PCWA Middle Fork American River Project Relicensing - Placer ...

Jnofflclal FERC-Generated PDF of 20040722-0209 Received by FERC OSEC 07/07/2004 in Docket#: P-2079-000 

Placer County Water Agency 

Power System: 24625 Hatrtum St. • Mail: P.O. Box 667 • Fofellhill, Califofma 95631 

(530) 367-2291 (530) 885-6917 FAX (530) 367-4440 

Mr. Takeshi Yamashita, Regional Engineer 

FEDERAL ENERGY REGULATORY COMMISSION 

901 Market Street, Suite 350 

San Francisco, CA 94103 

Re: FERC Project No. 2079-CA 

Dear Mr. Yamashita: 

A P.blic Agency 

BOARD OF DIRECTORS 

Paxline Roccucci * Ale.* Ferreira 

Otis Woll,m • Lowell Ja~is 

Michael R. Lee 

David A. Breninger. General Manager 

Ed ~edema... General Counsel 

July 6, 2004 

Enclosed are three copies of a report dated May, 2004 by Mead & Hunt entitled, 

"Probable Maximum Flood Determination - Hell Hole, Interbay, and Ralston Afterbay 

Dams. This report is being submitted in fulfillment of the following two 

recommendations: 

In the Five-Year Dam Safety Inspection Report for Ralston Afterbay Dam, dated 

February 25, 2000, the Independent Consultant recommended that an updated 

PMF flood and spillway adequacy study be completed before the next 5-year 

dam safety inspection. Our Plan of Action, submitted to Mr. James Gods by 

letter dated April 14, 2000, proposed that the study be completed in time for the 

Independent Consultant to fully review, assess, and comment on the study's 

adequacy and what it may mean for the dam as port of the next 5 year dam 

safety inspection. This Plan of Action was accepted by Mr. Gods by letter dated 

Apdl 26, 2000. 

In the Five-Year Dam Safety Inspection Report for Hell Hole Dam, dated 

December 11, 2001, the Independent Consultant recommended that a new flood 

study and spillway adequacy evaluation be completed before the next 5 year 

dam safety inspection. Our Plan of Action, submitted to Mr. James Gods by 

letter dated February 12, 2002, proposed that the study be completed in time for 

the Independent Consultant to fully review, assess, and comment on the study's 

adequacy and make recommendations for any necessary mitigation as part of 

the next 5 year dam safety inspection. We were notified by letter dated March 

25, 2003 that you have completed a review of the December 11, 2001 dam 

safety inspection re portwelw~bAMemlOMiBeti~and 

we we relProvided your comments. ~ ~ ~ / 7 J Z~ U h ,


Letterto Mr. Takeshi YamaShita July 6, 2004 

A'bdef summery of the Mead & Hunt study results for these two dams is as follows: 

Ralston Alterbay Dam 

The Mead & Hunt PMF spill is 276,200 cfs which results in a maximum reservoir 

stage of 1200.4 feet. This is 11.4 feet above the road across the dam. 

Hell Hole Dam 

The new Probable Maximum Flood (PMF) results in a maximum spill of 85,800 

cfs and a maximum reservoir elevation of 4647.1 feet, which is 2.8 feet below the 

lowest point on the crest. With worst case wind and wave run-up, the left and 

right sides (abutments) of the dam will be overtopped by about 3 feet. 

Also enclosed are three copies of a CD which contains the HEC-1 model input files for 

the calibration events, and the observed precipitation and stream flow sequences as 

DSS files. 

If you have any questions, please contact me at (530) 367-2291 or at 

siones~Dcwa.net. 

CC: David A. Breninger 

Richard C. Hadan 

Edward J. T~demann 

Sincerely, 

PLACER COUNTY WATER AGENCY 

Stephen J. Jones 

Power System Manager

Unofficial FERC-Generated PDF of 20040722-0209 Received by FERC OSEC 07/07/2004 in Docket#: 

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Probable Maximum Flood Determination 

Hell Hole, Interbay, and Ralston Afterbay Dams 

Middle Fork American River Project 

FERC Project No. 2079 

k 

Prepared for: 

Prepared by: 

ME.4D 

t~'NF 

May 2004 

p-2079,000 m


Table of Contents 

1. Summary .......................................................................................................................................... 1 

2. Purpose of Study .............................................................................................................................. 3 

3. ~ of Project Facilities ........................................................................................................ 4 

A. Descdptkxt of Middle Fod(JRubicon River Basin .................................................................... 5 

4. Previous Probable Maximum Flood Studies .................................................................................... 7 

5. Watershed Model Development and Calibration .............................................................................. 8 

A. Model Development ................................................................................................................ 8 

B. Model Calibration .................................................................................................................. 10 

6. Development of Meteorological Inputs to PMF Model ........................................... ......................... 14 

A. Probable Maximum Precipitation - General Storm .............................................................. 14 

B. Local Storm ........................................................................................................................... 16 

C. Temperature Sequence ........................................................................................................ 17 

D. Snowpack during the Probable Maximum Storm ................................................................. 17 

7, Operation of Dams and Reservoirs dudng the Probable Maximum Flood .................................... 19 

8. Probable Maximum Flood Model Results ....................................................................................... 20 

9. Freeboard Considerations at Hell Hole Dam .................................................................................. 22 

10. Probable Maximum Flood Stages at Placer County Water Agency Powerhouses ........................ 23 

11. Conclusions .................................................................................................................................... 24 

References ............................................................................................................................................... 25 

X" t I 6191,00tO300 f I TECI'ARP TSl ~ DOC I 

Page

]nofflclal FERC-Generated PDF of 20040722-0209 Received by FERC OSEC 07/07/2004 in Docket#: P-2079-000 

em 

List of Tables 

Table Page 

1 Summary of PMF Determination for Hell Hole, Intarbay, and Ralston Atterbay Dams ....... 1 

2 Active Stream Gages in Study Basin .................................................................................. 6 

3 Subbasins in Watershed Model for Developing the PMF .................................................... 8 

4 Area-Elevation Relationship for Model Subbaelns .............................................................. 9 

5 Data Sources for Watershed Model Calibration ................................................................. 11 

6 Basin Parameters Used to Develop PMF Hydrographs .................................................... 13 

7 Summary of PMS DevelopmanL ....................................................................................... 15 

8 Basin Average Temperature Ranges Associated with PMS ............................................. 17 

9 Assumed Snowpack at Outset of PMS ............................................................................. 18 

10 PMF Inflows, Outflows, and Stages at Hell Hole Dam ...................................................... 20 

11 PMF Inflows, Outflows. and Stages at interbay Dam ....................................................... 20 

12 PMF Inflows, Outflows, and Stages at Relaton Dam ........................................................ 21 

13 PMF Stages at Placer County Water Agency Powerhouses ............................................ 23


em 

. Ust of Exhibits 

a 

.= 

Exhibit 

1 Middle Fork Pro'~cl Map 

2 Spillway and Reservo~ Curves for Hell Hole Dam 

3 Spillway Rating Curve Calculations for Interbay Dam 

4 Spillway Rating Curve Calculations for Ralston Afterbay Dam 

5 Subbasin Map with Rain and Snow Gages and Dam Locations 

6 CaSbratmn Results - 1996 Flood 

== 7 Calibration Results - 1996-97 Rood 

a 

~B 

8 PMS and Temperature Calculations - Hell Hole Dam 

9 PMS and Temperature Calculations - Interbay Dam 

10 PMS and Temperature Calculations - Ralston Afterbay Dam 

tl 11 PMF Inflow, Outflow, and Stage Hydrographs at Hell Hole Dam 

J 

12 PMF Outflow and Stage Hydrographs at Interbay Dam 

13 PMF Outflow and Stage Hydrograqohs at Ralston Afterbay Dam 

14 Wave Runup Calculations foe Hell Hole Dam 

X:tIBI9f-OO~O3001~TECH~PTSI~DOC tl


1. Summary 

Probable Maximum Flood Determination 

Hell Hole, Interbay, and Ralston Afterbay Dams 

Middle Fork American River Project 

FERC Project No. 2079 

This report describes the devstopmant of the Probable Maximum Flood (PMF) inflow and outflow 

hydrographs at the Hell Hole, Interbay, and Ralston Afterbay Dams. These facilities are part of the Placer 

County Water Agency's (PCWA's) Middle Fork American River Project. 

