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

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

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: 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 ML16039A366
References
DCL-16-016
Download: ML16039A367 (57)

Text

PG&E Letter DCL-16-016 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 1 b, 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 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 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 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 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 Table 3-1 Diablo Creek Location Used in Storm Calculations Elevation Used 100 feet Location Used Latitude Longitude 35.211 120.855 Table 3-2 Storms Used in the Diablo Creek Site-Specific PMP Calculation S t11tion Name Lat Lon Year OAKL.A..t~"D SOUTH CA

.37.7830

-!22.1.51Jl) 1999 BEl AIR HOTEL CA 34.03.60

-US.4550 198.3 OC:EA... "NSIDE CA 3.32560

-H l J2(}()

LAGUNA BEACH

,_ CA 33.55!0

-R l7.SO!J.Qo 199'3 199'7 WHE.ELER GORGE ---

S.;.\\J."'f rvLA.RCOS IROlJT DOlTI..TON TIJN~U ST.'\\..!'4"DWOOD FIRE STATION BOUIDER CREEK

~q!QQ~!!_

GONZ.AI.ES.

SIGNAL HTI.l.

CANYON~

ARROYOSECO CA CA CA CA CA CA CA CA CA CA 3436?0

-H 9_333()

199'2.

34..118.30

-! !9.3000 199'5 34-4650

-11'9:708()

1973 34.4!50.0

-H9.6S30 198.3 J7J)9'l6

... n22.1us.

1955

.3-4534-0

-DO.l730 10()!2 3,6_5150

-li2U10()

199'4 33J:&ao

-HS.1657 199'5 34.08.32

-tt t S.S418 194.3 3*63590

-Dl.29Q:()

19.9'3 Rainfall and LIP values are in inches.

~'\\>.fon u

[2 2

2 9

!2 12 H

H

~ !I -

Maximum OCPP 1-hmrr Total Adjustment Dn Rlrin.fill factor:.

19 326 13&

3.0(1 1.40 16 2.95 13!!

• 5 250 1.47 l2 2.32 1A3

-*~-

.--2~15

'lt lAB 11 2.25 L35 29 1.4Q 1.19'

2~

2.20 1..29' 20 1.09 1.14 10 2.09 1.16 4!

2.00 L19 21 1.96 1..21 11 2.01 L06 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 DCPP 1-hour LIP 450 420 4.1>0 3.6S 3.32

---~--

3.18 3.04 1S6 2.S..t 2.5'9 2.42 2.3&

2.37 2..13

PG&E Letter DCL-16-016 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 I LIP*

pup~

IUP PUP IUP PUP IUP PUP I tiP Plll?'

(hours)

(inl (in)

(in)

(in}

(f;n) 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

• tooo 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 0.89 13 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. '172 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 0.5'77 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

Table 3-5 Correlated Buttress No Building Area 2 0

1 1

A1 2

3 A2 4

5 6

7 A3 8

9 10 11 12 N/A 13 14 15 c

16 17 c

18 19 20 83 21 22 23 24 82 25 26 27 81 28 29 30 N/A 31 32 PG&E Letter DCL-16-016 Maximum LIP Flooding Parameters near the Doors and Areas to the West of the Turbine and Buttress Buildings Door MaxWD MaxWD Threshold Grid Max above above Door Flood Door/Unit Elevation Grid No Elevation WSE grid Threshold1 Duration No2 (ft PG&E surface (hours)

(ft PG&E Datum)

(ft PG&E Datum)

Datum)

(ft)

(ft) 2 3

4 5

6 7

(8) = (6) - (3) 9 Turbine Building Unit 1: North A1.1 86.8 1034 86.58 86.79 0.21

-0.01 0

A1.2 86.8 1033 86.56 86.77 0.21

-0.03 0

A2.1 86.5 1181 86.48 86.73 0.25 0.23 7.60 8U101 86.5 877 86.48 86.58 0.10 0.08 6.90 8U102 86.5 1174 86.47 86.67 0.20 0.17 3.30 8U103 86.5 2106 86.45 86.64 0.19 0.14 0.55 A3.1 86.5 1326 86.45 86.71 0.26 0.21 2.75 A3.2 86.5 1633 86.47 86.71 0.24 0.21 3.05 A3.3 86.5 2268 86.45 86.62 0.17 0.12 0.45 8U104/5 86.5 2600 86.47 86.66 0.19 0.16 3.20 101-1 86.8 1975 86.78 87.02 0.24 0.22 7.05 102-1 86.8 1655 86.73 87.00 0.27 0.20 0.60 119-1 86.8 3507 86.78 87.24 0.46 0.44 6.65 122-1 86.8 4238 86.77 87.43 0.66 0.63 5.10 C1.1 86.8 2944 86.77 86.93 0.16 0.13 4.50 129 86.8 3118 86.78 86.92 0.14 0.12 6.80 130 86.8 3117 86.77 86.86 0.09 0.06 2.95 Turbine Building Unit 2: South C1.2 86.8 3469 86.77 87.04 0.27 0.24 5.30 8U101-2 86.7 3112 86.47 86.68 0.21

-0.02 0

8U1 02-2 86.65 3108 86.58 86.65 0.07 0.00 0

8U103-2 86.5 3101 86.36 86.42 0.06

-0.08 0

8U104-2 86.5 3454 86.36 86.46 0.10

-0.04 0

8U108-2 86.5 4570 86.47 86.64 0.17 0.14 3.80 8U105-2 86.5 4760 86.48 86.62 0.14 0.12 6.40 8U106-2 86.7 5350 86.64 86.86 0.22 0.16 2.85 82.1 86.8 5550 86.77 86.91 0.14 0.11 3.20 81.1 86.8 5749 86.76 86.87 0.11 0.07 0.35 81.2 86.8 5950 86.79 86.93 0.14 0.13 7.35 101-2 86.8 7412 86.77 87.12 0.35 0.32 4.35 102-2 86.8 7198 86.78 87.12 0.34 0.32 6.75 119-2 86.8 8287 86.78 87.23 0.45 0.43 7.05 122-2 86.8 7431 86.78 87.31 0.53 0.51 6.55

Door Correlated Threshold Grid Buttress No Door/Unit Elevation Grid No Elevation Building No2 (ft PG&E Area 2 (ft PG&E Datum)

Datum) 0 1

2 3

4 5

Max WSE (ft PG&E Datum) 6 PG&E Letter DCL-16-016 MaxWD MaxWD above above Door Flood grid Threshold1 Duration surface (hours)

(ft)

(ft) 7 (8) = (6) - (3) 9 Unit 1 -Auxiliary Building Area (Ventilation Building)

1.

2.

33 192-1 86.8 5003 86.78 87.48 0.70 N/A 34 191-1 86.8 7054 86.79 87.36 0.57 35 194-1 86.8 6425 86.77 87.35 0.58 Unit 2 -Auxiliary Building Area (Ventilation Building) 36 192-2 86.8 7223 86.79 87.39 N/A 37 191-2 86.8 11520 86.78 87.28 191A-2 38 194-2 86.8 10338 86.73 87.26 Fuel Handling Building (East of Unit 1) 39 363-1 116.8 8566 116.78 116.90 40 361-1 116.8 9681 116.78 117.19 N/A 41 360-1 116.8 9680 116.79 117.19 42 355-1 116.8 10367 116.76 117.25 43 354-1 116.8 10599 116.79 117.25 Fuel Handling Building (East of Unit 2) 44 360-2 116.8 11300 116.75 117.26 N/A 45 361-2 116.8 11536 116.76 117.26 46 363-2 116.8 12486 116.78 116.82 Negative value reflects no Ll P exceed a nee near the doors or areas Door/Unit Nos. are shown in Figures 3-2a and 3-2b.

Minimum ponding depth taken as 0.05 feet.

