. | |||
NRC, 2013. United States Nuclear Regulatory Commission (NRC), "Guidance for Performing a Tsunami, Surge and Seiche Flooding Safety Analysis Revision 0," Japan Lessons-Learned Project Directorate Interim Staff Guidance, JLD-ISG-2012-06, January 4, 2013. | |||
NRC, 2014. United States Nuclear Regulatory Commission (NRC), "Diablo Canyon Power | |||
\ Plant- Staff Assessment of the Flooding Walkdown Report Supporting Implementation of Near-Term Task Force Recommendation 2.3 Related tot he Fukushima Dai-lchi Nuclear Power Plant Accident (TAC Nos. MF0221 and MF0222)," ADAMS Accession No. ML14136A194, June 23, 2014. | |||
NRC, 1994. National Research Council (NRC), "Estimating Bounds on Extreme Precipitation Events," National Academy Press, Washington, 1994. | |||
Okada, 1985. Okada, Y. "Surface deformation due to shear and tensile faults in a half-space." | |||
Bull. Seismological Soc. Amer., 75(4), 1135-1154. 1985. | |||
Petersen et al, 2008. Petersen, M. D., Frankel, A. D., Harmsen, S.C., Mueller, C. S., Haller, K. | |||
M., Wheeler, R. L., Wesson, R. L., Zeng, Y., Boyd, 0. S., Perkins, D. M., Luco, N., Field, E. H., | |||
Wills, C. J., and Rukstales, K. S. "Documentation for the 2008 Update of the United States National Seismic Hazard Maps." U.S. Geological Survey Open-File Report 2008-1128, 61. | |||
2008. | |||
PGE, 2012a. PG&E Letter DCL-12-059, "Pacific Gas and Electric Company's Response to NRC Request for Information Pursuant to 10 CFR 50.54(f) Regarding the Flooding Aspects of Recommendations 2.1 and 2.3 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident," June 7, 2012. | |||
PGE, 2012b. PG&E Letter DCL-12-114, "Final Response to Request for Information Pursuant to 10 CFR 50.54(f) Regarding Recommendation 2.3 Flooding," November 27, 2012. | |||
PGE, 2014. Pacific Gas and Electric Company (PG&E). "Central Coastal California Seismic Imaging Project Report." Available at Agencywide Documents Access and Management System (ADAMS) Accession Nos. ML14260A024 through ML14260A069. September 2014. | |||
PGE, 2015. Pacific Gas and Electric Company (PG&E), "Diablo Canyon Power Plant Units 1 and 2 Final Safety Analysis Report Update." Revision 22, Docket No. 50-275, 50-323, May 2015. | |||
Prochaska et al, 2008. Adam B Prochaska, Paul M. Santi, Jerry D. Higgins, Susan H. Cannon. | |||
"A study of methods to estimate debris flow velocity, Landslides," DOl 10.1007/s1 0346-008-0137-0 © Springer-Verlag 2008. | |||
Resio, 1982. Resio, D.T., "Report On Wave Climatology For Diablo Canyon, California" 1982. | |||
7-5 | |||
PG&E Letter DCL-16-016 Enclosure 1 Ross et al, 2013. Ross, S.L., Jones, L.M., Miller, Kevin, P., K.A., Wein, A., Wilson, Ri.l., | |||
Bahng, B., Barberopoulou, A., Borrero, J.C., Brosnan, D.M., Bwarie, J.T., Geist, E.L., Johnson, L.A., Kirby, S.H., Knight, W.R., Long, K., Lynett, P., Mortensen, C.E., Nicolsky, D.J., Perry, S.C., | |||
Plumlee, G.S., Real, C.R., Ryan, K., Suleimani, E., Thio, H., Titov, V.V., Whitmore, P.M. and Wood, N.J., SAFRR (Science Application for Risk Reduction) Tsunami Scenario-Executive Summary and | |||
== Introduction:== | == Introduction:== | ||
U.S. Geological Survey Open-File Report 2013-1170-A, in Ross, S.L., and Jones, L.M., eds., The SAFRR (Science Application for Risk Reduction) Tsunami Scenario: U.S. Geological Survey Open-File Report 2013-1170, 17 p., 2013. | |||
http:l/pubs.usgs.gov/of/2013/1170/a/ | |||
Shi et al, 2012. Shi, F., Kirby, J. T., Harris, J. C., Geiman, J.D., and Grilli, S. T., "A high-order adaptive time-stepping TVD solver for boussinesq modeling of breaking waves and coastal inundation." Ocean Modeling, 43-44, 36-51. 2012. | |||
Strange and Graham, 1982. Strange, R.R. and N. Graham, "A Hindcast of Severe Storm Waves at Diablo Canyon, California." 1982. | |||
Suito, 2009. Suito H., and Freymueller, J.. T .. "A viscoelastic and afterslip postseismic deformation model for the 1964 Alaska earthquake." J. Geophys. Res., 114(811404). 2009. | |||
Tappin et al, 2014. Tappin D. R., Grilli, S. T., Harris, J. C., Geller, R. G., Masterlark T., Kirby, J. | |||
T., Shi, F., Ma, G., Thingbaijam K. K. S, and Mai, P.M. "Did a submarine landslide contribute to the 2011 Tohoku tsunami?" Marine Geology. 2014. | |||
USACE, 1984. U.S. Army Corps of Engineers (USACE). "Drainage and Erosion Control Mobilization Construction." 1984. | |||
USACE, 1998. U.S. Army Corps of Engineers (USACE). "Engineering Manual EM-111 0-2-1406 Runoff from Snowmelt." 1998. | |||
USACE, 2008. U.S. Army Corps of Engineers (USACE). "Coastal Engineering Manual." EM-111 0-2-1100 (Part II). August 1, 2008 (Change 2). 2008. | |||
USACE, 201 Oa. U.S Army Corps of Engineers (USACE). "Hydrologic Modeling System, HEC-HMS Computer Software," Version 3.5. Hydrologic Engineering Center, Davis, CA. 2010. | |||
USACE, 201 Ob. U.S Army Corps of Engineers (USACE). "River Analysis System, HEC-RAS Computer Software," Version 4.1.0. Hydrologic Engineering Center, Davis, CA. 2010. | |||
USBR, 1992. U.S. Bureau of Reclamation (USSR). "Flood Hydrology Manual," Water Resource Technical Publication. Denver, CO. 1992. | |||
USGS, 2013a. U.S. Geological Survey (USGS). "USGS Surface-Water Data for California," | |||
Website, http://waterdata.usgs.gov/ca/nwis/sw accessed January/February 2013. | |||
USGS, 2013b. U.S. Geological Survey (USGS)/California Geological Survey (CGS). "The Search for Geologic Evidence of Distant-Source Tsunamis Using New Field Data in California." | |||
Open-File Report 2013-1170-C. California Geological Survey Special Report 229. 2013. | |||
http://pubs.usgs.gov/of/2013/1170/c/pdf/ofr2013-1170c.pdf 7-6 | |||
PG&E Letter DCL-16-016 Enclosure 1 Uslu, 2008. Uslu, B. "Deterministic and Probabilistic tsunami studies in California from near and farfield sources," PhD Dissertation, USC. ProQuest. 2008. | |||
Whitmore, 2013. Whitmore P., Bohyun-Bahng B., and Knight, W. "Effects of subfault discretization and horizontal displacement on tsunami generation." S. L. Ross and L. M., Jones eds. Tsunami Scenario: U.S. Geological Survey Open-File Report 2013. Chp D. 2013. | |||
http://pubs. usgs.gov/of/2013/1170/b/. | |||
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Wills, 2007. Wills, C. J., II, R. W., and Bryant, W. A. "California fault parameters for the national seismic hazard maps and working group on California earthquake probabilities. US Geological Survey Open File Report. 2007. | |||
7-7 | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-1 Diablo Creek Location Used in Storm Calculations Elevation Used 100 feet Latitude Longitude Location Used 35.211 120.855 Table 3-2 Storms Used in the Diablo Creek Site-Specific PMP Calculation Maximum OCPP | |||
~ !I - 1-hmrr Total Adjustment DCPP 1-hour S t11tion Name L at Lon Year ~'\>.fon Dn Rlrin.fill factor:. LIP OAKL.A..t | |||
-- | |||
~"D SOUTH | |||
--- | |||
CA .37.7830 -!22.1.51Jl) 1999 u 19 326 13& 450 BEl AIR HOTEL CA 34.03.60 -US.4550 198.3 3.0(1 1.40 420 OC:EA..."NSIDE CA 3.32560 -H l J2(}() 199'3 16 2.95 13!! 4.1>0 LAGUNA | |||
- - - -BEACH --- _ ,_ CA 33.55!0 -R l7.SO!J.Qo 199'7 [2 *5 250 1.47 3.6S WHE.ELER GORGE - - - CA 3436?0 | |||
------------ | |||
-H 9_333() 199'2. 2 l2 2.32 1A3 3.32 | |||
.--2~15 | |||
-*~- ---~-- | |||
S.;.\J."'f rvLA.RCOS IROlJT | |||
- --- - - *- ----- | |||
CA 34..118.30 -! !9.3000 199'5 ! 'lt lAB 3.18 DOlTI..TON TIJN~U CA 34-4650 -11'9:708() 1973 2 11 2.25 L35 3.04 ST.'\..!'4"DWOOD FIRE STATION CA 34.4!50.0 -H9.6S30 | |||
- ---. | |||
198.3 9 29 1.4Q 1.19' 1S6 BOUIDER CREEK CA J7J)9'l6 ... n22.1us. 1955 !2 | |||
... | |||
:2~ 2.20 1..29' 2.S..t | |||
~q!QQ~!!_ CA .3-4534-0 -DO.l730 10()!2 12 20 1.09 1.14 2.5'9 GONZ.AI.ES. CA 3,6_5150 -li2U10() 199'4 H 10 2.09 1.16 2.42 SIGNAL HTI.l. CA 33J:&ao -HS.1657 199'5 4! 2.00 L19 2.3& | |||
CANYON~ CA 34.08.32 -tt t S.S418 194.3 21 1.96 1..21 2.37 ARROYOSECO CA 3*63590 -Dl.29Q:() 19.9'3 H 11 2.01 L06 2..13 Rainfall and LIP values are in inches. | |||
Table 3-3 Site-Specific LIP for Various Durations at the DCPP Power Block Duration (hours) DCPP LIP (inches) 0 0 0.2.5 2..5 0.5 3.6 | |||
~ 0.75 4.1 1-hourr 4.5 2-hour 5-.1 3-hour 5..4 4-hour 5.6 5-hour 5.8 6-hour 5-.9 | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-4 Temporal Distributions of 15-Minute Incremental Point PMP at DCPP Site Front End One-TI1urd Center Two-1ihErd End Peaking Peaking Pealdng Peaking Pea:ki11g Duration ILIP* pup~ .. IUP IUP IUP ItiP (hours) (inl (in) | |||
PUP (in) PUP (in} | |||
PUP (f; n) Plll?' | |||
0.000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.25{) 2.475 0.423 0.043 0.007 0.026 0.005 0.006 o.oo*r, 0.006 0.001 0.500 3.555 0.608 0.093 0.016 0.054 0.009 0.032 0.006 0.032 0.006 | |||
.750 4.095 0.700 0."173 0.030 0.084 0.0'14 0.059 o.o*to 0.059 0.0 '10 | |||
*t ooo 4.500 0 .769 0.269 0.046 o_*]18 0.020 0.036 0.0"15 O.OBG 0.015 | |||
'L250 4.6B3 0.80"1 0.422 0.072 0_.161 0.028 0.115 0.020 0:1 15 0.020 "l 500 4 ..1341 0.828 0.605 o.*to3 0.2*H 0.036 0. 146 0.025 0.146 0.025 | |||
*t750 4 .994 0.854 1."145 0.196 0.29"] 0.050 0.177 0.030 o.1n 0.030 2.000 5.130 0.877 3.620 0:.619 0.387 0.066 0.211 0.036 0.2"11 0.036, 2.250 5.226 0.8931 4.700 0.803 0.540 0.092 0.254 0.043 0.246 0.042 2.500 5.318 0.909 5.105 0.873 0.723 0.124 0.304 0.052 0.289 0.049 2.750 5..3'97 0.923 5.263 0.900 1.263 0.216 0.384 OJJ66 0.335 0.057 3.000 5.465 0.934 5.399 0.923 3:738 0.639 0.480 0.082 0.385 0.066 3.250 5.5*15 0.943 5.49'1 0.939 4.818 0.824 0.633 0."]08 0.453 0.077 3.500 5.561 0.951 5.558 0.950 5.223 0.893 0.816 0.139 0.532 0.09'1 3.750 5.604 0.95B 5.604 0.958 5.381 0 ..920 1.356 0.232 0.624 0.107 4.000 5.639 0.964 5.639 0.964 5,5"17 0.943 3.B31 0.655 0.720 0.123 4.250 5.673 0.970 5.673 0.970 5.608 0.959 4.911 0.839 0.856 0 .'146 4.500 5.704 0.975 5.704 0.975 5.676 0.970 5.316 0.909 t009 0. '1 72 4.750 5.735 0 .980 5.735 0.980 5.721 0.978 5.474 0.936 1.167 0.199 5.000 5.764 0 .985 5.764 0.985 5.757 0.984 5.6-10 0 . 959 '1.350 0.231 5.250 5.791 0.990 5.79'1 0.990 5.789 0.989 5.701 0.975 1.755 0.300 5.500 5.B18 0.994 5.818- 0.994 5.817 0.994 5.769 0.986 2.295 0.392 5.750 5.844 0.999 5.844 0.999 5.844 0.999 5.814 0.994 3.375 0.5'7 7 6.000 5.900 1.000 5.900 '1.000 5.900 '1.000 5.900 '1 .000 5.900 1.000 il IUP = cumulative UIP;- PUP= Portion of cumulative UP | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-5 Maximum LIP Flooding Parameters near the Doors and Areas to the West of the Turbine and Buttress Buildings MaxWD Door MaxWD Correlated Grid Max above Threshold above Door Flood Buttress Door/Unit Elevation WSE grid 1 No 2 Elevation Grid No Threshold Duration Building No (ft PG&E surface 2 (hours) | |||
Area (ft PG&E Datum) (ft PG&E (ft) (ft) | |||
Datum) Datum) 0 1 2 3 4 5 6 7 (8) =(6) - (3) 9 Turbine Building Unit 1: North 1 A1 .1 86.8 1034 86 .58 86 .79 0.21 -0.01 0 A1 2 A1.2 86.8 1033 86.56 86.77 0.21 -0.03 0 3 A2 .1 86.5 1181 86.48 86.73 0.25 0.23 7.60 A2 4 8U101 86.5 877 86.48 86.58 0.10 0.08 6.90 5 8U102 86.5 1174 86.47 86 .67 0.20 0.17 3.30 6 8U103 86 .5 2106 86.45 86.64 0.19 0.14 0.55 7 A3.1 86.5 1326 86.45 86 .71 0.26 0.21 2.75 A3 8 A3.2 86.5 1633 86.47 86 .71 0.24 0.21 3.05 9 A3.3 86.5 2268 86.45 86 .62 0.17 0.12 0.45 10 8U104/5 86 .5 2600 86.47 86.66 0.19 0.16 3.20 11 101-1 86.8 1975 86.78 87.02 0.24 0.22 7.05 12 102-1 86.8 1655 86.73 87 .00 0.27 0.20 0.60 N/A 13 119-1 86.8 3507 86 .78 87.24 0.46 0.44 6.65 14 122-1 86.8 4238 86.77 87.43 0.66 0.63 5.10 15 C1 .1 86 .8 2944 86 .77 86 .93 0.16 0.13 4.50 c 16 129 86 .8 3118 86 .78 86.92 0.14 0.12 6.80 17 130 86 .8 3117 86 .77 86.86 0.09 0.06 2.95 Turbine Building Unit 2: South c 18 C1 .2 86.8 3469 86.77 87.04 0.27 0.24 5.30 19 8U101-2 86.7 3112 86.47 86.68 0.21 -0.02 0 20 8U1 02-2 86.65 3108 86.58 86.65 0.07 0.00 0 83 21 8U103-2 86.5 3101 86.36 86.42 0.06 -0.08 0 22 8U104-2 86.5 3454 86.36 86.46 0.10 -0 .04 0 23 8U108-2 86.5 4570 86.47 86.64 0.17 0.14 3.80 24 8U105-2 86.5 4760 86.48 86.62 0.14 0.12 6.40 82 25 8U106-2 86 .7 5350 86.64 86.86 0.22 0.16 2.85 26 82.1 86.8 5550 86.77 86 .91 0.14 0.11 3.20 27 81.1 86.8 5749 86.76 86 .87 0.11 0.07 0.35 81 28 81.2 86 .8 5950 86 .79 86 .93 0.14 0.13 7.35 29 101-2 86 .8 7412 86.77 87.12 0.35 0.32 4.35 30 102-2 86.8 7198 86 .78 87.12 0.34 0.32 6.75 N/A 31 119-2 86 .8 8287 86.78 87.23 0.45 0.43 7.05 32 122-2 86 .8 7431 86.78 87.31 0.53 0.51 6.55 | |||
PG&E Letter DCL-16-016 Enclosure 1 MaxWD Door MaxWD Correlated Grid Max above Threshold above Door Flood Buttress Door/Unit Elevation WSE grid No 2 Elevation Grid No Threshold 1 Duration Building No (ft PG&E surface 2 (hours) | |||
Area (ft PG&E Datum) (ft PG&E (ft) (ft) | |||
Datum) Datum) 0 1 2 3 4 5 6 7 (8) =(6) - (3) 9 Unit 1 -Auxiliary Building Area (Ventilation Building) 33 192-1 86.8 5003 86 .78 87.48 0.70 0.68 6.95 N/A 34 191-1 86.8 7054 86.79 87.36 0.57 0.56 6.75 35 194-1 86 .8 6425 86 .77 87.35 0.58 0.55 5.20 Unit 2 -Auxiliary Building Area (Ventilation Building) 36 192-2 86 .8 7223 86.79 87.39 0.60 0.59 6.85 191-2 N/A 37 86.8 11520 86.78 87.28 0.50 0.48 6.45 191A-2 38 194-2 86.8 10338 86.73 87.26 0.53 0.46 1.30 Fuel Handling Building (East of Unit 1) 39 363-1 116.8 8566 116.78 116.90 0.12 0.10 6.50 40 361-1 116.8 9681 116.78 117.19 0.41 0.39 6.00 N/A 41 360-1 116.8 9680 116.79 117.19 0.40 0.39 7.20 42 355-1 116.8 10367 116.76 117.25 0.49 0.45 3.80 43 354-1 116.8 10599 116.79 117.25 0.46 0.45 7.05 Fuel Handling Building (East of Unit 2) 44 360-2 116.8 11300 116.75 117.26 0.51 0.46 5.65 N/A 45 361-2 116.8 11536 116.76 117.26 0.50 0.46 5.30 | |||
[0.04] [0.02] | |||
46 363-2 116.8 12486 116.78 116.82 6.40 0.05** 0.05** | |||
: 1. Negative value reflects no Ll P exceed a nee near the doors or areas | |||
: 2. Door/Unit Nos. are shown in Figures 3-2a and 3-2b. | |||
** Minimum ponding depth taken as 0.05 feet. | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-6 Hydrodynamic and Total Associated Effects Resulting from LIP Flood Event 3 | |||
Velocity Total Head 1 No. Door/Unit No2 Grid Cell No Flow Depth (ft) Force {lb/ft) | |||
Magnitude {ft/s) {ft) | |||
Turbine Building Unit 1: North 1 A1 .1 1034 0.00 0.00 1.00 0 2 A1 .2 1033 0.00 0.00 1.00 0 3 A2 .1 1181 0.22 0.55 1.23 9 4 BU101 877 0.08 0.23 1.08 3 5 BU102 1174 0.17 0.35 1.17 6 6 BU103 2106 0.14 0.21 1.14 5 7 A3.1 1326 0.21 0.19 1.21 8 8 A3.2 1633 0.20 0.09 1.20 8 9 A3.3 2268 0.12 0.10 1.12 4 10 BU104/5 2600 0.16 0.26 1.16 6 11 101-1 1975 0.20 0.41 1.21 8 12 102-1 1655 0.19 0.23 1.19 7 13 119-1 3507 0.42 0.25 1.43 19 14 122-1 4238 0.60 0.00 1.60 30 15 C1.1 2944 0.13 0.26 1.13 5 16 129 3118 0.12 0.35 1.12 4 17 130 3117 0.06 0.21 1.06 2 Turbine Building Unit 2: South 18 C1.2 3469 0.24 0.64 1.25 9 19 BU101-2 3112 0.00 0.00 1.00 0 20 BU102-2 3108 0.00 0.00 1.00 0 21 BU103-2 3101 0.00 0.00 1.00 0 22 BU104-2 3454 0.00 0.00 1.00 0 23 BU108-2 4570 0.13 0.15 1.13 5 24 BU105-2 4760 0.12 0.33 1.12 4 25 BU106-2 5350 0.16 0.52 1.16 6 26 B2.1 5550 0.10 0.31 1.11 4 27 B1 .1 5749 0.07 0.11 1.07 2 28 B1.2 5950 0.13 0.19 1.13 5 29 101-2 7412 0.31 0.24 1.31 13 30 102-2 7198 0.31 0.23 1.31 13 31 119-2 8287 0.42 0.28 1.42 19 32 122-2 7431 0.51 0.33 1.51 24 | |||
PG&E Letter DCL-16-016 Enclosure 1 3 | |||
2 Velocity Total Head 1 No. Door/Unit No Grid Cell No Flow Depth (ft) Force (lb/ft) | |||
Magnitude (ft/s) (ft) | |||
Unit 1 -Auxiliary Building Area (Ventilation Building) 33 192-1 5003 0.67 0.13 1.67 35 34 191-1 7054 0.55 0.06 1.55 27 35 194-1 6425 0.53 0.12 1.53 25 Unit 2 -Auxiliary Building Area (Ventilation Building) 36 192-2 7223 0.59 0.22 1.59 29 191-2 37 11520 0.47 0.20 1.47 21 191A-2 38 194-2 10338 0.45 0.07 1.45 20 Fuel Handling Building (East of Unit 1) 39 363-1 8566 0.10 0.24 1.10 3 40 361-1 9681 0.39 0.00 1.39 17 41 360-1 9680 0.39 0.15 1.39 17 42 355-1 10367 0.45 0.09 1.45 20 43 354-1 10599 0.45 0.10 1.45 20 Fuel Handling Building (East of Unit 2) 44 360-2 11300 0.45 0.06 1.45 20 45 361-2 11536 0.45 0.28 1.46 21 46 363-2 12486 0.02 0.00 1.02 1 | |||
: 1. Total force (force per linear foot length) is rounded to the nearest whole number. | |||
: 2. Door/Unit Nos. are shown in Figures 3-2a and 3-2b. | |||
: 3. Per American Society of Civil Engineers 7-10, the static water level should be increased by 1 ft. However, if no flow depth or velocity is present, total force= 0 lb/ft. | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-7 GEV Fitted Precipitation Estimates and 90%, Cl at DCPP Site 1,000,000 Years Return Period Lower 90% Cl Lower Limit 2.84 inches Upper 90%, Cl Lower Limit 3.60 inches Mean Precipitation 3.17 inches | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 1 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 0 0.0000 0.0000 0.0000 0.0000 0.0000 0.25 0.6551 0.0711 0.0199 0.0192 0.0192 0.5 0.6174 0.0719 0.0212 0.0199 0.0199 0.75 0.5812 0.0727 0.0225 0.0205 0.0205 1 0.5464 0.0735 0.0238 0.0212 0.0212 1.25 0.3187 0.0742 0.0251 0.0219 0.0219 1.5 0.3157 0.0749 0.0264 0.0225 0.0225 1.75 0.3127 0.0757 0.0277 0.0232 0.0232 2 0.3097 0.0764 0.0290 0.0238 0.0238 2.25 0.3068 0.0771 0.0302 0.0245 0.0245 2.5 0.3038 0.0778 0.0315 0.0251 0.0251 2.75 0.3007 0.0785 0.0327 0.0258 0.0258 3 0.2977 0.0792 0.0339 0.0264 0.0264 3.25 0.2947 0.0798 0.0351 0.0271 0.0271 3.5 0.2917 0.0805 0.0363 0.0277 0.0277 3.75 0.2886 0.0811 0.0375 0.0283 0.0283 4 0.2856 0.0818 0.0387 0.0290 0.0290 4.25 0.2825 0.0824 0.0399 0.0296 0.0296 4.5 0.2794 0.0830 0.0410 0.0302 0.0302 4.75 0.2764 0.0836 0.0422 0.0309 0.0309 5 0.2733 0.0842 0.0433 0.0315 0.0315 5.25 0.2702 0.0847 0.0444 0.0321 0.0321 5.5 0.2671 0.0853 0.0455 0.0327 0.0327 5.75 0.2640 0.0858 0.0466 0.0333 0.0333 6 0.2608 0.0864 0.0477 0.0339 0.0339 6.25 0.2577 0.0869 0.0488 0.0345 0.0345 6.5 0.2546 0.0874 0.0498 0.0351 0.0351 6.75 0.2514 0.0879 0.0509 0.0357 0.0357 7 0.2482 0.0884 0.0519 0.0363 0.0363 7.25 0.2451 0.0889 0.0530 0.0369 0.0369 7.5 0.2419 0.0894 0.0540 0.0375 0.0375 7.75 0.2387 0.0898 0.0550 0.0381 0.0381 8 0.2355 0.0903 0.0560 0.0387 0.0387 8.25 0.2323 0.0907 0.0570 0.0393 0.0393 8.5 0.2291 0.0911 0.0579 0.0399 0.0399 8.75 0.2259 0.0915 0.0589 0.0404 0.0404 9 0.2227 0.0919 0.0598 0.0410 0.0410 9.25 0.2194 0.0923 0.0608 0.0416 0.0416 9.5 0.2162 0.0927 0.0617 0.0422 0.0422 9.75 0.2129 0.0931 0.0626 0.0427 0.0427 10 0.2097 0.0934 0.0635 0.0433 0.0433 10.25 0.2064 0.0938 0.0644 0.0439 0.0439 10.5 0.2031 0.0941 0.0653 0.0444 0.0444 | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 2 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 10.75 0.1998 0.0944 0.0661 0.0450 0.0450 11 0.1965 0.0947 0.0670 0.0455 0.0455 11.25 0.1932 0.0950 0.0679 0.0461 0.0461 11.5 0.1899 0.0953 0.0687 0.0466 0.0466 11.75 0.1866 0.0956 0.0695 0.0472 0.0472 12 0.1832 0.0959 0.0703 0.0477 0.0477 12.25 0.0988 0.0961 0.0711 0.0482 0.0482 12.5 0.0988 0.0964 0.0719 0.0488 0.0488 12.75 0.0988 0.0966 0.0727 0.0493 0.0493 13 0.0988 0.0968 0.0735 0.0498 0.0498 13.25 0.0988 0.0970 0.0742 0.0504 0.0504 13.5 0.0988 0.0972 0.0749 0.0509 0.0509 13.75 0.0988 0.0974 0.0757 0.0514 0.0514 14 0.0988 0.0976 0.0764 0.0519 0.0519 14.25 0.0988 0.0977 0.0771 0.0524 0.0524 14.5 0.0988 0.0979 0.0778 0.0530 0.0530 14.75 0.0987 0.0980 0.0785 0.0535 0.0535 15 0.0987 0.0982 0.0792 0.0540 0.0540 15.25 0.0987 0.0983 0.0798 0.0545 0.0545 15.5 0.0987 0.0984 0.0805 0.0550 0.0550 15.75 0.0986 0.0985 0.0811 0.0555 0.0555 16 0.0986 0.0986 0.0818 0.0560 0.0560 16.25 0.0986 0.0986 ' 0.0824 0.0565 0.0565 16.5 0.0985 0.0987 0.0830 0.0570 0.0570 16.75 0.0985 0.0987 0.0836 0.0574 0.0574 17 0.0984 0.0988 0.0842 0.0579 0.0579 17.25 0.0984 0.0988 0.0847 0.0584 0.0584 17.5 0.0983 0.0988 0.0853 0.0589 0.0589 17.75 0.0983 0.0988 0.0858 0.0594 0.0594 18 0.0982 0.0988 0.0864 0.0598 0.0598 18.25 0.0982 0.1866 0.0869 0.0603 0.0603 18.5 0.0981 0.1932 0.0874 0.0608 0.0608 18.75 0.0980 0.1998 0.0879 0.0612 0.0612 19 0.0980 0.2064 0.0884 0.0617 0.0617 19.25 0.0979 0.2129 0.0889 I 0.0622 0.0622 19.5 0.0978 0.2194 0.0894 0.0626 0.0626 19.75 0.0977 0.2259 0.0898 0.0631 0.0631 20 0.0977 0.2323 0.0903 0.0635 0.0635 20.25 0.0976 0.2387 0.0907 0.0640 0.0640 20.5 0.0975 0.2451 0.0911 0.0644 0.0644 20.75 0.0974 0.2514 0.0915 0.0648 0.0648 21 0.0973 0.2577 0.0919 0.0653 0.0653 21.25 0.0972 0.2640 0.0923 0.0657 0.0657 | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 3 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 21.5 0.0971 0.2702 0.0927 0.0661 0.0661 21.75 0.0970 0.2764 0.0931 0.0666 0.0666 22 0.0969 0.2825 0.0934 0.0670 0.0670 22.25 0.0968 0.2886 0.0938 0.0674 0.0674 22.5 0.0967 0.2947 0.0941 0.0679 0.0679 22.75 0.0966 0.3007 0.0944 0.0683 0.0683 23 0.0965 0.3068 0.0947 0.0687 0.0687 23 .25 0.0964 0.3127 0.0950 0.0691 0.0691 23.5 0.0962 0.3187 0.0953 0.0695 0.0695 23.75 0.0961 0.5812 0.0956 0.0699 0.0699 24 0.0960 0.6551 0.0959 0.0703 0.0703 24.25 0.0959 0.6174 0.0961 0.0711 0.0707 24.5 0.0957 0.5464 0.0964 0.0719 0.0711 24.75 0.0956 0.3157 0.0966 0.0727 0.0715 25 0.0955 0.3097 0.0968 0.0735 0.0719 25.25 0.0953 0.3038 0.0970 0.0742 0.0723 25.5 0.0952 0.2977 0.0972 0.0749 0.0727 25.75 0.0950 0.2917 0.0974 0.0757 0.0731 26 0.0949 0.2856 0.0976 0.0764 0.0735 26.25 0.0947 0.2794 0.0977 0.0771 0.0738 26.5 0.0946 0.2733 0.0979 0.0778 0.0742 26.75 0.0944 0.2671 0.0980 0.0785 0.0746 27 0.0943 0.2608 0.0982 0.0792 0.0749 27.25 0.0941 0.2546 0.0983 0.0798 0.0753 27.5 0.0939 0.2482 0.0984 0.0805 0.0757 27.75 0.0938 0.2419 0.0985 0.0811 0.0760 28 0.0936 0.2355 0.0986 0.0818 0.0764 28.25 0.0934 0.2291 0.0986 0.0824 0.0768 28.5 0.0933 0.2227 0.0987 0.0830 0.0771 28.75 0.0931 0.2162 0.0987 0.0836 0.0775 29 0.0929 0.2097 0.0988 0.0842 0.0778 29.25 0.0927 0.2031 0.0988 0.0847 0.0782 29.5 0.0925 0.1965 0.0988 0.0853 0.0785 29.75 0.0923 0.1899 0.0988 0.0858 0.0788 30 0.0921 0.1832 0.0988 0.0864 0.0792 30.25 0.0919 0.0988 0.1866 0.0869 0.0795 30.5 0.0917 0.0988 0.1932 0.0874 0.0798 30.75 0.0915 0.0988 0.1998 0.0879 0.0802 31 0.0913 0.0988 0.2064 0.0884 0.0805 31.25 0.0911 0.0988 0.2129 0.0889 0.0808 31.5 0.0909 0.0987 0.2194 0.0894 0.0811 31.75 0.0907 0.0987 0.2259 0.0898 0.0814 32 0.0905 0.0986 0.2323 0.0903 0.0818 | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 4 of 7) Enclosure 1 15-Minute Incremental General Storm P:tvfP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 32.25 0.0903 0.0985 0.2387 0.0907 0.0821 32.5 0.0900 0.0984 0.2451 0.0911 0.0824 32.75 0.0898 0.0983 0.2514 0.0915 0.0827 33 0.0896 0.0982 0.2577 0.0919 0.0830 33.25 0.0894 0.0981 0.2640 0.0923 0.0833 33.5 0.0891 0.0980 0.2702 0.0927 0.0836 33.75 0.0889 0.0978 0.2764 0.0931 0.0839 34 0.0887 0.0977 0.2825 0.0934 0.0842 34.25 0.0884 0.0975 0.2886 0.0938 0.0844 34.5 0.0882 0.0973 0.2947 0.0941 0.0847 34.75 0.0879 0.0971 0.3007 0.0944 0.0850 35 0.0877 0.0969 0.3068 0.0947 0.0853 35.25 0.0874 0.0967 0.3127 0.0950 0.0856 35.5 0.0872 0,0965 0.3187 0.0953 0.0858 35.75 0.0869 0.0962 0.5812 0.0956 0.0861 36 0.0866 0.0960 0.6551 0.0959 0.0864 36.25 0.0864 0.0957 0.6174 0.0961 0.0866 36.5 0.0861 0.0955 0.5464 0.0964 0.0869 36.75 0.0858 0.0952 0.3157 0.0966 0.0872 37 0.0856 0.0949 0.3097 0.0968 0.0874 37.25 0.0853 0.0946 0.3038 0.0970 0.0877 37.5 0.0850 0.0943 0.2977 0.0972 0.0879 37.75 0.0847 0.0939 0.2917 0.0974 0.0882 38 0.0844 0.0936 0.2856 0.0976 0.0884 38.25 0.0842 0.0933 0.2794 0.0977 0.0887 38.5 0.0839 0.0929 0.2733 0.0979 0.0889 38.75 0.0836 0.0925 0.2671 0.0980 0.0891 39 0.0833 0.0921 0.2608 0.0982 0.0894 39.25 0.0830 0.0917 0.2546 0.0983 0.0896 39.5 0.0827 0.0913 0.2482 0.0984 0.0898 39.75 0.0824 0.0909 0.2419 0.0985 0.0900 40 0.0821 0.0905 0.2355 0.0986 0.0903 40.25 0.0818 0.0900 0.2291 0.0986 0.0905 40.5 0.0814 0.0896 0.2227 0.0987 0.0907 40.75 0.0811 0.0891 0.2162 0.0987 0.0909 41 0.0808 0.0887 0.2097 0.0988 0.0911 41.25 0.0805 0.0882 0.2031 0.0988 0.0913 41.5 0.0802 0.0877 0.1965 0.0988 0.0915 41.75 0.0798 0.0872 0.1899 0.0988 0.0917 42 0.0795 0.0866 0.1832 0.0988 0.0919 42.25 0.0792 0.0861 0.0988 0.1866 0.0921 42 .5 0.0788 0.0856 0.0988 0.1932 0.0923 42.75 0.0785 0.0850 0.0988 0.1998 0.0925 | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 5 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 43 0.0782 0.0844 . 0.0988 0.2064 0.0927 43.25 0.0778 0.0839 0.0988 0.2129 0.0929 43.5 0.0775 0.0833 0.0987 0.2194 0.0931 43.75 0.0771 0.0827 0.0987 0.2259 0.0933 44 0.0768 0.0821 0.0986 0.2323 0.0934 44.25 0.0764 0.0814 0.0985 0.2387 0.0936 44.5 0.0760 0.0808 0.0984 0.2451 0.0938 44.75 0.0757 0.0802 0.0983 0.2514 0.0939 45 0.0753 0.0795 0.0982 0.2577 0.0941 45.25 0.0749 0.0788 0.0981 0.2640 0.0943 45.5 0.0746 0.0782 0.0980 0.2702 0.0944 45.75 0.0742 0.0775 0.0978 0.2764 0.0946 46 0.0738 0.0768 0.0977 0.2825 0.0947 46.25 0.0735 0.0760 0.0975 0.2886 0.0949 46.5 0.0731 0.0753 0.0973 0.2947 0.0950 46.75 0.0727 0.0746 0.0971 0.3007 0.0952 47 0.0723 0.0738 0.0969 0.3068 0.0953 47.25 0.0719 0.0731 0.0967 0.3127 0.0955 47.5 0.0715 0.0723 0.0965 0.3187 0.0956 47.75 0.0711 0.0715 0.0962 0.5812 0.0957 48 0.0707 0.0707 0.0960 0.6551 0.0959 48 .25 0.0703 0.0703 0.0957 0.6174 0.0960 48.5 0.0699 0.0699 0.0955 0.5464 0.0961 48.75 0.0695 0.0695 0.0952 0.3157 0.0962 49 0.0691 0.0691 0.0949 0.3097 0.0964 49.25 0.0687 0.0687 0.0946 0.3038 0.0965 49.5 0.0683 0.0683 0.0943 0.2977 0.0966 49.75 0.0679 0.0679 0.0939 0.2917 0.0967 50 0.0674 0.0674 0.0936 0.2856 0.0968 50.25 0.0670 0.0670 0.0933 0.2794 0.0969 50.5 0.0666 0.0666 0.0929 0.2733 0.0970 50.75 0.0661 0.0661 0.0925 0.2671 0.0971 51 0.0657 0.0657 0.0921 0.2608 0.0972 51.25 0.0653 0.0653 0.0917 0.2546 0.0973 51.5 0.0648 0.0648 0.0913 0.2482 0.0974 51.75 0.0644 0.0644 0.0909 0.2419 0.0975 52 0.0640 0.0640 0.0905 0.2355 0.0976 52 .25 0.0635 0.0635 0.0900 0.2291 0.0977 52.5 0.0631 0.0631 0.0896 0.2227 0.0977 52.75 0.0626 0.0626 0.0891 0.2162 0.0978 53 0.0622 0.0622 0.0887 0.2097 0.0979 53.25 0.0617 0.0617 0.0882 0.2031 0.0980 53.5 0.0612 0.0612 0.0877 0.1965 0.0980 | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 6 of 7) Enclosure 1 15-M:inute Incremental General Storm Pl\IIP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 53.75 0.0608 0.0608 0.0872 0.1899 0.0981 54 0.0603 0.0603 0.0866 0.1832 0.0982 54.25 0.0598 0.0598 0.0861 0.0988 0.0982 54.5 0.0594 0.0594 0.0856 0.0988 0.0983 54.75 0.0589 0.0589 0.0850 0.0988 0.0983 55 0.0584 0.0584 0.0844 0.0988 0.0984 55.25 0.0579 0.0579 0.0839 0.0988 0.0984 55.5 0.0574 0.0574 0.0833 0.0987 0.0985 55.75 0.0570 0.0570 0.0827 0.0987 0.0985 56 0.0565 0.0565 0.0821 0.0986 0.0986 56.25 0.0560 0.0560 0.0814 0.0985 0.0986 56.5 0.0555 0.0555 0.0808 0.0984 0.0986 56.75 0.0550 0.0550 0.0802 0.0983 0.0987 57 0.0545 0.0545 0.0795 0.0982 0.0987 57.25 0.0540 0.0540 0.0788 0.0981 0.0987 57.5 0.0535 0.0535 0.0782 0.0980 0.0987 57.75 0.0530 0.0530 0.0775 0.0978 0.0988 58 0.0524 0.0524 0.0768 0.0977 0.0988 58.25 0.0519 0.0519 0.0760 0.0975 0.0988 58.5 0.0514 0.0514 0.0753 0.0973 0.0988 58 .75 0.0509 0.0509 0.0746 0.0971 0.0988 59 0.0504 0.0504 0.0738 0.0969 0.0988 59.25 0.0498 0.0498 0.0731 0.0967 0.0988 59.5 0.0493 0.0493 0.0723 0.0965 0.0988 59.75 0.0488 0.0488 0.0715 0.0962 0.0988 60 0.0482 0.0482 0.0707 0.0960 0.0988 60.25 0.0477 0.0477 0.0699 0.0957 0.1832 60.5 0.0472 0.0472 0.0691 0.0955 0.1866 60.75 0.0466 0.0466 0.0683 0.0952 0.1899 61 0.0461 0.0461 0.0674 0.0949 0.1932 61 .25 0.0455 0.0455 0.0666 0.0946 0.1965 61.5 0.0450 0.0450 0.0657 0.0943 0.1998 61.75 0.0444 0.0444 0.0648 0.0939 0.2031 62 0.0439 0.0439 0.0640 0.0936 0.2064 62.25 0.0433 0.0433 0.0631 0.0933 0.2097 62.5 0.0427 0.0427 0.0622 0.0929 0.2129 62.75 0.0422 0.0422 0.0612 0.0925 0.2162 63 0.0416 0.0416 0.0603 0.0921 0.2194 63.25 0.0410 0.0410 0.0594 0.0917 0.2227 63.5 0.0404 0.0404 0.0584 0.0913 0.2259 63 .75 0.0399 0.0399 0.0574 0.0909 0.2291 64 0.0393 0.0393 0.0565 0.0905 0.2323 64.25 0.0387 0.0387 0.0555 0.0900 0.2355 | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 7 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 64.5 0.0381 0.0381 0.0545 0.0896 0.2387 64.75 0.0375 0.0375 0.0535 0.0891 0.2419 65 0.0369 0.0369 0.0524 0.0887 0.2451 65.25 0.0363 0.0363 0.0514 0.0882 0.2482 65.5 0.0357 0.0357 0.0504 0.0877 0.2514 65.75 0.0351 0.0351 0.0493 0.0872 0.2546 66 0.0345 0.0345 0.0482 0.0866 0.2577 66.25 0.0339 0.0339 0.0472 0.0861 0.2608 66.5 0.0333 0.0333 0.0461 0.0856 0.2640 66.75 0.0327 0.0327 0.0450 0.0850 0.2671 67 0.0321 0.0321 0.0439 0.0844 0.2702 67.25 0.0315 0.0315 0.0427 0.0839 0.2733 67.5 0.0309 0.0309 0.0416 0.0833 0.2764 67.75 0.0302 0.0302 0.0404 0.0827 0.2794 68 0.0296 0.0296 0.0393 0.0821 0.2825 68.25 0.0290 0.0290 0.0381 0.0814 0.2856 68.5 0.0283 0.0283 0.0369 0.0808 0.2886 68.75 0.0277 0.0277 0.0357 0.0802 0.2917 69 0.0271 0.0271 0.0345 0.0795 0.2947 69.25 0.0264 0.0264 0.0333 0.0788 0.2977 69.5 0.0258 0.0258 0.0321 0.0782 0.3007 69.75 0.0251 0.0251 0.0309 0.0775 0.3038 70 0.0245 0.0245 0.0296 0.0768 0.3068 70.25 0.0238 0.0238 0.0283 0.0760 0.3097 70.5 0.0232 0.0232 0.0271 0.0753 0.3127 70.75 0.0225 0.0225 0.0258 0.0746 0.3157 71 0.0219 0.0219 0.0245 0.0738 0.3187 71.25 0.0212 0.0212 0.0232 0.0731 0.5464 71.5 0.0205 0.0205 0.0219 0.0723 0.5812 71.75 0.0199 0.0199 0.0205 0.0715 0.6174 72 0.0192 0.0192 0.0192 0.0707 0.6551 Total 30.90 30.90 30.90 30.90 30.90 | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-9 Wind Speeds and Direction (by date) of Analyzed NDBC Buoys along the California Central Coast Wind Direction Avg St Dev Wind Direction Max Daily Wind Speed Avg Daily Wind Speed St Dev Wind Speed Year Month Date 46011 46023 46028 46011 46023 46028 46011 46023 46028 46011 46023 46028 46011 46023 46028 2008 2 24 175.0 179.8 24.4 30.4 17.5 20.1 9.8 10.0 4.2 5.0 2008 2 25 316.8 326.3 32.1 33.3 9.5 9.9 6.0 7.1 2.0 2.1 2007 12 4 329.7 340.0 11.3 8.3 10.8 11.8 7.2 8.1 1.8 2.1 2001 1 11 218.7 214.0 206.4 33.6 32.3 27.7 14.5 16.3 13.3 8.7 10.0 9.1 2.4 2.4 2.3 2001 1 12 189.1 189.3 229.3 40.9 44.4 90.4 12.9 12.8 9.8 7.2 7.4 5.8 3.2 3.9 2.7 2007 12 5 336.3 340.6 10.9 9.1 11.5 12.5 8.3 10.0 1.5 1.2 2004 2 26 216.4 238.8 234.3 56.6 52.5 35.8 7.2 7.7 8.6 4.5 5.2 5.9 1.7 1.4 1.4 2007 1 5 319.8 283.5 347.0 68.7 128.0 5.5 16.4 18.6 17.3 12.9 14.5 15.5 2.4 2.9 1.0 2008 1 5 191.5 210.8 34.6 34.7 14.2 14.2 5.4 5.6 3.8 4.1 2000 12 22 330.4 312.5 306.9 10.1 8.0 17.0 10.2 11.4 9.1 7.6 8.7 5.2 1.7 1.8 2.4 1999 4 4 308.2 299.5 312.0 11.3 7.5 5.7 18.4 20.9 18.1 12.7 15.2 14.3 3.1 3.0 2.3 1999 1 27 169.7 258.0 322.3 154.9 132.2 6.6 10.7 13.2 13.0 6.3 8.4 9.9 1.6 2.0 1.6 2001 12 21 267.8 268.1 37.4 37.3 11.8 13.0 13.8 8.1 9.2 10.1 1.9 2.1 2.0 1998 12 9 174.5 282.0 278.2 164.9 124.7 90.8 10.9 13.1 13.0 7.1 8.9 9.5 1.8 1.8 4.0 1998 12 1 192.3 163.4 220.8 137.1 135.7 98.7 10.7 12.7 10.6 5.2 5.5 6.9 2.6 3.4 2.3 1999 1 26 259.0 256.2 265.0 20.2 14.3 14.0 11.2 14.0 10.7 6.6 8.1 7.0 2.2 2.6 2.0 2000 12 23 316.5 312.2 318.5 67.4 9.1 6.5 10.5 12.6 11.8 6.7 10.2 9.1 2.6 1.7 0.9 2001 5 2 321.8 324.4 315.8 4.1 5.2 4.4 12.3 14.0 17.2 9.8 12.0 14.9 1.4 1.2 1.2 2009 11 8 332.3 272.5 15.6 141.1 10.5 13.4 13.3 8.2 9.8 8.7 1.3 1.5 2.6 1998 11 26 260.6 299.0 249.5 125.9 59.9 90.4 9.5 9.7 6.0 4.5 5.8 3.1 2.0 1.6 1.8 2009 11 7 319.2 333.5 5.2 4.3 11.8 14.2 14.5 9.5 11.2 11.5 1.3 1.6 2.1 2008 5 22 315.7 327.5 326.6 5.6 4.8 3.2 15.1 18.2 17.2 13.4 15.8 15.8 1.5 1.6 1.1 2008 1 6 229.0 224.3 62.8 74.3 10.6 11.4 5.5 6.0 2.5 2.8 1999 2 17 221.4 290.7 241.5 118.3 20.0 65.9 8.2 9.0 6.1 3.3 4.3 3.9 2.1 2.2 1.1 Wind Speeds - m/s Wind Direction - degrees | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-10 Maximum Daily Wave Heights and Direction (by date) of Analyzed NDBC Buoys along the California Central Coast Maxi Daily Wave Height Max Daily Peak Wave Period Avg Daily Wave Direction Std Dev, Wave Direction i Year Month Date 46011 46023 46028 46215 46218 46011 46023 46028 46215 46218 46011 46028 46215 46218 46011 46028 46215 46218 I 2008 2 24 6.99 7.42 5.78 5.58 9.97 21.05 20.00 19.05 20.00 20.00 228.0 210.8 225.2 214.4 43.0 46.2 30.5 57.9 i I | |||
. | 2008 2 25 6.95 7.26 5.68 5.04 7.5 17.39 20.00 16.00 18.18 18.18 272.5 281.6 254.9 271.1 5.1 10.1 7.1 4.6 2007 12 4 5.05 5.73 5.92 4.2 7.37 19.05 20.00 19.05 20.00 20.00 272.6 275.1 254.3 267.3 8.6 9.5 5.2 5.0 2001 1 11 6.98 7.66 8.51 6.5 7.23 16.67 16.67 16.67 16.67 16.67 269.9 293.6 7.0 5.1 2001 1 12 7.04 6.67 6.95 5.6 7.21 16.67 16.67 16.67 16.67 16.67 267.4 294.7 8.6 4.3 2007 12 5 5.62 7.23 5.59 4.72 7.14 19.05 20.00 19.05 20.00 18.18 273.3 280.2 251.0 266.1 7.5 6.5 7.5 4.1 2004 2 26 7.16 6.75 7.65 5.94 7.13 16.67 20.00 2.0.00 18.18 18.18 2.59.3 264.2 2.87.0 39.3 13.7 6.0 2007 1 5 6.2.2. 6.66 6.92. 3.96 7.12. 17.39 16.67 17.39 18.18 16.67 299.3 311.0 264.8 305.5 9.4 13.5 11.7 8.8 2008 1 5 8.62 7.61 8.96 6.42 7.08 19.05 20.00 19.05 20.00 2.0.00 276.5 268.5 254.8 278.0 34.4 33.1 18.8 2.3.1 2.000 12 22. 6.21 5.2.8 7.91 6.05 6.4 2.0.00 2.0.00 20.00 2.0.00 2.0.00 2.61.8 283.9 6.7 7.8 1999 4 4 6.64 6.58 7.72. 3.66 6.57 12..50 14.29 14.2.9 15.38 15.38 2.74.8 311.0 5.5 3.4 1999 1 27 6.65 6.26 7.7 5.33 6.06 16.67 16.67 16.67 16.67 16.67 2.69.8 302..1 3.4 4.7 2001 12. 2.1 6.37 7.1 7.68 5.45 6.12 16.67 16.67 16.67 16.67 16.67 264.5 287.2 5.5 4.8 1998 12 9 6.52 6.84 7.5 4.15 4.83 20.00 20.00 20.00 20.00 18.18 270.6 301.0 6.9 5.8 1998 12 1 6.2.7 6.71 7.44 5.33 5.78 20.00 20.00 20.00 20.00 18.18 264.3 289.4 6.5 6.2 1999 1 26 4.22 3.73 7.31 4.37 4.07 16.67 16.67 16.67 16.67 16.67 273.5 302.8 4.0 6.1 2000 12 2.3 7.2.1 6.78 7.27 6.12 6.39 20.00 16.67 16.67 18.18 18.18 266.1 288.3 5.2. 3.4 2001 5 2 6.33 5.86 7.22 4.33 6.05 16.67 16.67 14.29 16.67 15.38 272.4 305.5 3.9 4.5 2009 11 8 5.35 6.68 7.19 3.42 6.37 19.05 20.00 17.39 18.18 18.18 317.5 317.5 265.3 307.5 7.2 6.3 4.9 3.4 1998 11 2.6 4.92. 5.67 7.09 4.36 4.87 20.00 2.0.00 2.0.00 18.18 18.18 2.69.5 2.93.2. 5.2 4.4 2009 11 7 5.51 6.06 7.03 3.93 6.93 19.05 20.00 19.05 20.00 2.0.00 314.2. 317.8 269.6 305.4 8.6 3.0 4.6 6.3 2008 5 22 5.98 6.02. 7 3.7 6.82. 12.12 12.50 12.90 13.33 13.33 318.3 316.0 277.3 315.1 4.6 3.6 3.9 4.1 2008 1 6 7.19 7.14 6.14 4.4 5.77 17.39 16.67 17.39 18.18 18.18 298.6 293.9 261.4 296.6 5.1 6.1 4.7 3.9 1999 2. 17 7.13 5.4 5.35 4.15 5.55 20.00 20.00 20.00 20.00 20.00 2.69.1 291.8 6.2 3.8 Wave Heights - meters Wave Direction - degrees | ||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-11 Estimated 200 Year Return Period Calibrated to DELFT3D Significant Wave Height 200 Yr RP NDBC Delft3D Percent (Hsig) | |||