The study included the development of a watershed model for the Middle Fork basin down to Ralston 

Afterbay Darn; hydrologic data collection end calibration of the model to floods in 1996 and 1997; 

development of Probable Maximum Storm (PMS) end coincident temperature sequences as directed in 

the U.S. Department of Commerce, National Oceanographic and Atmospheric Administration (NOAA) 

Hydrometeorologtcal Report No. 58; and simulation of rain-on-snow PMFs for the months of November, 

March, and April. Local stonns without snowmelt were also investigated for Ralston Afterbay and 

Interbay Dams, because the functioning of the radial spillway gates at these dams could be affected by a 

severe thunderstorm. 

Table 1 summarizes peak PMF inflows and outflows at the three facilities. 

Facility 

Hell Hole Dam 4649.9 

Inferbay Dam 2538.3 

Ralston Afterbay 1189.0 

Dam 

Table 1 

Summary of PMF Detm'mlnatlon for 

Hell Hole, Interbay, end Ralston Afterbay Deme 

Mlnlmcm 

Dim Cre4t 

Elovltlon Peak PMF Inflow Peak PMF 

(f~ NGVO)" Month (ct~)" OuUtow (=t,) 

X:t f 6 f g f -oo~o3OO I t TECHIRP TSI WPCIO4OSO4A. DOC 

November 89,6O0 85,800 

Mamh 88,600 84,500 

Apdl 73,6O0 70.300 

November 64,700 64.700 

March 63.900 63,G00 

April 51,500 51,500 

Local storm 

(summa) 

20,100 20,100 

Novembe¢ 276,300 276,200 

Pink PMF Stage 

lit Omit 

(f~t NOVD) 

4647.1 

4647.0 

4644.9 

2544.1 

2543.9 

2540.3 

2542.9 (with radial 

gates do~


Fa(dllty 

Table 1 

Summary of PMF Determination for 

Hell Hole, Intmbay, end Ralston Afterbay Dams 

Minimum 

Dam Crest 

Elevation Peak PMF Inflow Peak PMF 

(feet NGVD)' ~ (cha)'* Outflow (cfe) 

NG VD = Natkx'~ Geod~c V~ Da ~'n. 

*" ds = cub,~ fee~ per mk'tu~e. 

Pe~ PMF Stage 

mDam 

(lost NGVD) 

March 273,200 273,100 1200.0 

April 219,800 219,800 1194.0 

LocaJ storm 1198.0 (with rad~d 

82,600 82,600 

(sornm~) gates do~d) 

The PMF would not overtop Hell Hole Dam, but would overtop Interbay Dam by approximately 6 feet and 

Ralston Afterbay Dam by approximately 11 feet. 

X~ t I ~ I 91~(~O3001t TE t ~ ~C~504A ~ 2


2. Purpose of Study 

The PMF has been previously calculated for the PCWA's facllitJas in the Middle Fork American River 

basin, including French Meadows Reservoir and L.L Anderson Dam, Hell Hole Reservoir end Dam, 

Interbay Dam, and Ralston Afterbay Dam. However, with the exception of new studies for LL Anderson 

Dam in 1988 end 2003, the most recent PMF study for these facilities was completed in 1982. Since the 

completion of that study, there have been a number of developments that could affect the determination 

of the PMF in the watershed. These include: 

• Large floods In 1986, 1996, end 1997, with the flood of record for the Iowor part of the basin 

occurring in late 1996 and early 1997. 

The issuance in 1998 of a new NOAA hydromateorologlcal report, HMR 58, which provides new data 

and procedures for developing Probable Maximum Precipitation (PMP) sequences for California 

watersheds (NOAA, 1998). 

The issuance in 2001 by the U.S. Army Corps of Engineers (USACE) of a comprehensive PMF study 

for Foisom Darn, which Included analysis of the Middle Fork basin (USACE, 2001). The USACE 

study demonstrated that when precipitation data from HMR 58 were used, the PMF increased 

substantially over previous estimates. 

Hall Hole Dam is a 410-foot-high, rock-fill dam impounding a large reservoir, end if a PMF-type event 

were to overtop the dam end cause it to fail, it is very likely that the failure would pose a significant 

downstream hazard. Interbay and Ralston Atterbay Dams do not have the height, the storage capacity, 

or the rock-fill construction of Hall Hole Dam. However, even if the potential for downstream damage 

caused by dam failures is low, the PMF at these locations is of interest because of the potential damage 

to project facilities, either from upstream flooding or from extreme loading conditions on the structures. 

Therefore, the PCWA retained Mead & Hunt, Inc. to perfonn an updated PMF study, taking into account 

the recent flood events end new PMP data. 

X~I6191-OO~ItTEC~W~OOC 3


3. Description of Project Facilities 

The Middle Fork American River Project is located on the western slope of the Sierra mountain range in 

northern Catifomia (Exhibit 1). The project comprises two major storage reservoirs (French Meadows and 

Hell Hole), five powerhouses, and associated tunnels, penstocks, and diversion dams. Pertinent features 

of the three facilities addressed in this study are summarized below. 

He. Hole Dam. Hell Hole Darn is a 410-font-high,/,$$¢:~'foot- Jill .'~A,,•~:~; ~'.." :" 

long, rock-fill dam located on the north fork of the Rubicon i ~ 

River. The 207,600-acre-foot reservoir receives inflows from i!-'•~'~'- ~ - 

the upper Rubicon River watershed and through a power plant 

diversion from the French Meadows Reservoir. During normal 

operating condttic~s, water is diverted from Hell Hole Reearvelr 

through the Middle Fork Tunnel to the Lowell Stephanson 

power plant. A 725-kilowatt (kW) powerhouse is also located at 

Hell Hole Dam for the purpose of maintaining minimum 

streamflows in the Rubicon River. Operating reservoir levels 

renga from 4340 to 4630 feat. This spillway is a 350-foot-long ....... ---. ,.:~ . . . . . . . . . 

weir, having a crest elevation of 4630 feet There are no gated spillways. The minimum eleve.tlon of the 

dam crest is 4649.9 feet. and the max~um elevation is approximately 4657 feet. 

A spillway feting curve and a ~ r storage curve (reproduced from the 2001 independent consultant's 

safety inspection) are presented in Exhibit 2. 

IntarbayDam. Intarbay Dam is located on the Middle Fork American River just downstream of the Lowell 

St~on (Middle Fork) power plant. Water is diverted above the dam through the Ralston Tunnel to 

the Ralston power plant. The dam, a 70-foot-high, concrete.gravity structure, impounds a 175-acre-foot 

reservo4r having a no(reel operating elevation of 2527 feat. The spillway consists of four 20-foot-wide by 

20-foot-high gated bays and two ungated overflow sections. The crest elevation of the gated spillways is 

2510 feet, and the crest elevation of the ungated spillways is 2529 feet. A roadway with a curb elevation 

of 2538.3 feet runs over the spillway gates. The spillway rating curve has been extended for this study to 

account for the possible interfarenco betwesn the bottom of the radial gates and the upper nappe of the 

spillway flow. This curve, shown with supporting calculations in Exhibit 3, indicates that the maximum 

discharge at top-of-dam elevation 2538.3 feat is 45,800 cfs. At higher elevations, the ratk~g curve also 

~',.cludes the transition from free-surfane to orifice flow when the roadway interferes with flow over the top 

of the open gates. 