0.60 0.50 0.53 0.12 0.41 0.40 0.49 0.46 0.51 0.50

[0.04]

0.05**

0.68 6.95 0.56 6.75 0.55 5.20 0.59 6.85 0.48 6.45 0.46 1.30 0.10 6.50 0.39 6.00 0.39 7.20 0.45 3.80 0.45 7.05 0.46 5.65 0.46 5.30

[0.02]

6.40 0.05**

Table 3-6 No.

1 2

3 4

5 6

7 8

9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 PG&E Letter DCL-16-016 Hydrodynamic and Total Associated Effects Resulting from LIP Flood Event Door/Unit No2 Grid Cell No Flow Depth (ft)

Velocity Total Head 3 Force 1 {lb/ft)

Magnitude {ft/s)

{ft)

Turbine Building Unit 1: North A1.1 1034 0.00 0.00 1.00 0

A1.2 1033 0.00 0.00 1.00 0

A2.1 1181 0.22 0.55 1.23 9

BU101 877 0.08 0.23 1.08 3

BU102 1174 0.17 0.35 1.17 6

BU103 2106 0.14 0.21 1.14 5

A3.1 1326 0.21 0.19 1.21 8

A3.2 1633 0.20 0.09 1.20 8

A3.3 2268 0.12 0.10 1.12 4

BU104/5 2600 0.16 0.26 1.16 6

101-1 1975 0.20 0.41 1.21 8

102-1 1655 0.19 0.23 1.19 7

119-1 3507 0.42 0.25 1.43 19 122-1 4238 0.60 0.00 1.60 30 C1.1 2944 0.13 0.26 1.13 5

129 3118 0.12 0.35 1.12 4

130 3117 0.06 0.21 1.06 2

Turbine Building Unit 2: South C1.2 3469 0.24 0.64 1.25 9

BU101-2 3112 0.00 0.00 1.00 0

BU102-2 3108 0.00 0.00 1.00 0

BU103-2 3101 0.00 0.00 1.00 0

BU104-2 3454 0.00 0.00 1.00 0

BU108-2 4570 0.13 0.15 1.13 5

BU105-2 4760 0.12 0.33 1.12 4

BU106-2 5350 0.16 0.52 1.16 6

B2.1 5550 0.10 0.31 1.11 4

B1.1 5749 0.07 0.11 1.07 2

B1.2 5950 0.13 0.19 1.13 5

101-2 7412 0.31 0.24 1.31 13 102-2 7198 0.31 0.23 1.31 13 119-2 8287 0.42 0.28 1.42 19 122-2 7431 0.51 0.33 1.51 24

PG&E Letter DCL-16-016 No.

Door/Unit No2 Grid Cell No Flow Depth (ft)

Velocity Total Head 3

Force 1 (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 37 191-2 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.

Table 3-7 PG&E Letter DCL-16-016 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) 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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) 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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) 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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) 15-Minute Incremental General Storm P:tvfP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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) 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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) 15-M:inute Incremental General Storm Pl\\IIP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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) 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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 Table 3-9 Wind Speeds and Direction (by date) of Analyzed NDBC Buoys along the California Central Coast Wind Direction Avg Year Month Date 46011 2008 2

24 175.0 2008 2

25 316.8 2007 12 4

329.7 2001 1

11 218.7 2001 1

12 189.1 2007 12 5

336.3 2004 2

26 216.4 2007 1

5 319.8 2008 1

5 191.5 2000 12 22 330.4 1999 4

4 308.2 1999 1

27 169.7 2001 12 21 267.8 1998 12 9

174.5 1998 12 1

192.3 1999 1

26 259.0 2000 12 23 316.5 2001 5

2 321.8 2009 11 8

332.3 1998 11 26 260.6 2009 11 7

319.2 2008 5

22 315.7 2008 1

6 229.0 1999 2

17 221.4 Wind Speeds - m/s Wind Direction - degrees 46023 46028 179.8 326.3 340.0 214.0 206.4 189.3 229.3 340.6 238.8 234.3 283.5 347.0 210.8 312.5 306.9 299.5 312.0 258.0 322.3 268.1 282.0 278.2 163.4 220.8 256.2 265.0 312.2 318.5 324.4 315.8 272.5 299.0 249.5 333.5 327.5 326.6 224.3 290.7 241.5 St Dev Wind Direction 46011 46023 46028 24.4 30.4 32.1 33.3 11.3 8.3 33.6 32.3 27.7 40.9 44.4 90.4 10.9 9.1 56.6 52.5 35.8 68.7 128.0 5.5 34.6 34.7 10.1 8.0 17.0 11.3 7.5 5.7 154.9 132.2 6.6 37.4 37.3 164.9 124.7 90.8 137.1 135.7 98.7 20.2 14.3 14.0 67.4 9.1 6.5 4.1 5.2 4.4 15.6 141.1 125.9 59.9 90.4 5.2 4.3 5.6 4.8 3.2 62.8 74.3 118.3 20.0 65.9 Max Daily Wind Speed Avg Daily Wind Speed St Dev Wind Speed 46011 46023 46028 46011 46023 46028 46011 46023 46028 17.5 20.1 9.8 10.0 4.2 5.0 9.5 9.9 6.0 7.1 2.0 2.1 10.8 11.8 7.2 8.1 1.8 2.1 14.5 16.3 13.3 8.7 10.0 9.1 2.4 2.4 2.3 12.9 12.8 9.8 7.2 7.4 5.8 3.2 3.9 2.7 11.5 12.5 8.3 10.0 1.5 1.2 7.2 7.7 8.6 4.5 5.2 5.9 1.7 1.4 1.4 16.4 18.6 17.3 12.9 14.5 15.5 2.4 2.9 1.0 14.2 14.2 5.4 5.6 3.8 4.1 10.2 11.4 9.1 7.6 8.7 5.2 1.7 1.8 2.4 18.4 20.9 18.1 12.7 15.2 14.3 3.1 3.0 2.3 10.7 13.2 13.0 6.3 8.4 9.9 1.6 2.0 1.6 11.8 13.0 13.8 8.1 9.2 10.1 1.9 2.1 2.0 10.9 13.1 13.0 7.1 8.9 9.5 1.8 1.8 4.0 10.7 12.7 10.6 5.2 5.5 6.9 2.6 3.4 2.3 11.2 14.0 10.7 6.6 8.1 7.0 2.2 2.6 2.0 10.5 12.6 11.8 6.7 10.2 9.1 2.6 1.7 0.9 12.3 14.0 17.2 9.8 12.0 14.9 1.4 1.2 1.2 10.5 13.4 13.3 8.2 9.8 8.7 1.3 1.5 2.6 9.5 9.7 6.0 4.5 5.8 3.1 2.0 1.6 1.8 11.8 14.2 14.5 9.5 11.2 11.5 1.3 1.6 2.1 15.1 18.2 17.2 13.4 15.8 15.8 1.5 1.6 1.1 10.6 11.4 5.5 6.0 2.5 2.8 8.2 9.0 6.1 3.3 4.3 3.9 2.1 2.2 1.1

PG&E Letter DCL-16-016 Table 3-10 Maximum Daily Wave Heights and Direction (by date) of Analyzed NDBC Buoys along the California Central Coast Year Month Date 46011 2008 2

24 6.99 2008 2

25 6.95 2007 12 4

5.05 2001 1

11 6.98 2001 1

12 7.04 2007 12 5

5.62 2004 2

26 7.16 2007 1

5 6.2.2.

2008 1

5 8.62 2.000 12

22.

6.21 1999 4

4 6.64 1999 1

27 6.65 2001

12.

2.1 6.37 1998 12 9

6.52 1998 12 1

6.2.7 1999 1

26 4.22 2000 12 2.3 7.2.1 2001 5

2 6.33 2009 11 8

5.35 1998 11 2.6 4.92.