Buoy (Hsig) [m] Difference | |||
[m] | |||
46028 11.407 11.5510 -1.26% | |||
46215 7.9061 7.9058 0.00% | |||
46011 11.049 11.0456 -1.37% | |||
46023 11.306 11.2005 -0.43% | |||
46218 11.042 11.3541 -0.03% | |||
Table 3-12 Boundary and Physical Inputs Used in the DELFT3D Simulation | |||
.... | |||
* Significant wave height, 11.2 m | * Significant wave height, 11.2 m | ||
* Peak wave period, 20 s | * Peak wave period, 20 s | ||
* Wave Direction, 270° (westerly) | * Wave Direction, 270° (westerly) | ||
* Directional spreading, 4o | * Directional spreading, 4o | ||
* Wind Velocity , | * Wind Velocity, 10 m/s | ||
* Wind Direction, 270° (westerly) | * Wind Direction, 270° (westerly) | ||
* Water Density, 1,025 kg/m 3 | * Water Density, 1,025 kg/m 3 | ||
* Collins Bottom Friction Coefficient, 0.1118 (calibrated) | * Collins Bottom Friction Coefficient, 0.1118 (calibrated) | ||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-13 Maximum Amplitude of Far-Field Coseismic Tsunamis Recorded at Avilla Beach (AB) and Port San Luis (PSL) Tide Gauges Far-Field Coseismic Tsunamis (since 1946) Max. Ampl. (m) No. Date Region/source Lat. (deg.) Lon. (deg.) Dist. (km) Mw PSL AB 1 4/1/1946 Alaska/Unimak 53.492 -162.832 3839 8.6 1.2 2 12/20/1946 Japan/E. Honshu 33 135.6 9039 8.1 0.1 3 11/4/1952 Kamchatka/Kuril 52.755 160.057 6289 9 1.4 4 3/9/1957 Alaska 51.292 -175.629 4668 8.6 0.53 5 11/6/1958 Kamchatka/Kuril 44.53 148.54 7411 8.3 0.14 6 5/22/1960 S. America/Chile -39.5 -74.5 9565 9.6 0.99 7 10/13/1963 Kamchatka/Kuril 44.77 149.798 7310 8.5 0.3 8 3/28/1964 Alaska 61.017 -147.648 3448 9.2 1.6 9 10/17/1966 S. America/Peru | |||
-10.748 -78.638 6759 8.1 0.1 10 5/16/1968 Japan/E. Honshu 40.8 143.2 7994 8.2 0.1 11 11/29/1975 Hawaii 19.451 -155.033 3785 7.7 0.39 12 6/22/1977 S. Pac.!Tonga Tr. -22.878 -175.9 8685 7.2 0.12 13 10/4/1994 Kamchatka/Kuril 43.773 147.321 7535 8.3 0.15 14 7/30/1995 S. America/Chile | PG&E Letter DCL-16-016 Enclosure 1 Table 3-13 Maximum Amplitude of Far-Field Coseismic Tsunamis Recorded at Avilla Beach (AB) and Port San Luis (PSL) Tide Gauges Far-Field Coseismic Tsunamis (since 1946) Max. Ampl. (m) | ||
-23.34 -70.294 8402 8 0.12 15 12/3/1995 Kamchatka/Kuril 44.663 149.3 7349 7.9 0.07 16 6/10/1996 Alaska/Andreanov 51.564 -177.632 4805 7.9 0.09 17 11/26/1999 S. PacificNanuatu | No. Date Region/source Lat. (deg.) Lon. (deg.) Dist. (km) Mw PSL AB 1 4/1/1946 Alaska/Unimak 53.492 -162.832 3839 8.6 1.2 2 12/20/1946 Japan/E. Honshu 33 135.6 9039 8.1 0.1 3 11/4/1952 Kamchatka/Kuril 52.755 160.057 6289 9 1.4 4 3/9/1957 Alaska 51.292 -175.629 4668 8.6 0.53 5 11/6/1958 Kamchatka/Kuril 44.53 148.54 7411 8.3 0.14 6 5/22/1960 S. America/Chile -39.5 -74.5 9565 9.6 0.99 7 10/13/1963 Kamchatka/Kuril 44.77 149.798 7310 8.5 0.3 8 3/28/1964 Alaska 61 .017 -147.648 3448 9.2 1.6 9 10/17/1966 S. America/Peru -10.748 -78.638 6759 8.1 0.1 10 5/16/1968 Japan/E. Honshu 40.8 143.2 7994 8.2 0.1 11 11/29/1975 Hawaii 19.451 -155.033 3785 7.7 0.39 12 6/22/1977 S. Pac.!Tonga Tr. -22.878 -175.9 8685 7.2 0.12 13 10/4/1994 Kamchatka/Kuril 43.773 147.321 7535 8.3 0.15 14 7/30/1995 S. America/Chile -23.34 -70.294 8402 8 0.12 15 12/3/1995 Kamchatka/Kuril 44.663 149.3 7349 7.9 0.07 16 6/10/1996 Alaska/Andreanov 51.564 -177.632 4805 7.9 0.09 17 11/26/1999 S. PacificNanuatu -16.423 168.214 9423 7.5 0.05 18 6/23/2001 S. America/Peru -16.265 -73.641 7577 8.4 0.14 19 9/25/2003 Japan/Hokaido 41.815 143.91 7884 8.3 0.03 20 12/26/2004 Indonesia/Sumatra 3.316 95 .854 14286 9.1 0.27 21 11/15/2006 Kamchatka/Kuril 46.592 153.266 6979 8.3 0.56 22 1/13/2007 Kamchatka/Kuril 46.243 154.524 6906 8.1 0.11 23 4/1/2007 S. Pac./Solomon lsi. -8.466 157.043 9851 8.1 0.09 24 8/15/2007 S. America/Peru -13.386 -76.603 7127 8 0.08 25 1/3/2009 S. Pac./PNG -0.414 132.885 11518 7.6 0.08 26 9/29/2009 S. Pac./Samoa Is. -15.489 -172.095 7812 8 0.28 27 10/7/2009 S. Pac.Nanuatu Is. -13.006 166.51 9329 7.6 0.08 28 2/27/2010 S. America/Chile -36.122 -72.898 9350 8.8 0.80 29 3/11/2011 Japan/Honshu 38.297 142.372 8200 9 2.02 30 10/28/2012 Canada/Queen Ch. 52.788 -132.101 2153 7.7 0.27 31 2/6/2013 S. Pac./Solomon lsi. -10.799 165.114 9295 7.9 0.14 32 4/1/2014 S. America/Chile -19.642 -70.817 8056 8.2 0.22 Table 3-14 Maximum Amplitude of Near-Field Coseismic Tsunamis Far-Field Coseismic Tsunamis (since 1946) Max. Ampl. (m) | ||
-16.423 168.214 9423 7.5 0.05 18 6/23/2001 S. America/Peru | No. Date Region/source Lat. (deg.) Lon. (deg.) Dist. (km) Mw PSL AB 11/22/1878 San Luis Obispo N/A* | ||
-16.265 -73.641 7577 8.4 0.14 19 9/25/2003 Japan/Hokaido 41.815 143.91 7884 8.3 0.03 20 12/26/2004 Indonesia/Sumatra 3.316 95.854 14286 9.1 0.27 21 11/15/2006 Kamchatka/Kuril 46.592 153.266 6979 8.3 0.56 22 1/13/2007 Kamchatka/Kuril 46.243 154.524 6906 8.1 0.11 23 4/1/2007 S. Pac./Solomon lsi. -8.466 157.043 9851 8.1 0.09 24 8/15/2007 S. America/Peru | 33 11/4/1927 California/Lompoc 34.813 -120.774 40 7.3** 1.2*** | ||
-13.386 -76.603 7127 8 0.08 25 1/3/2009 S. Pac./PNG -0.414 132.885 11518 7.6 0.08 26 9/29/2009 S. Pac./Samoa Is. -15.489 -172.095 7812 8 0.28 27 10/7/2009 S. Pac.Nanuatu Is. -13.006 166.51 9329 7.6 0.08 28 2/27/2010 S. America/Chile | 34 4/25/1992 California/Humboldt 40.368 -124.316 657 7.2 0.07 | ||
-36.122 -72.898 9350 8.8 0.80 29 3/11/2011 Japan/Honshu 38.297 142.372 8200 9 2.02 30 10/28/2012 Canada/Queen Ch. 52.788 -132.101 2153 7.7 0.27 31 2/6/2013 S. Pac./Solomon lsi. -10.799 165.114 9295 7.9 0.14 32 4/1/2014 S. America/Chile | * 11/22/1878 event was likely caused by a local submanne mass failure | ||
-19.642 -70.817 8056 8.2 0.22 Table 3-14 Maximum Amplitude of Near-Field Coseismic Tsunamis Far-Field Coseismic Tsunamis (since 1946) Max. Ampl. (m) No. Date Region/source Lat. (deg.) Lon. (deg.) Dist. (km) Mw PSL AB 11/22/1878 San Luis Obispo N/A* 33 11/4/1927 California/Lompoc 34.813 -120.774 40 7.3** 1.2*** 34 4/25/1992 | ** Original magnitude was Mw 7.0; increased magnitude was recommended by Eilsworth (2003) | ||
* 11/22/1878 event was likely caused by a local submanne mass failure ** Original magnitude was Mw 7.0; increased magnitude was recommended by Eilsworth (2003) *** Reported in literature. | *** Reported in literature. Tide gauge not yet installed . | ||
Tide gauge not yet installed. | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-15 Maximum Expected Magnitudes (Mw) Used in RPMT Simulations Sources MaxMw References Far-Field Alaska (ASZ) 9.2 Johnson et al. (1996) 9.2 lchinose et al. (2007) 9.2 Suito and Freimueller (2009) Semidi (SSZ) 9.1 Ross et al. (2013), Whitmore et al. (2013) Kamchatka 9.2 Gonzalez et al. (2009)* (KSZ) (Zone KSZ1) Gonzalez et al. (2009)* (Zone KSZ2) Japan (JSZ) 9.1 Grilli et al. (2013a,b; Tappin et al., 2014) Near-Field Hosgri fault 7.66 Petersen et al. (2008), Wills et al. (2007)* (HFS) San Lucia 7.49 Petersen et al. (2008), Wills et al. (2007)* fault (SLFS) | PG&E Letter DCL-16-016 Enclosure 1 Table 3-15 Maximum Expected Magnitudes (Mw) Used in RPMT Simulations Sources MaxMw References Far-Field Alaska (ASZ) 9.2 Johnson et al. (1996) 9.2 lchinose et al. (2007) 9.2 Suito and Freimueller (2009) | ||
* Parameters rev1sed 1n present study Table 3-16 SMF Parameters Used in RPMT Simulations SMF proxy simulations Goleta.SMF Big Sur North In NHWAVE proxy SMF proxy Grid used for generation Goleta 125 Big Sur 500 Center of mass location 35.153 N -120.985 35.097 N -121.904 (Xo, Yo) w w Width w (km) 10.5 10 Length b (km) 7.45 15 Thickness T (m) 75 235 Depth d (m) at center of 300 (1 00-400) 2600 mass Mean slope of 2 4 failure surface (deg) Azimuth 8 of SMF 245 255 movement (deg. true N) Initial acceleration ao (m/s 2) 0.14 0.26 Maximum velocity Umax(m/s) 25.0 51.9 Motion duration tr (s) 559.0 635.4 Motion run out sr (km) 8.88 21.04 Table 3-17 Summary of RPMT Runup and Drawdown Results Far-Field (Distant) | Semidi (SSZ) 9.1 Ross et al. (2013), Whitmore et al. | ||
Near-Field (Local) Seismic Tsunami Seismic Tsunami Goleta Proxy SMF Tsunami Reevaluation Reevaluation CLB CLB CLB Reevaluation (SSZ) (HFS) Max. Water Elevation in the Area of the Intake Structure 30.3 ft. 17.4 ft.(S) 34.9 ft. 1.3 ft. (S) N/A 27.9 ft.(4) (HHWL) Max. Runup Elevation Behind Intake Structurel 3 l N/A N/A N/A N/A N/A 32.8 ft. (HHWL) Combinedl | (2013) | ||
-8.7 ft. -9.2 ft. -3.8 ft. N/A -8.7 ft.(G) -15.7 ft. Splash N/A N/Al 1 l 60.32 ft. N/Al | Kamchatka 9.2 Gonzalez et al. (2009)* | ||
: 4. The HAWL value is reported because it is more limiting than the HHWL. 5. Water levels shown are in the front of the intake structure since levels were not high enough to flow over the top deck of the structure (i.e., less that elevation 20.4 ft. NAVD88 [17.5 ft. MSL]). 6. Even though there is no CLB for the Goleta Proxy SMF, it is compared to -8.7 ft. since this is the most-limiting CLB drawdown value. | (KSZ) (Zone KSZ1) | ||
~ Gonzalez et al. (2009)* | |||
(Zone KSZ2) | |||
Japan (JSZ) 9.1 Grilli et al. (2013a,b; Tappin et al., 2014) | |||
Near-Field Hosgri fault 7.66 Petersen et al. (2008), Wills et al. (2007)* | |||
(HFS) | |||
San Lucia 7.49 Petersen et al. (2008), Wills et al. (2007)* | |||
fault (SLFS) | |||
* Parameters rev1sed 1n present study Table 3-16 SMF Parameters Used in RPMT Simulations SMF proxy simulations Goleta. SMF Big Sur North In NHWAVE proxy SMF proxy Grid used for generation Goleta 125 Big Sur 500 Center of mass location 35.153 N -120.985 35.097 N -121.904 (Xo, Yo) w w Width w (km) 10.5 10 Length b (km) 7.45 15 Thickness T (m) 75 235 Depth d (m) at center of 300 (1 00-400) 2600 mass Mean slope ~ of 2 4 failure surface (deg) | |||
Azimuth 8 of SMF 245 255 movement (deg. true N) | |||
Initial acceleration ao (m/s 2 ) 0.14 0.26 Maximum velocity Umax(m/s) 25.0 51.9 Motion duration tr (s) 559.0 635.4 Motion run out sr (km) 8.88 21.04 | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-17 Summary of RPMT Runup and Drawdown Results Far-Field (Distant) Near-Field (Local) Goleta Proxy SMF Tsunami with Seismic Tsunami Seismic Tsunami Goleta Proxy SMF Tsunami Reduced Breakwater Evaluation (no CLB) | |||
Reevaluation Reevaluation CLB CLB CLB Reevaluation (SSZ) (HFS) | |||
Max. Water Elevation in the Area of the Intake Structure 30.3 ft. 17.4 ft.(S) 34.9 ft. 1.3 ft. (S) N/A 27.9 ft.( 4) 32.8 ft. | |||
(HHWL) | |||
Max. Runup Elevation Behind Intake Structurel 3 l N/A N/A N/A N/A N/A 32.8 ft. 62.3 ft. | |||
(HHWL) | |||
Combinedl 2l Drawdown | |||
-8.7 ft. -9.2 ft. -3.8 ft. N/A -8.7 ft.(G) -15.7 ft. -15.7 ft. | |||
Elevation Splash N/A N/Al 1 l 60.32 ft. N/Al 1l N/A N/Al 1 l N/A{ll I All elevations are in NAVD88. | |||
: 1. RPMT did not result in any splash due to the longer period waves that are seen in the model. | |||
: 2. The CLB included effects from tsunami, storm waves, storm surge, and tide. Combinations stipulated in NUREG/CR-7046 do not combine the effects from tsunami, storm waves, storm surge, & tide. The RPMT combination includes tsunami, tide, and long-term sea level rise. See Section 3.9. | |||
: 3. In cases where the water level is high enough to continue over the intake structure, the maximum elevation that is reached up the steep hill behind the intake structure is provided. | |||
: 4. The HAWL value is reported because it is more limiting than the HHWL. | |||
: 5. Water levels shown are in the front of the intake structure since levels were not high enough to flow over the top deck of the structure (i.e., less that elevation 20.4 ft. NAVD88 [17.5 ft. MSL]). | |||
: 6. Even though there is no CLB for the Goleta Proxy SMF, it is compared to -8.7 ft. since this is the most-limiting CLB drawdown value. | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-18 Maximum Water Current Velocities and Impulse Forces for RPMTs Safety-Related SSC Water Velocity Water Impulse Force ASW Ventilation Huts I 26.2 ft/s 0.86 kip/ft ASW Ventilation Snorkels Intake Structure Curtain Wall 18.0 ft/s 11.3 kip/ft ASW Forebay Ceiling 18.0 ft/s 20.4 kip/ft I Intake Structure Top Deck 39.4 ftls 11.6 kip/ft | |||
* The velocity and impulse force for the ASW ventilation snorkels are zero because they are not inundated by the RPMTs. | * The velocity and impulse force for the ASW ventilation snorkels are zero because they are not inundated by the RPMTs. | ||
Table 3-19 Potential Tsunami Debris # Commodity 1 Bar Racks 2 Aux Salt Water Pump Screen Gate 3 Screen Wash Pumps | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-19 Potential Tsunami Debris | |||
The ASW pump forebay draws seawater that enters under the curtain wall. As the height of the incoming wave exceeds the height of the bottom of the curtain wall (elevation | # Commodity Weight Class Material Type 1 Bar Racks 3 Steel 2 Aux Salt Water Pump Screen Gate 5 Steel 3 Screen Wash Pumps 5 Steel Traveling Screen Housing or Internal Parts (Outer 4 2, 3, 4 Steel covers are fiberglass) 5 Control/office building 1, 2, 3, 4,5 Masonry Concrete Masonry Intake Access Control & Security building cement 6 1, 2, 3, 4, 5 Concrete, Wood, blocks, roofing material, interior commodities Steel Masonry Maintenance Machine Shop Building cement 7 1, 2, 3, 4, 5 Concrete, Wood, blocks, roofing material, interior commodities Steel 8 Maintenance and Storage Sea Trains 1, 2, 3, 4, 5, 6 Steel 9 Chlorination Tanks 4, 5, 6 Plastic 10 Security Fences and Gratings 2, 3, 4 Steel 11 Security Guard Towers 5, 6 Wood, Steel 12 PVC Piping for Biolab (located on hillside) 2 Plastic 13 Lighting/camera posts (permanently mounted) 3 Steel Reinforced 14 Lighting stanchions (with concrete base) 4 Concrete, Steel 15 Portable powered lighting carts 4 Steel 16 Gantry Crane 6 Steel 17 Movable Crane 6 Steel 18 Chemical Storage Tank 4, 5, 6 Plastic 19 Chemical Transferring Station 5 Steel, Plastic 20 Moored Intake Cove Boats 5 Steel, Wood 21 Kelp Cutter Boat and Trailer 6 Steel 22 Intake Cove Docks 2, 3,4, 5 Wood Maintenance and operations vehicles (pickup 23 15 Steel trucks) 24 Smaller (golf cart' vehicles for personnel transport 4 Steel 25 Employee and visitor personal vehicles 5 Steel Reinforced 26 Spare Tribars for breakwater construction 6 Concrete 27 Lumber/cribbing 1 Wood 28 Meteorologist/Shower/Offices- Building 123 1, 2, 3, 4, 5, 6 Wood 29 Lumber fence located near Building 123 2 Wood 30 Lumber used as retaining walls. 1 Wood Concrete block used as retaining walls directly to 31 1 Masonry Concrete east of intake protected area | ||
-4.9 ft. NAVD88), floating projectiles would be excluded from entry to the ASW forebay. Projectiles in the flowstream for the tsunami at an elevation under the bottom of the curtain wall could enter the ASW forebay, but will not strike the forebay ceiling, located at elevation | |||
-0.7 ft. NAVD88, 4.2 feet above the bottom of the curtain wall, as they are not expected to have a velocity component after the forebay area is re-flooded after drawdown. Therefore, projectile impact to the forebay ceiling is not considered a credible event. 2. The ASW ventilation snorkels are not inundated by the RPMT. The maximum inundation height at the ASW ventilation huts is 5.8 feet. The height of the ASW ventilation huts is 14.5 feet from the intake structure top deck. Therefore, a floating projectile (such as the kelp harvesting vessel) that has a profile above the maximum inundation height is insufficient height to impact the ASW ventilation snorkels. | PG&E Letter DCL-16-016 Enclosure 1 | ||
# Commodity Weight Class Material Type 32 'Porta Potties' 2 Plastic 33 Metal storage bins/dumpsters 2, 3 Steel 34 Plastic storage bins 2 Plastic 2 | |||
CONTOUR | 35 Compressed air/welding/C0 cylinders 1 Steel Portable commodities associated with plant operation and maintenance including 36 1, 2, 3, 4, 5, 6 Steel, Wood commodities temporarily stored/staged for maintenance activities Machine shop tools (metal-working floor mounted 37 4, 5 Steel tools) | ||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-1 DCPP Site Location | Manmade and Natural items found in the 38 1, 2, 3,4 Soil, Sand, Rock landscape of areas expected to be inundated 39 Navigation buoys 2 Plastic Reinforced 40 Concrete wheel chocks (for vehicle parking) 2 Concrete 41 Eyewash Station 2 Plastic 42 Ladders 1 Steel 43 Sandbags 1 Soil, Sand, Rock 44 BBQs 1 Steel 45 Yellow Flotation Devices 1 Plastic 46 Small temporary building 3 Steel Weight Classes are as follows: | ||
1 < 100 lbs. | |||
2 > 100 lbs. and < 500 lbs. | |||
3 > 500 lbs. and < 1,000 lbs. | |||
4 > 1,000 lbs. and < 2,000 lbs. | |||
5 > 2,000 lbs. and < 10,000 lbs. | |||
6 > 10,000 lbs. | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-20 Tsunami Debris Projectile Impact, Debris Damming, and Combined Forces Civil Commodity Limiting RPMT Limiting CLB Bounded/ | |||
Projectile Force Tornado-Generated Not Bounded Missile Force Intake Structure Curtain 4,188 kips 44,206 kips Bounded Wall Intake Structure Top 231.9 kips 44,206 kips Bounded Deck ASW Fore bay Ceiling 1 N/A N/A N/A ASW Ventilation Huts 224.3 kips 44,206 kips Bounded ASW Ventilation N/A N/A N/A Snorkels 2 | |||
: 1. The ASW forebay ceiling is an interior structural commodity. The ASW pump forebay draws seawater that enters under the curtain wall. As the height of the incoming wave exceeds the height of the bottom of the curtain wall (elevation -4.9 ft. NAVD88), floating projectiles would be excluded from entry to the ASW forebay. Projectiles in the flowstream for the tsunami at an elevation under the bottom of the curtain wall could enter the ASW forebay, but will not strike the forebay ceiling, located at elevation -0.7 ft. NAVD88, 4.2 feet above the bottom of the curtain wall, as they are not expected to have a velocity component after the forebay area is re-flooded after drawdown . | |||
Therefore, projectile impact to the forebay ceiling is not considered a credible event. | |||
: 2. The ASW ventilation snorkels are not inundated by the RPMT. The maximum inundation height at the ASW ventilation huts is 5.8 feet. The height of the ASW ventilation huts is 14.5 feet from the intake structure top deck. Therefore, a floating projectile (such as the kelp harvesting vessel) that has a profile above the maximum inundation height is insufficient height to impact the ASW ventilation snorkels. | |||
PG&E Letter DCL-16-016 Enclosure 1 BASE MAP FROM THE PORT SAN LUIS, CA (2012) USGS QUADRANGLE MAP. | |||
0 :500' 1000' 2000' PROVIDED BY WWW.USGSSTORE.GOV. CONTOUR ELEVA110NS REFERENCE NAVD 88, CONTOURS ARE SHOWN IN FEET AT 40 FOOT INTERVALS. | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-1 DCPP Site Location | |||
PG&E Letter DCL-16-016 Enclosure 1 o.5 o:25 o 0.5 Mires 11::111::11-* | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-2 Diablo Creek Watershed | Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-2 Diablo Creek Watershed | ||
:.U'N I 1 | |||
J:l' | PG&E Letter DCL-16-016 Enclosure 1 J<I' N | ||
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IJilt<r m Nrut h ~rc.an 1933 0 50 100 150 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-1 Locations of Storms Used in LIP Determination | |||
* I i * * * * " I * * * * * " | |||
PG&E Letter DCL-16-016 Enclosure 1 Sn!JIIi R-Wrif,S JL )WH.' Ci | |||
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Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-2a Locations of Doors, Safety and Non Safety-Related Structures, and Areas to the West of the Turbine and Buttress Buildings Evaluated for LIP | |||
PG&E Letter DCL-16-016 Enclosure 1 I | |||
I I | |||
I I | |||
I | |||
-- ---- ;1-----------0 I | |||
TURBINE B L D G. | |||
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- --------0 I I 1 ~ DoorB U1 06-2 I WE ST BUTTRESS I I i | |||
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@' | |||
Door BU104-2 Dooc BU 10~2 @ | |||
- DFO Transfer Piping Vaults - Doors E:::::J Roll-Up Doors | |||
* Diesel Fuel Oil Tank Vents Note: Doors BU104 and BU105 are located next to each other. | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-2b Location and Identification of Commodities on the West of the Turbine Building | |||
PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-3 Maximum Water Depth from LIP (ft.) | |||
PG&E Letter DCL-16-016 Enclosure 1 Diablo Creek General Storm AII-Seaon PMP 35 | |||
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* o a-o*rr-. 60 66 72 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-4 Diablo Creek General Storm All-Season Cumulative PMP Values PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-5 DCPP Site Locations of PMF Inundation | * o a-o*rr-. | ||
0 6 12 18 24 3"0 36 42 48 54 60 66 72 Time (hours) | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-4 Diablo Creek General Storm All-Season Cumulative PMP Values | |||
PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-8 Locations of Analyzed NDBC Buoys Along the California Central Coast l-2 l l 0 ,_, .1:9 ll.tl : | |||
...... -................. . | PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-5 DCPP Site Locations of PMF Inundation | ||
Alaska Subduction Zone (ASZ), Semidi Subduction Zone (SSZ), Kamchatka Subduction Zone (KSZ), Japan Subduction Zone (JSZ). Color scale denotes bathymetry ( <0) and topography | PG&E Letter DCL-16-016 Enclosure 1 | ||
(> 0) in meter. Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-11 Location of Various Tsunami Source Areas for DCPP | ~ PMF Lirrit | ||
- Retaining WaD | |||
-+ + | |||
- - FetchUne Diablo Creek Cross Sections | |||
-+ .... - + | |||
+ + + | |||
2.3.2, 2.3.2.1 Safety Analysis Report (UFSAR) and current licensing basis. Sections 2.2, These sections referenced UFSAR These sections were updated to 2.3.2.1, Revision 21. reference UFSAR Revision 22. 2.3.2.2, 2.3.2.3, 2.3.2.4, 2.3.2.5, 2.3.2.6.1, 2.3.2.6.2, 2.3.2.7, 2.3.2.8, 2.3.2. | PG&E Letter DCL-16-016 Enclosure 1 076 DIABLO CANYON, CA (6UOY) | ||
AUGUST 1997 | |||
~Wu:r~~~:~ | |||
( | : 1. 15 1.:1. :1.15 21. 26 3:1. | ||
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. . . . | |||
Day of Month (UTC) | |||
H:t p:l/o:l ip . u::sd .edul Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-7 Tropical Storm Ignacio and Resulting Significant Wave Heights at the DCPP Waverider Buoy(August20, 1997) | |||
PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-8 Locations of Analyzed NDBC Buoys Along the California Central Coast | |||
PG&E Letter DCL-16-016 Enclosure 1 l-2 l l 0 | |||
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6 --- 46028 | |||
***- 46215 | |||
- - 46218 5 | |||
0 20 0 60 80 100 120 40 160 180 200 Return Period [Yea r Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-9 Return Periods for Significant Wave Heights at Analyzed NDBC Buoys Along the California Central Coast | |||
PG&E Letter DCL-16-016 Enclosure 1 Bathyme:try : Central Coast - Datu1m : NiA.VD88 3.8982 3.8981 3.8981 3:8981 10 3.898 o: | |||
3 .8979 3.8979 -10 3.8979 | |||
-20, 3.8978 3.8977 | |||
-30 ! | |||
6.948 6.949 6.95 6 .951 6.952 6 .953 6.954 )( 1 0~ | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-10 Maximum Crest Wave Level (m) at Various Observation Points at the DCPP Breakwaters (with SAWL) | |||
PG&E Letter DCL-16-016 Enclosure 1 60 55 50 C'l | |||
~ 45 z | |||
~ 40 35 30 25 | |||
-220 -210 -200 -190 -180 -170 -160 -150 -140 -130 -120 Lon. E. (Deg.) | |||
Acronyms: Alaska Subduction Zone (ASZ), Semidi Subduction Zone (SSZ), Kamchatka Subduction Zone (KSZ), Japan Subduction Zone (JSZ) . | |||
Color scale denotes bathymetry (<0) and topography (> 0) in meter. | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-11 Location of Various Tsunami Source Areas for DCPP | |||
PG&E Letter DCL-16-016 Enclosure 1 o*o*N 36 | |||
~ | |||
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35 Explanation 0 Diablo Canyon Power Plant (DCPP) 1 Continental Shelf 2 Upper Continental Slope J Lower Continental Slope 4 Upper Continental Rise PA Point Arguello PS Point Sal PB Point B~.Chon PSRPoint Sur PC Point Conception SMI San Miguel Island PE Point Estero SRI Santa Rosa Island PPB Point Piedras Blancas SCrl Santa Cruz Island 0 10 JJJ QJ Kobmete r& | |||
I I I I I I I I I 123' 0'0 W 122' 0 '0W Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-12 Physiographic Features in the DCPP Area | |||
PG&E Letter DCL-16-016 Enclosure 1 I | |||
: I | |||
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CF - c asmalia ra!Jt zone E q:danati on HF- Hosgn fau lt tone 0 Diablo Canyon Pmver Pla nt (DCPP) PS - Purisima structure SLBF- s, ta LUc. a Banks fault zone | |||
- - Fa ult SLBF- Santa Lucia Banl<s fault zone- south | |||
- - Rupture scen ari o SCF- SoLthv*Jest t . r.amel fau lt WBF - West Basin fault 0 JO I ilom eters | |||
'""'""' | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-13 Fault Zones Used in the RPMT Modeling | |||
PG&E Letter DCL-16-016 Enclosure 1 0 | |||
120°00' 119, 30' n | |||
CALIFORNIA CSlJ a | |||
From Greene et al. (2006) | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-14 Location of Goleta and Gaviota Slides | |||
PG&E Letter DCL-16-016 Enclosure 1 Ex planation Notes : | |||
*1) Modified fmm G utmacl1er and Norm ark ( 1993 ). | |||
** ~ ** Major fan valley 2) Offsl1ore base map dfrom NCOC/NCAA Coastal Relief MFV Monterey fan valley OEM (NOGC, 2005) . | |||
AFV Ascension fan valley 3) Onshore base map from U.S.G .S. 90-meter OEM . | |||
MEFV Monterey East fan valley Headwall scarp of Sur Slide 0 50 100 Kilometers DCPP Diablo Canyon Power Plant I I I Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-15 Location of Sur Slide | |||
PG&E Letter DCL-16-016 Enclosure 1 122"30'W 122"W 121"30'W 121"'ifll' 120"30'W StvlSB- Santa Maria Slope Break zone SSB- Sur St1elf Break zone Explanati on ACZ- Arguello-Conception zone SLBS -Santa Lucia Bank scarp zone DCPP Diablo Canyon Power Plant LSC - Lower Slope Canyon zone SS L- Southern Santa Lucia Basin zone D Landslide source zones ENSZ - Escarpment-no rthem Sur zone ENZ- Escarpment-northern zone ECZ- Escarpment-central zone ESZ- Escarpment-southern zone 0 40 80 Ki lometers I I I Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-16 Landslide Source Zones Used in Previous Tsunami Analyses | |||
PG&E Letter DCL-16-016 Enclosure 1 0 | |||
35.25 | |||
-100 35.2 | |||
-200 | |||
~35.15 0 -300 z | |||
~ 35.1 | |||
-=~ | |||
"'C | |||
~ 35.05 | |||
...... | |||
-400 | |||
*.;: -500 | |||
~ 35 | |||
-600 34.95 | |||
-700 | |||
-800 121.2 121.1 121 120.9 120.8 Longitude (deg. West) | |||
The black ellipse is thew =1 0.5 km by b = 7.45 km footprint of a 1.75 km3 slide on the slope, with center of mass located at 35.153N-120.985W. The black straight line is a transect in the direction of the steepest slope from DCPP in azimuth 8 = 245 deg. from North. | |||
Bathymetry is color scale in meters. | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-17 Goleta SMF Proxy Location and Bathymetry | |||
PG&E Letter DCL-16-016 Enclosure 1 0 | |||
35.6 | |||
-500 | |||
-1000 35.4 | |||
- | |||
-.....= | |||
~ 35.2 | |||
-1500 z -2000 oil Q.) | |||
...._, | |||
"'0 Q.) 35 | |||
"'0 -2500 | |||
= | |||
..... | |||
*.:: | |||
~ | |||
~ -3000 34.8 | |||
-3500 34.6 | |||
-4000 34.4 -4500 122.6 122.4 122.2 122 121.8 121.6 121.4 Longitude (deg. West) | |||
Black ellipses are thew= 10 km by b = 15 km footprint of 4.5 (or 10.5) km3 slides on the slope, with center of mass located at 35.097N-121.904W and 34.993N-121.872W, respectively. The black straight lines are transects in the direction of the steepest slope in azimuths 8 = 255 and 290 deg. from North, respectively. Bathymetry is color scale in meters. | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-18 Big Sur SMF Proxy Location and Bathymetry | |||
PG&E Letter DCL-16-016 Enclosure 1 El. 52.3 ft ---......,..,~-- Snorkels EI. 48.5 ft Intake Top Deck ~ El. 34.9 ft ~ ASW Huts Ate | |||
~~ | |||
El. 20.4 ft | |||
""' | |||
Bar rack ASW pump room curtain Wall ~ | |||
Forebay Forebay Ceiling El. -o.7 It El. -4.9 ft ---~ | |||
ASW Forebay El. -28.6 ft ---...-----~ | |||
I | |||
+-W Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-19 Elevation Profile of SSCs of Intake Structure (NAVD88) | |||
PG&E Letter DCL-16-016 Enclosure 1 ASW Huts 1.1 ksf 1.3 ksf Intake Top Deck Forebay Ceiling 2.5 ksf -- 0.8 ksf Curtain Wall | |||
~w Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-20 RPMT Hydrodynamic & | |||
Hydrostatic Forces on the Intake Structure | |||
PG&E Letter DCL-16-016 Enclosure 2 Page 1 of 5 Table of Changes to Diablo Canyon Power Plant Units 1 and 2 Flood Hazard Reevaluation Report Sections, Tables, and Figures Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 Section 1.5 This section provides clarifications on A paragraph was added to describe use Provides clarification on use of terminology used in the report. of the terms current design basis (COB) terminology. | |||
and current licensing basis (CLB) throughout the report. | |||
A paragraph was added to describe use of the terms Pacific Gas and Electric (PG&E) Design Class I and safety-related throughout the report. | |||
Sections Define acronyms for Updated Final Deleted acronyms definitions. Editorial changes made 2.3.2, 2.3.2.1 Safety Analysis Report (UFSAR) and because acronyms were current licensing basis. defined in newly added paragraph in Section 1.5. | |||
Sections 2.2, These sections referenced UFSAR These sections were updated to Reflects the most current 2.3.2.1, Revision 21. reference UFSAR Revision 22. UFSAR. | |||
2.3.2.2, 2.3.2.3, 2.3.2.4, 2.3.2.5, 2.3.2.6.1, 2.3.2.6.2, 2.3.2.7, 2.3.2.8, 2.3.2. 12, 2.3.2. 13, I 2.3.2. 14, 2.3.3 3.3 | |||
PG&E Letter DCL-16-016 Enclosure 2 Page 2 of 5 Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 Sections These sections made reference to Replaced the term safety-related with Revised to be consistent with 2.3.2.1, safety-related buildings or components PG&E Design Class I. the terminology used in 2.3.2.2, UFSAR Revision 22. | |||
2:3.2.11, 2.3.2.13, 2.3.3 Section 3.1.2 This section provided the cumulative A sentence was added to address Reflects more conservative depth of the 1-hour and 6-hour Ll P of additional methods used in performing assumptions used in the 4.5 and 5.9 inches, respectively. the revised LIP modeling: FL0-20 revised LIP modeling. | |||
models (locations and elevations) of the buildings and features were verified by Editorial change made to site walkdowns. clarify that the values provided represent rainfall amount. | |||
The cumulative depth was revised to clarify that the cumulative rainfall amount of the 1-hour and 6-hour LIP was 4.5 and 5.9 inches, respectively. | The cumulative depth was revised to clarify that the cumulative rainfall amount of the 1-hour and 6-hour LIP was 4.5 and 5.9 inches, respectively. | ||
This section was revised to presentthe updated LIP reevaluation results. Six topics and their associated results are | Section 3.1.3 This section presented the LIP This section was revised to presentthe Reflects revised Ll P modeling reevaluation results. Six topics and updated LIP reevaluation results. Six results. | ||
(1) Frequency analysis results showed the 90 percent confidence interval | their associated results were presented: topics and their associated results are (1) Frequency analysis results showed presented: | ||
PG&E Letter DCL-16-016 Enclosure 2 Page | the 90 percent confidence interval (1) Frequency analysis results showed for 106 years return period varied the 90 percent confidence interval between 3.62 and 2.86 inches. for 106 years return period varied between 3.60 and 2.84 inches. | ||
(2) Water depth above the door thresholds and areas to the west of (2) Water depth above the door the turbine and buttress buildings thresholds and areas to the west of varied between 0.09 ft. and 1.4 ft., the turbine and buttress buildings with five of the doors/areas showing varied between 0. 05 ft. and 0. 68 ft., | |||
Section, Flooding Hazards Reanalysis Report, Table , Figure Revision 0 (3) The duration of time dependent water depths varied between 0.00 hours and 4.41 hours. (4) Area A3 includes commodities | no inundation. with six of the doors/areas showing no inundation. | ||
Door 191-2 shows a maximum velocity of 1.02 ft/sec, sufficiently close to the 1 ft/sec threshold so as to safely assume that debris loading will not be an issue for this door. (6) The total associated effect is the force (per linear foot of surface) due to hydrostatic and hydrodynamic loading of the LIP varied from 0.03 lb/ft. to 21.51 lb/ft. Section 4.1 This section compared current LIP | |||