Ralston Afterbay Dam. Ralston Afterbay is located on the Middle Fork of the American River just 

downstream of the Rubicon River-Middle Fork confluence. A 400-foot tunnel conveys water from the 

dam's impoundmant to the Oxbow power plant, which is just downsVeam of the dam and upstream of the 

mouth of the North Fork of the Middle Fork of the American River.


The 89-foot-high, concrete-gravity dam impounds approximately 2,800 acre feet of water at the m~um 

normal headwater elevation of 1179 feet. The spillway consists of five radial gate bays, each 40 feet wide 

and 30 feet high, having a spillway crest elevation of 1149 feet. At the top of dam elevation of 1189 feet, 

the max~um spillway capacity is 179,400 cfs. Spillway rating curves and documentation for Ralston 

Aftarbay Dam are provided in Exhibit 4. 

A. Description of Middle Fork/Rubicon River Basin 

The combined drainage area of the Middle Fork American River and Rubicon River at Ralston Afterbay is 

425 square miles, as measured in 2003 from 1:24000 U.S. Geological Survey (USGS) topographic maps. 

Of this area, 160 square miles are regulated by Hell Hole and French Meadows Reservoirs, which have a 

significant effect on downstream flood peaks. An additional 8 square miles In the Rubicon River basin are 

regulated by Loon Lake Reservoir, which is operated by the Sacramento Municipal Utility District. 

The basin varies in elevation from 1180 feet at RaLston Aftarbay Dam to almost 10000 feet at the Sierra 

divide above Hell Hole Dam. An analysis of snowpack depths performed in conjunction with the 2003 

PMF study for the L.L. Anderson Dam Indicated that extreme springtime snowpacks in the headwater 

areas approach 100 inches water equivalent. Most of the largest floods on record in the basin are winter 

rain-on-snow events. The flood of January 1997, which was the flood of record at Hell Hole and some 

lower basin locations, peaked at approximately 74,000 cfs at Ralston Aftarbay Dam. This flood resulted 

from a basin average rainfall of 24 inches over a 9- to 10-day period. Fo~ comparieort, the t 00-year, 

7-day precipitation for the watershed area is approximately 15 inches. (NOAA Atlas 14, Precipitation 

Frequency Atlas of the United States, National Weather Service, 2003). 

X.~Iglgl-OO~O3OO~ITECH~PTS~WPC~40504~00C S


Table 2 summarizes active stream gages in the basin and the flood of record at each. 

Site Name =m¢l USG8 

Gage No. 

I~ddle Fork Amedcan River 

Below Fm~h Meadows 

Resen~lr (11427500) 

Middle Fock above Middle 

Fork Powe~ 

(11427760) 

I~ddle Fork below Interbay 

Dam (1142770) 

Middle Fod~ near Foreslhll 

(11433300) 

Rublco~ River bek~v 

Rubicon Dam (11427960) 

Rubicon River be4ow HeN 

HoCe Dam (11428800) 

Table 2 

Active Stream Gagel In Study Bmlln 

Dr=in,ge ~,m 

(mqumre mllee) Period of Record Pemk Row of Record 

47.9 1951 to present 

87.8 1965 to present 

89.1 

524 (includes North 

Fock of Middle Foal(, 

which is not a part of 

this s~.dy) 

26.8 

114 

X'118 f9 f ~0~0001 tTEC/N~TS~ ~ . D O C 6 

1965 to present 

1958 to present 

1965 to preesnt 

1991 to prmHmt 

21,500 cfs (January 1963 - 

before dam) 

6,050 cfs (May 1996) 

13,900 cfs (January 2, 1997) 

Not available 

123,000 cfs (January 1997) 

Not available 

28,8oo c~ (January 1997)


4. Previous Probable Maximum Flood Studies 

A PMF study was completed for Hell Hole, Intarbay, and Ralston Afterbay Dams in 1982 by the consulting 

firm Sierra Hydrofech. That study utilized PMP data from HMR No. 36, which has since been superseded 

by HMR 58 and 59. In that study, the basin hydrologic parameters for timing, losses, and snowpack 

effects were developed by calibration at two gages, the Rubicon River at Rubicon Springs and the North 

Fork of the American River at North Fork Dam. Although the Rubicon River is part of the study basin, the 

North Fork is no(. The North Fork was considered to be an analogous basin to the Middle Fork, as very 

little information was available about historic floods within the Middle Fork basin. 

Siena Hydrofech developed PMF hydrographs for an October storm and a January or February storm for 

H~II Hole, Ralston Afterbay, and Intarbay Dams. October was the month for which HMR 36 reported the 

most intense PMP; January and February were more critical in terms of potential snowrneit. All of the 

storms simulated were general storms as defined in HMR 36. No local storm (a short, intense storm 

covering a smaller area than the general PMP) was simulated in the 1982 studies. These analyses 

yielded an estimated PMF outflow of 69,300 cfs at Hell Hole Dam, 42,700 cfs at Interbay Dam, and 

201,000 ofs at Ralston Afterbay Dam. 

At about the same time (1980, revised in 1988), Pacific Gas & Electric Company hydrologists perfocmed a 

PMF study for French Meadows Reservoir and L.L. Anderson Dam. This study, which utilized HMR 36. 

gave a peak PMF outflow of 15,500 cfs. An updated PMF study lor L.L. Anderson Dam and French 

Meadows Reservoir was completed by Mead & Hunt in 2003, concluding that the peak PMF outflow from 

L.L. Andemon Dam would be 37,500 cfs. The watershed model developed for that study has been 

retained and is a part of the basin medal used in the present study. 

In addition to the incorporation of PMP data from HMR 58 and 59, the 2003 French Meadows PMF study 

included a model calibration to the flood of January 1997. As a result of this calibration, a uniform loss 

rate for rain, rain on snow, or snowmeit of 0.03-inch per hour was adopted. This value is considerably 

lower than that used in previous studies, but was necessary to achieve model calibrabon to the 1997 

e~ent. The USACE, in its 2001 PMF study for Folsom Dam, had reached a similar oondueion based on 

calibrations to the 1997 flood, and adopted a zero loss rate for all of its model subbaslns above Ralston 

Afterbay Dam. 

~'It~19t~t~Q~OOtlTEt~Nx, t P ~ D O C


5. Watershed Model Development and Calibration 

A. Model Development 

The 425-square-mile watershed above Ralston Afterbay Dam was subdivided into ten subbasins fo~ the 

purpose of flood simulation. These subbasins are mapped in Exhibit 5 and are summarized in Table 3. 

Table 3 

Subbulne In Watershed Model four Developing the PMF 

Mean All 8elllon 24-hour index 

Arm Used to 0eveiop Eknmtlo~ (feet PMP from HMR 58/ 

Subbemln (IKlUme mlkm) PMF at: NGVD) HMR 50 (Inches) 

Interbay, Ralston 

Frectch Meadows 47.1 6500 28 

Duncan Canyon 

Upper I-lel Hole 

Lower He~ Hole 

42.2 

41.9 

70.8 

Loon Lake" 57.7 

Middle Rubicon 20.2 

Lower Rubicon 45.9 

Stumpy Meadows 28.9 

Long Canyon 48.9 

Lower Middle Fork 21.9 

Hell Hole, RaiSon 

Ralsto~ 

54OO 

7000 

54OO 

27.5 

26 

26 

6000 25.5 

4300 24 

4200 23 

4500 24 

4600 25 

3500 22.5 

"Note: the Loon Lake dam and ~ are ktcluded within the Loon Lake subbasln. Because ol the smalf 

drain~tge area (8 ~quare n~7e~) c~ntr~Md by the mset~ir and a ~ack ~f ca~ibra~k~n data ab~ve ~ ~ ~ ~e~ 

the dam was not lncluded as a separate model bmeilq~nt. 