2009 11 7

5.51 2008 5

22 5.98 2008 1

6 7.19 1999

2.

17 7.13 Wave Heights - meters Wave Direction - degrees Maxi Daily Wave Height 46023 46028 46215 46218 46011 7.42 5.78 5.58 9.97 21.05 7.26 5.68 5.04 7.5 17.39 5.73 5.92 4.2 7.37 19.05 7.66 8.51 6.5 7.23 16.67 6.67 6.95 5.6 7.21 16.67 7.23 5.59 4.72 7.14 19.05 6.75 7.65 5.94 7.13 16.67 6.66 6.92.

3.96 7.12.

17.39 7.61 8.96 6.42 7.08 19.05 5.2.8 7.91 6.05 6.4 2.0.00 6.58 7.72.

3.66 6.57 12..50 6.26 7.7 5.33 6.06 16.67 7.1 7.68 5.45 6.12 16.67 6.84 7.5 4.15 4.83 20.00 6.71 7.44 5.33 5.78 20.00 3.73 7.31 4.37 4.07 16.67 6.78 7.27 6.12 6.39 20.00 5.86 7.22 4.33 6.05 16.67 6.68 7.19 3.42 6.37 19.05 5.67 7.09 4.36 4.87 20.00 6.06 7.03 3.93 6.93 19.05 6.02.

7 3.7 6.82.

12.12 7.14 6.14 4.4 5.77 17.39 5.4 5.35 4.15 5.55 20.00 Max Daily Peak Wave Period Avg Daily Wave Direction Std Dev, Wave Direction i

46023 46028 46215 46218 46011 46028 46215 46218 46011 46028 46215 46218 I

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

20.00 16.00 18.18 18.18 272.5 281.6 254.9 271.1 5.1 10.1 7.1 4.6 I

20.00 19.05 20.00 20.00 272.6 275.1 254.3 267.3 8.6 9.5 5.2 5.0 16.67 16.67 16.67 16.67 269.9 293.6 7.0 5.1 16.67 16.67 16.67 16.67 267.4 294.7 8.6 4.3 20.00 19.05 20.00 18.18 273.3 280.2 251.0 266.1 7.5 6.5 7.5 4.1 20.00 2.0.00 18.18 18.18 2.59.3 264.2 2.87.0 39.3 13.7 6.0 16.67 17.39 18.18 16.67 299.3 311.0 264.8 305.5 9.4 13.5 11.7 8.8 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 2.0.00 20.00 2.0.00 2.0.00 2.61.8 283.9 6.7 7.8 14.29 14.2.9 15.38 15.38 2.74.8 311.0 5.5 3.4 16.67 16.67 16.67 16.67 2.69.8 302..1 3.4 4.7 16.67 16.67 16.67 16.67 264.5 287.2 5.5 4.8 20.00 20.00 20.00 18.18 270.6 301.0 6.9 5.8 20.00 20.00 20.00 18.18 264.3 289.4 6.5 6.2 16.67 16.67 16.67 16.67 273.5 302.8 4.0 6.1 16.67 16.67 18.18 18.18 266.1 288.3 5.2.

3.4 16.67 14.29 16.67 15.38 272.4 305.5 3.9 4.5 20.00 17.39 18.18 18.18 317.5 317.5 265.3 307.5 7.2 6.3 4.9 3.4 2.0.00 2.0.00 18.18 18.18 2.69.5 2.93.2.

5.2 4.4 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 12.50 12.90 13.33 13.33 318.3 316.0 277.3 315.1 4.6 3.6 3.9 4.1 16.67 17.39 18.18 18.18 298.6 293.9 261.4 296.6 5.1 6.1 4.7 3.9 20.00 20.00 20.00 20.00 2.69.1 291.8 6.2 3.8

PG&E Letter DCL-16-016 Table 3-11 Estimated 200 Year Return Period Calibrated to DELFT3D Significant Wave Height NDBC 200 Yr RP Delft3D Percent Buoy (Hsig)

(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, 1 0 m/s Wind Direction, 270° (westerly)

Water Density, 1,025 kg/m3 Collins Bottom Friction Coefficient, 0.1118 (calibrated)

PG&E Letter DCL-16-016 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 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/s2) 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)

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 Structurel3l N/A N/A N/A N/A N/A 32.8 ft.

(HHWL)

Combinedl2l Drawdown Elevation

-8.7 ft.

-9.2 ft.

-3.8 ft.

N/A

-8.7 ft.(G)

-15.7 ft.

Splash N/A N/Al1l 60.32 ft.

N/Al1l N/A N/Al1l 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.

PG&E Letter DCL-16-016 Goleta Proxy SMF Tsunami with Reduced Breakwater Evaluation (no CLB) 32.8 ft.

62.3 ft.

-15.7 ft.

N/A{ll

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.

I

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 Intake Structure Top Deck 39.4 ftls 11.6 kip/ft I

PG&E Letter DCL-16-016 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 4

Traveling Screen Housing or Internal Parts (Outer covers are fiberglass) 5 Control/office building Intake Access Control & Security building cement 6

blocks, roofing material, interior commodities Maintenance Machine Shop Building cement 7

blocks, roofing material, interior commodities 8

Maintenance and Storage Sea Trains 9

Chlorination Tanks 10 Security Fences and Gratings 11 Security Guard Towers 12 PVC Piping for Biolab (located on hillside) 13 Lighting/camera posts (permanently mounted) 14 Lighting stanchions (with concrete base) 15 Portable powered lighting carts 16 Gantry Crane 17 Movable Crane 18 Chemical Storage Tank 19 Chemical Transferring Station 20 Moored Intake Cove Boats 21 Kelp Cutter Boat and Trailer 22 Intake Cove Docks 23 Maintenance and operations vehicles (pickup trucks) 24 Smaller (golf cart' vehicles for personnel transport 25 Employee and visitor personal vehicles 26 Spare Tribars for breakwater construction 27 Lumber/cribbing 28 Meteorologist/Shower/Offices-Building 123 29 Lumber fence located near Building 123 30 Lumber used as retaining walls.

31 Concrete block used as retaining walls directly to east of intake protected area PG&E Letter DCL-16-016 Weight Class Material Type 3

Steel 5

Steel 5

Steel 2, 3, 4 Steel 1, 2, 3, 4,5 Masonry Concrete Masonry 1, 2, 3, 4, 5 Concrete, Wood, Steel Masonry 1, 2, 3, 4, 5 Concrete, Wood, Steel 1, 2, 3, 4, 5, 6 Steel 4, 5, 6 Plastic 2, 3, 4 Steel 5, 6 Wood, Steel 2

Plastic 3

Steel 4

Reinforced Concrete, Steel 4

Steel 6

Steel 6

Steel 4, 5, 6 Plastic 5

Steel, Plastic 5

Steel, Wood 6

Steel 2, 3,4, 5 Wood 15 Steel 4

Steel 5

Steel 6

Reinforced Concrete 1

Wood 1, 2, 3, 4, 5, 6 Wood 2

Wood 1

Wood 1

Masonry Concrete

Commodity 32

'Porta Potties' 33 Metal storage bins/dumpsters 34 Plastic storage bins 35 Compressed air/welding/C0 2 cylinders Portable commodities associated with plant 36 operation and maintenance including commodities temporarily stored/staged for maintenance activities 37 Machine shop tools (metal-working floor mounted tools) 38 Manmade and Natural items found in the landscape of areas expected to be inundated 39 Navigation buoys 40 Concrete wheel chocks (for vehicle parking) 41 Eyewash Station 42 Ladders 43 Sandbags 44 BBQs 45 Yellow Flotation Devices 46 Small temporary building 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 Weight Class Material Type 2

Plastic 2, 3 Steel 2

Plastic 1

Steel 1, 2, 3, 4, 5, 6 Steel, Wood 4, 5 Steel 1, 2, 3,4 Soil, Sand, Rock 2

Plastic 2

Reinforced Concrete 2

Plastic 1

Steel 1

Soil, Sand, Rock 1

Steel 1

Plastic 3

Steel

PG&E Letter DCL-16-016 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 Snorkels2

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.