PG&E Letter DCL-16-016 Enclosure 2 Page 3 of 5 Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 (3) The duration of time dependent (3) The duration of time dependent water depths varied between 0.00 water depths varied between 0.00 hours and 4.41 hours. hours and 7.60 hours. | |||
I (4) Area A3 includes commodities (4) Area A3 includes commodities related to the safety-related diesel related to the safety-related diesel fuel oil transfer system. Area A3 fuel oil transfer system. Area A3 showed a water depth value of 0.13 showed a maximum water depth ft. value of 0.21 ft. | |||
The | (5) Maximum velocity values are less (5) Maximum velocity values are less than 1 ft/sec for all but two than 1 ft/sec for all commodities. | ||
commodities listed on Table 3-5. | |||
Area B 1 shows a maximum velocity (6) The total associated effect is the of 1.16 ft/sec, however, this area is force (per linear foot of surface) due proximate to the Unit 2 diesel to hydrostatic and hydrodynamic generator air intake louvers, which loading of the Ll P varied from 1 lb/ft. | |||
are recessed and located behind a to 35 lb/ft. for doors and areas security fence. Debris ingress to the experiencing inundation. | |||
louvers is not credible. Door 191-2 shows a maximum velocity of 1.02 ft/sec, sufficiently close to the 1 ft/sec threshold so as to safely I assume that debris loading will not be an issue for this door. | |||
(6) The total associated effect is the force (per linear foot of surface) due to hydrostatic and hydrodynamic loading of the LIP varied from 0.03 lb/ft. to 21.51 lb/ft. | |||
Section 4.1 This section compared current LIP This section was revised to reflect the Reflects revised LIP modeling I results with reanalyzed Ll P results. The updated reevaluated LIP water depth results. | |||
PG&E Letter OCL-16-016 Enclosure 2 Page 4 of 5 Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 reevaluated LIP determined that the above the door thresholds and areas to water depth above the door thresholds the west of the turbine and buttress and areas to the west of the turbine and buildings, which varies between 0.05 ft. | |||
buttress buildings varied between 0.09 and 0.68 ft., with six of the 46 ft. and 1.4 ft., with five of the 29 doors/areas showing no inundation, and doors/areas showing no inundation. the duration of time dependent water The duration of time dependent water depths, which varies between 0.00 I depths varied between 0.00 hours and hours and 7.60 hours. | |||
4.41 hours. The conclusion that the reevaluated LIP is not bounded by the current analysis I I | |||
. | did not change. | ||
Section 4.5 This section made a comparison to the This section was revised to clarify that Aligns with the newly added COB. the comparison is being made to the clarification in Section 1.5. | |||
COB/CLB. | |||
September 2014. PGE, 2015. Pacific Gas and Electric Company (PG&E), "Diablo Canyon Power Plant Units 1 and 2 Final Safety Analysis Report Update." Revision 22, Docket No. 50-275, 50-323, May 2015. Prochaska et al, 2008. Adam B Prochaska, Paul M. Santi, Jerry D. Higgins, Susan H. Cannon. "A study of methods to estimate debris flow velocity, Landslides," DOl 10.1007 /s1 0346-008-0137-0 © Springer-Verlag 2008. Resio, 1982. Resio, D.T., "Report On Wave Climatology For Diablo Canyon, California" 1982. 7-5 PG&E Letter DCL-16-016 Enclosure 1 Ross et al, 2013. Ross, S.L., Jones, L.M., Miller, Kevin, P., K.A., Wein, A., Wilson, Ri.l., Bahng, B., Barberopoulou, A., Borrero, J.C., Brosnan, D.M., Bwarie, J.T., Geist, E.L., Johnson, L.A., Kirby, S.H., | Section 4.6 This section made a comparison to the This section *was revised to clarify that Aligns with the newly added COB. the comparison is being made to the clarification in Section 1.5. | ||
Tsunami Scenario-Executive Summary and | COB/CLB . | ||
Section 7.0 This section contained a reference to Reference PGE, 2013 was deleted and Reflects the most current UFSAR Revision 21 as PGE, 2013. a reference to UFSAR Revision 22 as UFSAR. | |||
PGE, 2015 was added . | |||
Table 3-5 Table provided maximum water depth Table numerical values were revised. Reflects revised LIP modeling and flood duration for doors and area to Water depths range from 0.05 ft. - 0.68 results . | |||
the West of the turbine building and ft., with six doors showing no buttress buildings. Water depths | |||
* inundation. The duration of time ranged from 0.09 ft.- 1.4 ft., with five dependent water depths vary between doors showing no inundation. The 0.00 hours and 7.60 hours. | |||
duration of time dependent water depths varied between 0.00 hours and 4.41 hours. | |||
Table 3-6 Table provided hydrodynamic and total Table numerical values were revised. Reflects revised LIP modeling associated affects resulting from a LIP For doors and areas experiencing results . | |||
event. The total force ranged from 0.03 inundation, the total force ranges from 1 Ib./ft. - 21 .51 Ib./ft. lb./ft. - 35 lb./ft. | |||
PG&E Letter DCL-16-016 Enclosure 2 Page 5 of 5 Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 Table 3-7 Table included fitted precipitation Table was revised to include fitted Reflects revised Ll P results estimates and 90 percent confidence precipitation estimates and 90 percent and removes extraneous interval (CI) for return periods 2 years Cl for the 1 million year return period. return period information not through 1 million years. For a 1 million For a 1 million year return period, the 90 required to make a comparison year return period, the 90 percent Cl percent Cl ranged from 2.84 inches to to the National Research ranged from 2.86 inches to 3.62 inches 3.60 inches of precipitation. Council values. | |||
of precipitation. | |||
Figure 3-2 Included figure Figure was replaced with Figure 3-2a. Provides better understanding Detail in figure was increased to more of LIP inundation results. | |||
clearly show locations of doors, safety and nonsafety-related structures, and areas to the west of the turbine and buttress buildings evaluated for LIP. | |||
Figure 3-2b Figure new to Flooding Hazards Figure was added to more clearly show Provides better understanding Reanalysis Report, Revision 1 areas and commodities on the West of LIP inundation results. | |||
side of the turbine building. | |||
Figure 3-3 Included figure Figure was replaced to reflect revised Reflects revised Ll P modeling water depths near the power block results. | |||
structures. | |||
PG&E Letter DCL-16-016 Enclosure 1 NEI, 2012. Nuclear Energy Institute (NEI), "Submittal of NEI 12-07, Revision 0, Guidelines for Performing Verification Walkdowns of Plant Flood Protection Features," May 2, 2012. | |||
NEI, 2013. Nuclear Energy Institute (NEI), "FAQ-031, Hazard Reev.aluation Report (HRR)- | |||
Interim Action Responses," Revision 1, October 29, 2013. | |||
NEI, 2014. Nuclear Energy Institute (NEI), "FAQ-033, Hazard Reevaluation Report (HRR)- | |||
Options for Interim Actions for Challenging HRRs," Revision 1b, August 21, 2014. | |||
NOAA, 1998. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Hydrometeorological Report No. 58, Probable Maximum Precipitation for California - | |||
Calculation Procedures," Silver Spring, Maryland, 1998. | |||
NOAA, 1999. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Hydrometeorological Report No. 58, Probable Maximum Precipitation for California," | |||
Silver Spring, Maryland, 1999. | |||
NOAA, 2012. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "NOAA Atlas 14, Precipitation-Frequency Atlas of the United States, Volume 6, Version 2," 2012, Website http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html?bkmrk=ca data accessed February 28, 2013. | |||
NOAA, 2013a. NOAA, National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Station Snow Climatology, Stations in California," Snow Climatology Data, National Climatology Data Center (NCDC), Website http://www.ncdc.noaa.gov/ussc/index.jsp accessed February 25, 2013. | |||
NOAA, 2013b. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Global Historical Climatology Network- Daily Data," Snow Climatology Data, National Climatology Data Center (NCDC), Website http://www.ncdc.noaa.gov/most-popular-data#ghcn accessed February 27, 2013. | |||
NOAA, 2014. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Global Historical Tsunami Database". Website http://www.ngdc.noaa.gov/hazard/tsu_db.shtml accessed July 9, 2014. | |||
NRC, 1975. U.S. Nuclear Regulatory Commission (NRC), "Supplement No. 1 to the Safety Evaluation Report by the Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission in the Matter of Pacific Gas and Electric Company Diablo Canyon Nuclear Power Station, Units 1 and 2 Docket Nos. 50-275 and 50-323," Washington, D.C., January 31, 1975. | |||
NRC, 1976a. U.S. Nuclear Regulatory Commission (NRC), "Regulatory Guide 1.102 - Flood Protection for Nuclear Power Plants", Revision 1, September 1976. | |||
NRC, 197Gb. U.S. Nuclear Regulatory Commission (NRC), "Supplement No.5 to the Safety Evaluation Report by the Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission in the Matter of Pacific Gas and Electric Company Diablo Canyon Nuclear Power 7-3 | |||
PG&E Letter DCL-16-016 Enclosure 1 Station, Units 1 and 2 Docket Nos. 50-275 and 50-323," Washington, D. C., September 10, 1976. | |||
NRC, 1977. United States Nuclear Regulatory Commission (NRC), "Design Basis Floods for Nuclear Power Plants," Regulatory Guide 1.59, Revision 2, Washington, D. C., August 1977. | |||
NRC, 1978a. United States Nuclear Regulatory Commission (NRC), "Standard Format and Content of Safety Analysis Reports for Nuclear Power Plants," Regulatory Guide 1.70, Revision 3, Washington, D.C., 1978. | |||
NRC, 1978b. United States Nuclear Regulatory Commission (NRC), " Supplement No. 8 to the Safety Evaluation Report for Pacific Gas and Electric Company Diablo Canyon Nuclear Power Plants, Units 1 and 2 (Docket Nos. 50-275 and 50-323)," Washington, D.C., November 15, 1978. | |||
NRC, 1984. United States Nuclear Regulatory Commission (NRC)," Supplement 17 to the Safety Evaluation Report for Pacific Gas and Electric Company's Application for licenses to operate Diablo Canyon Nuclear Power Plants, Units 1 and 2 (Docket Nos. 50-275 and 50-323)," | |||
Washington, D.C., February 1984. | |||
NRC, 1999. United States Nuclear Regulatory Commission (NRC), "Issuance of Amendments for Diablo Canyon Nuclear Power Plant, Unit No. 1 (TAC No. M97914) and Unit No.2 (TAC No. | |||
M97915)," Washington, D.C., March 26, 1999. | |||
NRC, 2007. United States Nuclear Regulatory Commission (NRC), "Standard Review Plan for the Review of Safety Analysis Reports for Nuclear Power Plants: LWR Edition," NUREG-0800, Washington, D.C., March, 2007. | |||
NRC, 2009. United States Nuclear Regulatory Commission (NRC), "Tsunami Hazard Assessment at Nuclear Power Plant Sites in the United States of America - Final Report," | |||
NUREG/CR-6966, PNNL-17397, Richland, WA, March 2009. | |||
NRC, 2011. United States Nuclear Regulatory Commission (NRC), "Design-Basis Flood Estimation for Site Characterization at Nuclear Power Plants in the United States of America," | |||
NUREG/CR-7046, Washington, D.C., November, 2011. | |||
NRC, 2012a. United States Nuclear Regulatory Commission, Letter to Licensees, "Request for Information Pursuant to Title 10 of the Code of Federal Regulations 50.54(f) Regarding Recommendations 2.1, 2.3, and 9.3 of the Near Term Task Force Review of Insights from the Fukushima Dai-ichi Accident." March 12, 2012. | |||
NRC, 2012b . .United States Nuclear Regulatory Commission (NRC), "Endorsement of Nuclear Energy Institute (NEI) 12-07, 'Guidelines for Performing Verification Walkdowns of Plant Flood Protection Features,"' May 31,2012. \ | |||
7-4 | |||
PG&E Letter DCL-16-016 Enclosure 1 NRC, 2012c. United States Nuclear Regulatory Commission (NRC), "Guidance for Performing the Integrated Assessment for External Flooding," Interim Staff Guidance, Revision 0. JLD-ISG-2012-05, November 30, 2012. | |||
NRC, 2013. United States Nuclear Regulatory Commission (NRC), "Guidance for Performing a Tsunami, Surge and Seiche Flooding Safety Analysis Revision 0," Japan Lessons-Learned Project Directorate Interim Staff Guidance, JLD-ISG-2012-06, January 4, 2013. | |||
NRC, 2014. United States Nuclear Regulatory Commission (NRC), "Diablo Canyon Power | |||
\ Plant- Staff Assessment of the Flooding Walkdown Report Supporting Implementation of Near-Term Task Force Recommendation 2.3 Related tot he Fukushima Dai-lchi Nuclear Power Plant Accident (TAC Nos. MF0221 and MF0222)," ADAMS Accession No. ML14136A194, June 23, 2014. | |||
NRC, 1994. National Research Council (NRC), "Estimating Bounds on Extreme Precipitation Events," National Academy Press, Washington, 1994. | |||
Okada, 1985. Okada, Y. "Surface deformation due to shear and tensile faults in a half-space." | |||
Bull. Seismological Soc. Amer., 75(4), 1135-1154. 1985. | |||
Petersen et al, 2008. Petersen, M. D., Frankel, A. D., Harmsen, S.C., Mueller, C. S., Haller, K. | |||
M., Wheeler, R. L., Wesson, R. L., Zeng, Y., Boyd, 0. S., Perkins, D. M., Luco, N., Field, E. H., | |||
Wills, C. J., and Rukstales, K. S. "Documentation for the 2008 Update of the United States National Seismic Hazard Maps." U.S. Geological Survey Open-File Report 2008-1128, 61. | |||
2008. | |||
PGE, 2012a. PG&E Letter DCL-12-059, "Pacific Gas and Electric Company's Response to NRC Request for Information Pursuant to 10 CFR 50.54(f) Regarding the Flooding Aspects of Recommendations 2.1 and 2.3 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident," June 7, 2012. | |||
PGE, 2012b. PG&E Letter DCL-12-114, "Final Response to Request for Information Pursuant to 10 CFR 50.54(f) Regarding Recommendation 2.3 Flooding," November 27, 2012. | |||
PGE, 2014. Pacific Gas and Electric Company (PG&E). "Central Coastal California Seismic Imaging Project Report." Available at Agencywide Documents Access and Management System (ADAMS) Accession Nos. ML14260A024 through ML14260A069. September 2014. | |||
PGE, 2015. Pacific Gas and Electric Company (PG&E), "Diablo Canyon Power Plant Units 1 and 2 Final Safety Analysis Report Update." Revision 22, Docket No. 50-275, 50-323, May 2015. | |||
Prochaska et al, 2008. Adam B Prochaska, Paul M. Santi, Jerry D. Higgins, Susan H. Cannon. | |||
"A study of methods to estimate debris flow velocity, Landslides," DOl 10.1007/s1 0346-008-0137-0 © Springer-Verlag 2008. | |||
Resio, 1982. Resio, D.T., "Report On Wave Climatology For Diablo Canyon, California" 1982. | |||
7-5 | |||
PG&E Letter DCL-16-016 Enclosure 1 Ross et al, 2013. Ross, S.L., Jones, L.M., Miller, Kevin, P., K.A., Wein, A., Wilson, Ri.l., | |||
Bahng, B., Barberopoulou, A., Borrero, J.C., Brosnan, D.M., Bwarie, J.T., Geist, E.L., Johnson, L.A., Kirby, S.H., Knight, W.R., Long, K., Lynett, P., Mortensen, C.E., Nicolsky, D.J., Perry, S.C., | |||
Plumlee, G.S., Real, C.R., Ryan, K., Suleimani, E., Thio, H., Titov, V.V., Whitmore, P.M. and Wood, N.J., SAFRR (Science Application for Risk Reduction) Tsunami Scenario-Executive Summary and | |||
== Introduction:== | == Introduction:== | ||
U.S. Geological Survey Open-File Report 2013-1170-A, in Ross, S.L., and Jones, L.M., eds., The SAFRR (Science Application for Risk Reduction) Tsunami Scenario: U.S. Geological Survey Open-File Report 2013-1170, 17 p., 2013. | |||
http:l/pubs.usgs.gov/of/2013/1170/a/ | |||
Shi et al, 2012. Shi, F., Kirby, J. T., Harris, J. C., Geiman, J.D., and Grilli, S. T., "A high-order adaptive time-stepping TVD solver for boussinesq modeling of breaking waves and coastal inundation." Ocean Modeling, 43-44, 36-51. 2012. | |||
Strange and Graham, 1982. Strange, R.R. and N. Graham, "A Hindcast of Severe Storm Waves at Diablo Canyon, California." 1982. | |||
Suito, 2009. Suito H., and Freymueller, J.. T .. "A viscoelastic and afterslip postseismic deformation model for the 1964 Alaska earthquake." J. Geophys. Res., 114(811404). 2009. | |||
Tappin et al, 2014. Tappin D. R., Grilli, S. T., Harris, J. C., Geller, R. G., Masterlark T., Kirby, J. | |||
T., Shi, F., Ma, G., Thingbaijam K. K. S, and Mai, P.M. "Did a submarine landslide contribute to the 2011 Tohoku tsunami?" Marine Geology. 2014. | |||
USACE, 1984. U.S. Army Corps of Engineers (USACE). "Drainage and Erosion Control Mobilization Construction." 1984. | |||
USACE, 1998. U.S. Army Corps of Engineers (USACE). "Engineering Manual EM-111 0-2-1406 Runoff from Snowmelt." 1998. | |||
USACE, 2008. U.S. Army Corps of Engineers (USACE). "Coastal Engineering Manual." EM-111 0-2-1100 (Part II). August 1, 2008 (Change 2). 2008. | |||
USACE, 201 Oa. U.S Army Corps of Engineers (USACE). "Hydrologic Modeling System, HEC-HMS Computer Software," Version 3.5. Hydrologic Engineering Center, Davis, CA. 2010. | |||
USACE, 201 Ob. U.S Army Corps of Engineers (USACE). "River Analysis System, HEC-RAS Computer Software," Version 4.1.0. Hydrologic Engineering Center, Davis, CA. 2010. | |||
USBR, 1992. U.S. Bureau of Reclamation (USSR). "Flood Hydrology Manual," Water Resource Technical Publication. Denver, CO. 1992. | |||
USGS, 2013a. U.S. Geological Survey (USGS). "USGS Surface-Water Data for California," | |||
Website, http://waterdata.usgs.gov/ca/nwis/sw accessed January/February 2013. | |||
USGS, 2013b. U.S. Geological Survey (USGS)/California Geological Survey (CGS). "The Search for Geologic Evidence of Distant-Source Tsunamis Using New Field Data in California." | |||
Open-File Report 2013-1170-C. California Geological Survey Special Report 229. 2013. | |||
http://pubs.usgs.gov/of/2013/1170/c/pdf/ofr2013-1170c.pdf 7-6 | |||
PG&E Letter DCL-16-016 Enclosure 1 Uslu, 2008. Uslu, B. "Deterministic and Probabilistic tsunami studies in California from near and farfield sources," PhD Dissertation, USC. ProQuest. 2008. | |||
Whitmore, 2013. Whitmore P., Bohyun-Bahng B., and Knight, W. "Effects of subfault discretization and horizontal displacement on tsunami generation." S. L. Ross and L. M., Jones eds. Tsunami Scenario: U.S. Geological Survey Open-File Report 2013. Chp D. 2013. | |||
http://pubs. usgs.gov/of/2013/1170/b/. | |||
WMO, 1986. World Meteorological Organization. "1986: Manual for Estimation of Probable Maximum Precipitation, Operational Hydrology Report No. 1," WMO No. 332, Geneva, Switzerland. | |||
WMO, 2006. World Meteorological Organization. "2009: Manual for Estimation of Probable Maximum Precipitation, Operational Hydrology Report No. 1," WMO No. 1045, Geneva, Switzerland. | |||
Wills, 2007. Wills, C. J., II, R. W., and Bryant, W. A. "California fault parameters for the national seismic hazard maps and working group on California earthquake probabilities. US Geological Survey Open File Report. 2007. | |||
7-7 | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-1 Diablo Creek Location Used in Storm Calculations Elevation Used 100 feet Latitude Longitude Location Used 35.211 120.855 Table 3-2 Storms Used in the Diablo Creek Site-Specific PMP Calculation Maximum OCPP | |||
~ !I - 1-hmrr Total Adjustment DCPP 1-hour S t11tion Name L at Lon Year ~'\>.fon Dn Rlrin.fill factor:. LIP OAKL.A..t | |||
-- | |||
~"D SOUTH | |||
--- | |||
CA .37.7830 -!22.1.51Jl) 1999 u 19 326 13& 450 BEl AIR HOTEL CA 34.03.60 -US.4550 198.3 3.0(1 1.40 420 OC:EA..."NSIDE CA 3.32560 -H l J2(}() 199'3 16 2.95 13!! 4.1>0 LAGUNA | |||
- - - -BEACH --- _ ,_ CA 33.55!0 -R l7.SO!J.Qo 199'7 [2 *5 250 1.47 3.6S WHE.ELER GORGE - - - CA 3436?0 | |||
------------ | |||
-H 9_333() 199'2. 2 l2 2.32 1A3 3.32 | |||
.--2~15 | |||
-*~- ---~-- | |||
S.;.\J."'f rvLA.RCOS IROlJT | |||
- --- - - *- ----- | |||
CA 34..118.30 -! !9.3000 199'5 ! 'lt lAB 3.18 DOlTI..TON TIJN~U CA 34-4650 -11'9:708() 1973 2 11 2.25 L35 3.04 ST.'\..!'4"DWOOD FIRE STATION CA 34.4!50.0 -H9.6S30 | |||
- ---. | |||
198.3 9 29 1.4Q 1.19' 1S6 BOUIDER CREEK CA J7J)9'l6 ... n22.1us. 1955 !2 | |||
... | |||
:2~ 2.20 1..29' 2.S..t | |||
~q!QQ~!!_ CA .3-4534-0 -DO.l730 10()!2 12 20 1.09 1.14 2.5'9 GONZ.AI.ES. CA 3,6_5150 -li2U10() 199'4 H 10 2.09 1.16 2.42 SIGNAL HTI.l. CA 33J:&ao -HS.1657 199'5 4! 2.00 L19 2.3& | |||
CANYON~ CA 34.08.32 -tt t S.S418 194.3 21 1.96 1..21 2.37 ARROYOSECO CA 3*63590 -Dl.29Q:() 19.9'3 H 11 2.01 L06 2..13 Rainfall and LIP values are in inches. | |||
Table 3-3 Site-Specific LIP for Various Durations at the DCPP Power Block Duration (hours) DCPP LIP (inches) 0 0 0.2.5 2..5 0.5 3.6 | |||
~ 0.75 4.1 1-hourr 4.5 2-hour 5-.1 3-hour 5..4 4-hour 5.6 5-hour 5.8 6-hour 5-.9 | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-4 Temporal Distributions of 15-Minute Incremental Point PMP at DCPP Site Front End One-TI1urd Center Two-1ihErd End Peaking Peaking Pealdng Peaking Pea:ki11g Duration ILIP* pup~ .. IUP IUP IUP ItiP (hours) (inl (in) | |||
PUP (in) PUP (in} | |||
PUP (f; n) Plll?' | |||
0.000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.25{) 2.475 0.423 0.043 0.007 0.026 0.005 0.006 o.oo*r, 0.006 0.001 0.500 3.555 0.608 0.093 0.016 0.054 0.009 0.032 0.006 0.032 0.006 | |||
.750 4.095 0.700 0."173 0.030 0.084 0.0'14 0.059 o.o*to 0.059 0.0 '10 | |||
*t ooo 4.500 0 .769 0.269 0.046 o_*]18 0.020 0.036 0.0"15 O.OBG 0.015 | |||
'L250 4.6B3 0.80"1 0.422 0.072 0_.161 0.028 0.115 0.020 0:1 15 0.020 "l 500 4 ..1341 0.828 0.605 o.*to3 0.2*H 0.036 0. 146 0.025 0.146 0.025 | |||
*t750 4 .994 0.854 1."145 0.196 0.29"] 0.050 0.177 0.030 o.1n 0.030 2.000 5.130 0.877 3.620 0:.619 0.387 0.066 0.211 0.036 0.2"11 0.036, 2.250 5.226 0.8931 4.700 0.803 0.540 0.092 0.254 0.043 0.246 0.042 2.500 5.318 0.909 5.105 0.873 0.723 0.124 0.304 0.052 0.289 0.049 2.750 5..3'97 0.923 5.263 0.900 1.263 0.216 0.384 OJJ66 0.335 0.057 3.000 5.465 0.934 5.399 0.923 3:738 0.639 0.480 0.082 0.385 0.066 3.250 5.5*15 0.943 5.49'1 0.939 4.818 0.824 0.633 0."]08 0.453 0.077 3.500 5.561 0.951 5.558 0.950 5.223 0.893 0.816 0.139 0.532 0.09'1 3.750 5.604 0.95B 5.604 0.958 5.381 0 ..920 1.356 0.232 0.624 0.107 4.000 5.639 0.964 5.639 0.964 5,5"17 0.943 3.B31 0.655 0.720 0.123 4.250 5.673 0.970 5.673 0.970 5.608 0.959 4.911 0.839 0.856 0 .'146 4.500 5.704 0.975 5.704 0.975 5.676 0.970 5.316 0.909 t009 0. '1 72 4.750 5.735 0 .980 5.735 0.980 5.721 0.978 5.474 0.936 1.167 0.199 5.000 5.764 0 .985 5.764 0.985 5.757 0.984 5.6-10 0 . 959 '1.350 0.231 5.250 5.791 0.990 5.79'1 0.990 5.789 0.989 5.701 0.975 1.755 0.300 5.500 5.B18 0.994 5.818- 0.994 5.817 0.994 5.769 0.986 2.295 0.392 5.750 5.844 0.999 5.844 0.999 5.844 0.999 5.814 0.994 3.375 0.5'7 7 6.000 5.900 1.000 5.900 '1.000 5.900 '1.000 5.900 '1 .000 5.900 1.000 il IUP = cumulative UIP;- PUP= Portion of cumulative UP | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-5 Maximum LIP Flooding Parameters near the Doors and Areas to the West of the Turbine and Buttress Buildings MaxWD Door MaxWD Correlated Grid Max above Threshold above Door Flood Buttress Door/Unit Elevation WSE grid 1 No 2 Elevation Grid No Threshold Duration Building No (ft PG&E surface 2 (hours) | |||
Area (ft PG&E Datum) (ft PG&E (ft) (ft) | |||
Datum) Datum) 0 1 2 3 4 5 6 7 (8) =(6) - (3) 9 Turbine Building Unit 1: North 1 A1 .1 86.8 1034 86 .58 86 .79 0.21 -0.01 0 A1 2 A1.2 86.8 1033 86.56 86.77 0.21 -0.03 0 3 A2 .1 86.5 1181 86.48 86.73 0.25 0.23 7.60 A2 4 8U101 86.5 877 86.48 86.58 0.10 0.08 6.90 5 8U102 86.5 1174 86.47 86 .67 0.20 0.17 3.30 6 8U103 86 .5 2106 86.45 86.64 0.19 0.14 0.55 7 A3.1 86.5 1326 86.45 86 .71 0.26 0.21 2.75 A3 8 A3.2 86.5 1633 86.47 86 .71 0.24 0.21 3.05 9 A3.3 86.5 2268 86.45 86 .62 0.17 0.12 0.45 10 8U104/5 86 .5 2600 86.47 86.66 0.19 0.16 3.20 11 101-1 86.8 1975 86.78 87.02 0.24 0.22 7.05 12 102-1 86.8 1655 86.73 87 .00 0.27 0.20 0.60 N/A 13 119-1 86.8 3507 86 .78 87.24 0.46 0.44 6.65 14 122-1 86.8 4238 86.77 87.43 0.66 0.63 5.10 15 C1 .1 86 .8 2944 86 .77 86 .93 0.16 0.13 4.50 c 16 129 86 .8 3118 86 .78 86.92 0.14 0.12 6.80 17 130 86 .8 3117 86 .77 86.86 0.09 0.06 2.95 Turbine Building Unit 2: South c 18 C1 .2 86.8 3469 86.77 87.04 0.27 0.24 5.30 19 8U101-2 86.7 3112 86.47 86.68 0.21 -0.02 0 20 8U1 02-2 86.65 3108 86.58 86.65 0.07 0.00 0 83 21 8U103-2 86.5 3101 86.36 86.42 0.06 -0.08 0 22 8U104-2 86.5 3454 86.36 86.46 0.10 -0 .04 0 23 8U108-2 86.5 4570 86.47 86.64 0.17 0.14 3.80 24 8U105-2 86.5 4760 86.48 86.62 0.14 0.12 6.40 82 25 8U106-2 86 .7 5350 86.64 86.86 0.22 0.16 2.85 26 82.1 86.8 5550 86.77 86 .91 0.14 0.11 3.20 27 81.1 86.8 5749 86.76 86 .87 0.11 0.07 0.35 81 28 81.2 86 .8 5950 86 .79 86 .93 0.14 0.13 7.35 29 101-2 86 .8 7412 86.77 87.12 0.35 0.32 4.35 30 102-2 86.8 7198 86 .78 87.12 0.34 0.32 6.75 N/A 31 119-2 86 .8 8287 86.78 87.23 0.45 0.43 7.05 32 122-2 86 .8 7431 86.78 87.31 0.53 0.51 6.55 | |||
PG&E Letter DCL-16-016 Enclosure 1 MaxWD Door MaxWD Correlated Grid Max above Threshold above Door Flood Buttress Door/Unit Elevation WSE grid No 2 Elevation Grid No Threshold 1 Duration Building No (ft PG&E surface 2 (hours) | |||
Area (ft PG&E Datum) (ft PG&E (ft) (ft) | |||
Datum) Datum) 0 1 2 3 4 5 6 7 (8) =(6) - (3) 9 Unit 1 -Auxiliary Building Area (Ventilation Building) 33 192-1 86.8 5003 86 .78 87.48 0.70 0.68 6.95 N/A 34 191-1 86.8 7054 86.79 87.36 0.57 0.56 6.75 35 194-1 86 .8 6425 86 .77 87.35 0.58 0.55 5.20 Unit 2 -Auxiliary Building Area (Ventilation Building) 36 192-2 86 .8 7223 86.79 87.39 0.60 0.59 6.85 191-2 N/A 37 86.8 11520 86.78 87.28 0.50 0.48 6.45 191A-2 38 194-2 86.8 10338 86.73 87.26 0.53 0.46 1.30 Fuel Handling Building (East of Unit 1) 39 363-1 116.8 8566 116.78 116.90 0.12 0.10 6.50 40 361-1 116.8 9681 116.78 117.19 0.41 0.39 6.00 N/A 41 360-1 116.8 9680 116.79 117.19 0.40 0.39 7.20 42 355-1 116.8 10367 116.76 117.25 0.49 0.45 3.80 43 354-1 116.8 10599 116.79 117.25 0.46 0.45 7.05 Fuel Handling Building (East of Unit 2) 44 360-2 116.8 11300 116.75 117.26 0.51 0.46 5.65 N/A 45 361-2 116.8 11536 116.76 117.26 0.50 0.46 5.30 | |||
[0.04] [0.02] | |||
46 363-2 116.8 12486 116.78 116.82 6.40 0.05** 0.05** | |||
: 1. Negative value reflects no Ll P exceed a nee near the doors or areas | |||
: 2. Door/Unit Nos. are shown in Figures 3-2a and 3-2b. | |||
** Minimum ponding depth taken as 0.05 feet. | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-6 Hydrodynamic and Total Associated Effects Resulting from LIP Flood Event 3 | |||
Velocity Total Head 1 No. Door/Unit No2 Grid Cell No Flow Depth (ft) Force {lb/ft) | |||
Magnitude {ft/s) {ft) | |||
Turbine Building Unit 1: North 1 A1 .1 1034 0.00 0.00 1.00 0 2 A1 .2 1033 0.00 0.00 1.00 0 3 A2 .1 1181 0.22 0.55 1.23 9 4 BU101 877 0.08 0.23 1.08 3 5 BU102 1174 0.17 0.35 1.17 6 6 BU103 2106 0.14 0.21 1.14 5 7 A3.1 1326 0.21 0.19 1.21 8 8 A3.2 1633 0.20 0.09 1.20 8 9 A3.3 2268 0.12 0.10 1.12 4 10 BU104/5 2600 0.16 0.26 1.16 6 11 101-1 1975 0.20 0.41 1.21 8 12 102-1 1655 0.19 0.23 1.19 7 13 119-1 3507 0.42 0.25 1.43 19 14 122-1 4238 0.60 0.00 1.60 30 15 C1.1 2944 0.13 0.26 1.13 5 16 129 3118 0.12 0.35 1.12 4 17 130 3117 0.06 0.21 1.06 2 Turbine Building Unit 2: South 18 C1.2 3469 0.24 0.64 1.25 9 19 BU101-2 3112 0.00 0.00 1.00 0 20 BU102-2 3108 0.00 0.00 1.00 0 21 BU103-2 3101 0.00 0.00 1.00 0 22 BU104-2 3454 0.00 0.00 1.00 0 23 BU108-2 4570 0.13 0.15 1.13 5 24 BU105-2 4760 0.12 0.33 1.12 4 25 BU106-2 5350 0.16 0.52 1.16 6 26 B2.1 5550 0.10 0.31 1.11 4 27 B1 .1 5749 0.07 0.11 1.07 2 28 B1.2 5950 0.13 0.19 1.13 5 29 101-2 7412 0.31 0.24 1.31 13 30 102-2 7198 0.31 0.23 1.31 13 31 119-2 8287 0.42 0.28 1.42 19 32 122-2 7431 0.51 0.33 1.51 24 | |||
PG&E Letter DCL-16-016 Enclosure 1 3 | |||
2 Velocity Total Head 1 No. Door/Unit No Grid Cell No Flow Depth (ft) Force (lb/ft) | |||
Magnitude (ft/s) (ft) | |||
Unit 1 -Auxiliary Building Area (Ventilation Building) 33 192-1 5003 0.67 0.13 1.67 35 34 191-1 7054 0.55 0.06 1.55 27 35 194-1 6425 0.53 0.12 1.53 25 Unit 2 -Auxiliary Building Area (Ventilation Building) 36 192-2 7223 0.59 0.22 1.59 29 191-2 37 11520 0.47 0.20 1.47 21 191A-2 38 194-2 10338 0.45 0.07 1.45 20 Fuel Handling Building (East of Unit 1) 39 363-1 8566 0.10 0.24 1.10 3 40 361-1 9681 0.39 0.00 1.39 17 41 360-1 9680 0.39 0.15 1.39 17 42 355-1 10367 0.45 0.09 1.45 20 43 354-1 10599 0.45 0.10 1.45 20 Fuel Handling Building (East of Unit 2) 44 360-2 11300 0.45 0.06 1.45 20 45 361-2 11536 0.45 0.28 1.46 21 46 363-2 12486 0.02 0.00 1.02 1 | |||
: 1. Total force (force per linear foot length) is rounded to the nearest whole number. | |||
: 2. Door/Unit Nos. are shown in Figures 3-2a and 3-2b. | |||