The USACEs HEC-1 watershed model was used to develop the PMF inflow and outflow hydrographs at 

each point of interest. For the purposes of snowmelt simulation, each of the ten subbasins in the model 

was divided into 1000-foot elevation intervals as shown in Table 4. 

X~ I1619 f -OO~O3001I TE CHV:tP TS~ W P C ~ 8


Table 4 

Area-Elevation Relationship for Modkd Subbaslns 

8ublxNdn Square Miles In ~on Intenml (in feet) 

3OOO 

and 

lower 

3000 to 

4OOO 

4000 to 

5OOO 

5000 to 

(mOO 

6000 to 

7000 

Lower Middle Fod~ 8.8 7.6 5.9 1.8 m 

Lower Rubicon 10.2 13.8 18.9 3.0 BE 

Stumpy Meadows 0.9 5.1 18.4 6.4 0.1 

Long Canyon 2.2 7.3 19.6 16.1 3.7 

Duncan Canyon 

Middle Rublco~ 

Loon Lake 

French Meadows 

Upper Hel Hole 

Lower Hell Hole 

0.4 

29 11, 1,6t96t05 

7000 to 

8OOO 

0.8 [ 7.5 T 9.2 2.6 0.1 

2,st242t t 03 

15.9 19.5 9.9 1.8 

5.1 t 20.4 t 30.6 t 11.2 2., 

9OOO 

8000 to and 

i Ngher 

Pre-calibmtion input to the modeJ included the area relationships shown in Table Nos. 3 and 4; recorded 

reservoir elevations at the beginning of each storm; storage and spillway rating curves for Hell Hole, 

French Meadows, Interbay, and Ralston Nterbay Dams; and preliminary values of the following: 

• Clark unit hydrograph parametem, estimated from basin length and slope and comparison 1o 

calibrated values in the French Meadows study. 

Constant loss rates for bare ground and for snow-covered ground, estimated from the 2003 French 

Meadows study;, the 1982 PMF study by Sierra Hydrotech; and the 2001 USACE study for Folsom 

Dam. 

• A snowmelt temperature index value, relating the melt rate of snow to the temperature in degrees 

above freezing. 

X.'t f 8191.0~O30011TECHIR P TSI ~ DOC


Kinematic wave-routing parameters for trenslaUng hydrographs through the Middle Fork and Rubicon 

Rivers based on channel distance, slope, channel roughness, and channel configuration during flood 

cofclitions. 

B. Model Calibration 

The model was calibrated using precipitation, snowpack, and streamflow data from the floods of 

May 1996 and December 1996-January 1997. The flood of February 1986 was also investigated, b~t 

available climatological data from that event were insufficient to develop a reliable precipitation sequence. 

Key calibration points in the model were at Intarbay, Hell Hole, end Ralston Afterbay Dams. French 

Meadows Reservoir was not treated as a calibration point because calibration of that watershed was 

completed in the 2003 PMF study for L.L Anderson Dam. 

During the December 1996-Januery 1997 flood, most of the basin was snow-covared at the outset of the 

storm. The majority of the bash retained it snow cover through the storm, In May 1996, snow was 

present at the highest elevations and contributed significantly to streamflows in the Hell Hole and French 

Meadows subbasins, but was not a significant factor at lower elevations. 

U.S. Geological Survey (USGS) stream gages are located downstream of Hell Hole Dam and upstream of 

Interbay Dam. The following data sources were used to reconstruct the obsewed 1996 and 1996-97 

hydrographs at each of the calibration points: 

Heft Hole Dam:. Continuous reservoir stage record and operator's notes. Although there is e USGS 

gage below the dam, it measures only low flows. Reported flood flows at the gage are based on a 

combination of the stream gage records and spillway records. 

• Interbay Dam:. USGS upstream gage record (incomplete with estimated values for January 1997) 

and operator's spillway release notes. 

• Ralston Aflerbay Darn:. Operator's spillway releese and headwater level no~es. 

Precipitation, temperature, and anowpack data were obtained from the California Data Exchange Center 

(CDEC) as shown in Table 5. The locations of the climate stations listed are shown in Exhibit 5. 

10


g 

I 

Greek Stem 

Squaw Valley 

Hu~k 

Sugar Pine 

Said Mountain 

Table 5 

Data Sources for Watershed Mockd Calibration 

Gage Location CDEC De4dgnatlon Type(e) of Data 

GKS 

SQV 

HYS 

Robbs Saddle RBB 

Van Vleck UUL 

Lake Lois LOS 

Fallen Leaf lake LFF 

Rubicon Peak RP2 

Hell Hole HLH 

Wan:l Creek WC3 

Hourly pracipita~on, temperature, 

daily snow pack water equivalent 

Hourly precipitation, daily 

temperature, dally snow pack 

water equlvalent 

Daily precipitation, hourly 

temperature, daily snow pack 

water equivalent 

SGP Hourly pradpltaflon, 

hourly ten'q)eratu m 

BMT Houdy predp~atk~, 

hourly temperature 

t! 

Houdy precipitation, 

hourly temperature, daily snow 

pa~ wmr ~J~ent 

Hourly prec~Itatlon, 

hourly temperature, daily snow 

pack water equivalant 

Dally snow pack water equivalent 

Da.y prec~a.on, 

daily temperature, daily snow 

pack water equivalent 

DCly~, ddy 

temperature, dally snow pack 

water equivalent 

Houdy ~t~n, hou~y 

tem~ratum 

Delly ~tlon, damy 

tempeatum, daily snow pack 

water equivalent


The HEC-1 watershed model was calibrated by adjusting the inputs listed as "preliminary" above: unit 

hydregraph parameters, loss functions, anowmeit index, and channel-routing parameters. Of these, the 

loss function and the snowmeit index primarily affect the volume of the flood hydrograph, while the unit 

hydrograph and channel-routing parameters affect only the shape of the hydrogreph. 

The temparature index method for computing snowmelt is based on the assumption that there is a 

proportional relationship between temperature above freezing and the volumetric rate of snowrnelt. This 

approach slmplitles the snowmeit comlxdation process considerably, relative to energy-budget methods 

that account for snowpack density and albedo, relative humidity, and wind speed. However, by treating 

the index as a calibration parameter we can achieve a reasonable melt rate representation for extreme 

floods that does not rely upon detailed meteorological and climate data, which are generally not available. 

The calibration parameters ware varied by trial and error until an acceptable match between the shape 

and volume of the observed and simulated hydrographs was achieved. Constraints on the calibration 

adjustments included the following: 

• Parameters for each subbasin should make physical sense - by themselves and compared between 

subbasins - with respect to land cover, slope, and other known basin data. 

Unit hydrograph parameters should be the same for the two simulated floods. Calibrated losses were 

slightly higher for some of the lower subbamns for the May 1996 event, reflecting a more vegetated 

condition and/or drier antecedent condition than during the winter flood. 

The 1997 storm, being larger and more spatially uniform than the 1996 storm, was given more weight 

than the 1996 etorm in evaluating the calibration. Loss rates derived from the 1997 storm were 

considered most relevant to a rain-on-anow PMF. 

• Calibration results are shown in Exhibit Nca. 6 and 7. Where recorded data from different sources 

diverged, both sets of observed data are shown on the plots. 

For the 1996-97 flood, a good fit was achieved at Ralston Afterbay (Exhibit 7). The simulated Hell Hole 

hydrograph also replicates the ~ data very well, except for a shift in time of about 3 hours. 