0

500' 1000' 2000' PG&E Letter DCL-16-016 BASE MAP FROM THE PORT SAN LUIS, CA (2012) USGS QUADRANGLE MAP.

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

o.5 o:25 o

PG&E Letter DCL-16-016 0.5 Mires 11::111::11-*

Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-2 Diablo Creek Watershed

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)5'N WN Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-1 Locations of Storms Used in LIP Determination

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TURBINE B L D G.

PG&E Letter DCL-16-016 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 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-3 Maximum Water Depth from LIP (ft.)

35 30

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PG&E Letter DCL-16-016 Diablo Creek General Storm AII-Seaon PMP

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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 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-5 DCPP Site Locations of PMF Inundation

-+

+

-+

+

PG&E Letter DCL-16-016

~

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-- FetchUne Diablo Creek Cross Sections

+

+

+

076 DIABLO CANYON, CA (6UOY)

AUGUST 1997 PG&E Letter DCL-16-016

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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 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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60 80 100 120 Return Period [Year n6Q23 46011.

--- 46028

• • • - 46215

-- 46218 40 160 PG&E Letter DCL-16-016 180 200 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

3.8982 3.8981 3.8981 3:8981 3.898 3.8979 3.8979 3.8979 3.8978 3.8977 6.948 6.949 6.95 6.951 Bathyme:try : Central Coast -

Datu1m : NiA. VD88 6.952 6.953 PG&E Letter DCL-16-016 10 o:

-10

-20,

-30!

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)

60 55 50 C'l

~ 45 z

~ 40 35 30 25

-220

-210

-200

-190

-180

-170 Lon. E. (Deg.)

-160

-150

-140 PG&E Letter DCL-16-016

-130

-120 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

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 PSR Point 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 Kobmeter&

I I

I I

I I

I I

I 123' 0'0 W 122'0 '0W PG&E Letter DCL-16-016 o*o*N

~

")~;' ~

~~

~

Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-12 Physiographic Features in the DCPP Area

I

+

I

+

+

-h

<I

+

+

+

I T

+

+

+

~-

+

+ ' + +

+

y

~

I

~

+

+

~

1,{1 I

. I

~

• r

• ,I

+

+ '.*+

+

+

+ *+

..L

+

+

+

I

'i 1

+

Eq:danation 0 Diablo Canyon Pmver Plant (DCPP)

-- Fault

-- Rupture scenario CF-c asmalia ra!Jt zone HF-Hosgn fault tone PS - Purisima structure PG&E Letter DCL-16-016 SLBF-s, ta LUc.a Banks fault zone SLBF-Santa Lucia Banl.fon u

[2 2

2 9

!2 12 H

H

~ !I -

Maximum OCPP 1-hmrr Total Adjustment Dn Rlrin.fill factor:.

19 326 13&

3.0(1 1.40 16 2.95 13!!

• 5 250 1.47 l2 2.32 1A3

-*~-

.--2~15

'lt lAB 11 2.25 L35 29 1.4Q 1.19'

2~

2.20 1..29' 20 1.09 1.14 10 2.09 1.16 4!

2.00 L19 21 1.96 1..21 11 2.01 L06 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 DCPP 1-hour LIP 450 420 4.1>0 3.6S 3.32

---~--

3.18 3.04 1S6 2.S..t 2.5'9 2.42 2.3&

2.37 2..13

PG&E Letter DCL-16-016 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 I LIP*

pup~

IUP PUP IUP PUP IUP PUP I tiP Plll?'

(hours)

(inl (in)

(in)

(in}

(f;n) 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

• tooo 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 0.89 13 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. '172 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 0.5'77 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

Table 3-5 Correlated Buttress No Building Area 2 0

1 1

A1 2

3 A2 4

5 6

7 A3 8

9 10 11 12 N/A 13 14 15 c

16 17 c

18 19 20 83 21 22 23 24 82 25 26 27 81 28 29 30 N/A 31 32 PG&E Letter DCL-16-016 Maximum LIP Flooding Parameters near the Doors and Areas to the West of the Turbine and Buttress Buildings Door MaxWD MaxWD Threshold Grid Max above above Door Flood Door/Unit Elevation Grid No Elevation WSE grid Threshold1 Duration No2 (ft PG&E surface (hours)

(ft PG&E Datum)

(ft PG&E Datum)

Datum)

(ft)

(ft) 2 3

4 5

6 7

(8) = (6) - (3) 9 Turbine Building Unit 1: North A1.1 86.8 1034 86.58 86.79 0.21

-0.01 0

A1.2 86.8 1033 86.56 86.77 0.21

-0.03 0

A2.1 86.5 1181 86.48 86.73 0.25 0.23 7.60 8U101 86.5 877 86.48 86.58 0.10 0.08 6.90 8U102 86.5 1174 86.47 86.67 0.20 0.17 3.30 8U103 86.5 2106 86.45 86.64 0.19 0.14 0.55 A3.1 86.5 1326 86.45 86.71 0.26 0.21 2.75 A3.2 86.5 1633 86.47 86.71 0.24 0.21 3.05 A3.3 86.5 2268 86.45 86.62 0.17 0.12 0.45 8U104/5 86.5 2600 86.47 86.66 0.19 0.16 3.20 101-1 86.8 1975 86.78 87.02 0.24 0.22 7.05 102-1 86.8 1655 86.73 87.00 0.27 0.20 0.60 119-1 86.8 3507 86.78 87.24 0.46 0.44 6.65 122-1 86.8 4238 86.77 87.43 0.66 0.63 5.10 C1.1 86.8 2944 86.77 86.93 0.16 0.13 4.50 129 86.8 3118 86.78 86.92 0.14 0.12 6.80 130 86.8 3117 86.77 86.86 0.09 0.06 2.95 Turbine Building Unit 2: South C1.2 86.8 3469 86.77 87.04 0.27 0.24 5.30 8U101-2 86.7 3112 86.47 86.68 0.21

-0.02 0

8U1 02-2 86.65 3108 86.58 86.65 0.07 0.00 0

8U103-2 86.5 3101 86.36 86.42 0.06

-0.08 0

8U104-2 86.5 3454 86.36 86.46 0.10

-0.04 0

8U108-2 86.5 4570 86.47 86.64 0.17 0.14 3.80 8U105-2 86.5 4760 86.48 86.62 0.14 0.12 6.40 8U106-2 86.7 5350 86.64 86.86 0.22 0.16 2.85 82.1 86.8 5550 86.77 86.91 0.14 0.11 3.20 81.1 86.8 5749 86.76 86.87 0.11 0.07 0.35 81.2 86.8 5950 86.79 86.93 0.14 0.13 7.35 101-2 86.8 7412 86.77 87.12 0.35 0.32 4.35 102-2 86.8 7198 86.78 87.12 0.34 0.32 6.75 119-2 86.8 8287 86.78 87.23 0.45 0.43 7.05 122-2 86.8 7431 86.78 87.31 0.53 0.51 6.55

Door Correlated Threshold Grid Buttress No Door/Unit Elevation Grid No Elevation Building No2 (ft PG&E Area 2 (ft PG&E Datum)

Datum) 0 1

2 3

4 5

Max WSE (ft PG&E Datum) 6 PG&E Letter DCL-16-016 MaxWD MaxWD above above Door Flood grid Threshold1 Duration surface (hours)

(ft)

(ft) 7 (8) = (6) - (3) 9 Unit 1 -Auxiliary Building Area (Ventilation Building)

1.