: 3. Per American Society of Civil Engineers 7-10, the static water level should be increased by 1 ft. However, if no flow depth or velocity is present, total force= 0 lb/ft. | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-7 GEV Fitted Precipitation Estimates and 90%, Cl at DCPP Site 1,000,000 Years Return Period Lower 90% Cl Lower Limit 2.84 inches Upper 90%, Cl Lower Limit 3.60 inches Mean Precipitation 3.17 inches | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 1 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 0 0.0000 0.0000 0.0000 0.0000 0.0000 0.25 0.6551 0.0711 0.0199 0.0192 0.0192 0.5 0.6174 0.0719 0.0212 0.0199 0.0199 0.75 0.5812 0.0727 0.0225 0.0205 0.0205 1 0.5464 0.0735 0.0238 0.0212 0.0212 1.25 0.3187 0.0742 0.0251 0.0219 0.0219 1.5 0.3157 0.0749 0.0264 0.0225 0.0225 1.75 0.3127 0.0757 0.0277 0.0232 0.0232 2 0.3097 0.0764 0.0290 0.0238 0.0238 2.25 0.3068 0.0771 0.0302 0.0245 0.0245 2.5 0.3038 0.0778 0.0315 0.0251 0.0251 2.75 0.3007 0.0785 0.0327 0.0258 0.0258 3 0.2977 0.0792 0.0339 0.0264 0.0264 3.25 0.2947 0.0798 0.0351 0.0271 0.0271 3.5 0.2917 0.0805 0.0363 0.0277 0.0277 3.75 0.2886 0.0811 0.0375 0.0283 0.0283 4 0.2856 0.0818 0.0387 0.0290 0.0290 4.25 0.2825 0.0824 0.0399 0.0296 0.0296 4.5 0.2794 0.0830 0.0410 0.0302 0.0302 4.75 0.2764 0.0836 0.0422 0.0309 0.0309 5 0.2733 0.0842 0.0433 0.0315 0.0315 5.25 0.2702 0.0847 0.0444 0.0321 0.0321 5.5 0.2671 0.0853 0.0455 0.0327 0.0327 5.75 0.2640 0.0858 0.0466 0.0333 0.0333 6 0.2608 0.0864 0.0477 0.0339 0.0339 6.25 0.2577 0.0869 0.0488 0.0345 0.0345 6.5 0.2546 0.0874 0.0498 0.0351 0.0351 6.75 0.2514 0.0879 0.0509 0.0357 0.0357 7 0.2482 0.0884 0.0519 0.0363 0.0363 7.25 0.2451 0.0889 0.0530 0.0369 0.0369 7.5 0.2419 0.0894 0.0540 0.0375 0.0375 7.75 0.2387 0.0898 0.0550 0.0381 0.0381 8 0.2355 0.0903 0.0560 0.0387 0.0387 8.25 0.2323 0.0907 0.0570 0.0393 0.0393 8.5 0.2291 0.0911 0.0579 0.0399 0.0399 8.75 0.2259 0.0915 0.0589 0.0404 0.0404 9 0.2227 0.0919 0.0598 0.0410 0.0410 9.25 0.2194 0.0923 0.0608 0.0416 0.0416 9.5 0.2162 0.0927 0.0617 0.0422 0.0422 9.75 0.2129 0.0931 0.0626 0.0427 0.0427 10 0.2097 0.0934 0.0635 0.0433 0.0433 10.25 0.2064 0.0938 0.0644 0.0439 0.0439 10.5 0.2031 0.0941 0.0653 0.0444 0.0444 | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 2 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 10.75 0.1998 0.0944 0.0661 0.0450 0.0450 11 0.1965 0.0947 0.0670 0.0455 0.0455 11.25 0.1932 0.0950 0.0679 0.0461 0.0461 11.5 0.1899 0.0953 0.0687 0.0466 0.0466 11.75 0.1866 0.0956 0.0695 0.0472 0.0472 12 0.1832 0.0959 0.0703 0.0477 0.0477 12.25 0.0988 0.0961 0.0711 0.0482 0.0482 12.5 0.0988 0.0964 0.0719 0.0488 0.0488 12.75 0.0988 0.0966 0.0727 0.0493 0.0493 13 0.0988 0.0968 0.0735 0.0498 0.0498 13.25 0.0988 0.0970 0.0742 0.0504 0.0504 13.5 0.0988 0.0972 0.0749 0.0509 0.0509 13.75 0.0988 0.0974 0.0757 0.0514 0.0514 14 0.0988 0.0976 0.0764 0.0519 0.0519 14.25 0.0988 0.0977 0.0771 0.0524 0.0524 14.5 0.0988 0.0979 0.0778 0.0530 0.0530 14.75 0.0987 0.0980 0.0785 0.0535 0.0535 15 0.0987 0.0982 0.0792 0.0540 0.0540 15.25 0.0987 0.0983 0.0798 0.0545 0.0545 15.5 0.0987 0.0984 0.0805 0.0550 0.0550 15.75 0.0986 0.0985 0.0811 0.0555 0.0555 16 0.0986 0.0986 0.0818 0.0560 0.0560 16.25 0.0986 0.0986 ' 0.0824 0.0565 0.0565 16.5 0.0985 0.0987 0.0830 0.0570 0.0570 16.75 0.0985 0.0987 0.0836 0.0574 0.0574 17 0.0984 0.0988 0.0842 0.0579 0.0579 17.25 0.0984 0.0988 0.0847 0.0584 0.0584 17.5 0.0983 0.0988 0.0853 0.0589 0.0589 17.75 0.0983 0.0988 0.0858 0.0594 0.0594 18 0.0982 0.0988 0.0864 0.0598 0.0598 18.25 0.0982 0.1866 0.0869 0.0603 0.0603 18.5 0.0981 0.1932 0.0874 0.0608 0.0608 18.75 0.0980 0.1998 0.0879 0.0612 0.0612 19 0.0980 0.2064 0.0884 0.0617 0.0617 19.25 0.0979 0.2129 0.0889 I 0.0622 0.0622 19.5 0.0978 0.2194 0.0894 0.0626 0.0626 19.75 0.0977 0.2259 0.0898 0.0631 0.0631 20 0.0977 0.2323 0.0903 0.0635 0.0635 20.25 0.0976 0.2387 0.0907 0.0640 0.0640 20.5 0.0975 0.2451 0.0911 0.0644 0.0644 20.75 0.0974 0.2514 0.0915 0.0648 0.0648 21 0.0973 0.2577 0.0919 0.0653 0.0653 21.25 0.0972 0.2640 0.0923 0.0657 0.0657 | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 3 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 21.5 0.0971 0.2702 0.0927 0.0661 0.0661 21.75 0.0970 0.2764 0.0931 0.0666 0.0666 22 0.0969 0.2825 0.0934 0.0670 0.0670 22.25 0.0968 0.2886 0.0938 0.0674 0.0674 22.5 0.0967 0.2947 0.0941 0.0679 0.0679 22.75 0.0966 0.3007 0.0944 0.0683 0.0683 23 0.0965 0.3068 0.0947 0.0687 0.0687 23 .25 0.0964 0.3127 0.0950 0.0691 0.0691 23.5 0.0962 0.3187 0.0953 0.0695 0.0695 23.75 0.0961 0.5812 0.0956 0.0699 0.0699 24 0.0960 0.6551 0.0959 0.0703 0.0703 24.25 0.0959 0.6174 0.0961 0.0711 0.0707 24.5 0.0957 0.5464 0.0964 0.0719 0.0711 24.75 0.0956 0.3157 0.0966 0.0727 0.0715 25 0.0955 0.3097 0.0968 0.0735 0.0719 25.25 0.0953 0.3038 0.0970 0.0742 0.0723 25.5 0.0952 0.2977 0.0972 0.0749 0.0727 25.75 0.0950 0.2917 0.0974 0.0757 0.0731 26 0.0949 0.2856 0.0976 0.0764 0.0735 26.25 0.0947 0.2794 0.0977 0.0771 0.0738 26.5 0.0946 0.2733 0.0979 0.0778 0.0742 26.75 0.0944 0.2671 0.0980 0.0785 0.0746 27 0.0943 0.2608 0.0982 0.0792 0.0749 27.25 0.0941 0.2546 0.0983 0.0798 0.0753 27.5 0.0939 0.2482 0.0984 0.0805 0.0757 27.75 0.0938 0.2419 0.0985 0.0811 0.0760 28 0.0936 0.2355 0.0986 0.0818 0.0764 28.25 0.0934 0.2291 0.0986 0.0824 0.0768 28.5 0.0933 0.2227 0.0987 0.0830 0.0771 28.75 0.0931 0.2162 0.0987 0.0836 0.0775 29 0.0929 0.2097 0.0988 0.0842 0.0778 29.25 0.0927 0.2031 0.0988 0.0847 0.0782 29.5 0.0925 0.1965 0.0988 0.0853 0.0785 29.75 0.0923 0.1899 0.0988 0.0858 0.0788 30 0.0921 0.1832 0.0988 0.0864 0.0792 30.25 0.0919 0.0988 0.1866 0.0869 0.0795 30.5 0.0917 0.0988 0.1932 0.0874 0.0798 30.75 0.0915 0.0988 0.1998 0.0879 0.0802 31 0.0913 0.0988 0.2064 0.0884 0.0805 31.25 0.0911 0.0988 0.2129 0.0889 0.0808 31.5 0.0909 0.0987 0.2194 0.0894 0.0811 31.75 0.0907 0.0987 0.2259 0.0898 0.0814 32 0.0905 0.0986 0.2323 0.0903 0.0818 | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 4 of 7) Enclosure 1 15-Minute Incremental General Storm P:tvfP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 32.25 0.0903 0.0985 0.2387 0.0907 0.0821 32.5 0.0900 0.0984 0.2451 0.0911 0.0824 32.75 0.0898 0.0983 0.2514 0.0915 0.0827 33 0.0896 0.0982 0.2577 0.0919 0.0830 33.25 0.0894 0.0981 0.2640 0.0923 0.0833 33.5 0.0891 0.0980 0.2702 0.0927 0.0836 33.75 0.0889 0.0978 0.2764 0.0931 0.0839 34 0.0887 0.0977 0.2825 0.0934 0.0842 34.25 0.0884 0.0975 0.2886 0.0938 0.0844 34.5 0.0882 0.0973 0.2947 0.0941 0.0847 34.75 0.0879 0.0971 0.3007 0.0944 0.0850 35 0.0877 0.0969 0.3068 0.0947 0.0853 35.25 0.0874 0.0967 0.3127 0.0950 0.0856 35.5 0.0872 0,0965 0.3187 0.0953 0.0858 35.75 0.0869 0.0962 0.5812 0.0956 0.0861 36 0.0866 0.0960 0.6551 0.0959 0.0864 36.25 0.0864 0.0957 0.6174 0.0961 0.0866 36.5 0.0861 0.0955 0.5464 0.0964 0.0869 36.75 0.0858 0.0952 0.3157 0.0966 0.0872 37 0.0856 0.0949 0.3097 0.0968 0.0874 37.25 0.0853 0.0946 0.3038 0.0970 0.0877 37.5 0.0850 0.0943 0.2977 0.0972 0.0879 37.75 0.0847 0.0939 0.2917 0.0974 0.0882 38 0.0844 0.0936 0.2856 0.0976 0.0884 38.25 0.0842 0.0933 0.2794 0.0977 0.0887 38.5 0.0839 0.0929 0.2733 0.0979 0.0889 38.75 0.0836 0.0925 0.2671 0.0980 0.0891 39 0.0833 0.0921 0.2608 0.0982 0.0894 39.25 0.0830 0.0917 0.2546 0.0983 0.0896 39.5 0.0827 0.0913 0.2482 0.0984 0.0898 39.75 0.0824 0.0909 0.2419 0.0985 0.0900 40 0.0821 0.0905 0.2355 0.0986 0.0903 40.25 0.0818 0.0900 0.2291 0.0986 0.0905 40.5 0.0814 0.0896 0.2227 0.0987 0.0907 40.75 0.0811 0.0891 0.2162 0.0987 0.0909 41 0.0808 0.0887 0.2097 0.0988 0.0911 41.25 0.0805 0.0882 0.2031 0.0988 0.0913 41.5 0.0802 0.0877 0.1965 0.0988 0.0915 41.75 0.0798 0.0872 0.1899 0.0988 0.0917 42 0.0795 0.0866 0.1832 0.0988 0.0919 42.25 0.0792 0.0861 0.0988 0.1866 0.0921 42 .5 0.0788 0.0856 0.0988 0.1932 0.0923 42.75 0.0785 0.0850 0.0988 0.1998 0.0925 | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 5 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 43 0.0782 0.0844 . 0.0988 0.2064 0.0927 43.25 0.0778 0.0839 0.0988 0.2129 0.0929 43.5 0.0775 0.0833 0.0987 0.2194 0.0931 43.75 0.0771 0.0827 0.0987 0.2259 0.0933 44 0.0768 0.0821 0.0986 0.2323 0.0934 44.25 0.0764 0.0814 0.0985 0.2387 0.0936 44.5 0.0760 0.0808 0.0984 0.2451 0.0938 44.75 0.0757 0.0802 0.0983 0.2514 0.0939 45 0.0753 0.0795 0.0982 0.2577 0.0941 45.25 0.0749 0.0788 0.0981 0.2640 0.0943 45.5 0.0746 0.0782 0.0980 0.2702 0.0944 45.75 0.0742 0.0775 0.0978 0.2764 0.0946 46 0.0738 0.0768 0.0977 0.2825 0.0947 46.25 0.0735 0.0760 0.0975 0.2886 0.0949 46.5 0.0731 0.0753 0.0973 0.2947 0.0950 46.75 0.0727 0.0746 0.0971 0.3007 0.0952 47 0.0723 0.0738 0.0969 0.3068 0.0953 47.25 0.0719 0.0731 0.0967 0.3127 0.0955 47.5 0.0715 0.0723 0.0965 0.3187 0.0956 47.75 0.0711 0.0715 0.0962 0.5812 0.0957 48 0.0707 0.0707 0.0960 0.6551 0.0959 48 .25 0.0703 0.0703 0.0957 0.6174 0.0960 48.5 0.0699 0.0699 0.0955 0.5464 0.0961 48.75 0.0695 0.0695 0.0952 0.3157 0.0962 49 0.0691 0.0691 0.0949 0.3097 0.0964 49.25 0.0687 0.0687 0.0946 0.3038 0.0965 49.5 0.0683 0.0683 0.0943 0.2977 0.0966 49.75 0.0679 0.0679 0.0939 0.2917 0.0967 50 0.0674 0.0674 0.0936 0.2856 0.0968 50.25 0.0670 0.0670 0.0933 0.2794 0.0969 50.5 0.0666 0.0666 0.0929 0.2733 0.0970 50.75 0.0661 0.0661 0.0925 0.2671 0.0971 51 0.0657 0.0657 0.0921 0.2608 0.0972 51.25 0.0653 0.0653 0.0917 0.2546 0.0973 51.5 0.0648 0.0648 0.0913 0.2482 0.0974 51.75 0.0644 0.0644 0.0909 0.2419 0.0975 52 0.0640 0.0640 0.0905 0.2355 0.0976 52 .25 0.0635 0.0635 0.0900 0.2291 0.0977 52.5 0.0631 0.0631 0.0896 0.2227 0.0977 52.75 0.0626 0.0626 0.0891 0.2162 0.0978 53 0.0622 0.0622 0.0887 0.2097 0.0979 53.25 0.0617 0.0617 0.0882 0.2031 0.0980 53.5 0.0612 0.0612 0.0877 0.1965 0.0980 | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 6 of 7) Enclosure 1 15-M:inute Incremental General Storm Pl\IIP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 53.75 0.0608 0.0608 0.0872 0.1899 0.0981 54 0.0603 0.0603 0.0866 0.1832 0.0982 54.25 0.0598 0.0598 0.0861 0.0988 0.0982 54.5 0.0594 0.0594 0.0856 0.0988 0.0983 54.75 0.0589 0.0589 0.0850 0.0988 0.0983 55 0.0584 0.0584 0.0844 0.0988 0.0984 55.25 0.0579 0.0579 0.0839 0.0988 0.0984 55.5 0.0574 0.0574 0.0833 0.0987 0.0985 55.75 0.0570 0.0570 0.0827 0.0987 0.0985 56 0.0565 0.0565 0.0821 0.0986 0.0986 56.25 0.0560 0.0560 0.0814 0.0985 0.0986 56.5 0.0555 0.0555 0.0808 0.0984 0.0986 56.75 0.0550 0.0550 0.0802 0.0983 0.0987 57 0.0545 0.0545 0.0795 0.0982 0.0987 57.25 0.0540 0.0540 0.0788 0.0981 0.0987 57.5 0.0535 0.0535 0.0782 0.0980 0.0987 57.75 0.0530 0.0530 0.0775 0.0978 0.0988 58 0.0524 0.0524 0.0768 0.0977 0.0988 58.25 0.0519 0.0519 0.0760 0.0975 0.0988 58.5 0.0514 0.0514 0.0753 0.0973 0.0988 58 .75 0.0509 0.0509 0.0746 0.0971 0.0988 59 0.0504 0.0504 0.0738 0.0969 0.0988 59.25 0.0498 0.0498 0.0731 0.0967 0.0988 59.5 0.0493 0.0493 0.0723 0.0965 0.0988 59.75 0.0488 0.0488 0.0715 0.0962 0.0988 60 0.0482 0.0482 0.0707 0.0960 0.0988 60.25 0.0477 0.0477 0.0699 0.0957 0.1832 60.5 0.0472 0.0472 0.0691 0.0955 0.1866 60.75 0.0466 0.0466 0.0683 0.0952 0.1899 61 0.0461 0.0461 0.0674 0.0949 0.1932 61 .25 0.0455 0.0455 0.0666 0.0946 0.1965 61.5 0.0450 0.0450 0.0657 0.0943 0.1998 61.75 0.0444 0.0444 0.0648 0.0939 0.2031 62 0.0439 0.0439 0.0640 0.0936 0.2064 62.25 0.0433 0.0433 0.0631 0.0933 0.2097 62.5 0.0427 0.0427 0.0622 0.0929 0.2129 62.75 0.0422 0.0422 0.0612 0.0925 0.2162 63 0.0416 0.0416 0.0603 0.0921 0.2194 63.25 0.0410 0.0410 0.0594 0.0917 0.2227 63.5 0.0404 0.0404 0.0584 0.0913 0.2259 63 .75 0.0399 0.0399 0.0574 0.0909 0.2291 64 0.0393 0.0393 0.0565 0.0905 0.2323 64.25 0.0387 0.0387 0.0555 0.0900 0.2355 | |||
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 7 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours) | |||
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 64.5 0.0381 0.0381 0.0545 0.0896 0.2387 64.75 0.0375 0.0375 0.0535 0.0891 0.2419 65 0.0369 0.0369 0.0524 0.0887 0.2451 65.25 0.0363 0.0363 0.0514 0.0882 0.2482 65.5 0.0357 0.0357 0.0504 0.0877 0.2514 65.75 0.0351 0.0351 0.0493 0.0872 0.2546 66 0.0345 0.0345 0.0482 0.0866 0.2577 66.25 0.0339 0.0339 0.0472 0.0861 0.2608 66.5 0.0333 0.0333 0.0461 0.0856 0.2640 66.75 0.0327 0.0327 0.0450 0.0850 0.2671 67 0.0321 0.0321 0.0439 0.0844 0.2702 67.25 0.0315 0.0315 0.0427 0.0839 0.2733 67.5 0.0309 0.0309 0.0416 0.0833 0.2764 67.75 0.0302 0.0302 0.0404 0.0827 0.2794 68 0.0296 0.0296 0.0393 0.0821 0.2825 68.25 0.0290 0.0290 0.0381 0.0814 0.2856 68.5 0.0283 0.0283 0.0369 0.0808 0.2886 68.75 0.0277 0.0277 0.0357 0.0802 0.2917 69 0.0271 0.0271 0.0345 0.0795 0.2947 69.25 0.0264 0.0264 0.0333 0.0788 0.2977 69.5 0.0258 0.0258 0.0321 0.0782 0.3007 69.75 0.0251 0.0251 0.0309 0.0775 0.3038 70 0.0245 0.0245 0.0296 0.0768 0.3068 70.25 0.0238 0.0238 0.0283 0.0760 0.3097 70.5 0.0232 0.0232 0.0271 0.0753 0.3127 70.75 0.0225 0.0225 0.0258 0.0746 0.3157 71 0.0219 0.0219 0.0245 0.0738 0.3187 71.25 0.0212 0.0212 0.0232 0.0731 0.5464 71.5 0.0205 0.0205 0.0219 0.0723 0.5812 71.75 0.0199 0.0199 0.0205 0.0715 0.6174 72 0.0192 0.0192 0.0192 0.0707 0.6551 Total 30.90 30.90 30.90 30.90 30.90 | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-9 Wind Speeds and Direction (by date) of Analyzed NDBC Buoys along the California Central Coast Wind Direction Avg St Dev Wind Direction Max Daily Wind Speed Avg Daily Wind Speed St Dev Wind Speed Year Month Date 46011 46023 46028 46011 46023 46028 46011 46023 46028 46011 46023 46028 46011 46023 46028 2008 2 24 175.0 179.8 24.4 30.4 17.5 20.1 9.8 10.0 4.2 5.0 2008 2 25 316.8 326.3 32.1 33.3 9.5 9.9 6.0 7.1 2.0 2.1 2007 12 4 329.7 340.0 11.3 8.3 10.8 11.8 7.2 8.1 1.8 2.1 2001 1 11 218.7 214.0 206.4 33.6 32.3 27.7 14.5 16.3 13.3 8.7 10.0 9.1 2.4 2.4 2.3 2001 1 12 189.1 189.3 229.3 40.9 44.4 90.4 12.9 12.8 9.8 7.2 7.4 5.8 3.2 3.9 2.7 2007 12 5 336.3 340.6 10.9 9.1 11.5 12.5 8.3 10.0 1.5 1.2 2004 2 26 216.4 238.8 234.3 56.6 52.5 35.8 7.2 7.7 8.6 4.5 5.2 5.9 1.7 1.4 1.4 2007 1 5 319.8 283.5 347.0 68.7 128.0 5.5 16.4 18.6 17.3 12.9 14.5 15.5 2.4 2.9 1.0 2008 1 5 191.5 210.8 34.6 34.7 14.2 14.2 5.4 5.6 3.8 4.1 2000 12 22 330.4 312.5 306.9 10.1 8.0 17.0 10.2 11.4 9.1 7.6 8.7 5.2 1.7 1.8 2.4 1999 4 4 308.2 299.5 312.0 11.3 7.5 5.7 18.4 20.9 18.1 12.7 15.2 14.3 3.1 3.0 2.3 1999 1 27 169.7 258.0 322.3 154.9 132.2 6.6 10.7 13.2 13.0 6.3 8.4 9.9 1.6 2.0 1.6 2001 12 21 267.8 268.1 37.4 37.3 11.8 13.0 13.8 8.1 9.2 10.1 1.9 2.1 2.0 1998 12 9 174.5 282.0 278.2 164.9 124.7 90.8 10.9 13.1 13.0 7.1 8.9 9.5 1.8 1.8 4.0 1998 12 1 192.3 163.4 220.8 137.1 135.7 98.7 10.7 12.7 10.6 5.2 5.5 6.9 2.6 3.4 2.3 1999 1 26 259.0 256.2 265.0 20.2 14.3 14.0 11.2 14.0 10.7 6.6 8.1 7.0 2.2 2.6 2.0 2000 12 23 316.5 312.2 318.5 67.4 9.1 6.5 10.5 12.6 11.8 6.7 10.2 9.1 2.6 1.7 0.9 2001 5 2 321.8 324.4 315.8 4.1 5.2 4.4 12.3 14.0 17.2 9.8 12.0 14.9 1.4 1.2 1.2 2009 11 8 332.3 272.5 15.6 141.1 10.5 13.4 13.3 8.2 9.8 8.7 1.3 1.5 2.6 1998 11 26 260.6 299.0 249.5 125.9 59.9 90.4 9.5 9.7 6.0 4.5 5.8 3.1 2.0 1.6 1.8 2009 11 7 319.2 333.5 5.2 4.3 11.8 14.2 14.5 9.5 11.2 11.5 1.3 1.6 2.1 2008 5 22 315.7 327.5 326.6 5.6 4.8 3.2 15.1 18.2 17.2 13.4 15.8 15.8 1.5 1.6 1.1 2008 1 6 229.0 224.3 62.8 74.3 10.6 11.4 5.5 6.0 2.5 2.8 1999 2 17 221.4 290.7 241.5 118.3 20.0 65.9 8.2 9.0 6.1 3.3 4.3 3.9 2.1 2.2 1.1 Wind Speeds - m/s Wind Direction - degrees | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-10 Maximum Daily Wave Heights and Direction (by date) of Analyzed NDBC Buoys along the California Central Coast Maxi Daily Wave Height Max Daily Peak Wave Period Avg Daily Wave Direction Std Dev, Wave Direction i Year Month Date 46011 46023 46028 46215 46218 46011 46023 46028 46215 46218 46011 46028 46215 46218 46011 46028 46215 46218 I 2008 2 24 6.99 7.42 5.78 5.58 9.97 21.05 20.00 19.05 20.00 20.00 228.0 210.8 225.2 214.4 43.0 46.2 30.5 57.9 i I | |||
. | 2008 2 25 6.95 7.26 5.68 5.04 7.5 17.39 20.00 16.00 18.18 18.18 272.5 281.6 254.9 271.1 5.1 10.1 7.1 4.6 2007 12 4 5.05 5.73 5.92 4.2 7.37 19.05 20.00 19.05 20.00 20.00 272.6 275.1 254.3 267.3 8.6 9.5 5.2 5.0 2001 1 11 6.98 7.66 8.51 6.5 7.23 16.67 16.67 16.67 16.67 16.67 269.9 293.6 7.0 5.1 2001 1 12 7.04 6.67 6.95 5.6 7.21 16.67 16.67 16.67 16.67 16.67 267.4 294.7 8.6 4.3 2007 12 5 5.62 7.23 5.59 4.72 7.14 19.05 20.00 19.05 20.00 18.18 273.3 280.2 251.0 266.1 7.5 6.5 7.5 4.1 2004 2 26 7.16 6.75 7.65 5.94 7.13 16.67 20.00 2.0.00 18.18 18.18 2.59.3 264.2 2.87.0 39.3 13.7 6.0 2007 1 5 6.2.2. 6.66 6.92. 3.96 7.12. 17.39 16.67 17.39 18.18 16.67 299.3 311.0 264.8 305.5 9.4 13.5 11.7 8.8 2008 1 5 8.62 7.61 8.96 6.42 7.08 19.05 20.00 19.05 20.00 2.0.00 276.5 268.5 254.8 278.0 34.4 33.1 18.8 2.3.1 2.000 12 22. 6.21 5.2.8 7.91 6.05 6.4 2.0.00 2.0.00 20.00 2.0.00 2.0.00 2.61.8 283.9 6.7 7.8 1999 4 4 6.64 6.58 7.72. 3.66 6.57 12..50 14.29 14.2.9 15.38 15.38 2.74.8 311.0 5.5 3.4 1999 1 27 6.65 6.26 7.7 5.33 6.06 16.67 16.67 16.67 16.67 16.67 2.69.8 302..1 3.4 4.7 2001 12. 2.1 6.37 7.1 7.68 5.45 6.12 16.67 16.67 16.67 16.67 16.67 264.5 287.2 5.5 4.8 1998 12 9 6.52 6.84 7.5 4.15 4.83 20.00 20.00 20.00 20.00 18.18 270.6 301.0 6.9 5.8 1998 12 1 6.2.7 6.71 7.44 5.33 5.78 20.00 20.00 20.00 20.00 18.18 264.3 289.4 6.5 6.2 1999 1 26 4.22 3.73 7.31 4.37 4.07 16.67 16.67 16.67 16.67 16.67 273.5 302.8 4.0 6.1 2000 12 2.3 7.2.1 6.78 7.27 6.12 6.39 20.00 16.67 16.67 18.18 18.18 266.1 288.3 5.2. 3.4 2001 5 2 6.33 5.86 7.22 4.33 6.05 16.67 16.67 14.29 16.67 15.38 272.4 305.5 3.9 4.5 2009 11 8 5.35 6.68 7.19 3.42 6.37 19.05 20.00 17.39 18.18 18.18 317.5 317.5 265.3 307.5 7.2 6.3 4.9 3.4 1998 11 2.6 4.92. 5.67 7.09 4.36 4.87 20.00 2.0.00 2.0.00 18.18 18.18 2.69.5 2.93.2. 5.2 4.4 2009 11 7 5.51 6.06 7.03 3.93 6.93 19.05 20.00 19.05 20.00 2.0.00 314.2. 317.8 269.6 305.4 8.6 3.0 4.6 6.3 2008 5 22 5.98 6.02. 7 3.7 6.82. 12.12 12.50 12.90 13.33 13.33 318.3 316.0 277.3 315.1 4.6 3.6 3.9 4.1 2008 1 6 7.19 7.14 6.14 4.4 5.77 17.39 16.67 17.39 18.18 18.18 298.6 293.9 261.4 296.6 5.1 6.1 4.7 3.9 1999 2. 17 7.13 5.4 5.35 4.15 5.55 20.00 20.00 20.00 20.00 20.00 2.69.1 291.8 6.2 3.8 Wave Heights - meters Wave Direction - degrees | ||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-11 Estimated 200 Year Return Period Calibrated to DELFT3D Significant Wave Height 200 Yr RP NDBC Delft3D Percent (Hsig) | |||
Buoy (Hsig) [m] Difference | |||
[m] | |||
46028 11.407 11.5510 -1.26% | |||
46215 7.9061 7.9058 0.00% | |||
46011 11.049 11.0456 -1.37% | |||
46023 11.306 11.2005 -0.43% | |||
46218 11.042 11.3541 -0.03% | |||
Table 3-12 Boundary and Physical Inputs Used in the DELFT3D Simulation | |||
.... | |||
* Significant wave height, 11.2 m | * Significant wave height, 11.2 m | ||
* Peak wave period, 20 s | * Peak wave period, 20 s | ||
* Wave Direction, 270° (westerly) | * Wave Direction, 270° (westerly) | ||
* Directional spreading, 4o | * Directional spreading, 4o | ||
* Wind Velocity , | * Wind Velocity, 10 m/s | ||
* Wind Direction, 270° (westerly) | * Wind Direction, 270° (westerly) | ||
* Water Density, 1,025 kg/m 3 | * Water Density, 1,025 kg/m 3 | ||
* Collins Bottom Friction Coefficient, 0.1118 (calibrated) | * Collins Bottom Friction Coefficient, 0.1118 (calibrated) | ||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-13 Maximum Amplitude of Far-Field Coseismic Tsunamis Recorded at Avilla Beach (AB) and Port San Luis (PSL) Tide Gauges Far-Field Coseismic Tsunamis (since 1946) Max. Ampl. (m) No. Date Region/source Lat. (deg.) Lon. (deg.) Dist. (km) Mw PSL AB 1 4/1/1946 Alaska/Unimak 53.492 -162.832 3839 8.6 1.2 2 12/20/1946 Japan/E. Honshu 33 135.6 9039 8.1 0.1 3 11/4/1952 Kamchatka/Kuril 52.755 160.057 6289 9 1.4 4 3/9/1957 Alaska 51.292 -175.629 4668 8.6 0.53 5 11/6/1958 Kamchatka/Kuril 44.53 148.54 7411 8.3 0.14 6 5/22/1960 S. America/Chile -39.5 -74.5 9565 9.6 0.99 7 10/13/1963 Kamchatka/Kuril 44.77 149.798 7310 8.5 0.3 8 3/28/1964 Alaska 61.017 -147.648 3448 9.2 1.6 9 10/17/1966 S. America/Peru | |||
-10.748 -78.638 6759 8.1 0.1 10 5/16/1968 Japan/E. Honshu 40.8 143.2 7994 8.2 0.1 11 11/29/1975 Hawaii 19.451 -155.033 3785 7.7 0.39 12 6/22/1977 S. Pac.!Tonga Tr. -22.878 -175.9 8685 7.2 0.12 13 10/4/1994 Kamchatka/Kuril 43.773 147.321 7535 8.3 0.15 14 7/30/1995 S. America/Chile | PG&E Letter DCL-16-016 Enclosure 1 Table 3-13 Maximum Amplitude of Far-Field Coseismic Tsunamis Recorded at Avilla Beach (AB) and Port San Luis (PSL) Tide Gauges Far-Field Coseismic Tsunamis (since 1946) Max. Ampl. (m) | ||
-23.34 -70.294 8402 8 0.12 15 12/3/1995 Kamchatka/Kuril 44.663 149.3 7349 7.9 0.07 16 6/10/1996 Alaska/Andreanov 51.564 -177.632 4805 7.9 0.09 17 11/26/1999 S. PacificNanuatu | No. Date Region/source Lat. (deg.) Lon. (deg.) Dist. (km) Mw PSL AB 1 4/1/1946 Alaska/Unimak 53.492 -162.832 3839 8.6 1.2 2 12/20/1946 Japan/E. Honshu 33 135.6 9039 8.1 0.1 3 11/4/1952 Kamchatka/Kuril 52.755 160.057 6289 9 1.4 4 3/9/1957 Alaska 51.292 -175.629 4668 8.6 0.53 5 11/6/1958 Kamchatka/Kuril 44.53 148.54 7411 8.3 0.14 6 5/22/1960 S. America/Chile -39.5 -74.5 9565 9.6 0.99 7 10/13/1963 Kamchatka/Kuril 44.77 149.798 7310 8.5 0.3 8 3/28/1964 Alaska 61 .017 -147.648 3448 9.2 1.6 9 10/17/1966 S. America/Peru -10.748 -78.638 6759 8.1 0.1 10 5/16/1968 Japan/E. Honshu 40.8 143.2 7994 8.2 0.1 11 11/29/1975 Hawaii 19.451 -155.033 3785 7.7 0.39 12 6/22/1977 S. Pac.!Tonga Tr. -22.878 -175.9 8685 7.2 0.12 13 10/4/1994 Kamchatka/Kuril 43.773 147.321 7535 8.3 0.15 14 7/30/1995 S. America/Chile -23.34 -70.294 8402 8 0.12 15 12/3/1995 Kamchatka/Kuril 44.663 149.3 7349 7.9 0.07 16 6/10/1996 Alaska/Andreanov 51.564 -177.632 4805 7.9 0.09 17 11/26/1999 S. PacificNanuatu -16.423 168.214 9423 7.5 0.05 18 6/23/2001 S. America/Peru -16.265 -73.641 7577 8.4 0.14 19 9/25/2003 Japan/Hokaido 41.815 143.91 7884 8.3 0.03 20 12/26/2004 Indonesia/Sumatra 3.316 95 .854 14286 9.1 0.27 21 11/15/2006 Kamchatka/Kuril 46.592 153.266 6979 8.3 0.56 22 1/13/2007 Kamchatka/Kuril 46.243 154.524 6906 8.1 0.11 23 4/1/2007 S. Pac./Solomon lsi. -8.466 157.043 9851 8.1 0.09 24 8/15/2007 S. America/Peru -13.386 -76.603 7127 8 0.08 25 1/3/2009 S. Pac./PNG -0.414 132.885 11518 7.6 0.08 26 9/29/2009 S. Pac./Samoa Is. -15.489 -172.095 7812 8 0.28 27 10/7/2009 S. Pac.Nanuatu Is. -13.006 166.51 9329 7.6 0.08 28 2/27/2010 S. America/Chile -36.122 -72.898 9350 8.8 0.80 29 3/11/2011 Japan/Honshu 38.297 142.372 8200 9 2.02 30 10/28/2012 Canada/Queen Ch. 52.788 -132.101 2153 7.7 0.27 31 2/6/2013 S. Pac./Solomon lsi. -10.799 165.114 9295 7.9 0.14 32 4/1/2014 S. America/Chile -19.642 -70.817 8056 8.2 0.22 Table 3-14 Maximum Amplitude of Near-Field Coseismic Tsunamis Far-Field Coseismic Tsunamis (since 1946) Max. Ampl. (m) | ||
-16.423 168.214 9423 7.5 0.05 18 6/23/2001 S. America/Peru | No. Date Region/source Lat. (deg.) Lon. (deg.) Dist. (km) Mw PSL AB 11/22/1878 San Luis Obispo N/A* | ||
-16.265 -73.641 7577 8.4 0.14 19 9/25/2003 Japan/Hokaido 41.815 143.91 7884 8.3 0.03 20 12/26/2004 Indonesia/Sumatra 3.316 95.854 14286 9.1 0.27 21 11/15/2006 Kamchatka/Kuril 46.592 153.266 6979 8.3 0.56 22 1/13/2007 Kamchatka/Kuril 46.243 154.524 6906 8.1 0.11 23 4/1/2007 S. Pac./Solomon lsi. -8.466 157.043 9851 8.1 0.09 24 8/15/2007 S. America/Peru | 33 11/4/1927 California/Lompoc 34.813 -120.774 40 7.3** 1.2*** | ||
-13.386 -76.603 7127 8 0.08 25 1/3/2009 S. Pac./PNG -0.414 132.885 11518 7.6 0.08 26 9/29/2009 S. Pac./Samoa Is. -15.489 -172.095 7812 8 0.28 27 10/7/2009 S. Pac.Nanuatu Is. -13.006 166.51 9329 7.6 0.08 28 2/27/2010 S. America/Chile | 34 4/25/1992 California/Humboldt 40.368 -124.316 657 7.2 0.07 | ||
-36.122 -72.898 9350 8.8 0.80 29 3/11/2011 Japan/Honshu 38.297 142.372 8200 9 2.02 30 10/28/2012 Canada/Queen Ch. 52.788 -132.101 2153 7.7 0.27 31 2/6/2013 S. Pac./Solomon lsi. -10.799 165.114 9295 7.9 0.14 32 4/1/2014 S. America/Chile | * 11/22/1878 event was likely caused by a local submanne mass failure | ||
-19.642 -70.817 8056 8.2 0.22 Table 3-14 Maximum Amplitude of Near-Field Coseismic Tsunamis Far-Field Coseismic Tsunamis (since 1946) Max. Ampl. (m) No. Date Region/source Lat. (deg.) Lon. (deg.) Dist. (km) Mw PSL AB 11/22/1878 San Luis Obispo N/A* 33 11/4/1927 California/Lompoc 34.813 -120.774 40 7.3** 1.2*** 34 4/25/1992 | ** Original magnitude was Mw 7.0; increased magnitude was recommended by Eilsworth (2003) | ||
* 11/22/1878 event was likely caused by a local submanne mass failure ** Original magnitude was Mw 7.0; increased magnitude was recommended by Eilsworth (2003) *** Reported in literature. | *** Reported in literature. Tide gauge not yet installed . | ||
Tide gauge not yet installed. | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-15 Maximum Expected Magnitudes (Mw) Used in RPMT Simulations Sources MaxMw References Far-Field Alaska (ASZ) 9.2 Johnson et al. (1996) 9.2 lchinose et al. (2007) 9.2 Suito and Freimueller (2009) Semidi (SSZ) 9.1 Ross et al. (2013), Whitmore et al. (2013) Kamchatka 9.2 Gonzalez et al. (2009)* (KSZ) (Zone KSZ1) Gonzalez et al. (2009)* (Zone KSZ2) Japan (JSZ) 9.1 Grilli et al. (2013a,b; Tappin et al., 2014) Near-Field Hosgri fault 7.66 Petersen et al. (2008), Wills et al. (2007)* (HFS) San Lucia 7.49 Petersen et al. (2008), Wills et al. (2007)* fault (SLFS) | PG&E Letter DCL-16-016 Enclosure 1 Table 3-15 Maximum Expected Magnitudes (Mw) Used in RPMT Simulations Sources MaxMw References Far-Field Alaska (ASZ) 9.2 Johnson et al. (1996) 9.2 lchinose et al. (2007) 9.2 Suito and Freimueller (2009) | ||
* Parameters rev1sed 1n present study Table 3-16 SMF Parameters Used in RPMT Simulations SMF proxy simulations Goleta.SMF Big Sur North In NHWAVE proxy SMF proxy Grid used for generation Goleta 125 Big Sur 500 Center of mass location 35.153 N -120.985 35.097 N -121.904 (Xo, Yo) w w Width w (km) 10.5 10 Length b (km) 7.45 15 Thickness T (m) 75 235 Depth d (m) at center of 300 (1 00-400) 2600 mass Mean slope of 2 4 failure surface (deg) Azimuth 8 of SMF 245 255 movement (deg. true N) Initial acceleration ao (m/s 2) 0.14 0.26 Maximum velocity Umax(m/s) 25.0 51.9 Motion duration tr (s) 559.0 635.4 Motion run out sr (km) 8.88 21.04 Table 3-17 Summary of RPMT Runup and Drawdown Results Far-Field (Distant) | Semidi (SSZ) 9.1 Ross et al. (2013), Whitmore et al. | ||
Near-Field (Local) Seismic Tsunami Seismic Tsunami Goleta Proxy SMF Tsunami Reevaluation Reevaluation CLB CLB CLB Reevaluation (SSZ) (HFS) Max. Water Elevation in the Area of the Intake Structure 30.3 ft. 17.4 ft.(S) 34.9 ft. 1.3 ft. (S) N/A 27.9 ft.(4) (HHWL) Max. Runup Elevation Behind Intake Structurel 3 l N/A N/A N/A N/A N/A 32.8 ft. (HHWL) Combinedl | (2013) | ||
-8.7 ft. -9.2 ft. -3.8 ft. N/A -8.7 ft.(G) -15.7 ft. Splash N/A N/Al 1 l 60.32 ft. N/Al | Kamchatka 9.2 Gonzalez et al. (2009)* | ||
: 4. The HAWL value is reported because it is more limiting than the HHWL. 5. Water levels shown are in the front of the intake structure since levels were not high enough to flow over the top deck of the structure (i.e., less that elevation 20.4 ft. NAVD88 [17.5 ft. MSL]). 6. Even though there is no CLB for the Goleta Proxy SMF, it is compared to -8.7 ft. since this is the most-limiting CLB drawdown value. | (KSZ) (Zone KSZ1) | ||
~ Gonzalez et al. (2009)* | |||
(Zone KSZ2) | |||
Japan (JSZ) 9.1 Grilli et al. (2013a,b; Tappin et al., 2014) | |||
Near-Field Hosgri fault 7.66 Petersen et al. (2008), Wills et al. (2007)* | |||
(HFS) | |||
San Lucia 7.49 Petersen et al. (2008), Wills et al. (2007)* | |||
fault (SLFS) | |||
* Parameters rev1sed 1n present study Table 3-16 SMF Parameters Used in RPMT Simulations SMF proxy simulations Goleta. SMF Big Sur North In NHWAVE proxy SMF proxy Grid used for generation Goleta 125 Big Sur 500 Center of mass location 35.153 N -120.985 35.097 N -121.904 (Xo, Yo) w w Width w (km) 10.5 10 Length b (km) 7.45 15 Thickness T (m) 75 235 Depth d (m) at center of 300 (1 00-400) 2600 mass Mean slope ~ of 2 4 failure surface (deg) | |||
Azimuth 8 of SMF 245 255 movement (deg. true N) | |||
Initial acceleration ao (m/s 2 ) 0.14 0.26 Maximum velocity Umax(m/s) 25.0 51.9 Motion duration tr (s) 559.0 635.4 Motion run out sr (km) 8.88 21.04 | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-17 Summary of RPMT Runup and Drawdown Results Far-Field (Distant) Near-Field (Local) Goleta Proxy SMF Tsunami with Seismic Tsunami Seismic Tsunami Goleta Proxy SMF Tsunami Reduced Breakwater Evaluation (no CLB) | |||
Reevaluation Reevaluation CLB CLB CLB Reevaluation (SSZ) (HFS) | |||
Max. Water Elevation in the Area of the Intake Structure 30.3 ft. 17.4 ft.(S) 34.9 ft. 1.3 ft. (S) N/A 27.9 ft.( 4) 32.8 ft. | |||
(HHWL) | |||
Max. Runup Elevation Behind Intake Structurel 3 l N/A N/A N/A N/A N/A 32.8 ft. 62.3 ft. | |||
(HHWL) | |||
Combinedl 2l Drawdown | |||
-8.7 ft. -9.2 ft. -3.8 ft. N/A -8.7 ft.(G) -15.7 ft. -15.7 ft. | |||
Elevation Splash N/A N/Al 1 l 60.32 ft. N/Al 1l N/A N/Al 1 l N/A{ll I All elevations are in NAVD88. | |||
: 1. RPMT did not result in any splash due to the longer period waves that are seen in the model. | |||
: 2. The CLB included effects from tsunami, storm waves, storm surge, and tide. Combinations stipulated in NUREG/CR-7046 do not combine the effects from tsunami, storm waves, storm surge, & tide. The RPMT combination includes tsunami, tide, and long-term sea level rise. See Section 3.9. | |||
: 3. In cases where the water level is high enough to continue over the intake structure, the maximum elevation that is reached up the steep hill behind the intake structure is provided. | |||
: 4. The HAWL value is reported because it is more limiting than the HHWL. | |||
: 5. Water levels shown are in the front of the intake structure since levels were not high enough to flow over the top deck of the structure (i.e., less that elevation 20.4 ft. NAVD88 [17.5 ft. MSL]). | |||
: 6. Even though there is no CLB for the Goleta Proxy SMF, it is compared to -8.7 ft. since this is the most-limiting CLB drawdown value. | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-18 Maximum Water Current Velocities and Impulse Forces for RPMTs Safety-Related SSC Water Velocity Water Impulse Force ASW Ventilation Huts I 26.2 ft/s 0.86 kip/ft ASW Ventilation Snorkels Intake Structure Curtain Wall 18.0 ft/s 11.3 kip/ft ASW Forebay Ceiling 18.0 ft/s 20.4 kip/ft I Intake Structure Top Deck 39.4 ftls 11.6 kip/ft | |||
* The velocity and impulse force for the ASW ventilation snorkels are zero because they are not inundated by the RPMTs. | * The velocity and impulse force for the ASW ventilation snorkels are zero because they are not inundated by the RPMTs. | ||
Table 3-19 Potential Tsunami Debris # Commodity 1 Bar Racks 2 Aux Salt Water Pump Screen Gate 3 Screen Wash Pumps | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-19 Potential Tsunami Debris | |||
The ASW pump forebay draws seawater that enters under the curtain wall. As the height of the incoming wave exceeds the height of the bottom of the curtain wall (elevation | # Commodity Weight Class Material Type 1 Bar Racks 3 Steel 2 Aux Salt Water Pump Screen Gate 5 Steel 3 Screen Wash Pumps 5 Steel Traveling Screen Housing or Internal Parts (Outer 4 2, 3, 4 Steel covers are fiberglass) 5 Control/office building 1, 2, 3, 4,5 Masonry Concrete Masonry Intake Access Control & Security building cement 6 1, 2, 3, 4, 5 Concrete, Wood, blocks, roofing material, interior commodities Steel Masonry Maintenance Machine Shop Building cement 7 1, 2, 3, 4, 5 Concrete, Wood, blocks, roofing material, interior commodities Steel 8 Maintenance and Storage Sea Trains 1, 2, 3, 4, 5, 6 Steel 9 Chlorination Tanks 4, 5, 6 Plastic 10 Security Fences and Gratings 2, 3, 4 Steel 11 Security Guard Towers 5, 6 Wood, Steel 12 PVC Piping for Biolab (located on hillside) 2 Plastic 13 Lighting/camera posts (permanently mounted) 3 Steel Reinforced 14 Lighting stanchions (with concrete base) 4 Concrete, Steel 15 Portable powered lighting carts 4 Steel 16 Gantry Crane 6 Steel 17 Movable Crane 6 Steel 18 Chemical Storage Tank 4, 5, 6 Plastic 19 Chemical Transferring Station 5 Steel, Plastic 20 Moored Intake Cove Boats 5 Steel, Wood 21 Kelp Cutter Boat and Trailer 6 Steel 22 Intake Cove Docks 2, 3,4, 5 Wood Maintenance and operations vehicles (pickup 23 15 Steel trucks) 24 Smaller (golf cart' vehicles for personnel transport 4 Steel 25 Employee and visitor personal vehicles 5 Steel Reinforced 26 Spare Tribars for breakwater construction 6 Concrete 27 Lumber/cribbing 1 Wood 28 Meteorologist/Shower/Offices- Building 123 1, 2, 3, 4, 5, 6 Wood 29 Lumber fence located near Building 123 2 Wood 30 Lumber used as retaining walls. 1 Wood Concrete block used as retaining walls directly to 31 1 Masonry Concrete east of intake protected area | ||
-4.9 ft. NAVD88), floating projectiles would be excluded from entry to the ASW forebay. Projectiles in the flowstream for the tsunami at an elevation under the bottom of the curtain wall could enter the ASW forebay, but will not strike the forebay ceiling, located at elevation | |||
-0.7 ft. NAVD88, 4.2 feet above the bottom of the curtain wall, as they are not expected to have a velocity component after the forebay area is re-flooded after drawdown. Therefore, projectile impact to the forebay ceiling is not considered a credible event. 2. The ASW ventilation snorkels are not inundated by the RPMT. The maximum inundation height at the ASW ventilation huts is 5.8 feet. The height of the ASW ventilation huts is 14.5 feet from the intake structure top deck. Therefore, a floating projectile (such as the kelp harvesting vessel) that has a profile above the maximum inundation height is insufficient height to impact the ASW ventilation snorkels. | PG&E Letter DCL-16-016 Enclosure 1 | ||
# Commodity Weight Class Material Type 32 'Porta Potties' 2 Plastic 33 Metal storage bins/dumpsters 2, 3 Steel 34 Plastic storage bins 2 Plastic 2 | |||
CONTOUR | 35 Compressed air/welding/C0 cylinders 1 Steel Portable commodities associated with plant operation and maintenance including 36 1, 2, 3, 4, 5, 6 Steel, Wood commodities temporarily stored/staged for maintenance activities Machine shop tools (metal-working floor mounted 37 4, 5 Steel tools) | ||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-1 DCPP Site Location | Manmade and Natural items found in the 38 1, 2, 3,4 Soil, Sand, Rock landscape of areas expected to be inundated 39 Navigation buoys 2 Plastic Reinforced 40 Concrete wheel chocks (for vehicle parking) 2 Concrete 41 Eyewash Station 2 Plastic 42 Ladders 1 Steel 43 Sandbags 1 Soil, Sand, Rock 44 BBQs 1 Steel 45 Yellow Flotation Devices 1 Plastic 46 Small temporary building 3 Steel Weight Classes are as follows: | ||
1 < 100 lbs. | |||
2 > 100 lbs. and < 500 lbs. | |||
3 > 500 lbs. and < 1,000 lbs. | |||
4 > 1,000 lbs. and < 2,000 lbs. | |||
5 > 2,000 lbs. and < 10,000 lbs. | |||
6 > 10,000 lbs. | |||
PG&E Letter DCL-16-016 Enclosure 1 Table 3-20 Tsunami Debris Projectile Impact, Debris Damming, and Combined Forces Civil Commodity Limiting RPMT Limiting CLB Bounded/ | |||
Projectile Force Tornado-Generated Not Bounded Missile Force Intake Structure Curtain 4,188 kips 44,206 kips Bounded Wall Intake Structure Top 231.9 kips 44,206 kips Bounded Deck ASW Fore bay Ceiling 1 N/A N/A N/A ASW Ventilation Huts 224.3 kips 44,206 kips Bounded ASW Ventilation N/A N/A N/A Snorkels 2 | |||
: 1. The ASW forebay ceiling is an interior structural commodity. The ASW pump forebay draws seawater that enters under the curtain wall. As the height of the incoming wave exceeds the height of the bottom of the curtain wall (elevation -4.9 ft. NAVD88), floating projectiles would be excluded from entry to the ASW forebay. Projectiles in the flowstream for the tsunami at an elevation under the bottom of the curtain wall could enter the ASW forebay, but will not strike the forebay ceiling, located at elevation -0.7 ft. NAVD88, 4.2 feet above the bottom of the curtain wall, as they are not expected to have a velocity component after the forebay area is re-flooded after drawdown . | |||
Therefore, projectile impact to the forebay ceiling is not considered a credible event. | |||
: 2. The ASW ventilation snorkels are not inundated by the RPMT. The maximum inundation height at the ASW ventilation huts is 5.8 feet. The height of the ASW ventilation huts is 14.5 feet from the intake structure top deck. Therefore, a floating projectile (such as the kelp harvesting vessel) that has a profile above the maximum inundation height is insufficient height to impact the ASW ventilation snorkels. | |||
PG&E Letter DCL-16-016 Enclosure 1 BASE MAP FROM THE PORT SAN LUIS, CA (2012) USGS QUADRANGLE MAP. | |||
0 :500' 1000' 2000' PROVIDED BY WWW.USGSSTORE.GOV. CONTOUR ELEVA110NS REFERENCE NAVD 88, CONTOURS ARE SHOWN IN FEET AT 40 FOOT INTERVALS. | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-1 DCPP Site Location | |||
PG&E Letter DCL-16-016 Enclosure 1 o.5 o:25 o 0.5 Mires 11::111::11-* | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-2 Diablo Creek Watershed | Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-2 Diablo Creek Watershed | ||
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IJilt<r m Nrut h ~rc.an 1933 0 50 100 150 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-1 Locations of Storms Used in LIP Determination | |||
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Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-2a Locations of Doors, Safety and Non Safety-Related Structures, and Areas to the West of the Turbine and Buttress Buildings Evaluated for LIP | |||
PG&E Letter DCL-16-016 Enclosure 1 I | |||
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* Diesel Fuel Oil Tank Vents Note: Doors BU104 and BU105 are located next to each other. | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-2b Location and Identification of Commodities on the West of the Turbine Building | |||
PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-3 Maximum Water Depth from LIP (ft.) | |||
PG&E Letter DCL-16-016 Enclosure 1 Diablo Creek General Storm AII-Seaon PMP 35 | |||
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* o a-o*rr-. 60 66 72 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-4 Diablo Creek General Storm All-Season Cumulative PMP Values PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-5 DCPP Site Locations of PMF Inundation | * o a-o*rr-. | ||