However, because the rate of rise in the simulated and observed hydrogral~s was identical, we attnbuta 

this shift to the prec~itation data (which were transferred from Greek Store) rather than to the basin 

timing parameters. Ukewtse, the simulated hydrograph at Interbay for the 1996-97 flood tracks the 

observed data well, given that the USGS gage apparently began to malfunction early on January 2, and 

the peak and average flows on this day were estimated after the event. 

The final unit hydrograph and loss parameters selected for each subbasin are listed in Table 6. A melt 

coefficient of 0.07 (in inches of melt par degree-day over 33 degrees) was applied to melting smowpack 

throughout the basin. 

X:IISf91-OG~O300f~TECI'N:fPTSI~DOC 12


Table 6 

Basin Parameters UmKI to Develop PMF Hydrographe 

Uniform I.mm 

u0dform Lore Rata for S~v- 

Rite for 8now- Free Oro¢lnd 

Covefod (InofNm W Clark Time of CkulK Storago 

Ground (IncJ~m hour, occum ~ Coofflckmt R 

Subl~min 

per hour) lad8 in im)rm) (hours) (hour) 

Lower IWddle Fork .03 0.01 8 3.8 

Lower Rubicon .03 0.01 10.8 3.8 

Stumpy Meadows .03 0.01 8.9 3.8 

Long Canyon .03 0.01 9.3 3.8 

Duncan Canyon .03 0.01 9.7 3.8 

Midcge Rubicon .03 0.01 7.5 3.8 

Loon ~ .03 0.01 9.8 3.8 

French Meadows 0.03 0.01 6.45 1.81 

Upper HeM Hole 0.03 0.01 8.0 4.0 

Lower Hell Hole 0.03 0.01 10.0 4.0 

The Clark storage coefficient for the French Meadows subbasin is smaller than the coefficients assigned 

to other subbasins. Clark parameters for the French Meadows subbasin were adopted from a study 

performed in 1960 by Pacific Gas & Electric Company. The 2002 Mead & Hunt restudy, which included 

calibration to the flood of January 1997, revealed no reason to modify those parameters. However, in the 

currant study, larger storage coefflc~nts were found to give the best representation of recordad floods at 

the lower basin gages and at Hell Ho~e. 

The Clark storage coefficient measures neither the volume of water entering the reservoir nor the time of 

the peak inflow. Instead, it describes how the runoff volume is distnbutad around the peak. Because 

reservoir storage (which is entirely separate from the storage coefficient applied to the inflow hydrograph) 

is so substantial in French Meadows Reservoir and Hell Hole Reservoir, the computed outflow 

hydrographs at the calibration po~ts are very insensitive to the storage coefficient that is applied to the 

raservoir inflow hydrogral~. The same insensitivity would apply to the computed PMF stage and outflow 

hydrogmphs. 

The HEC-t model input files for the calibration events, as we~l as the observed prec~pitstion and 

streamflow sequences as DSS files, accompany this report on CD. 

X~t619f.OO~O~OfITECI'NTPTSI~DOC f3


6. Development of Meteorological Inputs to PMF Model 

A. Probable Maximum Precipitation - General Storm 

The all-season PMF for all of the facilities studied would be caused by a general PMS occurring in 

conjunction with deep snowpack end high temperatures. Index maps in HMR 58 show that the PMP is 

maximized in the months ol November through March for Hall Hole end Interbay;, but for the watershed at 

Ralston Afterbay, an equally large storm could also occur in October. Although the preoipitatJon 

sequence will be the same for November (or October) through March, each winter month differs in terms 

of temparature and available snowpack for melting. Therefore, PMF hyqclrographs were developed for 

both November, which has higher temperatures associated with the PMP but a smaller potential 

snowpack, and March, which has slightly lower temperatures than November but a much deeper 

snowpack. Finally, a simulation was also run for Apdl, when both potential tampemture end snowpack 

ere higher than in March, but PMP is about 20 percent less. A model run for October was not made, 

because of the minimal snowpack that would be present over much of the basin during this month. 

The spatial and temporal distributions of the storms are = matter of judgment, with socne guidance being 

provided in HMR 58. In order to preserve the computed dapth-duratlon relationships, it is necessary to 

anange the temporal sequence in approxlrnataly a single-peaked shape. This differs from the approach 

taken in the 1982 Sierra Hydrotech study, which, in turn, retained the temporal rainfall distribution used in 

the 1980 French Meadows PMF study. That distdbutJon roughly replicated observed storms in the area. 

We applied a distribution with the peak 6-hour increment occurring just before the middle of the 72-hour 

total storm duration, and the remaining 6-hour increments arranged in decreasing order around the peak. 

For a multi-subbasin model, it is also necessary to decide how the PMP will be distributed among the 

subbaslns. HMR 58 suggests that the spatial distribution of the PMP may be developed according to 

historic sto~TnS, 100-year frequency isohyets, or an idealized elliptical set of storm isohyets. Because of 

the significant effect of topography on storm depths, the idealized elliptical storm probably does not 

represent spatial distributions of extreme rainfall well for this basin. To develop a mal/stJc spatial 

distribution, we compared the 100-year, 24-hour rainfaJ presented in NOAA Atlas 2; the recorded total 

storm rainfall in the 1996-97 storm; and the PMP index values given in HMR 58. The pattern of the 

100-year frequency isohyets is very similar to that of the PMP index isohyets. The spatial pattern of 

rainfall in the 1996-97 storm was also generally consistent with the rainfall frequency maps. Based on 

these observations, we adopted a spatial distr~utien weighted according to the 100-year, 24-hour 

precipitation end the index PMP. 

Table 7 summarizes the steps, as described in HMR 58, which were applied to develop PMP sequences 

for the watersheds above Ralston Afterbay, thte~oay, and Heft Hole Dams. More dstaited spreadsheet 

calcuiaUons may be found in F_xhlblt Nos. 8, 9, end 10. Separate cal~latJons were performed for each 

dam's PMF, because if PMP is optimized for a large drainage area (such as the 425 square miles at 

Ralston), PMPs for smaller subareas (such as the Hall Hole or Interbay basins) do not simultaneously 

occur within that storm. 

X:t f 6191-OO~30011TE CI'N# p TSl WPCI040504~ OOC 14


Table 7 

Summary of PMS Development 

(Note: T, WMe, Flgum, amcl Plate Citatlons Re~r to HMR 58) 

Hell Hole Intetbey Ratston AfltmINy 

1. Determine Drainage Area 113 89 425 

(square n~les). 

2. Determine 24-ho~r, lO-squars-mile 28 27.7 25.5 

November-March Index PMP (inches) 

for drainage cantrold from Rate 2. 

3. Develop lO-squme-mlte depth-duration 

values (inches) up to 72 hours from 

Table 2.1. 

4. Adjust to basin area (Table 2.3) 

5. Plot and connect with a emouth ourve. 

6. Separate into 1-hour tncremants. 

1 hour = 3.6 

72 hour = 45.8 

1 hour-- 3.0 

72 hour = 41.6 

1 hour = 3.9 

72 hour = 48.8 

1 hour = 3.3 

72 hour = 44.8 

1 hour = 3.6 

72 hour = 44.9 

1 hour = 2.6 

72 hour = 38.2 

7. Axrange by 6-hour blocks as suggested in HMR 58. Ma~murn 6-hour dep~ is in hours 31-36; others 

arranged in deoreask~g order around the peak. 

8. Dtstnt0ute among subi)aslns in propodton to 100-year prec~pilatlon and index PMP. 

9. Determine adjustment factor for Apdl 0.78 0.78 0.8 

from Figure 2.3. 