2.

33 192-1 86.8 5003 86.78 87.48 0.70 N/A 34 191-1 86.8 7054 86.79 87.36 0.57 35 194-1 86.8 6425 86.77 87.35 0.58 Unit 2 -Auxiliary Building Area (Ventilation Building) 36 192-2 86.8 7223 86.79 87.39 N/A 37 191-2 86.8 11520 86.78 87.28 191A-2 38 194-2 86.8 10338 86.73 87.26 Fuel Handling Building (East of Unit 1) 39 363-1 116.8 8566 116.78 116.90 40 361-1 116.8 9681 116.78 117.19 N/A 41 360-1 116.8 9680 116.79 117.19 42 355-1 116.8 10367 116.76 117.25 43 354-1 116.8 10599 116.79 117.25 Fuel Handling Building (East of Unit 2) 44 360-2 116.8 11300 116.75 117.26 N/A 45 361-2 116.8 11536 116.76 117.26 46 363-2 116.8 12486 116.78 116.82 Negative value reflects no Ll P exceed a nee near the doors or areas Door/Unit Nos. are shown in Figures 3-2a and 3-2b.

Minimum ponding depth taken as 0.05 feet.

0.60 0.50 0.53 0.12 0.41 0.40 0.49 0.46 0.51 0.50

[0.04]

0.05**

0.68 6.95 0.56 6.75 0.55 5.20 0.59 6.85 0.48 6.45 0.46 1.30 0.10 6.50 0.39 6.00 0.39 7.20 0.45 3.80 0.45 7.05 0.46 5.65 0.46 5.30

[0.02]

6.40 0.05**

Table 3-6 No.

1 2

3 4

5 6

7 8

9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 PG&E Letter DCL-16-016 Hydrodynamic and Total Associated Effects Resulting from LIP Flood Event Door/Unit No2 Grid Cell No Flow Depth (ft)

Velocity Total Head 3 Force 1 {lb/ft)

Magnitude {ft/s)

{ft)

Turbine Building Unit 1: North A1.1 1034 0.00 0.00 1.00 0

A1.2 1033 0.00 0.00 1.00 0

A2.1 1181 0.22 0.55 1.23 9

BU101 877 0.08 0.23 1.08 3

BU102 1174 0.17 0.35 1.17 6

BU103 2106 0.14 0.21 1.14 5

A3.1 1326 0.21 0.19 1.21 8

A3.2 1633 0.20 0.09 1.20 8

A3.3 2268 0.12 0.10 1.12 4

BU104/5 2600 0.16 0.26 1.16 6

101-1 1975 0.20 0.41 1.21 8

102-1 1655 0.19 0.23 1.19 7

119-1 3507 0.42 0.25 1.43 19 122-1 4238 0.60 0.00 1.60 30 C1.1 2944 0.13 0.26 1.13 5

129 3118 0.12 0.35 1.12 4

130 3117 0.06 0.21 1.06 2

Turbine Building Unit 2: South C1.2 3469 0.24 0.64 1.25 9

BU101-2 3112 0.00 0.00 1.00 0

BU102-2 3108 0.00 0.00 1.00 0

BU103-2 3101 0.00 0.00 1.00 0

BU104-2 3454 0.00 0.00 1.00 0

BU108-2 4570 0.13 0.15 1.13 5

BU105-2 4760 0.12 0.33 1.12 4

BU106-2 5350 0.16 0.52 1.16 6

B2.1 5550 0.10 0.31 1.11 4

B1.1 5749 0.07 0.11 1.07 2

B1.2 5950 0.13 0.19 1.13 5

101-2 7412 0.31 0.24 1.31 13 102-2 7198 0.31 0.23 1.31 13 119-2 8287 0.42 0.28 1.42 19 122-2 7431 0.51 0.33 1.51 24

PG&E Letter DCL-16-016 No.

Door/Unit No2 Grid Cell No Flow Depth (ft)

Velocity Total Head 3

Force 1 (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 37 191-2 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.

Table 3-7 PG&E Letter DCL-16-016 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) 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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) 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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) 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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) 15-Minute Incremental General Storm P:tvfP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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) 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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) 15-M:inute Incremental General Storm Pl\\IIP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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) 15-Minute Incremental General Storm PMP Depths (inches) for Five Temporal Distributions Time (hours)

One-Third Center Two-Thirds Front Peaking Peaking Peaking Peaking End 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 Table 3-9 Wind Speeds and Direction (by date) of Analyzed NDBC Buoys along the California Central Coast Wind Direction Avg Year Month Date 46011 2008 2

24 175.0 2008 2

25 316.8 2007 12 4

329.7 2001 1

11 218.7 2001 1

12 189.1 2007 12 5

336.3 2004 2

26 216.4 2007 1

5 319.8 2008 1

5 191.5 2000 12 22 330.4 1999 4

4 308.2 1999 1

27 169.7 2001 12 21 267.8 1998 12 9

174.5 1998 12 1

192.3 1999 1

26 259.0 2000 12 23 316.5 2001 5

2 321.8 2009 11 8

332.3 1998 11 26 260.6 2009 11 7

319.2 2008 5

22 315.7 2008 1

6 229.0 1999 2

17 221.4 Wind Speeds - m/s Wind Direction - degrees 46023 46028 179.8 326.3 340.0 214.0 206.4 189.3 229.3 340.6 238.8 234.3 283.5 347.0 210.8 312.5 306.9 299.5 312.0 258.0 322.3 268.1 282.0 278.2 163.4 220.8 256.2 265.0 312.2 318.5 324.4 315.8 272.5 299.0 249.5 333.5 327.5 326.6 224.3 290.7 241.5 St Dev Wind Direction 46011 46023 46028 24.4 30.4 32.1 33.3 11.3 8.3 33.6 32.3 27.7 40.9 44.4 90.4 10.9 9.1 56.6 52.5 35.8 68.7 128.0 5.5 34.6 34.7 10.1 8.0 17.0 11.3 7.5 5.7 154.9 132.2 6.6 37.4 37.3 164.9 124.7 90.8 137.1 135.7 98.7 20.2 14.3 14.0 67.4 9.1 6.5 4.1 5.2 4.4 15.6 141.1 125.9 59.9 90.4 5.2 4.3 5.6 4.8 3.2 62.8 74.3 118.3 20.0 65.9 Max Daily Wind Speed Avg Daily Wind Speed St Dev Wind Speed 46011 46023 46028 46011 46023 46028 46011 46023 46028 17.5 20.1 9.8 10.0 4.2 5.0 9.5 9.9 6.0 7.1 2.0 2.1 10.8 11.8 7.2 8.1 1.8 2.1 14.5 16.3 13.3 8.7 10.0 9.1 2.4 2.4 2.3 12.9 12.8 9.8 7.2 7.4 5.8 3.2 3.9 2.7 11.5 12.5 8.3 10.0 1.5 1.2 7.2 7.7 8.6 4.5 5.2 5.9 1.7 1.4 1.4 16.4 18.6 17.3 12.9 14.5 15.5 2.4 2.9 1.0 14.2 14.2 5.4 5.6 3.8 4.1 10.2 11.4 9.1 7.6 8.7 5.2 1.7 1.8 2.4 18.4 20.9 18.1 12.7 15.2 14.3 3.1 3.0 2.3 10.7 13.2 13.0 6.3 8.4 9.9 1.6 2.0 1.6 11.8 13.0 13.8 8.1 9.2 10.1 1.9 2.1 2.0 10.9 13.1 13.0 7.1 8.9 9.5 1.8 1.8 4.0 10.7 12.7 10.6 5.2 5.5 6.9 2.6 3.4 2.3 11.2 14.0 10.7 6.6 8.1 7.0 2.2 2.6 2.0 10.5 12.6 11.8 6.7 10.2 9.1 2.6 1.7 0.9 12.3 14.0 17.2 9.8 12.0 14.9 1.4 1.2 1.2 10.5 13.4 13.3 8.2 9.8 8.7 1.3 1.5 2.6 9.5 9.7 6.0 4.5 5.8 3.1 2.0 1.6 1.8 11.8 14.2 14.5 9.5 11.2 11.5 1.3 1.6 2.1 15.1 18.2 17.2 13.4 15.8 15.8 1.5 1.6 1.1 10.6 11.4 5.5 6.0 2.5 2.8 8.2 9.0 6.1 3.3 4.3 3.9 2.1 2.2 1.1

PG&E Letter DCL-16-016 Table 3-10 Maximum Daily Wave Heights and Direction (by date) of Analyzed NDBC Buoys along the California Central Coast Year Month Date 46011 2008 2

24 6.99 2008 2

25 6.95 2007 12 4

5.05 2001 1

11 6.98 2001 1

12 7.04 2007 12 5

5.62 2004 2

26 7.16 2007 1

5 6.2.2.