0 6 12 18 24 3"0 36 42 48 54 60 66 72 Time (hours) | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-4 Diablo Creek General Storm All-Season Cumulative PMP Values | |||
PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-8 Locations of Analyzed NDBC Buoys Along the California Central Coast l-2 l l 0 ,_, .1:9 ll.tl : | |||
...... -................. . | PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-5 DCPP Site Locations of PMF Inundation | ||
Alaska Subduction Zone (ASZ), Semidi Subduction Zone (SSZ), Kamchatka Subduction Zone (KSZ), Japan Subduction Zone (JSZ). Color scale denotes bathymetry ( <0) and topography | PG&E Letter DCL-16-016 Enclosure 1 | ||
(> 0) in meter. Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-11 Location of Various Tsunami Source Areas for DCPP | ~ PMF Lirrit | ||
- Retaining WaD | |||
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2.3.2, 2.3.2.1 Safety Analysis Report (UFSAR) and current licensing basis. Sections 2.2, These sections referenced UFSAR These sections were updated to 2.3.2.1, Revision 21. reference UFSAR Revision 22. 2.3.2.2, 2.3.2.3, 2.3.2.4, 2.3.2.5, 2.3.2.6.1, 2.3.2.6.2, 2.3.2.7, 2.3.2.8, 2.3.2. | PG&E Letter DCL-16-016 Enclosure 1 076 DIABLO CANYON, CA (6UOY) | ||
AUGUST 1997 | |||
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g 9 0 - -: .. :- - : - -: - -:- - ~ . -:- . - - ; - - - - :* - " . -:- - :_ - ; - _:_ - ' - -: - - - - ; . - - . :- - ' - -: - - *. - " . -:- - :_ - ~ - .* - - | |||
. . . . | |||
Day of Month (UTC) | |||
H:t p:l/o:l ip . u::sd .edul Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-7 Tropical Storm Ignacio and Resulting Significant Wave Heights at the DCPP Waverider Buoy(August20, 1997) | |||
PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-8 Locations of Analyzed NDBC Buoys Along the California Central Coast | |||
PG&E Letter DCL-16-016 Enclosure 1 l-2 l l 0 | |||
,_, | |||
~ | |||
.1:9 ll.tl | |||
-~ ' | |||
::c Q.J | |||
~ 8 | |||
:.?: | |||
..... | |||
c *******-****** .. .... - ................. . | |||
~ | |||
....... .., .. | |||
~ 7 - n6Q23 | |||
*c:b1l Vi - 46011. | |||
6 --- 46028 | |||
***- 46215 | |||
- - 46218 5 | |||
0 20 0 60 80 100 120 40 160 180 200 Return Period [Yea r Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-9 Return Periods for Significant Wave Heights at Analyzed NDBC Buoys Along the California Central Coast | |||
PG&E Letter DCL-16-016 Enclosure 1 Bathyme:try : Central Coast - Datu1m : NiA.VD88 3.8982 3.8981 3.8981 3:8981 10 3.898 o: | |||
3 .8979 3.8979 -10 3.8979 | |||
-20, 3.8978 3.8977 | |||
-30 ! | |||
6.948 6.949 6.95 6 .951 6.952 6 .953 6.954 )( 1 0~ | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-10 Maximum Crest Wave Level (m) at Various Observation Points at the DCPP Breakwaters (with SAWL) | |||
PG&E Letter DCL-16-016 Enclosure 1 60 55 50 C'l | |||
~ 45 z | |||
~ 40 35 30 25 | |||
-220 -210 -200 -190 -180 -170 -160 -150 -140 -130 -120 Lon. E. (Deg.) | |||
Acronyms: Alaska Subduction Zone (ASZ), Semidi Subduction Zone (SSZ), Kamchatka Subduction Zone (KSZ), Japan Subduction Zone (JSZ) . | |||
Color scale denotes bathymetry (<0) and topography (> 0) in meter. | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-11 Location of Various Tsunami Source Areas for DCPP | |||
PG&E Letter DCL-16-016 Enclosure 1 o*o*N 36 | |||
~ | |||
")~;'~ | |||
~~ | |||
~ | |||
35 Explanation 0 Diablo Canyon Power Plant (DCPP) 1 Continental Shelf 2 Upper Continental Slope J Lower Continental Slope 4 Upper Continental Rise PA Point Arguello PS Point Sal PB Point B~.Chon PSRPoint Sur PC Point Conception SMI San Miguel Island PE Point Estero SRI Santa Rosa Island PPB Point Piedras Blancas SCrl Santa Cruz Island 0 10 JJJ QJ Kobmete r& | |||
I I I I I I I I I 123' 0'0 W 122' 0 '0W Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-12 Physiographic Features in the DCPP Area | |||
PG&E Letter DCL-16-016 Enclosure 1 I | |||
: I | |||
+ -h | |||
<I | |||
- | |||
+ + | |||
+ + + T I | |||
+ + + ~- ' | |||
+ +' + + + | |||
~ | |||
y | |||
:I | |||
~ | |||
+ + ~* | |||
1,{1 | |||
'. I I~ | |||
*, I | |||
+ '.*+ | |||
*r | |||
+ | |||
+ + + *+ | |||
..L I . | |||
+ + + | |||
'i 1 | |||
+ | |||
CF - c asmalia ra!Jt zone E q:danati on HF- Hosgn fau lt tone 0 Diablo Canyon Pmver Pla nt (DCPP) PS - Purisima structure SLBF- s, ta LUc. a Banks fault zone | |||
- - Fa ult SLBF- Santa Lucia Banl<s fault zone- south | |||
- - Rupture scen ari o SCF- SoLthv*Jest t . r.amel fau lt WBF - West Basin fault 0 JO I ilom eters | |||
'""'""' | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-13 Fault Zones Used in the RPMT Modeling | |||
PG&E Letter DCL-16-016 Enclosure 1 0 | |||
120°00' 119, 30' n | |||
CALIFORNIA CSlJ a | |||
From Greene et al. (2006) | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-14 Location of Goleta and Gaviota Slides | |||
PG&E Letter DCL-16-016 Enclosure 1 Ex planation Notes : | |||
*1) Modified fmm G utmacl1er and Norm ark ( 1993 ). | |||
** ~ ** Major fan valley 2) Offsl1ore base map dfrom NCOC/NCAA Coastal Relief MFV Monterey fan valley OEM (NOGC, 2005) . | |||
AFV Ascension fan valley 3) Onshore base map from U.S.G .S. 90-meter OEM . | |||
MEFV Monterey East fan valley Headwall scarp of Sur Slide 0 50 100 Kilometers DCPP Diablo Canyon Power Plant I I I Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-15 Location of Sur Slide | |||
PG&E Letter DCL-16-016 Enclosure 1 122"30'W 122"W 121"30'W 121"'ifll' 120"30'W StvlSB- Santa Maria Slope Break zone SSB- Sur St1elf Break zone Explanati on ACZ- Arguello-Conception zone SLBS -Santa Lucia Bank scarp zone DCPP Diablo Canyon Power Plant LSC - Lower Slope Canyon zone SS L- Southern Santa Lucia Basin zone D Landslide source zones ENSZ - Escarpment-no rthem Sur zone ENZ- Escarpment-northern zone ECZ- Escarpment-central zone ESZ- Escarpment-southern zone 0 40 80 Ki lometers I I I Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-16 Landslide Source Zones Used in Previous Tsunami Analyses | |||
PG&E Letter DCL-16-016 Enclosure 1 0 | |||
35.25 | |||
-100 35.2 | |||
-200 | |||
~35.15 0 -300 z | |||
~ 35.1 | |||
-=~ | |||
"'C | |||
~ 35.05 | |||
...... | |||
-400 | |||
*.;: -500 | |||
~ 35 | |||
-600 34.95 | |||
-700 | |||
-800 121.2 121.1 121 120.9 120.8 Longitude (deg. West) | |||
The black ellipse is thew =1 0.5 km by b = 7.45 km footprint of a 1.75 km3 slide on the slope, with center of mass located at 35.153N-120.985W. The black straight line is a transect in the direction of the steepest slope from DCPP in azimuth 8 = 245 deg. from North. | |||
Bathymetry is color scale in meters. | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-17 Goleta SMF Proxy Location and Bathymetry | |||
PG&E Letter DCL-16-016 Enclosure 1 0 | |||
35.6 | |||
-500 | |||
-1000 35.4 | |||
- | |||
-.....= | |||
~ 35.2 | |||
-1500 z -2000 oil Q.) | |||
...._, | |||
"'0 Q.) 35 | |||
"'0 -2500 | |||
= | |||
..... | |||
*.:: | |||
~ | |||
~ -3000 34.8 | |||
-3500 34.6 | |||
-4000 34.4 -4500 122.6 122.4 122.2 122 121.8 121.6 121.4 Longitude (deg. West) | |||
Black ellipses are thew= 10 km by b = 15 km footprint of 4.5 (or 10.5) km3 slides on the slope, with center of mass located at 35.097N-121.904W and 34.993N-121.872W, respectively. The black straight lines are transects in the direction of the steepest slope in azimuths 8 = 255 and 290 deg. from North, respectively. Bathymetry is color scale in meters. | |||
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-18 Big Sur SMF Proxy Location and Bathymetry | |||
PG&E Letter DCL-16-016 Enclosure 1 El. 52.3 ft ---......,..,~-- Snorkels EI. 48.5 ft Intake Top Deck ~ El. 34.9 ft ~ ASW Huts Ate | |||
~~ | |||
El. 20.4 ft | |||
""' | |||
Bar rack ASW pump room curtain Wall ~ | |||
Forebay Forebay Ceiling El. -o.7 It El. -4.9 ft ---~ | |||
ASW Forebay El. -28.6 ft ---...-----~ | |||
I | |||
+-W Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-19 Elevation Profile of SSCs of Intake Structure (NAVD88) | |||
PG&E Letter DCL-16-016 Enclosure 1 ASW Huts 1.1 ksf 1.3 ksf Intake Top Deck Forebay Ceiling 2.5 ksf -- 0.8 ksf Curtain Wall | |||
~w Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-20 RPMT Hydrodynamic & | |||
Hydrostatic Forces on the Intake Structure | |||
PG&E Letter DCL-16-016 Enclosure 2 Page 1 of 5 Table of Changes to Diablo Canyon Power Plant Units 1 and 2 Flood Hazard Reevaluation Report Sections, Tables, and Figures Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 Section 1.5 This section provides clarifications on A paragraph was added to describe use Provides clarification on use of terminology used in the report. of the terms current design basis (COB) terminology. | |||
and current licensing basis (CLB) throughout the report. | |||
A paragraph was added to describe use of the terms Pacific Gas and Electric (PG&E) Design Class I and safety-related throughout the report. | |||
Sections Define acronyms for Updated Final Deleted acronyms definitions. Editorial changes made 2.3.2, 2.3.2.1 Safety Analysis Report (UFSAR) and because acronyms were current licensing basis. defined in newly added paragraph in Section 1.5. | |||
Sections 2.2, These sections referenced UFSAR These sections were updated to Reflects the most current 2.3.2.1, Revision 21. reference UFSAR Revision 22. UFSAR. | |||
2.3.2.2, 2.3.2.3, 2.3.2.4, 2.3.2.5, 2.3.2.6.1, 2.3.2.6.2, 2.3.2.7, 2.3.2.8, 2.3.2. 12, 2.3.2. 13, I 2.3.2. 14, 2.3.3 3.3 | |||
PG&E Letter DCL-16-016 Enclosure 2 Page 2 of 5 Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 Sections These sections made reference to Replaced the term safety-related with Revised to be consistent with 2.3.2.1, safety-related buildings or components PG&E Design Class I. the terminology used in 2.3.2.2, UFSAR Revision 22. | |||
2:3.2.11, 2.3.2.13, 2.3.3 Section 3.1.2 This section provided the cumulative A sentence was added to address Reflects more conservative depth of the 1-hour and 6-hour Ll P of additional methods used in performing assumptions used in the 4.5 and 5.9 inches, respectively. the revised LIP modeling: FL0-20 revised LIP modeling. | |||
models (locations and elevations) of the buildings and features were verified by Editorial change made to site walkdowns. clarify that the values provided represent rainfall amount. | |||
The cumulative depth was revised to clarify that the cumulative rainfall amount of the 1-hour and 6-hour LIP was 4.5 and 5.9 inches, respectively. | The cumulative depth was revised to clarify that the cumulative rainfall amount of the 1-hour and 6-hour LIP was 4.5 and 5.9 inches, respectively. | ||
This section was revised to presentthe updated LIP reevaluation results. Six topics and their associated results are presented: | Section 3.1.3 This section presented the LIP This section was revised to presentthe Reflects revised Ll P modeling reevaluation results. Six topics and updated LIP reevaluation results. Six results. | ||
(1) Frequency analysis results showed the 90 percent confidence interval for | their associated results were presented: topics and their associated results are (1) Frequency analysis results showed presented: | ||
PG&E Letter DCL-16-016 Enclosure 2 Page | the 90 percent confidence interval (1) Frequency analysis results showed for 106 years return period varied the 90 percent confidence interval between 3.62 and 2.86 inches. for 106 years return period varied between 3.60 and 2.84 inches. | ||
(2) Water depth above the door thresholds and areas to the west of (2) Water depth above the door the turbine and buttress buildings thresholds and areas to the west of varied between 0.09 ft. and 1.4 ft., the turbine and buttress buildings with five of the doors/areas showing varied between 0. 05 ft. and 0. 68 ft., | |||
Section, Flooding Hazards Reanalysis Report, Table , Figure Revision 0 (3) The duration of time dependent water depths varied between 0.00 hours and 4.41 hours. (4) Area A3 includes commodities related to the safety-related diesel fuel oil transfer system. Area A3 showed a water depth value of 0.13 ft. (5) Maximum velocity values are less than 1 ft/sec for all but two commodities listed on Table 3-5. Area B 1 shows a maximum velocity of 1.16 ft/sec, however, this area is proximate to the Unit 2 diesel generator air intake louvers, which are recessed and located behind a security fence. Debris ingress to the louvers is not credible. | no inundation. with six of the doors/areas showing no inundation. | ||
Door 191-2 shows a maximum velocity of 1.02 ft/sec, sufficiently close to the 1 ft/sec threshold so as to safely assume that debris loading will not be an issue for this door. (6) The total associated effect is the force (per linear foot of surface) due to hydrostatic and hydrodynamic loading of the LIP varied from 0.03 lb/ft. to 21.51 lb/ft. Section 4.1 This section compared current LIP results with reanalyzed Ll P results. The | |||
PG&E Letter DCL-16-016 Enclosure 2 Page 3 of 5 Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 (3) The duration of time dependent (3) The duration of time dependent water depths varied between 0.00 water depths varied between 0.00 hours and 4.41 hours. hours and 7.60 hours. | |||
I (4) Area A3 includes commodities (4) Area A3 includes commodities related to the safety-related diesel related to the safety-related diesel fuel oil transfer system. Area A3 fuel oil transfer system. Area A3 showed a water depth value of 0.13 showed a maximum water depth ft. value of 0.21 ft. | |||
(5) Maximum velocity values are less (5) Maximum velocity values are less than 1 ft/sec for all but two than 1 ft/sec for all commodities. | |||
commodities listed on Table 3-5. | |||
Area B 1 shows a maximum velocity (6) The total associated effect is the of 1.16 ft/sec, however, this area is force (per linear foot of surface) due proximate to the Unit 2 diesel to hydrostatic and hydrodynamic generator air intake louvers, which loading of the Ll P varied from 1 lb/ft. | |||
The duration of time dependent water depths vary between 0.00 hours and 7.60 hours. Table numerical values were revised. For doors and areas experiencing inundation, the total force ranges from 1 lb./ft. -35 lb./ft. PG&E Letter | are recessed and located behind a to 35 lb/ft. for doors and areas security fence. Debris ingress to the experiencing inundation. | ||
louvers is not credible. Door 191-2 shows a maximum velocity of 1.02 ft/sec, sufficiently close to the 1 ft/sec threshold so as to safely I assume that debris loading will not be an issue for this door. | |||
Figure was replaced with Figure 3-2a. Detail in figure was increased to more clearly show locations of doors, safety and nonsafety-related structures, and areas to the west of the turbine and buttress buildings evaluated for LIP. Figure was added to more clearly show areas and commodities on the West side of the turbine building. | (6) The total associated effect is the force (per linear foot of surface) due to hydrostatic and hydrodynamic loading of the LIP varied from 0.03 lb/ft. to 21.51 lb/ft. | ||
Figure was replaced to reflect revised water depths near the power block | Section 4.1 This section compared current LIP This section was revised to reflect the Reflects revised LIP modeling I results with reanalyzed Ll P results. The updated reevaluated LIP water depth results. | ||
PG&E Letter OCL-16-016 Enclosure 2 Page 4 of 5 Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 reevaluated LIP determined that the above the door thresholds and areas to water depth above the door thresholds the west of the turbine and buttress and areas to the west of the turbine and buildings, which varies between 0.05 ft. | |||
buttress buildings varied between 0.09 and 0.68 ft., with six of the 46 ft. and 1.4 ft., with five of the 29 doors/areas showing no inundation, and doors/areas showing no inundation. the duration of time dependent water The duration of time dependent water depths, which varies between 0.00 I depths varied between 0.00 hours and hours and 7.60 hours. | |||
4.41 hours. The conclusion that the reevaluated LIP is not bounded by the current analysis I I | |||
did not change. | |||
Section 4.5 This section made a comparison to the This section was revised to clarify that Aligns with the newly added COB. the comparison is being made to the clarification in Section 1.5. | |||
COB/CLB. | |||
Section 4.6 This section made a comparison to the This section *was revised to clarify that Aligns with the newly added COB. the comparison is being made to the clarification in Section 1.5. | |||
COB/CLB . | |||
Section 7.0 This section contained a reference to Reference PGE, 2013 was deleted and Reflects the most current UFSAR Revision 21 as PGE, 2013. a reference to UFSAR Revision 22 as UFSAR. | |||
PGE, 2015 was added . | |||
Table 3-5 Table provided maximum water depth Table numerical values were revised. Reflects revised LIP modeling and flood duration for doors and area to Water depths range from 0.05 ft. - 0.68 results . | |||
the West of the turbine building and ft., with six doors showing no buttress buildings. Water depths | |||
* inundation. The duration of time ranged from 0.09 ft.- 1.4 ft., with five dependent water depths vary between doors showing no inundation. The 0.00 hours and 7.60 hours. | |||
duration of time dependent water depths varied between 0.00 hours and 4.41 hours. | |||
Table 3-6 Table provided hydrodynamic and total Table numerical values were revised. Reflects revised LIP modeling associated affects resulting from a LIP For doors and areas experiencing results . | |||
event. The total force ranged from 0.03 inundation, the total force ranges from 1 Ib./ft. - 21 .51 Ib./ft. lb./ft. - 35 lb./ft. | |||
PG&E Letter DCL-16-016 Enclosure 2 Page 5 of 5 Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 Table 3-7 Table included fitted precipitation Table was revised to include fitted Reflects revised Ll P results estimates and 90 percent confidence precipitation estimates and 90 percent and removes extraneous interval (CI) for return periods 2 years Cl for the 1 million year return period. return period information not through 1 million years. For a 1 million For a 1 million year return period, the 90 required to make a comparison year return period, the 90 percent Cl percent Cl ranged from 2.84 inches to to the National Research ranged from 2.86 inches to 3.62 inches 3.60 inches of precipitation. Council values. | |||
of precipitation. | |||
Figure 3-2 Included figure Figure was replaced with Figure 3-2a. Provides better understanding Detail in figure was increased to more of LIP inundation results. | |||
clearly show locations of doors, safety and nonsafety-related structures, and areas to the west of the turbine and buttress buildings evaluated for LIP. | |||
Figure 3-2b Figure new to Flooding Hazards Figure was added to more clearly show Provides better understanding Reanalysis Report, Revision 1 areas and commodities on the West of LIP inundation results. | |||
side of the turbine building. | |||
Figure 3-3 Included figure Figure was replaced to reflect revised Reflects revised Ll P modeling water depths near the power block results. | |||
structures.}} | |||
Revision as of 23:49, 30 October 2019
| ML16039A367 | |
| Person / Time | |
|---|---|
| Site: | Diablo Canyon  |
| Issue date: | 02/08/2016 |
| From: | Pacific Gas & Electric Co |
| To: | Office of Nuclear Reactor Regulation |
| Shared Package | |
| ML16040A009 | List: |
| References | |
| DCL-16-016 | |
| Download: ML16039A367 (57) | |
Text
PG&E Letter DCL-16-016 Enclosure 1 NEI, 2012. Nuclear Energy Institute (NEI), "Submittal of NEI 12-07, Revision 0, Guidelines for Performing Verification Walkdowns of Plant Flood Protection Features," May 2, 2012.
NEI, 2013. Nuclear Energy Institute (NEI), "FAQ-031, Hazard Reev.aluation Report (HRR)-
Interim Action Responses," Revision 1, October 29, 2013.
NEI, 2014. Nuclear Energy Institute (NEI), "FAQ-033, Hazard Reevaluation Report (HRR)-
Options for Interim Actions for Challenging HRRs," Revision 1b, August 21, 2014.
NOAA, 1998. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Hydrometeorological Report No. 58, Probable Maximum Precipitation for California -
Calculation Procedures," Silver Spring, Maryland, 1998.
NOAA, 1999. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Hydrometeorological Report No. 58, Probable Maximum Precipitation for California,"
Silver Spring, Maryland, 1999.
NOAA, 2012. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "NOAA Atlas 14, Precipitation-Frequency Atlas of the United States, Volume 6, Version 2," 2012, Website http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html?bkmrk=ca data accessed February 28, 2013.
NOAA, 2013a. NOAA, National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Station Snow Climatology, Stations in California," Snow Climatology Data, National Climatology Data Center (NCDC), Website http://www.ncdc.noaa.gov/ussc/index.jsp accessed February 25, 2013.
NOAA, 2013b. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Global Historical Climatology Network- Daily Data," Snow Climatology Data, National Climatology Data Center (NCDC), Website http://www.ncdc.noaa.gov/most-popular-data#ghcn accessed February 27, 2013.
NOAA, 2014. National Oceanic and Atmospheric Administration, National Weather Service (NOAA). "Global Historical Tsunami Database". Website http://www.ngdc.noaa.gov/hazard/tsu_db.shtml accessed July 9, 2014.
NRC, 1975. U.S. Nuclear Regulatory Commission (NRC), "Supplement No. 1 to the Safety Evaluation Report by the Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission in the Matter of Pacific Gas and Electric Company Diablo Canyon Nuclear Power Station, Units 1 and 2 Docket Nos. 50-275 and 50-323," Washington, D.C., January 31, 1975.
NRC, 1976a. U.S. Nuclear Regulatory Commission (NRC), "Regulatory Guide 1.102 - Flood Protection for Nuclear Power Plants", Revision 1, September 1976.
NRC, 197Gb. U.S. Nuclear Regulatory Commission (NRC), "Supplement No.5 to the Safety Evaluation Report by the Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission in the Matter of Pacific Gas and Electric Company Diablo Canyon Nuclear Power 7-3
PG&E Letter DCL-16-016 Enclosure 1 Station, Units 1 and 2 Docket Nos. 50-275 and 50-323," Washington, D. C., September 10, 1976.
NRC, 1977. United States Nuclear Regulatory Commission (NRC), "Design Basis Floods for Nuclear Power Plants," Regulatory Guide 1.59, Revision 2, Washington, D. C., August 1977.
NRC, 1978a. United States Nuclear Regulatory Commission (NRC), "Standard Format and Content of Safety Analysis Reports for Nuclear Power Plants," Regulatory Guide 1.70, Revision 3, Washington, D.C., 1978.
NRC, 1978b. United States Nuclear Regulatory Commission (NRC), " Supplement No. 8 to the Safety Evaluation Report for Pacific Gas and Electric Company Diablo Canyon Nuclear Power Plants, Units 1 and 2 (Docket Nos. 50-275 and 50-323)," Washington, D.C., November 15, 1978.
NRC, 1984. United States Nuclear Regulatory Commission (NRC)," Supplement 17 to the Safety Evaluation Report for Pacific Gas and Electric Company's Application for licenses to operate Diablo Canyon Nuclear Power Plants, Units 1 and 2 (Docket Nos. 50-275 and 50-323),"
Washington, D.C., February 1984.
NRC, 1999. United States Nuclear Regulatory Commission (NRC), "Issuance of Amendments for Diablo Canyon Nuclear Power Plant, Unit No. 1 (TAC No. M97914) and Unit No.2 (TAC No.
M97915)," Washington, D.C., March 26, 1999.
NRC, 2007. United States Nuclear Regulatory Commission (NRC), "Standard Review Plan for the Review of Safety Analysis Reports for Nuclear Power Plants: LWR Edition," NUREG-0800, Washington, D.C., March, 2007.
NRC, 2009. United States Nuclear Regulatory Commission (NRC), "Tsunami Hazard Assessment at Nuclear Power Plant Sites in the United States of America - Final Report,"
NUREG/CR-6966, PNNL-17397, Richland, WA, March 2009.
NRC, 2011. United States Nuclear Regulatory Commission (NRC), "Design-Basis Flood Estimation for Site Characterization at Nuclear Power Plants in the United States of America,"
NUREG/CR-7046, Washington, D.C., November, 2011.
NRC, 2012a. United States Nuclear Regulatory Commission, Letter to Licensees, "Request for Information Pursuant to Title 10 of the Code of Federal Regulations 50.54(f) Regarding Recommendations 2.1, 2.3, and 9.3 of the Near Term Task Force Review of Insights from the Fukushima Dai-ichi Accident." March 12, 2012.
NRC, 2012b . .United States Nuclear Regulatory Commission (NRC), "Endorsement of Nuclear Energy Institute (NEI) 12-07, 'Guidelines for Performing Verification Walkdowns of Plant Flood Protection Features,"' May 31,2012. \
7-4
PG&E Letter DCL-16-016 Enclosure 1 NRC, 2012c. United States Nuclear Regulatory Commission (NRC), "Guidance for Performing the Integrated Assessment for External Flooding," Interim Staff Guidance, Revision 0. JLD-ISG-2012-05, November 30, 2012.
NRC, 2013. United States Nuclear Regulatory Commission (NRC), "Guidance for Performing a Tsunami, Surge and Seiche Flooding Safety Analysis Revision 0," Japan Lessons-Learned Project Directorate Interim Staff Guidance, JLD-ISG-2012-06, January 4, 2013.
NRC, 2014. United States Nuclear Regulatory Commission (NRC), "Diablo Canyon Power
\ Plant- Staff Assessment of the Flooding Walkdown Report Supporting Implementation of Near-Term Task Force Recommendation 2.3 Related tot he Fukushima Dai-lchi Nuclear Power Plant Accident (TAC Nos. MF0221 and MF0222)," ADAMS Accession No. ML14136A194, June 23, 2014.
NRC, 1994. National Research Council (NRC), "Estimating Bounds on Extreme Precipitation Events," National Academy Press, Washington, 1994.
Okada, 1985. Okada, Y. "Surface deformation due to shear and tensile faults in a half-space."
Bull. Seismological Soc. Amer., 75(4), 1135-1154. 1985.
Petersen et al, 2008. Petersen, M. D., Frankel, A. D., Harmsen, S.C., Mueller, C. S., Haller, K.
M., Wheeler, R. L., Wesson, R. L., Zeng, Y., Boyd, 0. S., Perkins, D. M., Luco, N., Field, E. H.,
Wills, C. J., and Rukstales, K. S. "Documentation for the 2008 Update of the United States National Seismic Hazard Maps." U.S. Geological Survey Open-File Report 2008-1128, 61.
2008.
PGE, 2012a. PG&E Letter DCL-12-059, "Pacific Gas and Electric Company's Response to NRC Request for Information Pursuant to 10 CFR 50.54(f) Regarding the Flooding Aspects of Recommendations 2.1 and 2.3 of the Near-Term Task Force Review of Insights from the Fukushima Dai-ichi Accident," June 7, 2012.
PGE, 2012b. PG&E Letter DCL-12-114, "Final Response to Request for Information Pursuant to 10 CFR 50.54(f) Regarding Recommendation 2.3 Flooding," November 27, 2012.
PGE, 2014. Pacific Gas and Electric Company (PG&E). "Central Coastal California Seismic Imaging Project Report." Available at Agencywide Documents Access and Management System (ADAMS) Accession Nos. ML14260A024 through ML14260A069. September 2014.
PGE, 2015. Pacific Gas and Electric Company (PG&E), "Diablo Canyon Power Plant Units 1 and 2 Final Safety Analysis Report Update." Revision 22, Docket No. 50-275, 50-323, May 2015.
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"A study of methods to estimate debris flow velocity, Landslides," DOl 10.1007/s1 0346-008-0137-0 © Springer-Verlag 2008.
Resio, 1982. Resio, D.T., "Report On Wave Climatology For Diablo Canyon, California" 1982.
7-5
PG&E Letter DCL-16-016 Enclosure 1 Ross et al, 2013. Ross, S.L., Jones, L.M., Miller, Kevin, P., K.A., Wein, A., Wilson, Ri.l.,
Bahng, B., Barberopoulou, A., Borrero, J.C., Brosnan, D.M., Bwarie, J.T., Geist, E.L., Johnson, L.A., Kirby, S.H., Knight, W.R., Long, K., Lynett, P., Mortensen, C.E., Nicolsky, D.J., Perry, S.C.,
Plumlee, G.S., Real, C.R., Ryan, K., Suleimani, E., Thio, H., Titov, V.V., Whitmore, P.M. and Wood, N.J., SAFRR (Science Application for Risk Reduction) Tsunami Scenario-Executive Summary and
Introduction:
U.S. Geological Survey Open-File Report 2013-1170-A, in Ross, S.L., and Jones, L.M., eds., The SAFRR (Science Application for Risk Reduction) Tsunami Scenario: U.S. Geological Survey Open-File Report 2013-1170, 17 p., 2013.
http:l/pubs.usgs.gov/of/2013/1170/a/
Shi et al, 2012. Shi, F., Kirby, J. T., Harris, J. C., Geiman, J.D., and Grilli, S. T., "A high-order adaptive time-stepping TVD solver for boussinesq modeling of breaking waves and coastal inundation." Ocean Modeling, 43-44, 36-51. 2012.
Strange and Graham, 1982. Strange, R.R. and N. Graham, "A Hindcast of Severe Storm Waves at Diablo Canyon, California." 1982.
Suito, 2009. Suito H., and Freymueller, J.. T .. "A viscoelastic and afterslip postseismic deformation model for the 1964 Alaska earthquake." J. Geophys. Res., 114(811404). 2009.
Tappin et al, 2014. Tappin D. R., Grilli, S. T., Harris, J. C., Geller, R. G., Masterlark T., Kirby, J.
T., Shi, F., Ma, G., Thingbaijam K. K. S, and Mai, P.M. "Did a submarine landslide contribute to the 2011 Tohoku tsunami?" Marine Geology. 2014.
USACE, 1984. U.S. Army Corps of Engineers (USACE). "Drainage and Erosion Control Mobilization Construction." 1984.
USACE, 1998. U.S. Army Corps of Engineers (USACE). "Engineering Manual EM-111 0-2-1406 Runoff from Snowmelt." 1998.
USACE, 2008. U.S. Army Corps of Engineers (USACE). "Coastal Engineering Manual." EM-111 0-2-1100 (Part II). August 1, 2008 (Change 2). 2008.
USACE, 201 Oa. U.S Army Corps of Engineers (USACE). "Hydrologic Modeling System, HEC-HMS Computer Software," Version 3.5. Hydrologic Engineering Center, Davis, CA. 2010.
USACE, 201 Ob. U.S Army Corps of Engineers (USACE). "River Analysis System, HEC-RAS Computer Software," Version 4.1.0. Hydrologic Engineering Center, Davis, CA. 2010.
USBR, 1992. U.S. Bureau of Reclamation (USSR). "Flood Hydrology Manual," Water Resource Technical Publication. Denver, CO. 1992.
USGS, 2013a. U.S. Geological Survey (USGS). "USGS Surface-Water Data for California,"
Website, http://waterdata.usgs.gov/ca/nwis/sw accessed January/February 2013.
USGS, 2013b. U.S. Geological Survey (USGS)/California Geological Survey (CGS). "The Search for Geologic Evidence of Distant-Source Tsunamis Using New Field Data in California."
Open-File Report 2013-1170-C. California Geological Survey Special Report 229. 2013.
http://pubs.usgs.gov/of/2013/1170/c/pdf/ofr2013-1170c.pdf 7-6
PG&E Letter DCL-16-016 Enclosure 1 Uslu, 2008. Uslu, B. "Deterministic and Probabilistic tsunami studies in California from near and farfield sources," PhD Dissertation, USC. ProQuest. 2008.
Whitmore, 2013. Whitmore P., Bohyun-Bahng B., and Knight, W. "Effects of subfault discretization and horizontal displacement on tsunami generation." S. L. Ross and L. M., Jones eds. Tsunami Scenario: U.S. Geological Survey Open-File Report 2013. Chp D. 2013.
http://pubs. usgs.gov/of/2013/1170/b/.
WMO, 1986. World Meteorological Organization. "1986: Manual for Estimation of Probable Maximum Precipitation, Operational Hydrology Report No. 1," WMO No. 332, Geneva, Switzerland.
WMO, 2006. World Meteorological Organization. "2009: Manual for Estimation of Probable Maximum Precipitation, Operational Hydrology Report No. 1," WMO No. 1045, Geneva, Switzerland.
Wills, 2007. Wills, C. J., II, R. W., and Bryant, W. A. "California fault parameters for the national seismic hazard maps and working group on California earthquake probabilities. US Geological Survey Open File Report. 2007.
7-7
PG&E Letter DCL-16-016 Enclosure 1 Table 3-1 Diablo Creek Location Used in Storm Calculations Elevation Used 100 feet Latitude Longitude Location Used 35.211 120.855 Table 3-2 Storms Used in the Diablo Creek Site-Specific PMP Calculation Maximum OCPP
~ !I - 1-hmrr Total Adjustment DCPP 1-hour S t11tion Name L at Lon Year ~'\>.fon Dn Rlrin.fill factor:. LIP OAKL.A..t
--
~"D SOUTH
---
CA .37.7830 -!22.1.51Jl) 1999 u 19 326 13& 450 BEl AIR HOTEL CA 34.03.60 -US.4550 198.3 3.0(1 1.40 420 OC:EA..."NSIDE CA 3.32560 -H l J2(}() 199'3 16 2.95 13!! 4.1>0 LAGUNA
- - - -BEACH --- _ ,_ CA 33.55!0 -R l7.SO!J.Qo 199'7 [2 *5 250 1.47 3.6S WHE.ELER GORGE - - - CA 3436?0
-H 9_333() 199'2. 2 l2 2.32 1A3 3.32
.--2~15
-*~- ---~--
S.;.\J."'f rvLA.RCOS IROlJT
- --- - - *- -----
CA 34..118.30 -! !9.3000 199'5 ! 'lt lAB 3.18 DOlTI..TON TIJN~U CA 34-4650 -11'9:708() 1973 2 11 2.25 L35 3.04 ST.'\..!'4"DWOOD FIRE STATION CA 34.4!50.0 -H9.6S30
- ---.
198.3 9 29 1.4Q 1.19' 1S6 BOUIDER CREEK CA J7J)9'l6 ... n22.1us. 1955 !2
...
- 2~ 2.20 1..29' 2.S..t
~q!QQ~!!_ CA .3-4534-0 -DO.l730 10()!2 12 20 1.09 1.14 2.5'9 GONZ.AI.ES. CA 3,6_5150 -li2U10() 199'4 H 10 2.09 1.16 2.42 SIGNAL HTI.l. CA 33J:&ao -HS.1657 199'5 4! 2.00 L19 2.3&
CANYON~ CA 34.08.32 -tt t S.S418 194.3 21 1.96 1..21 2.37 ARROYOSECO CA 3*63590 -Dl.29Q:() 19.9'3 H 11 2.01 L06 2..13 Rainfall and LIP values are in inches.
Table 3-3 Site-Specific LIP for Various Durations at the DCPP Power Block Duration (hours) DCPP LIP (inches) 0 0 0.2.5 2..5 0.5 3.6
~ 0.75 4.1 1-hourr 4.5 2-hour 5-.1 3-hour 5..4 4-hour 5.6 5-hour 5.8 6-hour 5-.9
PG&E Letter DCL-16-016 Enclosure 1 Table 3-4 Temporal Distributions of 15-Minute Incremental Point PMP at DCPP Site Front End One-TI1urd Center Two-1ihErd End Peaking Peaking Pealdng Peaking Pea:ki11g Duration ILIP* pup~ .. IUP IUP IUP ItiP (hours) (inl (in)
PUP (in) PUP (in}
PUP (f; n) Plll?'