10. Datermine Apdl Index PMP (inche6). 20.3 21.6 20.4 

11. Repeat Step 3 ualng Tabte 2.2 for 1-hour,, 2.9 1-hour = 3.1 1-hour = 2.9 

1-month offset. 72-hour = 33.9 72-hour ,, 36.1 72-hour ,, 34.1 

12. Repeat Step 4 using Table 2.7 for 1-hour = 2.4 1 -hour = 2.7 1-hour = 2.0 

1 -month offset. 72-hour = 32.4 72-hour = 34.9 72-hour = 29.7 

13. Repeat steps 5-8 for Apdi depth-duration values. 

14. Determine 1-hour, 1-square-mile local 8.5 8.5 8.2 

PMP (h'ches) from Figure 2.21 

15. Datermlne bwdn rage ekDva~ou 8.5 8.4 8.2 

and adjust local index PMP (inches). 

X-118 f 1~ / -0~0300 f I TEC/~RP'/~I ~ A DOC f5


Table 7 

Summary of PMS Development 

(Note: Table, Figure, end PIMe CltMIotm Reler to HMR $8) 

Step I-I~1 Hole Interbay RalMon Aftm, b@y 

16. Determine 6-hour to 1-hour ratio from 1.2 1.2 1.3 

Flgure 2.24. 

17. Dete~mr~e precipitation for 0.5 to 0.5-hour = 6.7 0.5-hour = 8.6 0.5-hour = 6.5 

6 hours (inches). 6-hour = 10.2 6-hour = 10.1 6-hour = 10.7 

18. Adjust to barn area. 0.5-hour = 2.9 

6-hour = 5.7 

19. Plot local storm increments. 

0.5-hour = 3.1 

6-hour = 6.0 

0.5-hour = 1.4 

6-hour = 4.1 

The development of the PMS sequence for each of the three facilities is detailed in Exhibit Nos. B, 9, end 

10. 

B. Local Storm 

According to HMR 58, a 6-hour local storm could occur over areas up to 500 square miles. The total 

rainfall in a local storm is less then in a general storm, but the intensities can be greater. Also, a local 

storm can occur in the summer months, when the general-storm PMP is significantly reduced due to 

seasonal factors. The local-type storm's temporal distribution is typically front-ibaded, meaning that the 

most intense rainfall occurs in the first time increment. Because of the very sudden nature of the local 

storm and the possibility that lightning stdkes occur in conjunction with it, there is a possibility that the 

radial gates at Ralston Afterbay and Interbay would not be fully or ~medlately operable dur~g the local 

storm. Therefore, we simulated a local-store1 PMF for these two dams assuming that the flood would 

pass over the top of the closed radial gates. 

Temporal distributions for a local storm were computed following the procedures given in HMR 58. The 

areal reduction factors for drainage areas of the size being studied (89 square miles for Intarbay, 

113 square miles for Hell Hole, and 425 square miles for Ralston) are so substantial that the 6-hour local 

storm is similar to or less intense at all durations than the peak 6 houm of the general storm (Table 7). At 

Holt Hole, there are no critical seasonal operational conditions (such as closed splttway gates that could 

not be opened rapidly enough to accommodate the rising flows) that would make a local storm a 

potentially critical cond~on. 

The 6-hour local storm sequences for the drainages above Intarbey Dam end Ralston Aftorbay Dam are 

shown in Exhibit Nos. 9 end 10, respectively. 

X:I I B I 91-OO~O3001; ~cCHIR p TSI I~=~%O4 0504~ DOC I£


4S' 

,,, C. Temperature Sequence 

roll 

The temperature sequence coincident with each month's PMS was developed following the guidelines 

given in the Appendix to HMR 58. The development of the temperature sequence is documented in 

Exhibit Nos. 8, 9, and 10. The highest potential temperatures prove to be in the month of November, 

corresponding to the highest dew points and precipitable water. Temperature sequences for the drainage 

above each dam were developed for the average elevation of that drainage, and the temperature lapse 

rata (change in temperature with elevation) was then determined based on the freez|ng elevation 

provided in HMR 58. A temporal sequence was developed so that the maximum temperatures coincided 

with the maximum precipitation increments. 

Table 8 summarizes the temperature range occurring during the PMS for each dam's drainage. 

Table 8 

Basin Average Temperature Rangee Aeaoctated with PMS 

(degree4 Fahrlrele~ from coolest Ume Intlwvld to warmest IntentS) 

Dndnage Above: November klllrch Alxll 

Hel Hole 432 - 48.8 3g.6 - 45.5 41.7 - 47.3 

Intert)ay 42.5 - 48.3 39.0 - 44.8 41.0 - 46.3 

Ralston Afterbay 44.8 - 50.5 41.8 - 47.4 43.3 - 48.6 

D. Snowpack during the Probable Maximum Storm 

Federal Energy Regulatory Commission (FERC) guidelines call for an assumed 100-year snowpack in 

piece at the outset of the PMS. In the 2003 PMF study for L. L. Anderson Dam, it became apparent that 

at least for the elevation range of that drainage area, the 100-year snowpack is far more than can be 

melted by the temperature sequence coincident with the PMP. The L. L Anderson Dam study included 

an analysis of monthly snowpack water equivalent frequency for Februmy through Ap~ at olimate 

stations ranging from 5750 feet to 7700 feet in elevation. A snowpack record long enough to develop 

100-year frequency estimates was not avalleb|e for the month of November or for k)wor elevatinns. 

However, daily snowpack data for November for the last 20 years was available at some stations, 

including Greek Store (5600 feet), Hysink (6600 feet), and Squaw Valley (8200 feat). For calculating the 

November PMF, the snowpack was assumed to be equal to the maximum recorded November snowpack 

at the corresponding elevation. No snowpack data at ell were available for elevations below 5000 feet. 

To account for some snowpeck at the lowest elevations, we adopted the antecedent snowpank 

assumptk)ns used by the USACE in their Foisom Dam PMF study. The snowpack - elevation 

relationship assumed for each month is shown in Table 9. For the local storm, which wouid be a summer 

event, it was assumed that snowpack would be negligible. 

X'II6191,~ItTECI~TSIMR>C~DOC 17


Table 9 

Assumed Snowpack at Outset of PMS 

(Inches wat~ equivalent) 

Ek.mUo. Range (fwt) Novemiw Mar~ 

3000 and lower 0 0 0 

3000 to 4000 .8 .8 .8 

4000 to 5000 3 3 3 

5000%o6000 11 • 40 45 

6000 to 7000 13 75 90 

70001o8000 16 85 95 

8000 to 9000 16 85 95 

9000 and higher 18 85 95 

X~f~I0f-O(R0~0flTECHIRPTS1WPC1040604AD~C 18


7. Operation of Dams and Reservoirs during the Probable Maximum 

Flood 

It was assumed that the water level in the two storage reservoirs in the system, French Meadows and 

Hall Hole, would be at the crest of the dam's spillway at the outset of the PMP. This is a worst-cese 

assumption for winter or early spring operation, as the rasarvolrs are typically drawn down through the 

winter below the spillway crests. 

For Ralston Afted0ay and Interbay, the assumed start~g headwater elevations were the normal operating 

levels of 1174 and 2527 feet, respectively, The peak outflow and stage at Ralston and Interbay are not 

sensitive to this assumption, because reservoir storage is very small relative to the volume of the PMF 

hydrogreph. 

The PCWA is currently in the process of developing plans for additional spillway capacity at 

L L. Anderson Dam to accommodate the PMF determined in 2003. To represent the conceptual 

modifications to the spillway, it was assumed that L. L. Anderson Dam will pass the new PMF at the 

maximum pool elevation for the previously computed PMF, which is 5270.1 feet 

Although there are diversions into and out of the Hell Hole, Ralston Afterbay, and Intarbay impoundments 

during normal operating conditions, and out-of-besin diversions by the Sacramento Municipal Utility 

District, these divermotts were not considered for the PMF simulation. It is reasonable to assume that 

under such extraordinary flooding conditions powerhouse and other diversion operations would cease. 