2008 1

5 8.62 2.000 12

22.

6.21 1999 4

4 6.64 1999 1

27 6.65 2001

12.

2.1 6.37 1998 12 9

6.52 1998 12 1

6.2.7 1999 1

26 4.22 2000 12 2.3 7.2.1 2001 5

2 6.33 2009 11 8

5.35 1998 11 2.6 4.92.

2009 11 7

5.51 2008 5

22 5.98 2008 1

6 7.19 1999

2.

17 7.13 Wave Heights - meters Wave Direction - degrees Maxi Daily Wave Height 46023 46028 46215 46218 46011 7.42 5.78 5.58 9.97 21.05 7.26 5.68 5.04 7.5 17.39 5.73 5.92 4.2 7.37 19.05 7.66 8.51 6.5 7.23 16.67 6.67 6.95 5.6 7.21 16.67 7.23 5.59 4.72 7.14 19.05 6.75 7.65 5.94 7.13 16.67 6.66 6.92.

3.96 7.12.

17.39 7.61 8.96 6.42 7.08 19.05 5.2.8 7.91 6.05 6.4 2.0.00 6.58 7.72.

3.66 6.57 12..50 6.26 7.7 5.33 6.06 16.67 7.1 7.68 5.45 6.12 16.67 6.84 7.5 4.15 4.83 20.00 6.71 7.44 5.33 5.78 20.00 3.73 7.31 4.37 4.07 16.67 6.78 7.27 6.12 6.39 20.00 5.86 7.22 4.33 6.05 16.67 6.68 7.19 3.42 6.37 19.05 5.67 7.09 4.36 4.87 20.00 6.06 7.03 3.93 6.93 19.05 6.02.

7 3.7 6.82.

12.12 7.14 6.14 4.4 5.77 17.39 5.4 5.35 4.15 5.55 20.00 Max Daily Peak Wave Period Avg Daily Wave Direction Std Dev, Wave Direction i

46023 46028 46215 46218 46011 46028 46215 46218 46011 46028 46215 46218 I

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

20.00 16.00 18.18 18.18 272.5 281.6 254.9 271.1 5.1 10.1 7.1 4.6 I

20.00 19.05 20.00 20.00 272.6 275.1 254.3 267.3 8.6 9.5 5.2 5.0 16.67 16.67 16.67 16.67 269.9 293.6 7.0 5.1 16.67 16.67 16.67 16.67 267.4 294.7 8.6 4.3 20.00 19.05 20.00 18.18 273.3 280.2 251.0 266.1 7.5 6.5 7.5 4.1 20.00 2.0.00 18.18 18.18 2.59.3 264.2 2.87.0 39.3 13.7 6.0 16.67 17.39 18.18 16.67 299.3 311.0 264.8 305.5 9.4 13.5 11.7 8.8 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 2.0.00 20.00 2.0.00 2.0.00 2.61.8 283.9 6.7 7.8 14.29 14.2.9 15.38 15.38 2.74.8 311.0 5.5 3.4 16.67 16.67 16.67 16.67 2.69.8 302..1 3.4 4.7 16.67 16.67 16.67 16.67 264.5 287.2 5.5 4.8 20.00 20.00 20.00 18.18 270.6 301.0 6.9 5.8 20.00 20.00 20.00 18.18 264.3 289.4 6.5 6.2 16.67 16.67 16.67 16.67 273.5 302.8 4.0 6.1 16.67 16.67 18.18 18.18 266.1 288.3 5.2.

3.4 16.67 14.29 16.67 15.38 272.4 305.5 3.9 4.5 20.00 17.39 18.18 18.18 317.5 317.5 265.3 307.5 7.2 6.3 4.9 3.4 2.0.00 2.0.00 18.18 18.18 2.69.5 2.93.2.

5.2 4.4 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 12.50 12.90 13.33 13.33 318.3 316.0 277.3 315.1 4.6 3.6 3.9 4.1 16.67 17.39 18.18 18.18 298.6 293.9 261.4 296.6 5.1 6.1 4.7 3.9 20.00 20.00 20.00 20.00 2.69.1 291.8 6.2 3.8

PG&E Letter DCL-16-016 Table 3-11 Estimated 200 Year Return Period Calibrated to DELFT3D Significant Wave Height NDBC 200 Yr RP Delft3D Percent Buoy (Hsig)

(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, 1 0 m/s Wind Direction, 270° (westerly)

Water Density, 1,025 kg/m3 Collins Bottom Friction Coefficient, 0.1118 (calibrated)

PG&E Letter DCL-16-016 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 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/s2) 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)

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 Structurel3l N/A N/A N/A N/A N/A 32.8 ft.

(HHWL)

Combinedl2l Drawdown Elevation

-8.7 ft.

-9.2 ft.

-3.8 ft.

N/A

-8.7 ft.(G)

-15.7 ft.

Splash N/A N/Al1l 60.32 ft.

N/Al1l N/A N/Al1l 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.

PG&E Letter DCL-16-016 Goleta Proxy SMF Tsunami with Reduced Breakwater Evaluation (no CLB) 32.8 ft.

62.3 ft.

-15.7 ft.

N/A{ll

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.

I

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 Intake Structure Top Deck 39.4 ftls 11.6 kip/ft I

PG&E Letter DCL-16-016 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 4

Traveling Screen Housing or Internal Parts (Outer covers are fiberglass) 5 Control/office building Intake Access Control & Security building cement 6

blocks, roofing material, interior commodities Maintenance Machine Shop Building cement 7

blocks, roofing material, interior commodities 8

Maintenance and Storage Sea Trains 9

Chlorination Tanks 10 Security Fences and Gratings 11 Security Guard Towers 12 PVC Piping for Biolab (located on hillside) 13 Lighting/camera posts (permanently mounted) 14 Lighting stanchions (with concrete base) 15 Portable powered lighting carts 16 Gantry Crane 17 Movable Crane 18 Chemical Storage Tank 19 Chemical Transferring Station 20 Moored Intake Cove Boats 21 Kelp Cutter Boat and Trailer 22 Intake Cove Docks 23 Maintenance and operations vehicles (pickup trucks) 24 Smaller (golf cart' vehicles for personnel transport 25 Employee and visitor personal vehicles 26 Spare Tribars for breakwater construction 27 Lumber/cribbing 28 Meteorologist/Shower/Offices-Building 123 29 Lumber fence located near Building 123 30 Lumber used as retaining walls.