0.000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.25{) 2.475 0.423 0.043 0.007 0.026 0.005 0.006 o.oo*r, 0.006 0.001 0.500 3.555 0.608 0.093 0.016 0.054 0.009 0.032 0.006 0.032 0.006
.750 4.095 0.700 0."173 0.030 0.084 0.0'14 0.059 o.o*to 0.059 0.0 '10
- t ooo 4.500 0 .769 0.269 0.046 o_*]18 0.020 0.036 0.0"15 O.OBG 0.015
'L250 4.6B3 0.80"1 0.422 0.072 0_.161 0.028 0.115 0.020 0:1 15 0.020 "l 500 4 ..1341 0.828 0.605 o.*to3 0.2*H 0.036 0. 146 0.025 0.146 0.025
- t750 4 .994 0.854 1."145 0.196 0.29"] 0.050 0.177 0.030 o.1n 0.030 2.000 5.130 0.877 3.620 0:.619 0.387 0.066 0.211 0.036 0.2"11 0.036, 2.250 5.226 0.8931 4.700 0.803 0.540 0.092 0.254 0.043 0.246 0.042 2.500 5.318 0.909 5.105 0.873 0.723 0.124 0.304 0.052 0.289 0.049 2.750 5..3'97 0.923 5.263 0.900 1.263 0.216 0.384 OJJ66 0.335 0.057 3.000 5.465 0.934 5.399 0.923 3:738 0.639 0.480 0.082 0.385 0.066 3.250 5.5*15 0.943 5.49'1 0.939 4.818 0.824 0.633 0."]08 0.453 0.077 3.500 5.561 0.951 5.558 0.950 5.223 0.893 0.816 0.139 0.532 0.09'1 3.750 5.604 0.95B 5.604 0.958 5.381 0 ..920 1.356 0.232 0.624 0.107 4.000 5.639 0.964 5.639 0.964 5,5"17 0.943 3.B31 0.655 0.720 0.123 4.250 5.673 0.970 5.673 0.970 5.608 0.959 4.911 0.839 0.856 0 .'146 4.500 5.704 0.975 5.704 0.975 5.676 0.970 5.316 0.909 t009 0. '1 72 4.750 5.735 0 .980 5.735 0.980 5.721 0.978 5.474 0.936 1.167 0.199 5.000 5.764 0 .985 5.764 0.985 5.757 0.984 5.6-10 0 . 959 '1.350 0.231 5.250 5.791 0.990 5.79'1 0.990 5.789 0.989 5.701 0.975 1.755 0.300 5.500 5.B18 0.994 5.818- 0.994 5.817 0.994 5.769 0.986 2.295 0.392 5.750 5.844 0.999 5.844 0.999 5.844 0.999 5.814 0.994 3.375 0.5'7 7 6.000 5.900 1.000 5.900 '1.000 5.900 '1.000 5.900 '1 .000 5.900 1.000 il IUP = cumulative UIP;- PUP= Portion of cumulative UP
PG&E Letter DCL-16-016 Enclosure 1 Table 3-5 Maximum LIP Flooding Parameters near the Doors and Areas to the West of the Turbine and Buttress Buildings MaxWD Door MaxWD Correlated Grid Max above Threshold above Door Flood Buttress Door/Unit Elevation WSE grid 1 No 2 Elevation Grid No Threshold Duration Building No (ft PG&E surface 2 (hours)
Area (ft PG&E Datum) (ft PG&E (ft) (ft)
Datum) Datum) 0 1 2 3 4 5 6 7 (8) =(6) - (3) 9 Turbine Building Unit 1: North 1 A1 .1 86.8 1034 86 .58 86 .79 0.21 -0.01 0 A1 2 A1.2 86.8 1033 86.56 86.77 0.21 -0.03 0 3 A2 .1 86.5 1181 86.48 86.73 0.25 0.23 7.60 A2 4 8U101 86.5 877 86.48 86.58 0.10 0.08 6.90 5 8U102 86.5 1174 86.47 86 .67 0.20 0.17 3.30 6 8U103 86 .5 2106 86.45 86.64 0.19 0.14 0.55 7 A3.1 86.5 1326 86.45 86 .71 0.26 0.21 2.75 A3 8 A3.2 86.5 1633 86.47 86 .71 0.24 0.21 3.05 9 A3.3 86.5 2268 86.45 86 .62 0.17 0.12 0.45 10 8U104/5 86 .5 2600 86.47 86.66 0.19 0.16 3.20 11 101-1 86.8 1975 86.78 87.02 0.24 0.22 7.05 12 102-1 86.8 1655 86.73 87 .00 0.27 0.20 0.60 N/A 13 119-1 86.8 3507 86 .78 87.24 0.46 0.44 6.65 14 122-1 86.8 4238 86.77 87.43 0.66 0.63 5.10 15 C1 .1 86 .8 2944 86 .77 86 .93 0.16 0.13 4.50 c 16 129 86 .8 3118 86 .78 86.92 0.14 0.12 6.80 17 130 86 .8 3117 86 .77 86.86 0.09 0.06 2.95 Turbine Building Unit 2: South c 18 C1 .2 86.8 3469 86.77 87.04 0.27 0.24 5.30 19 8U101-2 86.7 3112 86.47 86.68 0.21 -0.02 0 20 8U1 02-2 86.65 3108 86.58 86.65 0.07 0.00 0 83 21 8U103-2 86.5 3101 86.36 86.42 0.06 -0.08 0 22 8U104-2 86.5 3454 86.36 86.46 0.10 -0 .04 0 23 8U108-2 86.5 4570 86.47 86.64 0.17 0.14 3.80 24 8U105-2 86.5 4760 86.48 86.62 0.14 0.12 6.40 82 25 8U106-2 86 .7 5350 86.64 86.86 0.22 0.16 2.85 26 82.1 86.8 5550 86.77 86 .91 0.14 0.11 3.20 27 81.1 86.8 5749 86.76 86 .87 0.11 0.07 0.35 81 28 81.2 86 .8 5950 86 .79 86 .93 0.14 0.13 7.35 29 101-2 86 .8 7412 86.77 87.12 0.35 0.32 4.35 30 102-2 86.8 7198 86 .78 87.12 0.34 0.32 6.75 N/A 31 119-2 86 .8 8287 86.78 87.23 0.45 0.43 7.05 32 122-2 86 .8 7431 86.78 87.31 0.53 0.51 6.55
PG&E Letter DCL-16-016 Enclosure 1 MaxWD Door MaxWD Correlated Grid Max above Threshold above Door Flood Buttress Door/Unit Elevation WSE grid No 2 Elevation Grid No Threshold 1 Duration Building No (ft PG&E surface 2 (hours)
Area (ft PG&E Datum) (ft PG&E (ft) (ft)
Datum) Datum) 0 1 2 3 4 5 6 7 (8) =(6) - (3) 9 Unit 1 -Auxiliary Building Area (Ventilation Building) 33 192-1 86.8 5003 86 .78 87.48 0.70 0.68 6.95 N/A 34 191-1 86.8 7054 86.79 87.36 0.57 0.56 6.75 35 194-1 86 .8 6425 86 .77 87.35 0.58 0.55 5.20 Unit 2 -Auxiliary Building Area (Ventilation Building) 36 192-2 86 .8 7223 86.79 87.39 0.60 0.59 6.85 191-2 N/A 37 86.8 11520 86.78 87.28 0.50 0.48 6.45 191A-2 38 194-2 86.8 10338 86.73 87.26 0.53 0.46 1.30 Fuel Handling Building (East of Unit 1) 39 363-1 116.8 8566 116.78 116.90 0.12 0.10 6.50 40 361-1 116.8 9681 116.78 117.19 0.41 0.39 6.00 N/A 41 360-1 116.8 9680 116.79 117.19 0.40 0.39 7.20 42 355-1 116.8 10367 116.76 117.25 0.49 0.45 3.80 43 354-1 116.8 10599 116.79 117.25 0.46 0.45 7.05 Fuel Handling Building (East of Unit 2) 44 360-2 116.8 11300 116.75 117.26 0.51 0.46 5.65 N/A 45 361-2 116.8 11536 116.76 117.26 0.50 0.46 5.30
[0.04] [0.02]
46 363-2 116.8 12486 116.78 116.82 6.40 0.05** 0.05**
- 1. Negative value reflects no Ll P exceed a nee near the doors or areas
- 2. Door/Unit Nos. are shown in Figures 3-2a and 3-2b.
- Minimum ponding depth taken as 0.05 feet.
PG&E Letter DCL-16-016 Enclosure 1 Table 3-6 Hydrodynamic and Total Associated Effects Resulting from LIP Flood Event 3
Velocity Total Head 1 No. Door/Unit No2 Grid Cell No Flow Depth (ft) Force {lb/ft)
Magnitude {ft/s) {ft)
Turbine Building Unit 1: North 1 A1 .1 1034 0.00 0.00 1.00 0 2 A1 .2 1033 0.00 0.00 1.00 0 3 A2 .1 1181 0.22 0.55 1.23 9 4 BU101 877 0.08 0.23 1.08 3 5 BU102 1174 0.17 0.35 1.17 6 6 BU103 2106 0.14 0.21 1.14 5 7 A3.1 1326 0.21 0.19 1.21 8 8 A3.2 1633 0.20 0.09 1.20 8 9 A3.3 2268 0.12 0.10 1.12 4 10 BU104/5 2600 0.16 0.26 1.16 6 11 101-1 1975 0.20 0.41 1.21 8 12 102-1 1655 0.19 0.23 1.19 7 13 119-1 3507 0.42 0.25 1.43 19 14 122-1 4238 0.60 0.00 1.60 30 15 C1.1 2944 0.13 0.26 1.13 5 16 129 3118 0.12 0.35 1.12 4 17 130 3117 0.06 0.21 1.06 2 Turbine Building Unit 2: South 18 C1.2 3469 0.24 0.64 1.25 9 19 BU101-2 3112 0.00 0.00 1.00 0 20 BU102-2 3108 0.00 0.00 1.00 0 21 BU103-2 3101 0.00 0.00 1.00 0 22 BU104-2 3454 0.00 0.00 1.00 0 23 BU108-2 4570 0.13 0.15 1.13 5 24 BU105-2 4760 0.12 0.33 1.12 4 25 BU106-2 5350 0.16 0.52 1.16 6 26 B2.1 5550 0.10 0.31 1.11 4 27 B1 .1 5749 0.07 0.11 1.07 2 28 B1.2 5950 0.13 0.19 1.13 5 29 101-2 7412 0.31 0.24 1.31 13 30 102-2 7198 0.31 0.23 1.31 13 31 119-2 8287 0.42 0.28 1.42 19 32 122-2 7431 0.51 0.33 1.51 24
PG&E Letter DCL-16-016 Enclosure 1 3
2 Velocity Total Head 1 No. Door/Unit No Grid Cell No Flow Depth (ft) Force (lb/ft)
Magnitude (ft/s) (ft)
Unit 1 -Auxiliary Building Area (Ventilation Building) 33 192-1 5003 0.67 0.13 1.67 35 34 191-1 7054 0.55 0.06 1.55 27 35 194-1 6425 0.53 0.12 1.53 25 Unit 2 -Auxiliary Building Area (Ventilation Building) 36 192-2 7223 0.59 0.22 1.59 29 191-2 37 11520 0.47 0.20 1.47 21 191A-2 38 194-2 10338 0.45 0.07 1.45 20 Fuel Handling Building (East of Unit 1) 39 363-1 8566 0.10 0.24 1.10 3 40 361-1 9681 0.39 0.00 1.39 17 41 360-1 9680 0.39 0.15 1.39 17 42 355-1 10367 0.45 0.09 1.45 20 43 354-1 10599 0.45 0.10 1.45 20 Fuel Handling Building (East of Unit 2) 44 360-2 11300 0.45 0.06 1.45 20 45 361-2 11536 0.45 0.28 1.46 21 46 363-2 12486 0.02 0.00 1.02 1
- 1. Total force (force per linear foot length) is rounded to the nearest whole number.
- 2. Door/Unit Nos. are shown in Figures 3-2a and 3-2b.
- 3. Per American Society of Civil Engineers 7-10, the static water level should be increased by 1 ft. However, if no flow depth or velocity is present, total force= 0 lb/ft.
PG&E Letter DCL-16-016 Enclosure 1 Table 3-7 GEV Fitted Precipitation Estimates and 90%, Cl at DCPP Site 1,000,000 Years Return Period Lower 90% Cl Lower Limit 2.84 inches Upper 90%, Cl Lower Limit 3.60 inches Mean Precipitation 3.17 inches
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 1 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 0 0.0000 0.0000 0.0000 0.0000 0.0000 0.25 0.6551 0.0711 0.0199 0.0192 0.0192 0.5 0.6174 0.0719 0.0212 0.0199 0.0199 0.75 0.5812 0.0727 0.0225 0.0205 0.0205 1 0.5464 0.0735 0.0238 0.0212 0.0212 1.25 0.3187 0.0742 0.0251 0.0219 0.0219 1.5 0.3157 0.0749 0.0264 0.0225 0.0225 1.75 0.3127 0.0757 0.0277 0.0232 0.0232 2 0.3097 0.0764 0.0290 0.0238 0.0238 2.25 0.3068 0.0771 0.0302 0.0245 0.0245 2.5 0.3038 0.0778 0.0315 0.0251 0.0251 2.75 0.3007 0.0785 0.0327 0.0258 0.0258 3 0.2977 0.0792 0.0339 0.0264 0.0264 3.25 0.2947 0.0798 0.0351 0.0271 0.0271 3.5 0.2917 0.0805 0.0363 0.0277 0.0277 3.75 0.2886 0.0811 0.0375 0.0283 0.0283 4 0.2856 0.0818 0.0387 0.0290 0.0290 4.25 0.2825 0.0824 0.0399 0.0296 0.0296 4.5 0.2794 0.0830 0.0410 0.0302 0.0302 4.75 0.2764 0.0836 0.0422 0.0309 0.0309 5 0.2733 0.0842 0.0433 0.0315 0.0315 5.25 0.2702 0.0847 0.0444 0.0321 0.0321 5.5 0.2671 0.0853 0.0455 0.0327 0.0327 5.75 0.2640 0.0858 0.0466 0.0333 0.0333 6 0.2608 0.0864 0.0477 0.0339 0.0339 6.25 0.2577 0.0869 0.0488 0.0345 0.0345 6.5 0.2546 0.0874 0.0498 0.0351 0.0351 6.75 0.2514 0.0879 0.0509 0.0357 0.0357 7 0.2482 0.0884 0.0519 0.0363 0.0363 7.25 0.2451 0.0889 0.0530 0.0369 0.0369 7.5 0.2419 0.0894 0.0540 0.0375 0.0375 7.75 0.2387 0.0898 0.0550 0.0381 0.0381 8 0.2355 0.0903 0.0560 0.0387 0.0387 8.25 0.2323 0.0907 0.0570 0.0393 0.0393 8.5 0.2291 0.0911 0.0579 0.0399 0.0399 8.75 0.2259 0.0915 0.0589 0.0404 0.0404 9 0.2227 0.0919 0.0598 0.0410 0.0410 9.25 0.2194 0.0923 0.0608 0.0416 0.0416 9.5 0.2162 0.0927 0.0617 0.0422 0.0422 9.75 0.2129 0.0931 0.0626 0.0427 0.0427 10 0.2097 0.0934 0.0635 0.0433 0.0433 10.25 0.2064 0.0938 0.0644 0.0439 0.0439 10.5 0.2031 0.0941 0.0653 0.0444 0.0444
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 2 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 10.75 0.1998 0.0944 0.0661 0.0450 0.0450 11 0.1965 0.0947 0.0670 0.0455 0.0455 11.25 0.1932 0.0950 0.0679 0.0461 0.0461 11.5 0.1899 0.0953 0.0687 0.0466 0.0466 11.75 0.1866 0.0956 0.0695 0.0472 0.0472 12 0.1832 0.0959 0.0703 0.0477 0.0477 12.25 0.0988 0.0961 0.0711 0.0482 0.0482 12.5 0.0988 0.0964 0.0719 0.0488 0.0488 12.75 0.0988 0.0966 0.0727 0.0493 0.0493 13 0.0988 0.0968 0.0735 0.0498 0.0498 13.25 0.0988 0.0970 0.0742 0.0504 0.0504 13.5 0.0988 0.0972 0.0749 0.0509 0.0509 13.75 0.0988 0.0974 0.0757 0.0514 0.0514 14 0.0988 0.0976 0.0764 0.0519 0.0519 14.25 0.0988 0.0977 0.0771 0.0524 0.0524 14.5 0.0988 0.0979 0.0778 0.0530 0.0530 14.75 0.0987 0.0980 0.0785 0.0535 0.0535 15 0.0987 0.0982 0.0792 0.0540 0.0540 15.25 0.0987 0.0983 0.0798 0.0545 0.0545 15.5 0.0987 0.0984 0.0805 0.0550 0.0550 15.75 0.0986 0.0985 0.0811 0.0555 0.0555 16 0.0986 0.0986 0.0818 0.0560 0.0560 16.25 0.0986 0.0986 ' 0.0824 0.0565 0.0565 16.5 0.0985 0.0987 0.0830 0.0570 0.0570 16.75 0.0985 0.0987 0.0836 0.0574 0.0574 17 0.0984 0.0988 0.0842 0.0579 0.0579 17.25 0.0984 0.0988 0.0847 0.0584 0.0584 17.5 0.0983 0.0988 0.0853 0.0589 0.0589 17.75 0.0983 0.0988 0.0858 0.0594 0.0594 18 0.0982 0.0988 0.0864 0.0598 0.0598 18.25 0.0982 0.1866 0.0869 0.0603 0.0603 18.5 0.0981 0.1932 0.0874 0.0608 0.0608 18.75 0.0980 0.1998 0.0879 0.0612 0.0612 19 0.0980 0.2064 0.0884 0.0617 0.0617 19.25 0.0979 0.2129 0.0889 I 0.0622 0.0622 19.5 0.0978 0.2194 0.0894 0.0626 0.0626 19.75 0.0977 0.2259 0.0898 0.0631 0.0631 20 0.0977 0.2323 0.0903 0.0635 0.0635 20.25 0.0976 0.2387 0.0907 0.0640 0.0640 20.5 0.0975 0.2451 0.0911 0.0644 0.0644 20.75 0.0974 0.2514 0.0915 0.0648 0.0648 21 0.0973 0.2577 0.0919 0.0653 0.0653 21.25 0.0972 0.2640 0.0923 0.0657 0.0657
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 3 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 21.5 0.0971 0.2702 0.0927 0.0661 0.0661 21.75 0.0970 0.2764 0.0931 0.0666 0.0666 22 0.0969 0.2825 0.0934 0.0670 0.0670 22.25 0.0968 0.2886 0.0938 0.0674 0.0674 22.5 0.0967 0.2947 0.0941 0.0679 0.0679 22.75 0.0966 0.3007 0.0944 0.0683 0.0683 23 0.0965 0.3068 0.0947 0.0687 0.0687 23 .25 0.0964 0.3127 0.0950 0.0691 0.0691 23.5 0.0962 0.3187 0.0953 0.0695 0.0695 23.75 0.0961 0.5812 0.0956 0.0699 0.0699 24 0.0960 0.6551 0.0959 0.0703 0.0703 24.25 0.0959 0.6174 0.0961 0.0711 0.0707 24.5 0.0957 0.5464 0.0964 0.0719 0.0711 24.75 0.0956 0.3157 0.0966 0.0727 0.0715 25 0.0955 0.3097 0.0968 0.0735 0.0719 25.25 0.0953 0.3038 0.0970 0.0742 0.0723 25.5 0.0952 0.2977 0.0972 0.0749 0.0727 25.75 0.0950 0.2917 0.0974 0.0757 0.0731 26 0.0949 0.2856 0.0976 0.0764 0.0735 26.25 0.0947 0.2794 0.0977 0.0771 0.0738 26.5 0.0946 0.2733 0.0979 0.0778 0.0742 26.75 0.0944 0.2671 0.0980 0.0785 0.0746 27 0.0943 0.2608 0.0982 0.0792 0.0749 27.25 0.0941 0.2546 0.0983 0.0798 0.0753 27.5 0.0939 0.2482 0.0984 0.0805 0.0757 27.75 0.0938 0.2419 0.0985 0.0811 0.0760 28 0.0936 0.2355 0.0986 0.0818 0.0764 28.25 0.0934 0.2291 0.0986 0.0824 0.0768 28.5 0.0933 0.2227 0.0987 0.0830 0.0771 28.75 0.0931 0.2162 0.0987 0.0836 0.0775 29 0.0929 0.2097 0.0988 0.0842 0.0778 29.25 0.0927 0.2031 0.0988 0.0847 0.0782 29.5 0.0925 0.1965 0.0988 0.0853 0.0785 29.75 0.0923 0.1899 0.0988 0.0858 0.0788 30 0.0921 0.1832 0.0988 0.0864 0.0792 30.25 0.0919 0.0988 0.1866 0.0869 0.0795 30.5 0.0917 0.0988 0.1932 0.0874 0.0798 30.75 0.0915 0.0988 0.1998 0.0879 0.0802 31 0.0913 0.0988 0.2064 0.0884 0.0805 31.25 0.0911 0.0988 0.2129 0.0889 0.0808 31.5 0.0909 0.0987 0.2194 0.0894 0.0811 31.75 0.0907 0.0987 0.2259 0.0898 0.0814 32 0.0905 0.0986 0.2323 0.0903 0.0818
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 4 of 7) Enclosure 1 15-Minute Incremental General Storm P:tvfP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 32.25 0.0903 0.0985 0.2387 0.0907 0.0821 32.5 0.0900 0.0984 0.2451 0.0911 0.0824 32.75 0.0898 0.0983 0.2514 0.0915 0.0827 33 0.0896 0.0982 0.2577 0.0919 0.0830 33.25 0.0894 0.0981 0.2640 0.0923 0.0833 33.5 0.0891 0.0980 0.2702 0.0927 0.0836 33.75 0.0889 0.0978 0.2764 0.0931 0.0839 34 0.0887 0.0977 0.2825 0.0934 0.0842 34.25 0.0884 0.0975 0.2886 0.0938 0.0844 34.5 0.0882 0.0973 0.2947 0.0941 0.0847 34.75 0.0879 0.0971 0.3007 0.0944 0.0850 35 0.0877 0.0969 0.3068 0.0947 0.0853 35.25 0.0874 0.0967 0.3127 0.0950 0.0856 35.5 0.0872 0,0965 0.3187 0.0953 0.0858 35.75 0.0869 0.0962 0.5812 0.0956 0.0861 36 0.0866 0.0960 0.6551 0.0959 0.0864 36.25 0.0864 0.0957 0.6174 0.0961 0.0866 36.5 0.0861 0.0955 0.5464 0.0964 0.0869 36.75 0.0858 0.0952 0.3157 0.0966 0.0872 37 0.0856 0.0949 0.3097 0.0968 0.0874 37.25 0.0853 0.0946 0.3038 0.0970 0.0877 37.5 0.0850 0.0943 0.2977 0.0972 0.0879 37.75 0.0847 0.0939 0.2917 0.0974 0.0882 38 0.0844 0.0936 0.2856 0.0976 0.0884 38.25 0.0842 0.0933 0.2794 0.0977 0.0887 38.5 0.0839 0.0929 0.2733 0.0979 0.0889 38.75 0.0836 0.0925 0.2671 0.0980 0.0891 39 0.0833 0.0921 0.2608 0.0982 0.0894 39.25 0.0830 0.0917 0.2546 0.0983 0.0896 39.5 0.0827 0.0913 0.2482 0.0984 0.0898 39.75 0.0824 0.0909 0.2419 0.0985 0.0900 40 0.0821 0.0905 0.2355 0.0986 0.0903 40.25 0.0818 0.0900 0.2291 0.0986 0.0905 40.5 0.0814 0.0896 0.2227 0.0987 0.0907 40.75 0.0811 0.0891 0.2162 0.0987 0.0909 41 0.0808 0.0887 0.2097 0.0988 0.0911 41.25 0.0805 0.0882 0.2031 0.0988 0.0913 41.5 0.0802 0.0877 0.1965 0.0988 0.0915 41.75 0.0798 0.0872 0.1899 0.0988 0.0917 42 0.0795 0.0866 0.1832 0.0988 0.0919 42.25 0.0792 0.0861 0.0988 0.1866 0.0921 42 .5 0.0788 0.0856 0.0988 0.1932 0.0923 42.75 0.0785 0.0850 0.0988 0.1998 0.0925
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 5 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 43 0.0782 0.0844 . 0.0988 0.2064 0.0927 43.25 0.0778 0.0839 0.0988 0.2129 0.0929 43.5 0.0775 0.0833 0.0987 0.2194 0.0931 43.75 0.0771 0.0827 0.0987 0.2259 0.0933 44 0.0768 0.0821 0.0986 0.2323 0.0934 44.25 0.0764 0.0814 0.0985 0.2387 0.0936 44.5 0.0760 0.0808 0.0984 0.2451 0.0938 44.75 0.0757 0.0802 0.0983 0.2514 0.0939 45 0.0753 0.0795 0.0982 0.2577 0.0941 45.25 0.0749 0.0788 0.0981 0.2640 0.0943 45.5 0.0746 0.0782 0.0980 0.2702 0.0944 45.75 0.0742 0.0775 0.0978 0.2764 0.0946 46 0.0738 0.0768 0.0977 0.2825 0.0947 46.25 0.0735 0.0760 0.0975 0.2886 0.0949 46.5 0.0731 0.0753 0.0973 0.2947 0.0950 46.75 0.0727 0.0746 0.0971 0.3007 0.0952 47 0.0723 0.0738 0.0969 0.3068 0.0953 47.25 0.0719 0.0731 0.0967 0.3127 0.0955 47.5 0.0715 0.0723 0.0965 0.3187 0.0956 47.75 0.0711 0.0715 0.0962 0.5812 0.0957 48 0.0707 0.0707 0.0960 0.6551 0.0959 48 .25 0.0703 0.0703 0.0957 0.6174 0.0960 48.5 0.0699 0.0699 0.0955 0.5464 0.0961 48.75 0.0695 0.0695 0.0952 0.3157 0.0962 49 0.0691 0.0691 0.0949 0.3097 0.0964 49.25 0.0687 0.0687 0.0946 0.3038 0.0965 49.5 0.0683 0.0683 0.0943 0.2977 0.0966 49.75 0.0679 0.0679 0.0939 0.2917 0.0967 50 0.0674 0.0674 0.0936 0.2856 0.0968 50.25 0.0670 0.0670 0.0933 0.2794 0.0969 50.5 0.0666 0.0666 0.0929 0.2733 0.0970 50.75 0.0661 0.0661 0.0925 0.2671 0.0971 51 0.0657 0.0657 0.0921 0.2608 0.0972 51.25 0.0653 0.0653 0.0917 0.2546 0.0973 51.5 0.0648 0.0648 0.0913 0.2482 0.0974 51.75 0.0644 0.0644 0.0909 0.2419 0.0975 52 0.0640 0.0640 0.0905 0.2355 0.0976 52 .25 0.0635 0.0635 0.0900 0.2291 0.0977 52.5 0.0631 0.0631 0.0896 0.2227 0.0977 52.75 0.0626 0.0626 0.0891 0.2162 0.0978 53 0.0622 0.0622 0.0887 0.2097 0.0979 53.25 0.0617 0.0617 0.0882 0.2031 0.0980 53.5 0.0612 0.0612 0.0877 0.1965 0.0980
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 6 of 7) Enclosure 1 15-M:inute Incremental General Storm Pl\IIP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 53.75 0.0608 0.0608 0.0872 0.1899 0.0981 54 0.0603 0.0603 0.0866 0.1832 0.0982 54.25 0.0598 0.0598 0.0861 0.0988 0.0982 54.5 0.0594 0.0594 0.0856 0.0988 0.0983 54.75 0.0589 0.0589 0.0850 0.0988 0.0983 55 0.0584 0.0584 0.0844 0.0988 0.0984 55.25 0.0579 0.0579 0.0839 0.0988 0.0984 55.5 0.0574 0.0574 0.0833 0.0987 0.0985 55.75 0.0570 0.0570 0.0827 0.0987 0.0985 56 0.0565 0.0565 0.0821 0.0986 0.0986 56.25 0.0560 0.0560 0.0814 0.0985 0.0986 56.5 0.0555 0.0555 0.0808 0.0984 0.0986 56.75 0.0550 0.0550 0.0802 0.0983 0.0987 57 0.0545 0.0545 0.0795 0.0982 0.0987 57.25 0.0540 0.0540 0.0788 0.0981 0.0987 57.5 0.0535 0.0535 0.0782 0.0980 0.0987 57.75 0.0530 0.0530 0.0775 0.0978 0.0988 58 0.0524 0.0524 0.0768 0.0977 0.0988 58.25 0.0519 0.0519 0.0760 0.0975 0.0988 58.5 0.0514 0.0514 0.0753 0.0973 0.0988 58 .75 0.0509 0.0509 0.0746 0.0971 0.0988 59 0.0504 0.0504 0.0738 0.0969 0.0988 59.25 0.0498 0.0498 0.0731 0.0967 0.0988 59.5 0.0493 0.0493 0.0723 0.0965 0.0988 59.75 0.0488 0.0488 0.0715 0.0962 0.0988 60 0.0482 0.0482 0.0707 0.0960 0.0988 60.25 0.0477 0.0477 0.0699 0.0957 0.1832 60.5 0.0472 0.0472 0.0691 0.0955 0.1866 60.75 0.0466 0.0466 0.0683 0.0952 0.1899 61 0.0461 0.0461 0.0674 0.0949 0.1932 61 .25 0.0455 0.0455 0.0666 0.0946 0.1965 61.5 0.0450 0.0450 0.0657 0.0943 0.1998 61.75 0.0444 0.0444 0.0648 0.0939 0.2031 62 0.0439 0.0439 0.0640 0.0936 0.2064 62.25 0.0433 0.0433 0.0631 0.0933 0.2097 62.5 0.0427 0.0427 0.0622 0.0929 0.2129 62.75 0.0422 0.0422 0.0612 0.0925 0.2162 63 0.0416 0.0416 0.0603 0.0921 0.2194 63.25 0.0410 0.0410 0.0594 0.0917 0.2227 63.5 0.0404 0.0404 0.0584 0.0913 0.2259 63 .75 0.0399 0.0399 0.0574 0.0909 0.2291 64 0.0393 0.0393 0.0565 0.0905 0.2323 64.25 0.0387 0.0387 0.0555 0.0900 0.2355
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 7 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 64.5 0.0381 0.0381 0.0545 0.0896 0.2387 64.75 0.0375 0.0375 0.0535 0.0891 0.2419 65 0.0369 0.0369 0.0524 0.0887 0.2451 65.25 0.0363 0.0363 0.0514 0.0882 0.2482 65.5 0.0357 0.0357 0.0504 0.0877 0.2514 65.75 0.0351 0.0351 0.0493 0.0872 0.2546 66 0.0345 0.0345 0.0482 0.0866 0.2577 66.25 0.0339 0.0339 0.0472 0.0861 0.2608 66.5 0.0333 0.0333 0.0461 0.0856 0.2640 66.75 0.0327 0.0327 0.0450 0.0850 0.2671 67 0.0321 0.0321 0.0439 0.0844 0.2702 67.25 0.0315 0.0315 0.0427 0.0839 0.2733 67.5 0.0309 0.0309 0.0416 0.0833 0.2764 67.75 0.0302 0.0302 0.0404 0.0827 0.2794 68 0.0296 0.0296 0.0393 0.0821 0.2825 68.25 0.0290 0.0290 0.0381 0.0814 0.2856 68.5 0.0283 0.0283 0.0369 0.0808 0.2886 68.75 0.0277 0.0277 0.0357 0.0802 0.2917 69 0.0271 0.0271 0.0345 0.0795 0.2947 69.25 0.0264 0.0264 0.0333 0.0788 0.2977 69.5 0.0258 0.0258 0.0321 0.0782 0.3007 69.75 0.0251 0.0251 0.0309 0.0775 0.3038 70 0.0245 0.0245 0.0296 0.0768 0.3068 70.25 0.0238 0.0238 0.0283 0.0760 0.3097 70.5 0.0232 0.0232 0.0271 0.0753 0.3127 70.75 0.0225 0.0225 0.0258 0.0746 0.3157 71 0.0219 0.0219 0.0245 0.0738 0.3187 71.25 0.0212 0.0212 0.0232 0.0731 0.5464 71.5 0.0205 0.0205 0.0219 0.0723 0.5812 71.75 0.0199 0.0199 0.0205 0.0715 0.6174 72 0.0192 0.0192 0.0192 0.0707 0.6551 Total 30.90 30.90 30.90 30.90 30.90
PG&E Letter DCL-16-016 Enclosure 1 Table 3-9 Wind Speeds and Direction (by date) of Analyzed NDBC Buoys along the California Central Coast Wind Direction Avg St Dev Wind Direction Max Daily Wind Speed Avg Daily Wind Speed St Dev Wind Speed Year Month Date 46011 46023 46028 46011 46023 46028 46011 46023 46028 46011 46023 46028 46011 46023 46028 2008 2 24 175.0 179.8 24.4 30.4 17.5 20.1 9.8 10.0 4.2 5.0 2008 2 25 316.8 326.3 32.1 33.3 9.5 9.9 6.0 7.1 2.0 2.1 2007 12 4 329.7 340.0 11.3 8.3 10.8 11.8 7.2 8.1 1.8 2.1 2001 1 11 218.7 214.0 206.4 33.6 32.3 27.7 14.5 16.3 13.3 8.7 10.0 9.1 2.4 2.4 2.3 2001 1 12 189.1 189.3 229.3 40.9 44.4 90.4 12.9 12.8 9.8 7.2 7.4 5.8 3.2 3.9 2.7 2007 12 5 336.3 340.6 10.9 9.1 11.5 12.5 8.3 10.0 1.5 1.2 2004 2 26 216.4 238.8 234.3 56.6 52.5 35.8 7.2 7.7 8.6 4.5 5.2 5.9 1.7 1.4 1.4 2007 1 5 319.8 283.5 347.0 68.7 128.0 5.5 16.4 18.6 17.3 12.9 14.5 15.5 2.4 2.9 1.0 2008 1 5 191.5 210.8 34.6 34.7 14.2 14.2 5.4 5.6 3.8 4.1 2000 12 22 330.4 312.5 306.9 10.1 8.0 17.0 10.2 11.4 9.1 7.6 8.7 5.2 1.7 1.8 2.4 1999 4 4 308.2 299.5 312.0 11.3 7.5 5.7 18.4 20.9 18.1 12.7 15.2 14.3 3.1 3.0 2.3 1999 1 27 169.7 258.0 322.3 154.9 132.2 6.6 10.7 13.2 13.0 6.3 8.4 9.9 1.6 2.0 1.6 2001 12 21 267.8 268.1 37.4 37.3 11.8 13.0 13.8 8.1 9.2 10.1 1.9 2.1 2.0 1998 12 9 174.5 282.0 278.2 164.9 124.7 90.8 10.9 13.1 13.0 7.1 8.9 9.5 1.8 1.8 4.0 1998 12 1 192.3 163.4 220.8 137.1 135.7 98.7 10.7 12.7 10.6 5.2 5.5 6.9 2.6 3.4 2.3 1999 1 26 259.0 256.2 265.0 20.2 14.3 14.0 11.2 14.0 10.7 6.6 8.1 7.0 2.2 2.6 2.0 2000 12 23 316.5 312.2 318.5 67.4 9.1 6.5 10.5 12.6 11.8 6.7 10.2 9.1 2.6 1.7 0.9 2001 5 2 321.8 324.4 315.8 4.1 5.2 4.4 12.3 14.0 17.2 9.8 12.0 14.9 1.4 1.2 1.2 2009 11 8 332.3 272.5 15.6 141.1 10.5 13.4 13.3 8.2 9.8 8.7 1.3 1.5 2.6 1998 11 26 260.6 299.0 249.5 125.9 59.9 90.4 9.5 9.7 6.0 4.5 5.8 3.1 2.0 1.6 1.8 2009 11 7 319.2 333.5 5.2 4.3 11.8 14.2 14.5 9.5 11.2 11.5 1.3 1.6 2.1 2008 5 22 315.7 327.5 326.6 5.6 4.8 3.2 15.1 18.2 17.2 13.4 15.8 15.8 1.5 1.6 1.1 2008 1 6 229.0 224.3 62.8 74.3 10.6 11.4 5.5 6.0 2.5 2.8 1999 2 17 221.4 290.7 241.5 118.3 20.0 65.9 8.2 9.0 6.1 3.3 4.3 3.9 2.1 2.2 1.1 Wind Speeds - m/s Wind Direction - degrees
PG&E Letter DCL-16-016 Enclosure 1 Table 3-10 Maximum Daily Wave Heights and Direction (by date) of Analyzed NDBC Buoys along the California Central Coast Maxi Daily Wave Height Max Daily Peak Wave Period Avg Daily Wave Direction Std Dev, Wave Direction i Year Month Date 46011 46023 46028 46215 46218 46011 46023 46028 46215 46218 46011 46028 46215 46218 46011 46028 46215 46218 I 2008 2 24 6.99 7.42 5.78 5.58 9.97 21.05 20.00 19.05 20.00 20.00 228.0 210.8 225.2 214.4 43.0 46.2 30.5 57.9 i I
2008 2 25 6.95 7.26 5.68 5.04 7.5 17.39 20.00 16.00 18.18 18.18 272.5 281.6 254.9 271.1 5.1 10.1 7.1 4.6 2007 12 4 5.05 5.73 5.92 4.2 7.37 19.05 20.00 19.05 20.00 20.00 272.6 275.1 254.3 267.3 8.6 9.5 5.2 5.0 2001 1 11 6.98 7.66 8.51 6.5 7.23 16.67 16.67 16.67 16.67 16.67 269.9 293.6 7.0 5.1 2001 1 12 7.04 6.67 6.95 5.6 7.21 16.67 16.67 16.67 16.67 16.67 267.4 294.7 8.6 4.3 2007 12 5 5.62 7.23 5.59 4.72 7.14 19.05 20.00 19.05 20.00 18.18 273.3 280.2 251.0 266.1 7.5 6.5 7.5 4.1 2004 2 26 7.16 6.75 7.65 5.94 7.13 16.67 20.00 2.0.00 18.18 18.18 2.59.3 264.2 2.87.0 39.3 13.7 6.0 2007 1 5 6.2.2. 6.66 6.92. 3.96 7.12. 17.39 16.67 17.39 18.18 16.67 299.3 311.0 264.8 305.5 9.4 13.5 11.7 8.8 2008 1 5 8.62 7.61 8.96 6.42 7.08 19.05 20.00 19.05 20.00 2.0.00 276.5 268.5 254.8 278.0 34.4 33.1 18.8 2.3.1 2.000 12 22. 6.21 5.2.8 7.91 6.05 6.4 2.0.00 2.0.00 20.00 2.0.00 2.0.00 2.61.8 283.9 6.7 7.8 1999 4 4 6.64 6.58 7.72. 3.66 6.57 12..50 14.29 14.2.9 15.38 15.38 2.74.8 311.0 5.5 3.4 1999 1 27 6.65 6.26 7.7 5.33 6.06 16.67 16.67 16.67 16.67 16.67 2.69.8 302..1 3.4 4.7 2001 12. 2.1 6.37 7.1 7.68 5.45 6.12 16.67 16.67 16.67 16.67 16.67 264.5 287.2 5.5 4.8 1998 12 9 6.52 6.84 7.5 4.15 4.83 20.00 20.00 20.00 20.00 18.18 270.6 301.0 6.9 5.8 1998 12 1 6.2.7 6.71 7.44 5.33 5.78 20.00 20.00 20.00 20.00 18.18 264.3 289.4 6.5 6.2 1999 1 26 4.22 3.73 7.31 4.37 4.07 16.67 16.67 16.67 16.67 16.67 273.5 302.8 4.0 6.1 2000 12 2.3 7.2.1 6.78 7.27 6.12 6.39 20.00 16.67 16.67 18.18 18.18 266.1 288.3 5.2. 3.4 2001 5 2 6.33 5.86 7.22 4.33 6.05 16.67 16.67 14.29 16.67 15.38 272.4 305.5 3.9 4.5 2009 11 8 5.35 6.68 7.19 3.42 6.37 19.05 20.00 17.39 18.18 18.18 317.5 317.5 265.3 307.5 7.2 6.3 4.9 3.4 1998 11 2.6 4.92. 5.67 7.09 4.36 4.87 20.00 2.0.00 2.0.00 18.18 18.18 2.69.5 2.93.2. 5.2 4.4 2009 11 7 5.51 6.06 7.03 3.93 6.93 19.05 20.00 19.05 20.00 2.0.00 314.2. 317.8 269.6 305.4 8.6 3.0 4.6 6.3 2008 5 22 5.98 6.02. 7 3.7 6.82. 12.12 12.50 12.90 13.33 13.33 318.3 316.0 277.3 315.1 4.6 3.6 3.9 4.1 2008 1 6 7.19 7.14 6.14 4.4 5.77 17.39 16.67 17.39 18.18 18.18 298.6 293.9 261.4 296.6 5.1 6.1 4.7 3.9 1999 2. 17 7.13 5.4 5.35 4.15 5.55 20.00 20.00 20.00 20.00 20.00 2.69.1 291.8 6.2 3.8 Wave Heights - meters Wave Direction - degrees
PG&E Letter DCL-16-016 Enclosure 1 Table 3-11 Estimated 200 Year Return Period Calibrated to DELFT3D Significant Wave Height 200 Yr RP NDBC Delft3D Percent (Hsig)
Buoy (Hsig) [m] Difference
[m]
46028 11.407 11.5510 -1.26%
46215 7.9061 7.9058 0.00%
46011 11.049 11.0456 -1.37%
46023 11.306 11.2005 -0.43%
46218 11.042 11.3541 -0.03%
Table 3-12 Boundary and Physical Inputs Used in the DELFT3D Simulation
- Significant wave height, 11.2 m
- Peak wave period, 20 s
- Wave Direction, 270° (westerly)
- Directional spreading, 4o
- Wind Velocity, 10 m/s
- Wind Direction, 270° (westerly)
- Water Density, 1,025 kg/m 3
- Collins Bottom Friction Coefficient, 0.1118 (calibrated)
PG&E Letter DCL-16-016 Enclosure 1 Table 3-13 Maximum Amplitude of Far-Field Coseismic Tsunamis Recorded at Avilla Beach (AB) and Port San Luis (PSL) Tide Gauges Far-Field Coseismic Tsunamis (since 1946) Max. Ampl. (m)
No. Date Region/source Lat. (deg.) Lon. (deg.) Dist. (km) Mw PSL AB 1 4/1/1946 Alaska/Unimak 53.492 -162.832 3839 8.6 1.2 2 12/20/1946 Japan/E. Honshu 33 135.6 9039 8.1 0.1 3 11/4/1952 Kamchatka/Kuril 52.755 160.057 6289 9 1.4 4 3/9/1957 Alaska 51.292 -175.629 4668 8.6 0.53 5 11/6/1958 Kamchatka/Kuril 44.53 148.54 7411 8.3 0.14 6 5/22/1960 S. America/Chile -39.5 -74.5 9565 9.6 0.99 7 10/13/1963 Kamchatka/Kuril 44.77 149.798 7310 8.5 0.3 8 3/28/1964 Alaska 61 .017 -147.648 3448 9.2 1.6 9 10/17/1966 S. America/Peru -10.748 -78.638 6759 8.1 0.1 10 5/16/1968 Japan/E. Honshu 40.8 143.2 7994 8.2 0.1 11 11/29/1975 Hawaii 19.451 -155.033 3785 7.7 0.39 12 6/22/1977 S. Pac.!Tonga Tr. -22.878 -175.9 8685 7.2 0.12 13 10/4/1994 Kamchatka/Kuril 43.773 147.321 7535 8.3 0.15 14 7/30/1995 S. America/Chile -23.34 -70.294 8402 8 0.12 15 12/3/1995 Kamchatka/Kuril 44.663 149.3 7349 7.9 0.07 16 6/10/1996 Alaska/Andreanov 51.564 -177.632 4805 7.9 0.09 17 11/26/1999 S. PacificNanuatu -16.423 168.214 9423 7.5 0.05 18 6/23/2001 S. America/Peru -16.265 -73.641 7577 8.4 0.14 19 9/25/2003 Japan/Hokaido 41.815 143.91 7884 8.3 0.03 20 12/26/2004 Indonesia/Sumatra 3.316 95 .854 14286 9.1 0.27 21 11/15/2006 Kamchatka/Kuril 46.592 153.266 6979 8.3 0.56 22 1/13/2007 Kamchatka/Kuril 46.243 154.524 6906 8.1 0.11 23 4/1/2007 S. Pac./Solomon lsi. -8.466 157.043 9851 8.1 0.09 24 8/15/2007 S. America/Peru -13.386 -76.603 7127 8 0.08 25 1/3/2009 S. Pac./PNG -0.414 132.885 11518 7.6 0.08 26 9/29/2009 S. Pac./Samoa Is. -15.489 -172.095 7812 8 0.28 27 10/7/2009 S. Pac.Nanuatu Is. -13.006 166.51 9329 7.6 0.08 28 2/27/2010 S. America/Chile -36.122 -72.898 9350 8.8 0.80 29 3/11/2011 Japan/Honshu 38.297 142.372 8200 9 2.02 30 10/28/2012 Canada/Queen Ch. 52.788 -132.101 2153 7.7 0.27 31 2/6/2013 S. Pac./Solomon lsi. -10.799 165.114 9295 7.9 0.14 32 4/1/2014 S. America/Chile -19.642 -70.817 8056 8.2 0.22 Table 3-14 Maximum Amplitude of Near-Field Coseismic Tsunamis Far-Field Coseismic Tsunamis (since 1946) Max. Ampl. (m)
No. Date Region/source Lat. (deg.) Lon. (deg.) Dist. (km) Mw PSL AB 11/22/1878 San Luis Obispo N/A*
33 11/4/1927 California/Lompoc 34.813 -120.774 40 7.3** 1.2***
34 4/25/1992 California/Humboldt 40.368 -124.316 657 7.2 0.07
- 11/22/1878 event was likely caused by a local submanne mass failure
- Original magnitude was Mw 7.0; increased magnitude was recommended by Eilsworth (2003)
- Reported in literature. Tide gauge not yet installed .
PG&E Letter DCL-16-016 Enclosure 1 Table 3-15 Maximum Expected Magnitudes (Mw) Used in RPMT Simulations Sources MaxMw References Far-Field Alaska (ASZ) 9.2 Johnson et al. (1996) 9.2 lchinose et al. (2007) 9.2 Suito and Freimueller (2009)
Semidi (SSZ) 9.1 Ross et al. (2013), Whitmore et al.