19


air 

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8. Probable Maximum Flood Model Results 

The controlling case for all three dams proved to be a November flood, resulting from an all-season 

general storm and high snowmelt temperatures. PMF hydrographs for 1tin three facilities, the 

three general-storm cases, and the local storm at Ralston Afterbay and Intarbay are shown in Exhibit 

Nos. 11, 12, and 13. A separate inflow hydrograph is only shown for Hell Hole Dam (Exhibit 11) because 

inflow and outflow are virtually identical at Interbay and Ralston Afterbay. 

Table Nos. 10, 11, and 12 summarize the PMF peak inflows, peak outflows, peak stages, and volumes. 

Month 

Table 10 

PMF Inflows, Outflows, lind Stages at Hall Hole Dam 

Peak 

Inflow 

Pimk 

Outflow 

Peek 

StJbge PMF Volume 

Dam Crust 

Elevation 

Fre~xmrd (+) 

or Deplh o( 

Overtopping (-) 

(~) (ds) (f~t) (acre-f~t) (teat) 

November 89,600 85,800 4647.1 261,000 4649.9 +2.8 

March 88,600 84,500 4647.0 240,000 4649.9 +2.9 

April 73,600 70,300 4644.9 195,000 4649.9 +5.0 

Month 

Table 11 

PMF Inflows, Outflows, and Stages at Interbay Dam 

Peek Peak Peek 

Dam Crest 

Ek.mtlon 

Fmel~ard (+) 

or I)qq~h o~ 

Inflow 

(of,) 

Outflow 

(~) 

Stqe 

(~) 

PMF Volume 

(acn~m) 

(~ot) 

Ov~topplng (-) 

(f~) 

November 64,700 64,800 2544.1 210,000 2538.3 -5.8 

March 63,900 63,900 2543.9 202,000 25.38.3 -5.6 

April 51,500 51,500 2540.3 187,000 2538.3 -2.0 

LocaJ 

Storm 

20,100 20,100 

2542.9 

(rad~ 

gat,do~d) 

23,900 2538.3 -4.8 

X~ I 8191~O~O3001t ~-CI"~ W ~ 00C 20


Table 12 

PMF Inflows, Outflows, and Stages at Ralston Atterbay Dam 

Uonth 

Peek 

Inflow 

(cf=) 

Peak 

Outflow 

(cr=) 

Peak 

Stage 

(fe~) 

PMF Volume 

(=¢m4~) 

Omm Cmlt 

Bevstlon 

(f~t) 

F W (,) 

or Depth of 

O~m~fltldng (-) 

(~0 

November 276,300 276,200 1200.4 876,000 1189.0 -11.4 

March 273,200 273,100 1200.0 840,000 1189.0 -11.1 

Apdl 219,800 219,800 1194.0 647,000 1189.0 -5.0 

Local 

Storm 

82,600 82,600 

1198.0 

(rad~ 

gates 

clo~) 

87,g00 1189.0 -9.0 

The HEC-1 model files used to develop the PMF, as well as model output summaries, accompany this 

report on CD. 

2t


9. Freeboard Considerations at Hell Hole Dam 

At Hell Hole Dam, the minimum freeboard is 2.8 feet at the peak of the critical PMF. This freeboard 

pertains to the sections of the dam nearest the abutments. Due to the camber of 7.4 feet, the PMF 

freeboard at the center of the dam is more than 10 feet. 

Records of wind speed and direction records are available from a climate station at the dam and were 

used to estimate wave run-up on the dam that would be associated with a maximum observed wind 

condition at the dam. (Although wind speeds associated with the PMP are given in HMR 58, these are for 

use in energy-budget snowrnelt calculations and represent winds blowing toward the west slope of the 

Sierras, which is the prevailing wkld direction. The maximum fetch direction for wave run-up on the dam 

is against the prevailing wind direction.) The maximum historic Novemb~" wind speed of 68 miles per 

hour (which occurred in November 1999) was used for the calculation. The wind direction from the 

northeast is consistent with the rese~oir canyon direction and is also coincident with the fetch distance of 

2 miles. The maximum wind speed was adjusted to reflect the assumption that the peak wind speeds 

coincide with the peak of the storm, which occurs about 11 hours before the peak reservoir elevation. 

The adjustment f(:x a 12-hour duration was detained from Figure A-6 of HMR 58. 

Procedures outlined in the USACE Engineering Technical Letters 1110-2-305 and 1110-2-221 were used 

to develop estimates of wind setup and wave run-up on the dam. The wave run-up and wind setup are a 

function of wind speed and fetch distance, and of the upstream embankmant slope, which is 1.4:1. The 

upstream face of the dam is dprapped. The computed maximum wave run-up and wind setup is 6 feet, or 

approximately 3 feet higher than the minimum dam crest elevation. 

The wave run-up calculations for the PMF at Hell Hole Dam are attached as Exhibit 14. 

X:t I 6191-OO~3001I TE CHV~P TSW~'IO~OSO4~ t~ 22


10. Probable Maximum Flood Stages at Placer County Water Agency 

Powerhouses 

The peak PMF stages at Ralston Afterbay Dam and at Interbay Dam were used to estimate the PMF 

flood stage at the Ralston Powerhouse and at the Lowall Stephenson Powerhouse, which is located 

about 2,000 feet upstream of Interbay Dam. For each of these locations, a steady-state HEC-RAS step 

backwater model, running from the dam upstream to the powerhouse, was developed from reservoir 

topography maps supplied by the PCW/L These topographic maps were prepared by S&E Engineering 

of Nevada City, California, and were based on aerial photographs taken in August 2000. For the 

Intarbay- Lowell Stephenson Powerhouse reach, the topographic survey data were limited in detail and 

so were supp~emanted by valley width measurements from the Greek Store 7.5-minute USGS quadrangle 

map. 

In addition, the peak PMF outflow from Ralston Aftarbay was applied to a HEC-RAS model of the Middle 

Fork between the Oxbow Powerhouse and the confluence with the North Fork of the Middle Fork of the 

American River. For this model, there was no known discherge-elevation relationship at the downstream 

boundary. Neither PMF discharges nor topography for the reach below the North Fork confluence ere 

known. Therefore, the downstream boundary condition was assumed to be a normal-flow section just 

upstreern of the confluence. However, in all three river segments studied, critical flow or near-criticat flow 

conditions were found to exist In the modeled reaches. This is a reasonable analytical result, considering 

the very high magnitude of the flows and the narrowness of ~ river valleys. Thus, neglecting possible 

backwater effects from the river downstream of the North Fork-Middle Fork confluence is unlikely to 

significantly affect the computed stage at the Oxbow Powerhouse. 

Model calibration data were available from the 1997 flood at the Ralston Powerhouse. This flood 

produced a peak stage of 1199.2 feet at the powerhouse. The HEC-RAS model reproduced this stage 

within one-half foot. Calibration data were not available for the other two river reaches. 

The computed-PMF peak stages and flows at each powerhouse are listed in Table 13. The 1-foo~ 

reporting precision reflects the uncertainty in modeling hydraulics of very large floods. Factors that could 

affect the flood stage at the powerhouse, but which co~JId not be included in the analytical model, include 

the possibility of debris blockage, channel scour, or redepoaltion of gravel or cobbles during the flood. 