31 Concrete block used as retaining walls directly to east of intake protected area PG&E Letter DCL-16-016 Weight Class Material Type 3

Steel 5

Steel 5

Steel 2, 3, 4 Steel 1, 2, 3, 4,5 Masonry Concrete Masonry 1, 2, 3, 4, 5 Concrete, Wood, Steel Masonry 1, 2, 3, 4, 5 Concrete, Wood, Steel 1, 2, 3, 4, 5, 6 Steel 4, 5, 6 Plastic 2, 3, 4 Steel 5, 6 Wood, Steel 2

Plastic 3

Steel 4

Reinforced Concrete, Steel 4

Steel 6

Steel 6

Steel 4, 5, 6 Plastic 5

Steel, Plastic 5

Steel, Wood 6

Steel 2, 3,4, 5 Wood 15 Steel 4

Steel 5

Steel 6

Reinforced Concrete 1

Wood 1, 2, 3, 4, 5, 6 Wood 2

Wood 1

Wood 1

Masonry Concrete

Commodity 32

'Porta Potties' 33 Metal storage bins/dumpsters 34 Plastic storage bins 35 Compressed air/welding/C0 2 cylinders Portable commodities associated with plant 36 operation and maintenance including commodities temporarily stored/staged for maintenance activities 37 Machine shop tools (metal-working floor mounted tools) 38 Manmade and Natural items found in the landscape of areas expected to be inundated 39 Navigation buoys 40 Concrete wheel chocks (for vehicle parking) 41 Eyewash Station 42 Ladders 43 Sandbags 44 BBQs 45 Yellow Flotation Devices 46 Small temporary building 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 Weight Class Material Type 2

Plastic 2, 3 Steel 2

Plastic 1

Steel 1, 2, 3, 4, 5, 6 Steel, Wood 4, 5 Steel 1, 2, 3,4 Soil, Sand, Rock 2

Plastic 2

Reinforced Concrete 2

Plastic 1

Steel 1

Soil, Sand, Rock 1

Steel 1

Plastic 3

Steel

PG&E Letter DCL-16-016 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 Snorkels2

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.

0

500' 1000' 2000' PG&E Letter DCL-16-016 BASE MAP FROM THE PORT SAN LUIS, CA (2012) USGS QUADRANGLE MAP.

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

o.5 o:25 o

PG&E Letter DCL-16-016 0.5 Mires 11::111::11-*

Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 2-2 Diablo Creek Watershed

.U' N I

1 I

1 :...-.~~

\\-~

g)

AI~"""

J:l' fl N +

0 50 100 150 PG&E Letter DCL-16-016 rtW CQo.r(f;.nare 5)-stffll r.,llt r E qu ~J Ar r;a Corn:

IJilt<rm N rut h ~rc.an 1933 J<I' N

)5'N WN Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-1 Locations of Storms Used in LIP Determination

/

,* ~(;Jill!

1 11 ~

Lj~I :.LJ..J,

\\ ";.;

Sn!JIIi R-Wrif,SJL )WH.' Ci PG&E Letter DCL-16-016 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

TURBINE B L D G.

PG&E Letter DCL-16-016 I

I I

I I

I ;1-----------0 I

I I

~m1~

I 0-----

I - --------0 I

I I

I 1

~ DoorB U1 06-2 I

WE ST BUTTRESS I

I i

I i

I I

I i

It \\

I@

DFO T oo~lllio* """"'

o*~*""'~ P"mp v'"'" J T '"'A<<= ""'" ""' L~** Mooilorn

@ I

@ ' Dooc BU 10~2 Door BU103-2 Door BU104-2 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 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-3 Maximum Water Depth from LIP (ft.)

35 30

....-c

~

-:5 25

. Q.

dJ c

a. 20

E

a.

~ 15

'!i:2 ftl

s E 10 8

5 0

PG&E Letter DCL-16-016 Diablo Creek General Storm AII-Seaon PMP

~

~/

v

~

./

~

/

(

/

/

10:1 ii M

u **** s a

I i

I 0

6 12 18 24 3"0 36 42 Time (hours)

-~

~

~

o o

I 48 54 I

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 Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-5 DCPP Site Locations of PMF Inundation

-+

+

-+

+

PG&E Letter DCL-16-016

~

PMF Lirrit Retaining WaD

-- FetchUne Diablo Creek Cross Sections

+

+

+

076 DIABLO CANYON, CA (6UOY)

AUGUST 1997 PG&E Letter DCL-16-016

~Wu:r~~~:~

1.

15 1.:1.

1.15

21.

26 3:1.

~:~~:~~-

o-i j j

j I

j j

j j

j j

j j

j j

j j

j j

j I

j j

j j

j j

j j

I 1

5 11 itS:

21 2:ti 3i 360 -

~- *:*-.--: - * :*- ~

. *:*. ~-:- *:*- ~- :. *:*- ~-:- *:* - :- -:- ----:. -:- *:*- : --:- * :*-:. *:* -- - :- *:*-

~ :: ~E+ft:.1?t~:--f4rtt.;S}~~~':'f~'fi:0I:

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 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

-~

c Q.J

~ 8

.?:

c

~

~ 7

• c:

b1l Vi 6

5 0

20 0

60 80 100 120 Return Period [Year n6Q23 46011.

--- 46028

• • • - 46215

-- 46218 40 160 PG&E Letter DCL-16-016 180 200 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

3.8982 3.8981 3.8981 3:8981 3.898 3.8979 3.8979 3.8979 3.8978 3.8977 6.948 6.949 6.95 6.951 Bathyme:try : Central Coast -

Datu1m : NiA. VD88 6.952 6.953 PG&E Letter DCL-16-016 10 o:

-10

-20,

-30!

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)

60 55 50 C'l

~ 45 z

~ 40 35 30 25

-220

-210

-200

-190

-180

-170 Lon. E. (Deg.)

-160

-150

-140 PG&E Letter DCL-16-016

-130

-120 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

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 PSR Point 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 Kobmeter&

I I

I I

I I

I I

I 123' 0'0 W 122'0 '0W PG&E Letter DCL-16-016 o*o*N

~

")~;' ~

~~

~

Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-12 Physiographic Features in the DCPP Area

I

+

I

+

+

-h

<I

+

+

+

I T

+

+

+

~-

+

+ ' + +

+

y

~

I

~

+

+

~

1,{1 I

. I

~

• r

• ,I

+

+ '.*+

+

+

+ *+

..L

+

+

+

I

'i 1

+

Eq:danation 0 Diablo Canyon Pmver Plant (DCPP)

-- Fault

-- Rupture scenario CF-c asmalia ra!Jt zone HF-Hosgn fault tone PS - Purisima structure PG&E Letter DCL-16-016 SLBF-s, ta LUc.a Banks fault zone SLBF-Santa Lucia Banl<s fault zone-south SCF-SoLthv*Jest t.. r.amel fault 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

120°00' a

From Greene et al. (2006)

PG&E Letter DCL-16-016

119, 0 30' n

CALIFORNIA CSlJ Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-14 Location of Goleta and Gaviota Slides

Explanation

• • ~ ** Major fan valley MFV Monterey fan valley AFV Ascension fan valley MEFV Monterey East fan valley Headwall scarp of Sur Slide DCPP Diablo Canyon Power Plant Notes :

PG&E Letter DCL-16-016

• 1) Modified fmm G utmacl1er and Norm ark ( 1993 ).

2) Offsl1ore base map dfrom NCOC/NCAA Coastal Relief OEM (NOGC, 2005).

3) Onshore base map from U.S.G.S. 90-meter OEM.

0 I

50 I

100 Kilometers I

Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-15 Location of Sur Slide

122"30'W 122"W StvlSB-Santa Maria Slope Break zone SSB-Sur St1elf Break zone ACZ-Arguello-Conception zone SLBS -Santa Lucia Bank scarp zone LSC - Lower Slope Canyon zone SSL-Southern Santa Lucia Basin zone ENSZ - Escarpment-northem Sur zone ENZ-Escarpment-northern zone ECZ-Escarpment-central zone ESZ-Escarpment-southern zone 121"30'W 121"'ifll' Explanation PG&E Letter DCL-16-016 120"30'W DCPP Diablo Canyon Power Plant D

Landslide source zones 0

I 40 I

80 Kilometers I

Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-16 Landslide Source Zones Used in Previous Tsunami Analyses

35.25 35.2

~35.15 0 z

~ 35.1

~

"'C -

~ 35.05

=

~

35 34.95 121.2 121.1 121 120.9 Longitude (deg. West)

PG&E Letter DCL-16-016 0

-100

-200

-300

-400

-500

-600

-700

-800 120.8 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

35.6 35.4

-=

~ 35.2 z

oil Q.)