(2013)
Kamchatka 9.2 Gonzalez et al. (2009)*
(KSZ) (Zone KSZ1)
~ Gonzalez et al. (2009)*
(Zone KSZ2)
Japan (JSZ) 9.1 Grilli et al. (2013a,b; Tappin et al., 2014)
Near-Field Hosgri fault 7.66 Petersen et al. (2008), Wills et al. (2007)*
(HFS)
San Lucia 7.49 Petersen et al. (2008), Wills et al. (2007)*
fault (SLFS)
- Parameters rev1sed 1n present study Table 3-16 SMF Parameters Used in RPMT Simulations SMF proxy simulations Goleta. SMF Big Sur North In NHWAVE proxy SMF proxy Grid used for generation Goleta 125 Big Sur 500 Center of mass location 35.153 N -120.985 35.097 N -121.904 (Xo, Yo) w w Width w (km) 10.5 10 Length b (km) 7.45 15 Thickness T (m) 75 235 Depth d (m) at center of 300 (1 00-400) 2600 mass Mean slope ~ of 2 4 failure surface (deg)
Azimuth 8 of SMF 245 255 movement (deg. true N)
Initial acceleration ao (m/s 2 ) 0.14 0.26 Maximum velocity Umax(m/s) 25.0 51.9 Motion duration tr (s) 559.0 635.4 Motion run out sr (km) 8.88 21.04
PG&E Letter DCL-16-016 Enclosure 1 Table 3-17 Summary of RPMT Runup and Drawdown Results Far-Field (Distant) Near-Field (Local) Goleta Proxy SMF Tsunami with Seismic Tsunami Seismic Tsunami Goleta Proxy SMF Tsunami Reduced Breakwater Evaluation (no CLB)
Reevaluation Reevaluation CLB CLB CLB Reevaluation (SSZ) (HFS)
Max. Water Elevation in the Area of the Intake Structure 30.3 ft. 17.4 ft.(S) 34.9 ft. 1.3 ft. (S) N/A 27.9 ft.( 4) 32.8 ft.
(HHWL)
Max. Runup Elevation Behind Intake Structurel 3 l N/A N/A N/A N/A N/A 32.8 ft. 62.3 ft.
(HHWL)
Combinedl 2l Drawdown
-8.7 ft. -9.2 ft. -3.8 ft. N/A -8.7 ft.(G) -15.7 ft. -15.7 ft.
Elevation Splash N/A N/Al 1 l 60.32 ft. N/Al 1l N/A N/Al 1 l N/A{ll I All elevations are in NAVD88.
- 1. RPMT did not result in any splash due to the longer period waves that are seen in the model.
- 2. The CLB included effects from tsunami, storm waves, storm surge, and tide. Combinations stipulated in NUREG/CR-7046 do not combine the effects from tsunami, storm waves, storm surge, & tide. The RPMT combination includes tsunami, tide, and long-term sea level rise. See Section 3.9.
- 3. In cases where the water level is high enough to continue over the intake structure, the maximum elevation that is reached up the steep hill behind the intake structure is provided.
- 4. The HAWL value is reported because it is more limiting than the HHWL.
- 5. Water levels shown are in the front of the intake structure since levels were not high enough to flow over the top deck of the structure (i.e., less that elevation 20.4 ft. NAVD88 [17.5 ft. MSL]).
- 6. Even though there is no CLB for the Goleta Proxy SMF, it is compared to -8.7 ft. since this is the most-limiting CLB drawdown value.
PG&E Letter DCL-16-016 Enclosure 1 Table 3-18 Maximum Water Current Velocities and Impulse Forces for RPMTs Safety-Related SSC Water Velocity Water Impulse Force ASW Ventilation Huts I 26.2 ft/s 0.86 kip/ft ASW Ventilation Snorkels Intake Structure Curtain Wall 18.0 ft/s 11.3 kip/ft ASW Forebay Ceiling 18.0 ft/s 20.4 kip/ft I Intake Structure Top Deck 39.4 ftls 11.6 kip/ft
- The velocity and impulse force for the ASW ventilation snorkels are zero because they are not inundated by the RPMTs.
PG&E Letter DCL-16-016 Enclosure 1 Table 3-19 Potential Tsunami Debris
- Commodity Weight Class Material Type 1 Bar Racks 3 Steel 2 Aux Salt Water Pump Screen Gate 5 Steel 3 Screen Wash Pumps 5 Steel Traveling Screen Housing or Internal Parts (Outer 4 2, 3, 4 Steel covers are fiberglass) 5 Control/office building 1, 2, 3, 4,5 Masonry Concrete Masonry Intake Access Control & Security building cement 6 1, 2, 3, 4, 5 Concrete, Wood, blocks, roofing material, interior commodities Steel Masonry Maintenance Machine Shop Building cement 7 1, 2, 3, 4, 5 Concrete, Wood, blocks, roofing material, interior commodities Steel 8 Maintenance and Storage Sea Trains 1, 2, 3, 4, 5, 6 Steel 9 Chlorination Tanks 4, 5, 6 Plastic 10 Security Fences and Gratings 2, 3, 4 Steel 11 Security Guard Towers 5, 6 Wood, Steel 12 PVC Piping for Biolab (located on hillside) 2 Plastic 13 Lighting/camera posts (permanently mounted) 3 Steel Reinforced 14 Lighting stanchions (with concrete base) 4 Concrete, Steel 15 Portable powered lighting carts 4 Steel 16 Gantry Crane 6 Steel 17 Movable Crane 6 Steel 18 Chemical Storage Tank 4, 5, 6 Plastic 19 Chemical Transferring Station 5 Steel, Plastic 20 Moored Intake Cove Boats 5 Steel, Wood 21 Kelp Cutter Boat and Trailer 6 Steel 22 Intake Cove Docks 2, 3,4, 5 Wood Maintenance and operations vehicles (pickup 23 15 Steel trucks) 24 Smaller (golf cart' vehicles for personnel transport 4 Steel 25 Employee and visitor personal vehicles 5 Steel Reinforced 26 Spare Tribars for breakwater construction 6 Concrete 27 Lumber/cribbing 1 Wood 28 Meteorologist/Shower/Offices- Building 123 1, 2, 3, 4, 5, 6 Wood 29 Lumber fence located near Building 123 2 Wood 30 Lumber used as retaining walls. 1 Wood Concrete block used as retaining walls directly to 31 1 Masonry Concrete east of intake protected area
PG&E Letter DCL-16-016 Enclosure 1
- Commodity Weight Class Material Type 32 'Porta Potties' 2 Plastic 33 Metal storage bins/dumpsters 2, 3 Steel 34 Plastic storage bins 2 Plastic 2
35 Compressed air/welding/C0 cylinders 1 Steel Portable commodities associated with plant operation and maintenance including 36 1, 2, 3, 4, 5, 6 Steel, Wood commodities temporarily stored/staged for maintenance activities Machine shop tools (metal-working floor mounted 37 4, 5 Steel tools)
Manmade and Natural items found in the 38 1, 2, 3,4 Soil, Sand, Rock landscape of areas expected to be inundated 39 Navigation buoys 2 Plastic Reinforced 40 Concrete wheel chocks (for vehicle parking) 2 Concrete 41 Eyewash Station 2 Plastic 42 Ladders 1 Steel 43 Sandbags 1 Soil, Sand, Rock 44 BBQs 1 Steel 45 Yellow Flotation Devices 1 Plastic 46 Small temporary building 3 Steel Weight Classes are as follows:
1 < 100 lbs.
2 > 100 lbs. and < 500 lbs.
3 > 500 lbs. and < 1,000 lbs.
4 > 1,000 lbs. and < 2,000 lbs.
5 > 2,000 lbs. and < 10,000 lbs.
6 > 10,000 lbs.
PG&E Letter DCL-16-016 Enclosure 1 Table 3-20 Tsunami Debris Projectile Impact, Debris Damming, and Combined Forces Civil Commodity Limiting RPMT Limiting CLB Bounded/
Projectile Force Tornado-Generated Not Bounded Missile Force Intake Structure Curtain 4,188 kips 44,206 kips Bounded Wall Intake Structure Top 231.9 kips 44,206 kips Bounded Deck ASW Fore bay Ceiling 1 N/A N/A N/A ASW Ventilation Huts 224.3 kips 44,206 kips Bounded ASW Ventilation N/A N/A N/A Snorkels 2
- 1. The ASW forebay ceiling is an interior structural commodity. The ASW pump forebay draws seawater that enters under the curtain wall. As the height of the incoming wave exceeds the height of the bottom of the curtain wall (elevation -4.9 ft. NAVD88), floating projectiles would be excluded from entry to the ASW forebay. Projectiles in the flowstream for the tsunami at an elevation under the bottom of the curtain wall could enter the ASW forebay, but will not strike the forebay ceiling, located at elevation -0.7 ft. NAVD88, 4.2 feet above the bottom of the curtain wall, as they are not expected to have a velocity component after the forebay area is re-flooded after drawdown .
Therefore, projectile impact to the forebay ceiling is not considered a credible event.
- 2. The ASW ventilation snorkels are not inundated by the RPMT. The maximum inundation height at the ASW ventilation huts is 5.8 feet. The height of the ASW ventilation huts is 14.5 feet from the intake structure top deck. Therefore, a floating projectile (such as the kelp harvesting vessel) that has a profile above the maximum inundation height is insufficient height to impact the ASW ventilation snorkels.
PG&E Letter DCL-16-016 Enclosure 1 BASE MAP FROM THE PORT SAN LUIS, CA (2012) USGS QUADRANGLE MAP.
0 :500' 1000' 2000' PROVIDED BY WWW.USGSSTORE.GOV. CONTOUR ELEVA110NS REFERENCE NAVD 88, CONTOURS ARE SHOWN IN FEET AT 40 FOOT INTERVALS.
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-1 DCPP Site Location
PG&E Letter DCL-16-016 Enclosure 1 o.5 o:25 o 0.5 Mires 11::111::11-*
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-2 Diablo Creek Watershed
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Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-2a Locations of Doors, Safety and Non Safety-Related Structures, and Areas to the West of the Turbine and Buttress Buildings Evaluated for LIP
PG&E Letter DCL-16-016 Enclosure 1 I
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Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-2b Location and Identification of Commodities on the West of the Turbine Building
PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-3 Maximum Water Depth from LIP (ft.)
PG&E Letter DCL-16-016 Enclosure 1 Diablo Creek General Storm AII-Seaon PMP 35
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Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-4 Diablo Creek General Storm All-Season Cumulative PMP Values
PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-5 DCPP Site Locations of PMF Inundation
PG&E Letter DCL-16-016 Enclosure 1
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PG&E Letter DCL-16-016 Enclosure 1 076 DIABLO CANYON, CA (6UOY)
AUGUST 1997
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H:t p:l/o:l ip . u::sd .edul Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-7 Tropical Storm Ignacio and Resulting Significant Wave Heights at the DCPP Waverider Buoy(August20, 1997)
PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-8 Locations of Analyzed NDBC Buoys Along the California Central Coast
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- - 46218 5
0 20 0 60 80 100 120 40 160 180 200 Return Period [Yea r Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-9 Return Periods for Significant Wave Heights at Analyzed NDBC Buoys Along the California Central Coast
PG&E Letter DCL-16-016 Enclosure 1 Bathyme:try : Central Coast - Datu1m : NiA.VD88 3.8982 3.8981 3.8981 3:8981 10 3.898 o:
3 .8979 3.8979 -10 3.8979
-20, 3.8978 3.8977
-30 !
6.948 6.949 6.95 6 .951 6.952 6 .953 6.954 )( 1 0~
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-10 Maximum Crest Wave Level (m) at Various Observation Points at the DCPP Breakwaters (with SAWL)
PG&E Letter DCL-16-016 Enclosure 1 60 55 50 C'l
~ 45 z
~ 40 35 30 25
-220 -210 -200 -190 -180 -170 -160 -150 -140 -130 -120 Lon. E. (Deg.)
Acronyms: Alaska Subduction Zone (ASZ), Semidi Subduction Zone (SSZ), Kamchatka Subduction Zone (KSZ), Japan Subduction Zone (JSZ) .
Color scale denotes bathymetry (<0) and topography (> 0) in meter.
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-11 Location of Various Tsunami Source Areas for DCPP
PG&E Letter DCL-16-016 Enclosure 1 o*o*N 36
~
")~;'~
~~
~
35 Explanation 0 Diablo Canyon Power Plant (DCPP) 1 Continental Shelf 2 Upper Continental Slope J Lower Continental Slope 4 Upper Continental Rise PA Point Arguello PS Point Sal PB Point B~.Chon PSRPoint Sur PC Point Conception SMI San Miguel Island PE Point Estero SRI Santa Rosa Island PPB Point Piedras Blancas SCrl Santa Cruz Island 0 10 JJJ QJ Kobmete r&
I I I I I I I I I 123' 0'0 W 122' 0 '0W Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-12 Physiographic Features in the DCPP Area
PG&E Letter DCL-16-016 Enclosure 1 I
- I
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+ +
+ + + T I
+ + + ~- '
+ +' + + +
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CF - c asmalia ra!Jt zone E q:danati on HF- Hosgn fau lt tone 0 Diablo Canyon Pmver Pla nt (DCPP) PS - Purisima structure SLBF- s, ta LUc. a Banks fault zone
- - Fa ult SLBF- Santa Lucia Banl.fon Dn Rlrin.fill factor:. LIP OAKL.A..t
--
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---
CA .37.7830 -!22.1.51Jl) 1999 u 19 326 13& 450 BEl AIR HOTEL CA 34.03.60 -US.4550 198.3 3.0(1 1.40 420 OC:EA..."NSIDE CA 3.32560 -H l J2(}() 199'3 16 2.95 13!! 4.1>0 LAGUNA
- - - -BEACH --- _ ,_ CA 33.55!0 -R l7.SO!J.Qo 199'7 [2 *5 250 1.47 3.6S WHE.ELER GORGE - - - CA 3436?0
-H 9_333() 199'2. 2 l2 2.32 1A3 3.32
.--2~15
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S.;.\J."'f rvLA.RCOS IROlJT
- --- - - *- -----
CA 34..118.30 -! !9.3000 199'5 ! 'lt lAB 3.18 DOlTI..TON TIJN~U CA 34-4650 -11'9:708() 1973 2 11 2.25 L35 3.04 ST.'\..!'4"DWOOD FIRE STATION CA 34.4!50.0 -H9.6S30
- ---.
198.3 9 29 1.4Q 1.19' 1S6 BOUIDER CREEK CA J7J)9'l6 ... n22.1us. 1955 !2
...
- 2~ 2.20 1..29' 2.S..t
~q!QQ~!!_ CA .3-4534-0 -DO.l730 10()!2 12 20 1.09 1.14 2.5'9 GONZ.AI.ES. CA 3,6_5150 -li2U10() 199'4 H 10 2.09 1.16 2.42 SIGNAL HTI.l. CA 33J:&ao -HS.1657 199'5 4! 2.00 L19 2.3&
CANYON~ CA 34.08.32 -tt t S.S418 194.3 21 1.96 1..21 2.37 ARROYOSECO CA 3*63590 -Dl.29Q:() 19.9'3 H 11 2.01 L06 2..13 Rainfall and LIP values are in inches.
Table 3-3 Site-Specific LIP for Various Durations at the DCPP Power Block Duration (hours) DCPP LIP (inches) 0 0 0.2.5 2..5 0.5 3.6
~ 0.75 4.1 1-hourr 4.5 2-hour 5-.1 3-hour 5..4 4-hour 5.6 5-hour 5.8 6-hour 5-.9
PG&E Letter DCL-16-016 Enclosure 1 Table 3-4 Temporal Distributions of 15-Minute Incremental Point PMP at DCPP Site Front End One-TI1urd Center Two-1ihErd End Peaking Peaking Pealdng Peaking Pea:ki11g Duration ILIP* pup~ .. IUP IUP IUP ItiP (hours) (inl (in)
PUP (in) PUP (in}
PUP (f; n) Plll?'
0.000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.25{) 2.475 0.423 0.043 0.007 0.026 0.005 0.006 o.oo*r, 0.006 0.001 0.500 3.555 0.608 0.093 0.016 0.054 0.009 0.032 0.006 0.032 0.006
.750 4.095 0.700 0."173 0.030 0.084 0.0'14 0.059 o.o*to 0.059 0.0 '10
- t ooo 4.500 0 .769 0.269 0.046 o_*]18 0.020 0.036 0.0"15 O.OBG 0.015
'L250 4.6B3 0.80"1 0.422 0.072 0_.161 0.028 0.115 0.020 0:1 15 0.020 "l 500 4 ..1341 0.828 0.605 o.*to3 0.2*H 0.036 0. 146 0.025 0.146 0.025
- t750 4 .994 0.854 1."145 0.196 0.29"] 0.050 0.177 0.030 o.1n 0.030 2.000 5.130 0.877 3.620 0:.619 0.387 0.066 0.211 0.036 0.2"11 0.036, 2.250 5.226 0.8931 4.700 0.803 0.540 0.092 0.254 0.043 0.246 0.042 2.500 5.318 0.909 5.105 0.873 0.723 0.124 0.304 0.052 0.289 0.049 2.750 5..3'97 0.923 5.263 0.900 1.263 0.216 0.384 OJJ66 0.335 0.057 3.000 5.465 0.934 5.399 0.923 3:738 0.639 0.480 0.082 0.385 0.066 3.250 5.5*15 0.943 5.49'1 0.939 4.818 0.824 0.633 0."]08 0.453 0.077 3.500 5.561 0.951 5.558 0.950 5.223 0.893 0.816 0.139 0.532 0.09'1 3.750 5.604 0.95B 5.604 0.958 5.381 0 ..920 1.356 0.232 0.624 0.107 4.000 5.639 0.964 5.639 0.964 5,5"17 0.943 3.B31 0.655 0.720 0.123 4.250 5.673 0.970 5.673 0.970 5.608 0.959 4.911 0.839 0.856 0 .'146 4.500 5.704 0.975 5.704 0.975 5.676 0.970 5.316 0.909 t009 0. '1 72 4.750 5.735 0 .980 5.735 0.980 5.721 0.978 5.474 0.936 1.167 0.199 5.000 5.764 0 .985 5.764 0.985 5.757 0.984 5.6-10 0 . 959 '1.350 0.231 5.250 5.791 0.990 5.79'1 0.990 5.789 0.989 5.701 0.975 1.755 0.300 5.500 5.B18 0.994 5.818- 0.994 5.817 0.994 5.769 0.986 2.295 0.392 5.750 5.844 0.999 5.844 0.999 5.844 0.999 5.814 0.994 3.375 0.5'7 7 6.000 5.900 1.000 5.900 '1.000 5.900 '1.000 5.900 '1 .000 5.900 1.000 il IUP = cumulative UIP;- PUP= Portion of cumulative UP
PG&E Letter DCL-16-016 Enclosure 1 Table 3-5 Maximum LIP Flooding Parameters near the Doors and Areas to the West of the Turbine and Buttress Buildings MaxWD Door MaxWD Correlated Grid Max above Threshold above Door Flood Buttress Door/Unit Elevation WSE grid 1 No 2 Elevation Grid No Threshold Duration Building No (ft PG&E surface 2 (hours)
Area (ft PG&E Datum) (ft PG&E (ft) (ft)
Datum) Datum) 0 1 2 3 4 5 6 7 (8) =(6) - (3) 9 Turbine Building Unit 1: North 1 A1 .1 86.8 1034 86 .58 86 .79 0.21 -0.01 0 A1 2 A1.2 86.8 1033 86.56 86.77 0.21 -0.03 0 3 A2 .1 86.5 1181 86.48 86.73 0.25 0.23 7.60 A2 4 8U101 86.5 877 86.48 86.58 0.10 0.08 6.90 5 8U102 86.5 1174 86.47 86 .67 0.20 0.17 3.30 6 8U103 86 .5 2106 86.45 86.64 0.19 0.14 0.55 7 A3.1 86.5 1326 86.45 86 .71 0.26 0.21 2.75 A3 8 A3.2 86.5 1633 86.47 86 .71 0.24 0.21 3.05 9 A3.3 86.5 2268 86.45 86 .62 0.17 0.12 0.45 10 8U104/5 86 .5 2600 86.47 86.66 0.19 0.16 3.20 11 101-1 86.8 1975 86.78 87.02 0.24 0.22 7.05 12 102-1 86.8 1655 86.73 87 .00 0.27 0.20 0.60 N/A 13 119-1 86.8 3507 86 .78 87.24 0.46 0.44 6.65 14 122-1 86.8 4238 86.77 87.43 0.66 0.63 5.10 15 C1 .1 86 .8 2944 86 .77 86 .93 0.16 0.13 4.50 c 16 129 86 .8 3118 86 .78 86.92 0.14 0.12 6.80 17 130 86 .8 3117 86 .77 86.86 0.09 0.06 2.95 Turbine Building Unit 2: South c 18 C1 .2 86.8 3469 86.77 87.04 0.27 0.24 5.30 19 8U101-2 86.7 3112 86.47 86.68 0.21 -0.02 0 20 8U1 02-2 86.65 3108 86.58 86.65 0.07 0.00 0 83 21 8U103-2 86.5 3101 86.36 86.42 0.06 -0.08 0 22 8U104-2 86.5 3454 86.36 86.46 0.10 -0 .04 0 23 8U108-2 86.5 4570 86.47 86.64 0.17 0.14 3.80 24 8U105-2 86.5 4760 86.48 86.62 0.14 0.12 6.40 82 25 8U106-2 86 .7 5350 86.64 86.86 0.22 0.16 2.85 26 82.1 86.8 5550 86.77 86 .91 0.14 0.11 3.20 27 81.1 86.8 5749 86.76 86 .87 0.11 0.07 0.35 81 28 81.2 86 .8 5950 86 .79 86 .93 0.14 0.13 7.35 29 101-2 86 .8 7412 86.77 87.12 0.35 0.32 4.35 30 102-2 86.8 7198 86 .78 87.12 0.34 0.32 6.75 N/A 31 119-2 86 .8 8287 86.78 87.23 0.45 0.43 7.05 32 122-2 86 .8 7431 86.78 87.31 0.53 0.51 6.55
PG&E Letter DCL-16-016 Enclosure 1 MaxWD Door MaxWD Correlated Grid Max above Threshold above Door Flood Buttress Door/Unit Elevation WSE grid No 2 Elevation Grid No Threshold 1 Duration Building No (ft PG&E surface 2 (hours)
Area (ft PG&E Datum) (ft PG&E (ft) (ft)
Datum) Datum) 0 1 2 3 4 5 6 7 (8) =(6) - (3) 9 Unit 1 -Auxiliary Building Area (Ventilation Building) 33 192-1 86.8 5003 86 .78 87.48 0.70 0.68 6.95 N/A 34 191-1 86.8 7054 86.79 87.36 0.57 0.56 6.75 35 194-1 86 .8 6425 86 .77 87.35 0.58 0.55 5.20 Unit 2 -Auxiliary Building Area (Ventilation Building) 36 192-2 86 .8 7223 86.79 87.39 0.60 0.59 6.85 191-2 N/A 37 86.8 11520 86.78 87.28 0.50 0.48 6.45 191A-2 38 194-2 86.8 10338 86.73 87.26 0.53 0.46 1.30 Fuel Handling Building (East of Unit 1) 39 363-1 116.8 8566 116.78 116.90 0.12 0.10 6.50 40 361-1 116.8 9681 116.78 117.19 0.41 0.39 6.00 N/A 41 360-1 116.8 9680 116.79 117.19 0.40 0.39 7.20 42 355-1 116.8 10367 116.76 117.25 0.49 0.45 3.80 43 354-1 116.8 10599 116.79 117.25 0.46 0.45 7.05 Fuel Handling Building (East of Unit 2) 44 360-2 116.8 11300 116.75 117.26 0.51 0.46 5.65 N/A 45 361-2 116.8 11536 116.76 117.26 0.50 0.46 5.30
[0.04] [0.02]
46 363-2 116.8 12486 116.78 116.82 6.40 0.05** 0.05**
- 1. Negative value reflects no Ll P exceed a nee near the doors or areas
- 2. Door/Unit Nos. are shown in Figures 3-2a and 3-2b.
- Minimum ponding depth taken as 0.05 feet.
PG&E Letter DCL-16-016 Enclosure 1 Table 3-6 Hydrodynamic and Total Associated Effects Resulting from LIP Flood Event 3
Velocity Total Head 1 No. Door/Unit No2 Grid Cell No Flow Depth (ft) Force {lb/ft)
Magnitude {ft/s) {ft)
Turbine Building Unit 1: North 1 A1 .1 1034 0.00 0.00 1.00 0 2 A1 .2 1033 0.00 0.00 1.00 0 3 A2 .1 1181 0.22 0.55 1.23 9 4 BU101 877 0.08 0.23 1.08 3 5 BU102 1174 0.17 0.35 1.17 6 6 BU103 2106 0.14 0.21 1.14 5 7 A3.1 1326 0.21 0.19 1.21 8 8 A3.2 1633 0.20 0.09 1.20 8 9 A3.3 2268 0.12 0.10 1.12 4 10 BU104/5 2600 0.16 0.26 1.16 6 11 101-1 1975 0.20 0.41 1.21 8 12 102-1 1655 0.19 0.23 1.19 7 13 119-1 3507 0.42 0.25 1.43 19 14 122-1 4238 0.60 0.00 1.60 30 15 C1.1 2944 0.13 0.26 1.13 5 16 129 3118 0.12 0.35 1.12 4 17 130 3117 0.06 0.21 1.06 2 Turbine Building Unit 2: South 18 C1.2 3469 0.24 0.64 1.25 9 19 BU101-2 3112 0.00 0.00 1.00 0 20 BU102-2 3108 0.00 0.00 1.00 0 21 BU103-2 3101 0.00 0.00 1.00 0 22 BU104-2 3454 0.00 0.00 1.00 0 23 BU108-2 4570 0.13 0.15 1.13 5 24 BU105-2 4760 0.12 0.33 1.12 4 25 BU106-2 5350 0.16 0.52 1.16 6 26 B2.1 5550 0.10 0.31 1.11 4 27 B1 .1 5749 0.07 0.11 1.07 2 28 B1.2 5950 0.13 0.19 1.13 5 29 101-2 7412 0.31 0.24 1.31 13 30 102-2 7198 0.31 0.23 1.31 13 31 119-2 8287 0.42 0.28 1.42 19 32 122-2 7431 0.51 0.33 1.51 24
PG&E Letter DCL-16-016 Enclosure 1 3
2 Velocity Total Head 1 No. Door/Unit No Grid Cell No Flow Depth (ft) Force (lb/ft)
Magnitude (ft/s) (ft)
Unit 1 -Auxiliary Building Area (Ventilation Building) 33 192-1 5003 0.67 0.13 1.67 35 34 191-1 7054 0.55 0.06 1.55 27 35 194-1 6425 0.53 0.12 1.53 25 Unit 2 -Auxiliary Building Area (Ventilation Building) 36 192-2 7223 0.59 0.22 1.59 29 191-2 37 11520 0.47 0.20 1.47 21 191A-2 38 194-2 10338 0.45 0.07 1.45 20 Fuel Handling Building (East of Unit 1) 39 363-1 8566 0.10 0.24 1.10 3 40 361-1 9681 0.39 0.00 1.39 17 41 360-1 9680 0.39 0.15 1.39 17 42 355-1 10367 0.45 0.09 1.45 20 43 354-1 10599 0.45 0.10 1.45 20 Fuel Handling Building (East of Unit 2) 44 360-2 11300 0.45 0.06 1.45 20 45 361-2 11536 0.45 0.28 1.46 21 46 363-2 12486 0.02 0.00 1.02 1
- 1. Total force (force per linear foot length) is rounded to the nearest whole number.
- 2. Door/Unit Nos. are shown in Figures 3-2a and 3-2b.
- 3. Per American Society of Civil Engineers 7-10, the static water level should be increased by 1 ft. However, if no flow depth or velocity is present, total force= 0 lb/ft.
PG&E Letter DCL-16-016 Enclosure 1 Table 3-7 GEV Fitted Precipitation Estimates and 90%, Cl at DCPP Site 1,000,000 Years Return Period Lower 90% Cl Lower Limit 2.84 inches Upper 90%, Cl Lower Limit 3.60 inches Mean Precipitation 3.17 inches
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 1 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 0 0.0000 0.0000 0.0000 0.0000 0.0000 0.25 0.6551 0.0711 0.0199 0.0192 0.0192 0.5 0.6174 0.0719 0.0212 0.0199 0.0199 0.75 0.5812 0.0727 0.0225 0.0205 0.0205 1 0.5464 0.0735 0.0238 0.0212 0.0212 1.25 0.3187 0.0742 0.0251 0.0219 0.0219 1.5 0.3157 0.0749 0.0264 0.0225 0.0225 1.75 0.3127 0.0757 0.0277 0.0232 0.0232 2 0.3097 0.0764 0.0290 0.0238 0.0238 2.25 0.3068 0.0771 0.0302 0.0245 0.0245 2.5 0.3038 0.0778 0.0315 0.0251 0.0251 2.75 0.3007 0.0785 0.0327 0.0258 0.0258 3 0.2977 0.0792 0.0339 0.0264 0.0264 3.25 0.2947 0.0798 0.0351 0.0271 0.0271 3.5 0.2917 0.0805 0.0363 0.0277 0.0277 3.75 0.2886 0.0811 0.0375 0.0283 0.0283 4 0.2856 0.0818 0.0387 0.0290 0.0290 4.25 0.2825 0.0824 0.0399 0.0296 0.0296 4.5 0.2794 0.0830 0.0410 0.0302 0.0302 4.75 0.2764 0.0836 0.0422 0.0309 0.0309 5 0.2733 0.0842 0.0433 0.0315 0.0315 5.25 0.2702 0.0847 0.0444 0.0321 0.0321 5.5 0.2671 0.0853 0.0455 0.0327 0.0327 5.75 0.2640 0.0858 0.0466 0.0333 0.0333 6 0.2608 0.0864 0.0477 0.0339 0.0339 6.25 0.2577 0.0869 0.0488 0.0345 0.0345 6.5 0.2546 0.0874 0.0498 0.0351 0.0351 6.75 0.2514 0.0879 0.0509 0.0357 0.0357 7 0.2482 0.0884 0.0519 0.0363 0.0363 7.25 0.2451 0.0889 0.0530 0.0369 0.0369 7.5 0.2419 0.0894 0.0540 0.0375 0.0375 7.75 0.2387 0.0898 0.0550 0.0381 0.0381 8 0.2355 0.0903 0.0560 0.0387 0.0387 8.25 0.2323 0.0907 0.0570 0.0393 0.0393 8.5 0.2291 0.0911 0.0579 0.0399 0.0399 8.75 0.2259 0.0915 0.0589 0.0404 0.0404 9 0.2227 0.0919 0.0598 0.0410 0.0410 9.25 0.2194 0.0923 0.0608 0.0416 0.0416 9.5 0.2162 0.0927 0.0617 0.0422 0.0422 9.75 0.2129 0.0931 0.0626 0.0427 0.0427 10 0.2097 0.0934 0.0635 0.0433 0.0433 10.25 0.2064 0.0938 0.0644 0.0439 0.0439 10.5 0.2031 0.0941 0.0653 0.0444 0.0444
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 2 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 10.75 0.1998 0.0944 0.0661 0.0450 0.0450 11 0.1965 0.0947 0.0670 0.0455 0.0455 11.25 0.1932 0.0950 0.0679 0.0461 0.0461 11.5 0.1899 0.0953 0.0687 0.0466 0.0466 11.75 0.1866 0.0956 0.0695 0.0472 0.0472 12 0.1832 0.0959 0.0703 0.0477 0.0477 12.25 0.0988 0.0961 0.0711 0.0482 0.0482 12.5 0.0988 0.0964 0.0719 0.0488 0.0488 12.75 0.0988 0.0966 0.0727 0.0493 0.0493 13 0.0988 0.0968 0.0735 0.0498 0.0498 13.25 0.0988 0.0970 0.0742 0.0504 0.0504 13.5 0.0988 0.0972 0.0749 0.0509 0.0509 13.75 0.0988 0.0974 0.0757 0.0514 0.0514 14 0.0988 0.0976 0.0764 0.0519 0.0519 14.25 0.0988 0.0977 0.0771 0.0524 0.0524 14.5 0.0988 0.0979 0.0778 0.0530 0.0530 14.75 0.0987 0.0980 0.0785 0.0535 0.0535 15 0.0987 0.0982 0.0792 0.0540 0.0540 15.25 0.0987 0.0983 0.0798 0.0545 0.0545 15.5 0.0987 0.0984 0.0805 0.0550 0.0550 15.75 0.0986 0.0985 0.0811 0.0555 0.0555 16 0.0986 0.0986 0.0818 0.0560 0.0560 16.25 0.0986 0.0986 ' 0.0824 0.0565 0.0565 16.5 0.0985 0.0987 0.0830 0.0570 0.0570 16.75 0.0985 0.0987 0.0836 0.0574 0.0574 17 0.0984 0.0988 0.0842 0.0579 0.0579 17.25 0.0984 0.0988 0.0847 0.0584 0.0584 17.5 0.0983 0.0988 0.0853 0.0589 0.0589 17.75 0.0983 0.0988 0.0858 0.0594 0.0594 18 0.0982 0.0988 0.0864 0.0598 0.0598 18.25 0.0982 0.1866 0.0869 0.0603 0.0603 18.5 0.0981 0.1932 0.0874 0.0608 0.0608 18.75 0.0980 0.1998 0.0879 0.0612 0.0612 19 0.0980 0.2064 0.0884 0.0617 0.0617 19.25 0.0979 0.2129 0.0889 I 0.0622 0.0622 19.5 0.0978 0.2194 0.0894 0.0626 0.0626 19.75 0.0977 0.2259 0.0898 0.0631 0.0631 20 0.0977 0.2323 0.0903 0.0635 0.0635 20.25 0.0976 0.2387 0.0907 0.0640 0.0640 20.5 0.0975 0.2451 0.0911 0.0644 0.0644 20.75 0.0974 0.2514 0.0915 0.0648 0.0648 21 0.0973 0.2577 0.0919 0.0653 0.0653 21.25 0.0972 0.2640 0.0923 0.0657 0.0657
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 3 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 21.5 0.0971 0.2702 0.0927 0.0661 0.0661 21.75 0.0970 0.2764 0.0931 0.0666 0.0666 22 0.0969 0.2825 0.0934 0.0670 0.0670 22.25 0.0968 0.2886 0.0938 0.0674 0.0674 22.5 0.0967 0.2947 0.0941 0.0679 0.0679 22.75 0.0966 0.3007 0.0944 0.0683 0.0683 23 0.0965 0.3068 0.0947 0.0687 0.0687 23 .25 0.0964 0.3127 0.0950 0.0691 0.0691 23.5 0.0962 0.3187 0.0953 0.0695 0.0695 23.75 0.0961 0.5812 0.0956 0.0699 0.0699 24 0.0960 0.6551 0.0959 0.0703 0.0703 24.25 0.0959 0.6174 0.0961 0.0711 0.0707 24.5 0.0957 0.5464 0.0964 0.0719 0.0711 24.75 0.0956 0.3157 0.0966 0.0727 0.0715 25 0.0955 0.3097 0.0968 0.0735 0.0719 25.25 0.0953 0.3038 0.0970 0.0742 0.0723 25.5 0.0952 0.2977 0.0972 0.0749 0.0727 25.75 0.0950 0.2917 0.0974 0.0757 0.0731 26 0.0949 0.2856 0.0976 0.0764 0.0735 26.25 0.0947 0.2794 0.0977 0.0771 0.0738 26.5 0.0946 0.2733 0.0979 0.0778 0.0742 26.75 0.0944 0.2671 0.0980 0.0785 0.0746 27 0.0943 0.2608 0.0982 0.0792 0.0749 27.25 0.0941 0.2546 0.0983 0.0798 0.0753 27.5 0.0939 0.2482 0.0984 0.0805 0.0757 27.75 0.0938 0.2419 0.0985 0.0811 0.0760 28 0.0936 0.2355 0.0986 0.0818 0.0764 28.25 0.0934 0.2291 0.0986 0.0824 0.0768 28.5 0.0933 0.2227 0.0987 0.0830 0.0771 28.75 0.0931 0.2162 0.0987 0.0836 0.0775 29 0.0929 0.2097 0.0988 0.0842 0.0778 29.25 0.0927 0.2031 0.0988 0.0847 0.0782 29.5 0.0925 0.1965 0.0988 0.0853 0.0785 29.75 0.0923 0.1899 0.0988 0.0858 0.0788 30 0.0921 0.1832 0.0988 0.0864 0.0792 30.25 0.0919 0.0988 0.1866 0.0869 0.0795 30.5 0.0917 0.0988 0.1932 0.0874 0.0798 30.75 0.0915 0.0988 0.1998 0.0879 0.0802 31 0.0913 0.0988 0.2064 0.0884 0.0805 31.25 0.0911 0.0988 0.2129 0.0889 0.0808 31.5 0.0909 0.0987 0.2194 0.0894 0.0811 31.75 0.0907 0.0987 0.2259 0.0898 0.0814 32 0.0905 0.0986 0.2323 0.0903 0.0818
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 4 of 7) Enclosure 1 15-Minute Incremental General Storm P:tvfP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 32.25 0.0903 0.0985 0.2387 0.0907 0.0821 32.5 0.0900 0.0984 0.2451 0.0911 0.0824 32.75 0.0898 0.0983 0.2514 0.0915 0.0827 33 0.0896 0.0982 0.2577 0.0919 0.0830 33.25 0.0894 0.0981 0.2640 0.0923 0.0833 33.5 0.0891 0.0980 0.2702 0.0927 0.0836 33.75 0.0889 0.0978 0.2764 0.0931 0.0839 34 0.0887 0.0977 0.2825 0.0934 0.0842 34.25 0.0884 0.0975 0.2886 0.0938 0.0844 34.5 0.0882 0.0973 0.2947 0.0941 0.0847 34.75 0.0879 0.0971 0.3007 0.0944 0.0850 35 0.0877 0.0969 0.3068 0.0947 0.0853 35.25 0.0874 0.0967 0.3127 0.0950 0.0856 35.5 0.0872 0,0965 0.3187 0.0953 0.0858 35.75 0.0869 0.0962 0.5812 0.0956 0.0861 36 0.0866 0.0960 0.6551 0.0959 0.0864 36.25 0.0864 0.0957 0.6174 0.0961 0.0866 36.5 0.0861 0.0955 0.5464 0.0964 0.0869 36.75 0.0858 0.0952 0.3157 0.0966 0.0872 37 0.0856 0.0949 0.3097 0.0968 0.0874 37.25 0.0853 0.0946 0.3038 0.0970 0.0877 37.5 0.0850 0.0943 0.2977 0.0972 0.0879 37.75 0.0847 0.0939 0.2917 0.0974 0.0882 38 0.0844 0.0936 0.2856 0.0976 0.0884 38.25 0.0842 0.0933 0.2794 0.0977 0.0887 38.5 0.0839 0.0929 0.2733 0.0979 0.0889 38.75 0.0836 0.0925 0.2671 0.0980 0.0891 39 0.0833 0.0921 0.2608 0.0982 0.0894 39.25 0.0830 0.0917 0.2546 0.0983 0.0896 39.5 0.0827 0.0913 0.2482 0.0984 0.0898 39.75 0.0824 0.0909 0.2419 0.0985 0.0900 40 0.0821 0.0905 0.2355 0.0986 0.0903 40.25 0.0818 0.0900 0.2291 0.0986 0.0905 40.5 0.0814 0.0896 0.2227 0.0987 0.0907 40.75 0.0811 0.0891 0.2162 0.0987 0.0909 41 0.0808 0.0887 0.2097 0.0988 0.0911 41.25 0.0805 0.0882 0.2031 0.0988 0.0913 41.5 0.0802 0.0877 0.1965 0.0988 0.0915 41.75 0.0798 0.0872 0.1899 0.0988 0.0917 42 0.0795 0.0866 0.1832 0.0988 0.0919 42.25 0.0792 0.0861 0.0988 0.1866 0.0921 42 .5 0.0788 0.0856 0.0988 0.1932 0.0923 42.75 0.0785 0.0850 0.0988 0.1998 0.0925
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 5 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 43 0.0782 0.0844 . 0.0988 0.2064 0.0927 43.25 0.0778 0.0839 0.0988 0.2129 0.0929 43.5 0.0775 0.0833 0.0987 0.2194 0.0931 43.75 0.0771 0.0827 0.0987 0.2259 0.0933 44 0.0768 0.0821 0.0986 0.2323 0.0934 44.25 0.0764 0.0814 0.0985 0.2387 0.0936 44.5 0.0760 0.0808 0.0984 0.2451 0.0938 44.75 0.0757 0.0802 0.0983 0.2514 0.0939 45 0.0753 0.0795 0.0982 0.2577 0.0941 45.25 0.0749 0.0788 0.0981 0.2640 0.0943 45.5 0.0746 0.0782 0.0980 0.2702 0.0944 45.75 0.0742 0.0775 0.0978 0.2764 0.0946 46 0.0738 0.0768 0.0977 0.2825 0.0947 46.25 0.0735 0.0760 0.0975 0.2886 0.0949 46.5 0.0731 0.0753 0.0973 0.2947 0.0950 46.75 0.0727 0.0746 0.0971 0.3007 0.0952 47 0.0723 0.0738 0.0969 0.3068 0.0953 47.25 0.0719 0.0731 0.0967 0.3127 0.0955 47.5 0.0715 0.0723 0.0965 0.3187 0.0956 47.75 0.0711 0.0715 0.0962 0.5812 0.0957 48 0.0707 0.0707 0.0960 0.6551 0.0959 48 .25 0.0703 0.0703 0.0957 0.6174 0.0960 48.5 0.0699 0.0699 0.0955 0.5464 0.0961 48.75 0.0695 0.0695 0.0952 0.3157 0.0962 49 0.0691 0.0691 0.0949 0.3097 0.0964 49.25 0.0687 0.0687 0.0946 0.3038 0.0965 49.5 0.0683 0.0683 0.0943 0.2977 0.0966 49.75 0.0679 0.0679 0.0939 0.2917 0.0967 50 0.0674 0.0674 0.0936 0.2856 0.0968 50.25 0.0670 0.0670 0.0933 0.2794 0.0969 50.5 0.0666 0.0666 0.0929 0.2733 0.0970 50.75 0.0661 0.0661 0.0925 0.2671 0.0971 51 0.0657 0.0657 0.0921 0.2608 0.0972 51.25 0.0653 0.0653 0.0917 0.2546 0.0973 51.5 0.0648 0.0648 0.0913 0.2482 0.0974 51.75 0.0644 0.0644 0.0909 0.2419 0.0975 52 0.0640 0.0640 0.0905 0.2355 0.0976 52 .25 0.0635 0.0635 0.0900 0.2291 0.0977 52.5 0.0631 0.0631 0.0896 0.2227 0.0977 52.75 0.0626 0.0626 0.0891 0.2162 0.0978 53 0.0622 0.0622 0.0887 0.2097 0.0979 53.25 0.0617 0.0617 0.0882 0.2031 0.0980 53.5 0.0612 0.0612 0.0877 0.1965 0.0980
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 6 of 7) Enclosure 1 15-M:inute Incremental General Storm Pl\IIP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 53.75 0.0608 0.0608 0.0872 0.1899 0.0981 54 0.0603 0.0603 0.0866 0.1832 0.0982 54.25 0.0598 0.0598 0.0861 0.0988 0.0982 54.5 0.0594 0.0594 0.0856 0.0988 0.0983 54.75 0.0589 0.0589 0.0850 0.0988 0.0983 55 0.0584 0.0584 0.0844 0.0988 0.0984 55.25 0.0579 0.0579 0.0839 0.0988 0.0984 55.5 0.0574 0.0574 0.0833 0.0987 0.0985 55.75 0.0570 0.0570 0.0827 0.0987 0.0985 56 0.0565 0.0565 0.0821 0.0986 0.0986 56.25 0.0560 0.0560 0.0814 0.0985 0.0986 56.5 0.0555 0.0555 0.0808 0.0984 0.0986 56.75 0.0550 0.0550 0.0802 0.0983 0.0987 57 0.0545 0.0545 0.0795 0.0982 0.0987 57.25 0.0540 0.0540 0.0788 0.0981 0.0987 57.5 0.0535 0.0535 0.0782 0.0980 0.0987 57.75 0.0530 0.0530 0.0775 0.0978 0.0988 58 0.0524 0.0524 0.0768 0.0977 0.0988 58.25 0.0519 0.0519 0.0760 0.0975 0.0988 58.5 0.0514 0.0514 0.0753 0.0973 0.0988 58 .75 0.0509 0.0509 0.0746 0.0971 0.0988 59 0.0504 0.0504 0.0738 0.0969 0.0988 59.25 0.0498 0.0498 0.0731 0.0967 0.0988 59.5 0.0493 0.0493 0.0723 0.0965 0.0988 59.75 0.0488 0.0488 0.0715 0.0962 0.0988 60 0.0482 0.0482 0.0707 0.0960 0.0988 60.25 0.0477 0.0477 0.0699 0.0957 0.1832 60.5 0.0472 0.0472 0.0691 0.0955 0.1866 60.75 0.0466 0.0466 0.0683 0.0952 0.1899 61 0.0461 0.0461 0.0674 0.0949 0.1932 61 .25 0.0455 0.0455 0.0666 0.0946 0.1965 61.5 0.0450 0.0450 0.0657 0.0943 0.1998 61.75 0.0444 0.0444 0.0648 0.0939 0.2031 62 0.0439 0.0439 0.0640 0.0936 0.2064 62.25 0.0433 0.0433 0.0631 0.0933 0.2097 62.5 0.0427 0.0427 0.0622 0.0929 0.2129 62.75 0.0422 0.0422 0.0612 0.0925 0.2162 63 0.0416 0.0416 0.0603 0.0921 0.2194 63.25 0.0410 0.0410 0.0594 0.0917 0.2227 63.5 0.0404 0.0404 0.0584 0.0913 0.2259 63 .75 0.0399 0.0399 0.0574 0.0909 0.2291 64 0.0393 0.0393 0.0565 0.0905 0.2323 64.25 0.0387 0.0387 0.0555 0.0900 0.2355
PG&E Letter DCL-16-016 Table 3-8 General Storm PMP (Page 7 of 7) Enclosure 1 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)
One-Third Center Two-Thirds Front Peaking End Peaking Peaking Peaking Peaking 64.5 0.0381 0.0381 0.0545 0.0896 0.2387 64.75 0.0375 0.0375 0.0535 0.0891 0.2419 65 0.0369 0.0369 0.0524 0.0887 0.2451 65.25 0.0363 0.0363 0.0514 0.0882 0.2482 65.5 0.0357 0.0357 0.0504 0.0877 0.2514 65.75 0.0351 0.0351 0.0493 0.0872 0.2546 66 0.0345 0.0345 0.0482 0.0866 0.2577 66.25 0.0339 0.0339 0.0472 0.0861 0.2608 66.5 0.0333 0.0333 0.0461 0.0856 0.2640 66.75 0.0327 0.0327 0.0450 0.0850 0.2671 67 0.0321 0.0321 0.0439 0.0844 0.2702 67.25 0.0315 0.0315 0.0427 0.0839 0.2733 67.5 0.0309 0.0309 0.0416 0.0833 0.2764 67.75 0.0302 0.0302 0.0404 0.0827 0.2794 68 0.0296 0.0296 0.0393 0.0821 0.2825 68.25 0.0290 0.0290 0.0381 0.0814 0.2856 68.5 0.0283 0.0283 0.0369 0.0808 0.2886 68.75 0.0277 0.0277 0.0357 0.0802 0.2917 69 0.0271 0.0271 0.0345 0.0795 0.2947 69.25 0.0264 0.0264 0.0333 0.0788 0.2977 69.5 0.0258 0.0258 0.0321 0.0782 0.3007 69.75 0.0251 0.0251 0.0309 0.0775 0.3038 70 0.0245 0.0245 0.0296 0.0768 0.3068 70.25 0.0238 0.0238 0.0283 0.0760 0.3097 70.5 0.0232 0.0232 0.0271 0.0753 0.3127 70.75 0.0225 0.0225 0.0258 0.0746 0.3157 71 0.0219 0.0219 0.0245 0.0738 0.3187 71.25 0.0212 0.0212 0.0232 0.0731 0.5464 71.5 0.0205 0.0205 0.0219 0.0723 0.5812 71.75 0.0199 0.0199 0.0205 0.0715 0.6174 72 0.0192 0.0192 0.0192 0.0707 0.6551 Total 30.90 30.90 30.90 30.90 30.90