"'0 Q.)

35

"'0 =

~

~ 34.8 34.6 34.4 122.6 122.4 122.2 122 121.8 Longitude (deg. West) 121.6 PG&E Letter DCL-16-016 0

-500

-1000

-1500

-2000

-2500

-3000

-3500

-4000

-4500 121.4 Black ellipses are thew= 10 km by b = 15 km footprint of 4.5 (or 1 0.5) 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

Intake Top Deck ~

~~

El. 20.4 ft curtain Wall ~

El. -4.9 ft ---~

Bar rack Forebay El. -28.6 ft ---...-----~

+-W PG&E Letter DCL-16-016 Snorkels El. 52.3 ft ---......,..,~--

EI. 48.5 ft El. 34.9 ft

~

ASW Huts Ate ASW pump room Forebay Ceiling El. -o.7 It ASW Forebay I

Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-19 Elevation Profile of SSCs of Intake Structure (NAVD88)

Intake Top Deck Forebay Ceiling 2.5 ksf --

Curtain Wall ASW Huts 1.1 ksf 1.3 ksf PG&E Letter DCL-16-016 0.8 ksf

~w Flooding Hazard Reevaluation Report Diablo Canyon Power Plant Figure 3-20 RPMT Hydrodynamic &

Hydrostatic Forces on the Intake Structure

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, Table, Figure Revision 0 Revision 1 Section 1.5 This section provides clarifications on A paragraph was added to describe use terminology used in the report.

of the terms current design basis (COB) 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.

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. 12, 2.3.2. 13, 2.3.2. 14, 2.3.3 3.3 PG&E Letter DCL-16-016 Page 1 of 5 Reason for Change Provides clarification on use of terminology.

Editorial changes made because acronyms were defined in newly added paragraph in Section 1.5.

Reflects the most current UFSAR.

I

Section, Flooding Hazards Reanalysis Report, Table, Figure Revision 0 Sections These sections made reference to 2.3.2.1, safety-related buildings or components 2.3.2.2, 2:3.2.11, 2.3.2.13, 2.3.3 Section 3.1.2 This section provided the cumulative depth of the 1-hour and 6-hour Ll P of 4.5 and 5.9 inches, respectively.

Section 3.1.3 This section presented the LIP reevaluation results. Six topics and their associated results were presented:

(1) Frequency analysis results showed the 90 percent confidence interval for 106 years return period varied between 3.62 and 2.86 inches.

(2) Water depth above the door thresholds and areas to the west of the turbine and buttress buildings varied between 0.09 ft. and 1.4 ft.,

with five of the doors/areas showing no inundation.

Flooding Hazards Reanalysis Report, Revision 1 Replaced the term safety-related with PG&E Design Class I.

A sentence was added to address additional methods used in performing the revised LIP modeling: FL0-20 models (locations and elevations) of the buildings and features were verified by site walkdowns.

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:

(1) Frequency analysis results showed the 90 percent confidence interval for 1 06 years return period varied between 3.60 and 2.84 inches.

(2) Water depth above the door thresholds and areas to the west of the turbine and buttress buildings varied between 0. 05 ft. and 0. 68 ft.,

with six of the doors/areas showing no inundation.

PG&E Letter DCL-16-016 Page 2 of 5 Reason for Change Revised to be consistent with the terminology used in UFSAR Revision 22.

Reflects more conservative assumptions used in the revised LIP modeling.

Editorial change made to clarify that the values provided represent rainfall amount.

Reflects revised Ll P modeling results.

Section, Flooding Hazards Reanalysis Report, Table, Figure Revision 0 (3) The 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 />.

(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. 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 Flooding Hazards Reanalysis Report, Revision 1 (3) The duration of time dependent water depths varied between 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 />.

(4) Area A3 includes commodities related to the safety-related diesel fuel oil transfer system. Area A3 showed a maximum water depth value of 0.21 ft.

(5) Maximum velocity values are less than 1 ft/sec for all commodities.

(6) The total associated effect is the force (per linear foot of surface) due to hydrostatic and hydrodynamic loading of the Ll P varied from 1 lb/ft.

to 35 lb/ft. for doors and areas experiencing inundation.

This section was revised to reflect the updated reevaluated LIP water depth PG&E Letter DCL-16-016 Page 3 of 5 Reason for Change Reflects revised LIP modeling results.

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Section, Flooding Hazards Reanalysis Report, Table, Figure Revision 0 reevaluated LIP determined that the water depth above the door thresholds and areas to the west of the turbine and buttress buildings varied between 0.09 ft. and 1.4 ft., with five of the 29 doors/areas showing no inundation.

The 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 />.

Section 4.5 This section made a comparison to the COB.

Section 4.6 This section made a comparison to the COB.

Section 7.0 This section contained a reference to UFSAR Revision 21 as PGE, 2013.

Table 3-5 Table provided maximum water depth and flood duration for doors and area to the West of the turbine building and buttress buildings. Water depths

• ranged from 0.09 ft.- 1.4 ft., with five doors showing no inundation. The 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 associated affects resulting from a LIP event. The total force ranged from 0.03 I b./ft. - 21. 51 I b./ft.

Flooding Hazards Reanalysis Report, Revision 1 above the door thresholds and areas to the west of the turbine and buttress buildings, which varies between 0.05 ft.

and 0.68 ft., with six of the 46 doors/areas showing no inundation, and the duration of time dependent water depths, which varies between 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 />.

The conclusion that the reevaluated LIP is not bounded by the current analysis did not change.

This section was revised to clarify that the comparison is being made to the COB/CLB.

This section *was revised to clarify that the comparison is being made to the COB/CLB.

Reference PGE, 2013 was deleted and a reference to UFSAR Revision 22 as PGE, 2015 was added.

Table numerical values were revised.

Water depths range from 0.05 ft. - 0.68 ft., with six doors showing no inundation. The duration of time dependent water depths vary between 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 />.

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 OCL-16-016 Page 4 of 5 Reason for Change Aligns with the newly added clarification in Section 1.5.

Aligns with the newly added clarification in Section 1.5.

Reflects the most current UFSAR.

Reflects revised LIP modeling results.

Reflects revised LIP modeling results.

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Section, Flooding Hazards Reanalysis Report, Table, Figure Revision 0 Table 3-7 Table included fitted precipitation estimates and 90 percent confidence interval (CI) for return periods 2 years through 1 million years. For a 1 million year return period, the 90 percent Cl ranged from 2.86 inches to 3.62 inches of precipitation.

Figure 3-2 Included figure Figure 3-2b Figure new to Flooding Hazards Reanalysis Report, Revision 1 Figure 3-3 Included figure Flooding Hazards Reanalysis Report, Revision 1 Table was revised to include fitted precipitation estimates and 90 percent Cl for the 1 million year return period.

For a 1 million year return period, the 90 percent Cl ranged from 2.84 inches to 3.60 inches of precipitation.

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.

Figure was replaced to reflect revised water depths near the power block structures.

PG&E Letter DCL-16-016 Page 5 of 5 Reason for Change Reflects revised Ll P results and removes extraneous return period information not required to make a comparison to the National Research Council values.

Provides better understanding of LIP inundation results.

Provides better understanding of LIP inundation results.

Reflects revised Ll P modeling results.