PG&E Letter DCL-16-016 Enclosure 1 Table 3-9 Wind Speeds and Direction (by date) of Analyzed NDBC Buoys along the California Central Coast Wind Direction Avg St Dev Wind Direction Max Daily Wind Speed Avg Daily Wind Speed St Dev Wind Speed Year Month Date 46011 46023 46028 46011 46023 46028 46011 46023 46028 46011 46023 46028 46011 46023 46028 2008 2 24 175.0 179.8 24.4 30.4 17.5 20.1 9.8 10.0 4.2 5.0 2008 2 25 316.8 326.3 32.1 33.3 9.5 9.9 6.0 7.1 2.0 2.1 2007 12 4 329.7 340.0 11.3 8.3 10.8 11.8 7.2 8.1 1.8 2.1 2001 1 11 218.7 214.0 206.4 33.6 32.3 27.7 14.5 16.3 13.3 8.7 10.0 9.1 2.4 2.4 2.3 2001 1 12 189.1 189.3 229.3 40.9 44.4 90.4 12.9 12.8 9.8 7.2 7.4 5.8 3.2 3.9 2.7 2007 12 5 336.3 340.6 10.9 9.1 11.5 12.5 8.3 10.0 1.5 1.2 2004 2 26 216.4 238.8 234.3 56.6 52.5 35.8 7.2 7.7 8.6 4.5 5.2 5.9 1.7 1.4 1.4 2007 1 5 319.8 283.5 347.0 68.7 128.0 5.5 16.4 18.6 17.3 12.9 14.5 15.5 2.4 2.9 1.0 2008 1 5 191.5 210.8 34.6 34.7 14.2 14.2 5.4 5.6 3.8 4.1 2000 12 22 330.4 312.5 306.9 10.1 8.0 17.0 10.2 11.4 9.1 7.6 8.7 5.2 1.7 1.8 2.4 1999 4 4 308.2 299.5 312.0 11.3 7.5 5.7 18.4 20.9 18.1 12.7 15.2 14.3 3.1 3.0 2.3 1999 1 27 169.7 258.0 322.3 154.9 132.2 6.6 10.7 13.2 13.0 6.3 8.4 9.9 1.6 2.0 1.6 2001 12 21 267.8 268.1 37.4 37.3 11.8 13.0 13.8 8.1 9.2 10.1 1.9 2.1 2.0 1998 12 9 174.5 282.0 278.2 164.9 124.7 90.8 10.9 13.1 13.0 7.1 8.9 9.5 1.8 1.8 4.0 1998 12 1 192.3 163.4 220.8 137.1 135.7 98.7 10.7 12.7 10.6 5.2 5.5 6.9 2.6 3.4 2.3 1999 1 26 259.0 256.2 265.0 20.2 14.3 14.0 11.2 14.0 10.7 6.6 8.1 7.0 2.2 2.6 2.0 2000 12 23 316.5 312.2 318.5 67.4 9.1 6.5 10.5 12.6 11.8 6.7 10.2 9.1 2.6 1.7 0.9 2001 5 2 321.8 324.4 315.8 4.1 5.2 4.4 12.3 14.0 17.2 9.8 12.0 14.9 1.4 1.2 1.2 2009 11 8 332.3 272.5 15.6 141.1 10.5 13.4 13.3 8.2 9.8 8.7 1.3 1.5 2.6 1998 11 26 260.6 299.0 249.5 125.9 59.9 90.4 9.5 9.7 6.0 4.5 5.8 3.1 2.0 1.6 1.8 2009 11 7 319.2 333.5 5.2 4.3 11.8 14.2 14.5 9.5 11.2 11.5 1.3 1.6 2.1 2008 5 22 315.7 327.5 326.6 5.6 4.8 3.2 15.1 18.2 17.2 13.4 15.8 15.8 1.5 1.6 1.1 2008 1 6 229.0 224.3 62.8 74.3 10.6 11.4 5.5 6.0 2.5 2.8 1999 2 17 221.4 290.7 241.5 118.3 20.0 65.9 8.2 9.0 6.1 3.3 4.3 3.9 2.1 2.2 1.1 Wind Speeds - m/s Wind Direction - degrees
PG&E Letter DCL-16-016 Enclosure 1 Table 3-10 Maximum Daily Wave Heights and Direction (by date) of Analyzed NDBC Buoys along the California Central Coast Maxi Daily Wave Height Max Daily Peak Wave Period Avg Daily Wave Direction Std Dev, Wave Direction i Year Month Date 46011 46023 46028 46215 46218 46011 46023 46028 46215 46218 46011 46028 46215 46218 46011 46028 46215 46218 I 2008 2 24 6.99 7.42 5.78 5.58 9.97 21.05 20.00 19.05 20.00 20.00 228.0 210.8 225.2 214.4 43.0 46.2 30.5 57.9 i I
2008 2 25 6.95 7.26 5.68 5.04 7.5 17.39 20.00 16.00 18.18 18.18 272.5 281.6 254.9 271.1 5.1 10.1 7.1 4.6 2007 12 4 5.05 5.73 5.92 4.2 7.37 19.05 20.00 19.05 20.00 20.00 272.6 275.1 254.3 267.3 8.6 9.5 5.2 5.0 2001 1 11 6.98 7.66 8.51 6.5 7.23 16.67 16.67 16.67 16.67 16.67 269.9 293.6 7.0 5.1 2001 1 12 7.04 6.67 6.95 5.6 7.21 16.67 16.67 16.67 16.67 16.67 267.4 294.7 8.6 4.3 2007 12 5 5.62 7.23 5.59 4.72 7.14 19.05 20.00 19.05 20.00 18.18 273.3 280.2 251.0 266.1 7.5 6.5 7.5 4.1 2004 2 26 7.16 6.75 7.65 5.94 7.13 16.67 20.00 2.0.00 18.18 18.18 2.59.3 264.2 2.87.0 39.3 13.7 6.0 2007 1 5 6.2.2. 6.66 6.92. 3.96 7.12. 17.39 16.67 17.39 18.18 16.67 299.3 311.0 264.8 305.5 9.4 13.5 11.7 8.8 2008 1 5 8.62 7.61 8.96 6.42 7.08 19.05 20.00 19.05 20.00 2.0.00 276.5 268.5 254.8 278.0 34.4 33.1 18.8 2.3.1 2.000 12 22. 6.21 5.2.8 7.91 6.05 6.4 2.0.00 2.0.00 20.00 2.0.00 2.0.00 2.61.8 283.9 6.7 7.8 1999 4 4 6.64 6.58 7.72. 3.66 6.57 12..50 14.29 14.2.9 15.38 15.38 2.74.8 311.0 5.5 3.4 1999 1 27 6.65 6.26 7.7 5.33 6.06 16.67 16.67 16.67 16.67 16.67 2.69.8 302..1 3.4 4.7 2001 12. 2.1 6.37 7.1 7.68 5.45 6.12 16.67 16.67 16.67 16.67 16.67 264.5 287.2 5.5 4.8 1998 12 9 6.52 6.84 7.5 4.15 4.83 20.00 20.00 20.00 20.00 18.18 270.6 301.0 6.9 5.8 1998 12 1 6.2.7 6.71 7.44 5.33 5.78 20.00 20.00 20.00 20.00 18.18 264.3 289.4 6.5 6.2 1999 1 26 4.22 3.73 7.31 4.37 4.07 16.67 16.67 16.67 16.67 16.67 273.5 302.8 4.0 6.1 2000 12 2.3 7.2.1 6.78 7.27 6.12 6.39 20.00 16.67 16.67 18.18 18.18 266.1 288.3 5.2. 3.4 2001 5 2 6.33 5.86 7.22 4.33 6.05 16.67 16.67 14.29 16.67 15.38 272.4 305.5 3.9 4.5 2009 11 8 5.35 6.68 7.19 3.42 6.37 19.05 20.00 17.39 18.18 18.18 317.5 317.5 265.3 307.5 7.2 6.3 4.9 3.4 1998 11 2.6 4.92. 5.67 7.09 4.36 4.87 20.00 2.0.00 2.0.00 18.18 18.18 2.69.5 2.93.2. 5.2 4.4 2009 11 7 5.51 6.06 7.03 3.93 6.93 19.05 20.00 19.05 20.00 2.0.00 314.2. 317.8 269.6 305.4 8.6 3.0 4.6 6.3 2008 5 22 5.98 6.02. 7 3.7 6.82. 12.12 12.50 12.90 13.33 13.33 318.3 316.0 277.3 315.1 4.6 3.6 3.9 4.1 2008 1 6 7.19 7.14 6.14 4.4 5.77 17.39 16.67 17.39 18.18 18.18 298.6 293.9 261.4 296.6 5.1 6.1 4.7 3.9 1999 2. 17 7.13 5.4 5.35 4.15 5.55 20.00 20.00 20.00 20.00 20.00 2.69.1 291.8 6.2 3.8 Wave Heights - meters Wave Direction - degrees
PG&E Letter DCL-16-016 Enclosure 1 Table 3-11 Estimated 200 Year Return Period Calibrated to DELFT3D Significant Wave Height 200 Yr RP NDBC Delft3D Percent (Hsig)
Buoy (Hsig) [m] Difference
[m]
46028 11.407 11.5510 -1.26%
46215 7.9061 7.9058 0.00%
46011 11.049 11.0456 -1.37%
46023 11.306 11.2005 -0.43%
46218 11.042 11.3541 -0.03%
Table 3-12 Boundary and Physical Inputs Used in the DELFT3D Simulation
- Significant wave height, 11.2 m
- Peak wave period, 20 s
- Wave Direction, 270° (westerly)
- Directional spreading, 4o
- Wind Velocity, 10 m/s
- Wind Direction, 270° (westerly)
- Water Density, 1,025 kg/m 3
- Collins Bottom Friction Coefficient, 0.1118 (calibrated)
PG&E Letter DCL-16-016 Enclosure 1 Table 3-13 Maximum Amplitude of Far-Field Coseismic Tsunamis Recorded at Avilla Beach (AB) and Port San Luis (PSL) Tide Gauges Far-Field Coseismic Tsunamis (since 1946) Max. Ampl. (m)
No. Date Region/source Lat. (deg.) Lon. (deg.) Dist. (km) Mw PSL AB 1 4/1/1946 Alaska/Unimak 53.492 -162.832 3839 8.6 1.2 2 12/20/1946 Japan/E. Honshu 33 135.6 9039 8.1 0.1 3 11/4/1952 Kamchatka/Kuril 52.755 160.057 6289 9 1.4 4 3/9/1957 Alaska 51.292 -175.629 4668 8.6 0.53 5 11/6/1958 Kamchatka/Kuril 44.53 148.54 7411 8.3 0.14 6 5/22/1960 S. America/Chile -39.5 -74.5 9565 9.6 0.99 7 10/13/1963 Kamchatka/Kuril 44.77 149.798 7310 8.5 0.3 8 3/28/1964 Alaska 61 .017 -147.648 3448 9.2 1.6 9 10/17/1966 S. America/Peru -10.748 -78.638 6759 8.1 0.1 10 5/16/1968 Japan/E. Honshu 40.8 143.2 7994 8.2 0.1 11 11/29/1975 Hawaii 19.451 -155.033 3785 7.7 0.39 12 6/22/1977 S. Pac.!Tonga Tr. -22.878 -175.9 8685 7.2 0.12 13 10/4/1994 Kamchatka/Kuril 43.773 147.321 7535 8.3 0.15 14 7/30/1995 S. America/Chile -23.34 -70.294 8402 8 0.12 15 12/3/1995 Kamchatka/Kuril 44.663 149.3 7349 7.9 0.07 16 6/10/1996 Alaska/Andreanov 51.564 -177.632 4805 7.9 0.09 17 11/26/1999 S. PacificNanuatu -16.423 168.214 9423 7.5 0.05 18 6/23/2001 S. America/Peru -16.265 -73.641 7577 8.4 0.14 19 9/25/2003 Japan/Hokaido 41.815 143.91 7884 8.3 0.03 20 12/26/2004 Indonesia/Sumatra 3.316 95 .854 14286 9.1 0.27 21 11/15/2006 Kamchatka/Kuril 46.592 153.266 6979 8.3 0.56 22 1/13/2007 Kamchatka/Kuril 46.243 154.524 6906 8.1 0.11 23 4/1/2007 S. Pac./Solomon lsi. -8.466 157.043 9851 8.1 0.09 24 8/15/2007 S. America/Peru -13.386 -76.603 7127 8 0.08 25 1/3/2009 S. Pac./PNG -0.414 132.885 11518 7.6 0.08 26 9/29/2009 S. Pac./Samoa Is. -15.489 -172.095 7812 8 0.28 27 10/7/2009 S. Pac.Nanuatu Is. -13.006 166.51 9329 7.6 0.08 28 2/27/2010 S. America/Chile -36.122 -72.898 9350 8.8 0.80 29 3/11/2011 Japan/Honshu 38.297 142.372 8200 9 2.02 30 10/28/2012 Canada/Queen Ch. 52.788 -132.101 2153 7.7 0.27 31 2/6/2013 S. Pac./Solomon lsi. -10.799 165.114 9295 7.9 0.14 32 4/1/2014 S. America/Chile -19.642 -70.817 8056 8.2 0.22 Table 3-14 Maximum Amplitude of Near-Field Coseismic Tsunamis Far-Field Coseismic Tsunamis (since 1946) Max. Ampl. (m)
No. Date Region/source Lat. (deg.) Lon. (deg.) Dist. (km) Mw PSL AB 11/22/1878 San Luis Obispo N/A*
33 11/4/1927 California/Lompoc 34.813 -120.774 40 7.3** 1.2***
34 4/25/1992 California/Humboldt 40.368 -124.316 657 7.2 0.07
- 11/22/1878 event was likely caused by a local submanne mass failure
- Original magnitude was Mw 7.0; increased magnitude was recommended by Eilsworth (2003)
- Reported in literature. Tide gauge not yet installed .
PG&E Letter DCL-16-016 Enclosure 1 Table 3-15 Maximum Expected Magnitudes (Mw) Used in RPMT Simulations Sources MaxMw References Far-Field Alaska (ASZ) 9.2 Johnson et al. (1996) 9.2 lchinose et al. (2007) 9.2 Suito and Freimueller (2009)
Semidi (SSZ) 9.1 Ross et al. (2013), Whitmore et al.
(2013)
Kamchatka 9.2 Gonzalez et al. (2009)*
(KSZ) (Zone KSZ1)
~ Gonzalez et al. (2009)*
(Zone KSZ2)
Japan (JSZ) 9.1 Grilli et al. (2013a,b; Tappin et al., 2014)
Near-Field Hosgri fault 7.66 Petersen et al. (2008), Wills et al. (2007)*
(HFS)
San Lucia 7.49 Petersen et al. (2008), Wills et al. (2007)*
fault (SLFS)
- Parameters rev1sed 1n present study Table 3-16 SMF Parameters Used in RPMT Simulations SMF proxy simulations Goleta. SMF Big Sur North In NHWAVE proxy SMF proxy Grid used for generation Goleta 125 Big Sur 500 Center of mass location 35.153 N -120.985 35.097 N -121.904 (Xo, Yo) w w Width w (km) 10.5 10 Length b (km) 7.45 15 Thickness T (m) 75 235 Depth d (m) at center of 300 (1 00-400) 2600 mass Mean slope ~ of 2 4 failure surface (deg)
Azimuth 8 of SMF 245 255 movement (deg. true N)
Initial acceleration ao (m/s 2 ) 0.14 0.26 Maximum velocity Umax(m/s) 25.0 51.9 Motion duration tr (s) 559.0 635.4 Motion run out sr (km) 8.88 21.04
PG&E Letter DCL-16-016 Enclosure 1 Table 3-17 Summary of RPMT Runup and Drawdown Results Far-Field (Distant) Near-Field (Local) Goleta Proxy SMF Tsunami with Seismic Tsunami Seismic Tsunami Goleta Proxy SMF Tsunami Reduced Breakwater Evaluation (no CLB)
Reevaluation Reevaluation CLB CLB CLB Reevaluation (SSZ) (HFS)
Max. Water Elevation in the Area of the Intake Structure 30.3 ft. 17.4 ft.(S) 34.9 ft. 1.3 ft. (S) N/A 27.9 ft.( 4) 32.8 ft.
(HHWL)
Max. Runup Elevation Behind Intake Structurel 3 l N/A N/A N/A N/A N/A 32.8 ft. 62.3 ft.
(HHWL)
Combinedl 2l Drawdown
-8.7 ft. -9.2 ft. -3.8 ft. N/A -8.7 ft.(G) -15.7 ft. -15.7 ft.
Elevation Splash N/A N/Al 1 l 60.32 ft. N/Al 1l N/A N/Al 1 l N/A{ll I All elevations are in NAVD88.
- 1. RPMT did not result in any splash due to the longer period waves that are seen in the model.
- 2. The CLB included effects from tsunami, storm waves, storm surge, and tide. Combinations stipulated in NUREG/CR-7046 do not combine the effects from tsunami, storm waves, storm surge, & tide. The RPMT combination includes tsunami, tide, and long-term sea level rise. See Section 3.9.
- 3. In cases where the water level is high enough to continue over the intake structure, the maximum elevation that is reached up the steep hill behind the intake structure is provided.
- 4. The HAWL value is reported because it is more limiting than the HHWL.
- 5. Water levels shown are in the front of the intake structure since levels were not high enough to flow over the top deck of the structure (i.e., less that elevation 20.4 ft. NAVD88 [17.5 ft. MSL]).
PG&E Letter DCL-16-016 Enclosure 1 Table 3-18 Maximum Water Current Velocities and Impulse Forces for RPMTs Safety-Related SSC Water Velocity Water Impulse Force ASW Ventilation Huts I 26.2 ft/s 0.86 kip/ft ASW Ventilation Snorkels Intake Structure Curtain Wall 18.0 ft/s 11.3 kip/ft ASW Forebay Ceiling 18.0 ft/s 20.4 kip/ft I Intake Structure Top Deck 39.4 ftls 11.6 kip/ft
- The velocity and impulse force for the ASW ventilation snorkels are zero because they are not inundated by the RPMTs.
PG&E Letter DCL-16-016 Enclosure 1 Table 3-19 Potential Tsunami Debris
- Commodity Weight Class Material Type 1 Bar Racks 3 Steel 2 Aux Salt Water Pump Screen Gate 5 Steel 3 Screen Wash Pumps 5 Steel Traveling Screen Housing or Internal Parts (Outer 4 2, 3, 4 Steel covers are fiberglass) 5 Control/office building 1, 2, 3, 4,5 Masonry Concrete Masonry Intake Access Control & Security building cement 6 1, 2, 3, 4, 5 Concrete, Wood, blocks, roofing material, interior commodities Steel Masonry Maintenance Machine Shop Building cement 7 1, 2, 3, 4, 5 Concrete, Wood, blocks, roofing material, interior commodities Steel 8 Maintenance and Storage Sea Trains 1, 2, 3, 4, 5, 6 Steel 9 Chlorination Tanks 4, 5, 6 Plastic 10 Security Fences and Gratings 2, 3, 4 Steel 11 Security Guard Towers 5, 6 Wood, Steel 12 PVC Piping for Biolab (located on hillside) 2 Plastic 13 Lighting/camera posts (permanently mounted) 3 Steel Reinforced 14 Lighting stanchions (with concrete base) 4 Concrete, Steel 15 Portable powered lighting carts 4 Steel 16 Gantry Crane 6 Steel 17 Movable Crane 6 Steel 18 Chemical Storage Tank 4, 5, 6 Plastic 19 Chemical Transferring Station 5 Steel, Plastic 20 Moored Intake Cove Boats 5 Steel, Wood 21 Kelp Cutter Boat and Trailer 6 Steel 22 Intake Cove Docks 2, 3,4, 5 Wood Maintenance and operations vehicles (pickup 23 15 Steel trucks) 24 Smaller (golf cart' vehicles for personnel transport 4 Steel 25 Employee and visitor personal vehicles 5 Steel Reinforced 26 Spare Tribars for breakwater construction 6 Concrete 27 Lumber/cribbing 1 Wood 28 Meteorologist/Shower/Offices- Building 123 1, 2, 3, 4, 5, 6 Wood 29 Lumber fence located near Building 123 2 Wood 30 Lumber used as retaining walls. 1 Wood Concrete block used as retaining walls directly to 31 1 Masonry Concrete east of intake protected area
PG&E Letter DCL-16-016 Enclosure 1
- Commodity Weight Class Material Type 32 'Porta Potties' 2 Plastic 33 Metal storage bins/dumpsters 2, 3 Steel 34 Plastic storage bins 2 Plastic 2
35 Compressed air/welding/C0 cylinders 1 Steel Portable commodities associated with plant operation and maintenance including 36 1, 2, 3, 4, 5, 6 Steel, Wood commodities temporarily stored/staged for maintenance activities Machine shop tools (metal-working floor mounted 37 4, 5 Steel tools)
Manmade and Natural items found in the 38 1, 2, 3,4 Soil, Sand, Rock landscape of areas expected to be inundated 39 Navigation buoys 2 Plastic Reinforced 40 Concrete wheel chocks (for vehicle parking) 2 Concrete 41 Eyewash Station 2 Plastic 42 Ladders 1 Steel 43 Sandbags 1 Soil, Sand, Rock 44 BBQs 1 Steel 45 Yellow Flotation Devices 1 Plastic 46 Small temporary building 3 Steel Weight Classes are as follows:
1 < 100 lbs.
2 > 100 lbs. and < 500 lbs.
3 > 500 lbs. and < 1,000 lbs.
4 > 1,000 lbs. and < 2,000 lbs.
5 > 2,000 lbs. and < 10,000 lbs.
6 > 10,000 lbs.
PG&E Letter DCL-16-016 Enclosure 1 Table 3-20 Tsunami Debris Projectile Impact, Debris Damming, and Combined Forces Civil Commodity Limiting RPMT Limiting CLB Bounded/
Projectile Force Tornado-Generated Not Bounded Missile Force Intake Structure Curtain 4,188 kips 44,206 kips Bounded Wall Intake Structure Top 231.9 kips 44,206 kips Bounded Deck ASW Fore bay Ceiling 1 N/A N/A N/A ASW Ventilation Huts 224.3 kips 44,206 kips Bounded ASW Ventilation N/A N/A N/A Snorkels 2
- 1. The ASW forebay ceiling is an interior structural commodity. The ASW pump forebay draws seawater that enters under the curtain wall. As the height of the incoming wave exceeds the height of the bottom of the curtain wall (elevation -4.9 ft. NAVD88), floating projectiles would be excluded from entry to the ASW forebay. Projectiles in the flowstream for the tsunami at an elevation under the bottom of the curtain wall could enter the ASW forebay, but will not strike the forebay ceiling, located at elevation -0.7 ft. NAVD88, 4.2 feet above the bottom of the curtain wall, as they are not expected to have a velocity component after the forebay area is re-flooded after drawdown .
Therefore, projectile impact to the forebay ceiling is not considered a credible event.
- 2. The ASW ventilation snorkels are not inundated by the RPMT. The maximum inundation height at the ASW ventilation huts is 5.8 feet. The height of the ASW ventilation huts is 14.5 feet from the intake structure top deck. Therefore, a floating projectile (such as the kelp harvesting vessel) that has a profile above the maximum inundation height is insufficient height to impact the ASW ventilation snorkels.
PG&E Letter DCL-16-016 Enclosure 1 BASE MAP FROM THE PORT SAN LUIS, CA (2012) USGS QUADRANGLE MAP.
0 :500' 1000' 2000' PROVIDED BY WWW.USGSSTORE.GOV. CONTOUR ELEVA110NS REFERENCE NAVD 88, CONTOURS ARE SHOWN IN FEET AT 40 FOOT INTERVALS.
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-1 DCPP Site Location
PG&E Letter DCL-16-016 Enclosure 1 o.5 o:25 o 0.5 Mires 11::111::11-*
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-2 Diablo Creek Watershed
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Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-2a Locations of Doors, Safety and Non Safety-Related Structures, and Areas to the West of the Turbine and Buttress Buildings Evaluated for LIP
PG&E Letter DCL-16-016 Enclosure 1 I
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Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-2b Location and Identification of Commodities on the West of the Turbine Building
PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-3 Maximum Water Depth from LIP (ft.)
PG&E Letter DCL-16-016 Enclosure 1 Diablo Creek General Storm AII-Seaon PMP 35
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Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-4 Diablo Creek General Storm All-Season Cumulative PMP Values
PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-5 DCPP Site Locations of PMF Inundation
PG&E Letter DCL-16-016 Enclosure 1
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-+ +
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PG&E Letter DCL-16-016 Enclosure 1 076 DIABLO CANYON, CA (6UOY)
AUGUST 1997
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H:t p:l/o:l ip . u::sd .edul Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-7 Tropical Storm Ignacio and Resulting Significant Wave Heights at the DCPP Waverider Buoy(August20, 1997)
PG&E Letter DCL-16-016 Enclosure 1 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-8 Locations of Analyzed NDBC Buoys Along the California Central Coast
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PG&E Letter DCL-16-016 Enclosure 1 Bathyme:try : Central Coast - Datu1m : NiA.VD88 3.8982 3.8981 3.8981 3:8981 10 3.898 o:
3 .8979 3.8979 -10 3.8979
-20, 3.8978 3.8977
-30 !
6.948 6.949 6.95 6 .951 6.952 6 .953 6.954 )( 1 0~
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-10 Maximum Crest Wave Level (m) at Various Observation Points at the DCPP Breakwaters (with SAWL)
PG&E Letter DCL-16-016 Enclosure 1 60 55 50 C'l
~ 45 z
~ 40 35 30 25
-220 -210 -200 -190 -180 -170 -160 -150 -140 -130 -120 Lon. E. (Deg.)
Acronyms: Alaska Subduction Zone (ASZ), Semidi Subduction Zone (SSZ), Kamchatka Subduction Zone (KSZ), Japan Subduction Zone (JSZ) .
Color scale denotes bathymetry (<0) and topography (> 0) in meter.
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-11 Location of Various Tsunami Source Areas for DCPP
PG&E Letter DCL-16-016 Enclosure 1 o*o*N 36
~
")~;'~
~~
~
35 Explanation 0 Diablo Canyon Power Plant (DCPP) 1 Continental Shelf 2 Upper Continental Slope J Lower Continental Slope 4 Upper Continental Rise PA Point Arguello PS Point Sal PB Point B~.Chon PSRPoint Sur PC Point Conception SMI San Miguel Island PE Point Estero SRI Santa Rosa Island PPB Point Piedras Blancas SCrl Santa Cruz Island 0 10 JJJ QJ Kobmete r&
I I I I I I I I I 123' 0'0 W 122' 0 '0W Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-12 Physiographic Features in the DCPP Area
PG&E Letter DCL-16-016 Enclosure 1 I
- I
+ -h
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+ +
+ + + T I
+ + + ~- '
+ +' + + +
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CF - c asmalia ra!Jt zone E q:danati on HF- Hosgn fau lt tone 0 Diablo Canyon Pmver Pla nt (DCPP) PS - Purisima structure SLBF- s, ta LUc. a Banks fault zone
- - Fa ult SLBF- Santa Lucia Banl<s fault zone- south
- - Rupture scen ari o SCF- SoLthv*Jest t . r.amel fau lt WBF - West Basin fault 0 JO I ilom eters
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Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-13 Fault Zones Used in the RPMT Modeling
PG&E Letter DCL-16-016 Enclosure 1 0
120°00' 119, 30' n
CALIFORNIA CSlJ a
From Greene et al. (2006)
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-14 Location of Goleta and Gaviota Slides
PG&E Letter DCL-16-016 Enclosure 1 Ex planation Notes :
- 1) Modified fmm G utmacl1er and Norm ark ( 1993 ).
- ~ ** Major fan valley 2) Offsl1ore base map dfrom NCOC/NCAA Coastal Relief MFV Monterey fan valley OEM (NOGC, 2005) .
AFV Ascension fan valley 3) Onshore base map from U.S.G .S. 90-meter OEM .
MEFV Monterey East fan valley Headwall scarp of Sur Slide 0 50 100 Kilometers DCPP Diablo Canyon Power Plant I I I Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-15 Location of Sur Slide
PG&E Letter DCL-16-016 Enclosure 1 122"30'W 122"W 121"30'W 121"'ifll' 120"30'W StvlSB- Santa Maria Slope Break zone SSB- Sur St1elf Break zone Explanati on ACZ- Arguello-Conception zone SLBS -Santa Lucia Bank scarp zone DCPP Diablo Canyon Power Plant LSC - Lower Slope Canyon zone SS L- Southern Santa Lucia Basin zone D Landslide source zones ENSZ - Escarpment-no rthem Sur zone ENZ- Escarpment-northern zone ECZ- Escarpment-central zone ESZ- Escarpment-southern zone 0 40 80 Ki lometers I I I Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-16 Landslide Source Zones Used in Previous Tsunami Analyses
PG&E Letter DCL-16-016 Enclosure 1 0
35.25
-100 35.2
-200
~35.15 0 -300 z
~ 35.1
-=~
"'C
~ 35.05
......
-400
- .;: -500
~ 35
-600 34.95
-700
-800 121.2 121.1 121 120.9 120.8 Longitude (deg. West)
The black ellipse is thew =1 0.5 km by b = 7.45 km footprint of a 1.75 km3 slide on the slope, with center of mass located at 35.153N-120.985W. The black straight line is a transect in the direction of the steepest slope from DCPP in azimuth 8 = 245 deg. from North.
Bathymetry is color scale in meters.
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-17 Goleta SMF Proxy Location and Bathymetry
PG&E Letter DCL-16-016 Enclosure 1 0
35.6
-500
-1000 35.4
-
-.....=
~ 35.2
-1500 z -2000 oil Q.)
...._,
"'0 Q.) 35
"'0 -2500
=
.....
- .::
~
~ -3000 34.8
-3500 34.6
-4000 34.4 -4500 122.6 122.4 122.2 122 121.8 121.6 121.4 Longitude (deg. West)
Black ellipses are thew= 10 km by b = 15 km footprint of 4.5 (or 10.5) km3 slides on the slope, with center of mass located at 35.097N-121.904W and 34.993N-121.872W, respectively. The black straight lines are transects in the direction of the steepest slope in azimuths 8 = 255 and 290 deg. from North, respectively. Bathymetry is color scale in meters.
Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-18 Big Sur SMF Proxy Location and Bathymetry
PG&E Letter DCL-16-016 Enclosure 1 El. 52.3 ft ---......,..,~-- Snorkels EI. 48.5 ft Intake Top Deck ~ El. 34.9 ft ~ ASW Huts Ate
~~
El. 20.4 ft
""'
Bar rack ASW pump room curtain Wall ~
Forebay Forebay Ceiling El. -o.7 It El. -4.9 ft ---~
ASW Forebay El. -28.6 ft ---...-----~
I
+-W Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-19 Elevation Profile of SSCs of Intake Structure (NAVD88)
PG&E Letter DCL-16-016 Enclosure 1 ASW Huts 1.1 ksf 1.3 ksf Intake Top Deck Forebay Ceiling 2.5 ksf -- 0.8 ksf Curtain Wall
~w Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-20 RPMT Hydrodynamic &
Hydrostatic Forces on the Intake Structure
PG&E Letter DCL-16-016 Enclosure 2 Page 1 of 5 Table of Changes to Diablo Canyon Power Plant Units 1 and 2 Flood Hazard Reevaluation Report Sections, Tables, and Figures Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 Section 1.5 This section provides clarifications on A paragraph was added to describe use Provides clarification on use of terminology used in the report. of the terms current design basis (COB) terminology.
and current licensing basis (CLB) throughout the report.
A paragraph was added to describe use of the terms Pacific Gas and Electric (PG&E) Design Class I and safety-related throughout the report.
Sections Define acronyms for Updated Final Deleted acronyms definitions. Editorial changes made 2.3.2, 2.3.2.1 Safety Analysis Report (UFSAR) and because acronyms were current licensing basis. defined in newly added paragraph in Section 1.5.
Sections 2.2, These sections referenced UFSAR These sections were updated to Reflects the most current 2.3.2.1, Revision 21. reference UFSAR Revision 22. UFSAR.
2.3.2.2, 2.3.2.3, 2.3.2.4, 2.3.2.5, 2.3.2.6.1, 2.3.2.6.2, 2.3.2.7, 2.3.2.8, 2.3.2. 12, 2.3.2. 13, I 2.3.2. 14, 2.3.3 3.3
PG&E Letter DCL-16-016 Enclosure 2 Page 2 of 5 Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 Sections These sections made reference to Replaced the term safety-related with Revised to be consistent with 2.3.2.1, safety-related buildings or components PG&E Design Class I. the terminology used in 2.3.2.2, UFSAR Revision 22.
2:3.2.11, 2.3.2.13, 2.3.3 Section 3.1.2 This section provided the cumulative A sentence was added to address Reflects more conservative depth of the 1-hour and 6-hour Ll P of additional methods used in performing assumptions used in the 4.5 and 5.9 inches, respectively. the revised LIP modeling: FL0-20 revised LIP modeling.
models (locations and elevations) of the buildings and features were verified by Editorial change made to site walkdowns. clarify that the values provided represent rainfall amount.
The cumulative depth was revised to clarify that the cumulative rainfall amount of the 1-hour and 6-hour LIP was 4.5 and 5.9 inches, respectively.
Section 3.1.3 This section presented the LIP This section was revised to presentthe Reflects revised Ll P modeling reevaluation results. Six topics and updated LIP reevaluation results. Six results.
their associated results were presented: topics and their associated results are (1) Frequency analysis results showed presented:
the 90 percent confidence interval (1) Frequency analysis results showed for 106 years return period varied the 90 percent confidence interval between 3.62 and 2.86 inches. for 106 years return period varied between 3.60 and 2.84 inches.
(2) Water depth above the door thresholds and areas to the west of (2) Water depth above the door the turbine and buttress buildings thresholds and areas to the west of varied between 0.09 ft. and 1.4 ft., the turbine and buttress buildings with five of the doors/areas showing varied between 0. 05 ft. and 0. 68 ft.,
no inundation. with six of the doors/areas showing no inundation.
PG&E Letter DCL-16-016 Enclosure 2 Page 3 of 5 Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 (3) The duration of time dependent (3) The duration of time dependent water depths varied between 0.00 water depths varied between 0.00 hours0 days <br />0 hours <br />0 weeks <br />0 months <br /> and 4.41 hours4.74537e-4 days <br />0.0114 hours <br />6.779101e-5 weeks <br />1.56005e-5 months <br />. hours and 7.60 hours6.944444e-4 days <br />0.0167 hours <br />9.920635e-5 weeks <br />2.283e-5 months <br />.
I (4) Area A3 includes commodities (4) Area A3 includes commodities related to the safety-related diesel related to the safety-related diesel fuel oil transfer system. Area A3 fuel oil transfer system. Area A3 showed a water depth value of 0.13 showed a maximum water depth ft. value of 0.21 ft.
(5) Maximum velocity values are less (5) Maximum velocity values are less than 1 ft/sec for all but two than 1 ft/sec for all commodities.
commodities listed on Table 3-5.
Area B 1 shows a maximum velocity (6) The total associated effect is the of 1.16 ft/sec, however, this area is force (per linear foot of surface) due proximate to the Unit 2 diesel to hydrostatic and hydrodynamic generator air intake louvers, which loading of the Ll P varied from 1 lb/ft.
are recessed and located behind a to 35 lb/ft. for doors and areas security fence. Debris ingress to the experiencing inundation.
louvers is not credible. Door 191-2 shows a maximum velocity of 1.02 ft/sec, sufficiently close to the 1 ft/sec threshold so as to safely I assume that debris loading will not be an issue for this door.
(6) The total associated effect is the force (per linear foot of surface) due to hydrostatic and hydrodynamic loading of the LIP varied from 0.03 lb/ft. to 21.51 lb/ft.
Section 4.1 This section compared current LIP This section was revised to reflect the Reflects revised LIP modeling I results with reanalyzed Ll P results. The updated reevaluated LIP water depth results.
PG&E Letter OCL-16-016 Enclosure 2 Page 4 of 5 Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 reevaluated LIP determined that the above the door thresholds and areas to water depth above the door thresholds the west of the turbine and buttress and areas to the west of the turbine and buildings, which varies between 0.05 ft.
buttress buildings varied between 0.09 and 0.68 ft., with six of the 46 ft. and 1.4 ft., with five of the 29 doors/areas showing no inundation, and doors/areas showing no inundation. the duration of time dependent water The duration of time dependent water depths, which varies between 0.00 I depths varied between 0.00 hours0 days <br />0 hours <br />0 weeks <br />0 months <br /> and hours and 7.60 hours6.944444e-4 days <br />0.0167 hours <br />9.920635e-5 weeks <br />2.283e-5 months <br />.
4.41 hours4.74537e-4 days <br />0.0114 hours <br />6.779101e-5 weeks <br />1.56005e-5 months <br />. The conclusion that the reevaluated LIP is not bounded by the current analysis I I
did not change.
Section 4.5 This section made a comparison to the This section was revised to clarify that Aligns with the newly added COB. the comparison is being made to the clarification in Section 1.5.
COB/CLB.
Section 4.6 This section made a comparison to the This section *was revised to clarify that Aligns with the newly added COB. the comparison is being made to the clarification in Section 1.5.
COB/CLB .
Section 7.0 This section contained a reference to Reference PGE, 2013 was deleted and Reflects the most current UFSAR Revision 21 as PGE, 2013. a reference to UFSAR Revision 22 as UFSAR.
PGE, 2015 was added .
Table 3-5 Table provided maximum water depth Table numerical values were revised. Reflects revised LIP modeling and flood duration for doors and area to Water depths range from 0.05 ft. - 0.68 results .
the West of the turbine building and ft., with six doors showing no buttress buildings. Water depths
- inundation. The duration of time ranged from 0.09 ft.- 1.4 ft., with five dependent water depths vary between doors showing no inundation. The 0.00 hours0 days <br />0 hours <br />0 weeks <br />0 months <br /> and 7.60 hours6.944444e-4 days <br />0.0167 hours <br />9.920635e-5 weeks <br />2.283e-5 months <br />.
duration of time dependent water depths varied between 0.00 hours0 days <br />0 hours <br />0 weeks <br />0 months <br /> and 4.41 hours4.74537e-4 days <br />0.0114 hours <br />6.779101e-5 weeks <br />1.56005e-5 months <br />.
Table 3-6 Table provided hydrodynamic and total Table numerical values were revised. Reflects revised LIP modeling associated affects resulting from a LIP For doors and areas experiencing results .
event. The total force ranged from 0.03 inundation, the total force ranges from 1 Ib./ft. - 21 .51 Ib./ft. lb./ft. - 35 lb./ft.
PG&E Letter DCL-16-016 Enclosure 2 Page 5 of 5 Section, Flooding Hazards Reanalysis Report, Flooding Hazards Reanalysis Report, Reason for Change Table, Figure Revision 0 Revision 1 Table 3-7 Table included fitted precipitation Table was revised to include fitted Reflects revised Ll P results estimates and 90 percent confidence precipitation estimates and 90 percent and removes extraneous interval (CI) for return periods 2 years Cl for the 1 million year return period. return period information not through 1 million years. For a 1 million For a 1 million year return period, the 90 required to make a comparison year return period, the 90 percent Cl percent Cl ranged from 2.84 inches to to the National Research ranged from 2.86 inches to 3.62 inches 3.60 inches of precipitation. Council values.
of precipitation.
Figure 3-2 Included figure Figure was replaced with Figure 3-2a. Provides better understanding Detail in figure was increased to more of LIP inundation results.
clearly show locations of doors, safety and nonsafety-related structures, and areas to the west of the turbine and buttress buildings evaluated for LIP.
Figure 3-2b Figure new to Flooding Hazards Figure was added to more clearly show Provides better understanding Reanalysis Report, Revision 1 areas and commodities on the West of LIP inundation results.
side of the turbine building.
Figure 3-3 Included figure Figure was replaced to reflect revised Reflects revised Ll P modeling water depths near the power block results.
structures.