Tab~ 13 

PMF ~ at Pm~r County Wnw Agency Pow~hot.xm 

Powwrhomm Top 

Deck Elevation Peak PMF Stage 

Powwhotme PMF Dlecharge (cM) (Met) (feet NGVD) 

Middle Foal( 64,700 2562 2555 

Pad,Son 208,000 (above Middle Fod(- 1221 

1211 

Rubicon confluence) 

Oxbow 276,200 1143 1136 

The HEC-RAS input files used to develop these elevatians ere submitted with this report on CD. 

X ~ f 6 1 9 1 ~ I t T E C ~ ~ ~ 23

Jnofficial FERC-Generated PDF of 20040722-0209 Received by FERC OSEC 07/07/2004 in Docket#: P-2079-000 

em 

11. Concluslons 

The gsneral-stonn PMF, as recalculated for this study, would overtop both the Ralston Afterbay Dam and 

Interbay Dam and their access roads, and would overtop the Ralston powerhouse. The PMF would not 

overtop Hell Hole Dam, although crftJca/wind conditions could cause waves to overtop the lower saotJons 

of the dam's crest. A local-storm PMF could also overtop Ralston Afterbay and Interbay Dams if the 

radial gates became inoperable during that event. However, the local-storm PMF is well within the 

capacity of the fully opened spillways at both Ralston and Interbay. 

We recommend that PCWA evaluate the findings reported in this study with respect to their implications 

for the safety of its facilities. 

X:II6191-OO~ItTECI~~OOC 24


qll 

. References 

Mead & Hunt, Inc., Probable Maximum Flood Study, L.L. Anderson Dam (French Msadows Reservoir), 

Madison, Wl; 2003. 

NOAA Atlas 14, Precipitation Frequency Atlas of the United States, National Weather Service, Sliver 

Spdng, MD: 2003; frequency data accessed at httpJ/hdsc.nws.noaa.gov 

NOAA Atlas 2, Rainfall Frequency for the Western United States, National Weather Service, Silver 

Spring, MD, 1973. 

Pacific Gas & Electric Company, F/ood Hydrology: French Meadows Reservoir (L.L. Anderson Dam);, 

San Francisco, CA; July 1980, revised De

Unofficial FERC-Generated PDF of 20040722-0209 Received by FERC OSEC 07/07/2004 in Docket#- P-2079-000~ 

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EXHIBIT 3 

Sheet 3 of 3

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Exhibit 4. Spillway Rating Curve Calculations for 

Ralston Afterbay Dam


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NOTES: 

' 0tXl.inod fnxn ~,gn ~ S~md D~$'. Bureau o~ Redamato~ 

01mun~l from " ~ u m Oe=~ ~ Spi~'. lingo, u.s ~my coq~ ~ Engme~, P=m~" 

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IFof b'allM~n beh~4m lhe ~ Ilow Io Ol~C~ Po~ see "Hyd~L6C De~,~ll ol . ~ . 19r~. US. Almy Corps ~ E ~ 

Ralston Afterbay Dam Rating Curve 

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Exhibit 6. Calibration Results - 1996 Flood


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Exhibit 7. Calibration Results- 1996-97 Flood


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Exhibit 8. PMS and Temperature Calculations- Hell Hole Dam


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Exhibit 8 

PMP Calculations for 113-square-mile basin at Hell Hole Dam 

Sheet 1 of 10: All Season Storm Calculations 

Compute all season PMP for 113 square mile basin 

at Hell Hole Dam Tables, figures referenced from HMR 58 

use for November through March 

Area = 113 square miles 

Index PMP = 26 inches 

Depth duration for 10 square mile storm: Table 2.1 

duration adjustment factor index depth 

1 0.14 26 

6 0.42 26 

12 0.65 26 

24 1 26 

48 1.56 26 

72 1.76 26 

13 square miles: Table 2.3 

adjustment factor 

duration for 113 mi2 10 mi2 depth 

1 0.81 3.64 

6 0.83 10.92 

12 0.85 16.90 

• 24 0.864 26.00 

48 0.888 40.56 

72 0.91 45.76 

Add points to smooth curve (see sheet 2) 

incremental 

hours depth hours 

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6.00 

9.06 

1 14.37 

1 18.45 

2 22.46 

3 26.25 

3 29.80 

4 33.00 

4 36.02 

5 38.00 

6 39.65 

6 40.90 

i ~1"~'i 

3.64 

10.92 

16.90 

26.00 

40.56 

45.76 

depth 2 95 

9106 

14.37 

22.46 

36.02 

Region = 5 (Sierra) 

10 sq mi, 24 hour precip 

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6 hr block 6 hr total 

lhr 

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lhr 

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191. 0.61 4.01~ 0.691. 12~. 0.74 67 0.18 

201. 0.62 ~ 0.681. ~. 68 0.16 

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Sheet 5 of 10: April General Storm Calculation 

I 

All Season Factor Figure April index 

index PMP 2.3 PMP Offset 

I 26 ! 0.781 20.2811 month I 

A duration values for mi storm: 

Duration 

adjustment for 

1 month offset 

(table 2.2) ~index depth 

1 0.143 20.28 2.90 

6 0.424 20.28 8.60 

12 0.653 20.28 13.24 .... 

24 1 20.28! 20.28 

48 1.513 20.28 30.68 

721 1.672 20.28 33.91 

Ad 

Duration 

uare miles (Table 

adjustment depth for 10 sq depth for 

factor mi • 113 sq mi 

1 0.841 2.90 2.44 

6 0.859 8.60 7.39 ,, 

12 0.878 13.24 11.63 

24 i 0.901 20.28 18.2:7 

48 0.924 30.68 28.35 

72 0.955 33.91 32.38 

Plot and add points to smooth 

depth for 113 incremental depth per per 6 

Duration sq mi 

depth 

hour hours 

1 2.44 2,44 2.440 

3 4.75 2,31 1.155 

6 7.39 2,64 0.880 7.39 

12 11.63 4,24 0.707 4.24 

18 15.20 3,57 0.595 3.57 

24 18.27 3.07 0,512 3.07 

30 21.27 3,00 0.500 3 

36 23.9O 2.63 0.438 2.63 

42 26.30 2,40 0.400 2.4 

48 28.35 2.05 0.342 2.05 

54 29.70 1.35 0.225 1.35 

60 30.68 0.98 0.163 0.98 

66 31.60 0.92 0.153 0.92 

~ 

72 

32.38 

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0.78 0.1301 0.78 

Arrange by 6 hour blocks 

Develop hourly sequence 


1 hr 

increments 6 hr block 6 hr total 

1 0.92 1 0.15 5~ 3.57 

2 0.15 

3 0.15 

4 0.15! 

5 0.16 

6 0.16 

2 1.35 7 0.19 6 7.39 

8 

0.2 

9 0.22 

10 0.23 

11 0.25 

12 0.26 

3 2.4 13 0.37 7 4.24 

14 0.38 

15 0.39 

16 0.41 

17 0.42 

18 0.43 

4 3 19 0.46 8 3.07 

20 0.48 

21 0.49 ~ 

22 0.51 

23 0.52 

24 0.54 

1 hr 


25 0.55 9 2.63 

26 0.56 

27 0.57: 

28 0.6! 

29 0.63 

3O 0.661 

31 0.88 10 2.05 

32 1.16 

33 2.44 

34 1.15 

35 0.96 

36 0.81 

37 0.76 11 0.98 

38 0.74 

39 0.72 

40 0.7 

41 0,67 

42 0.65 

43 0.58 12 0.78 

44 0.56 

45 0.54 

46 0.48 

47 0.46 

48 0,45 

49 

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51 

52 

53 

54 

55 

56 

57 

58 

59 

60 

61 

62 

63 

64 

65 

66 

67 

681 

69 

70 

71 

72 

1 hr 

increments 

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0.44 

0.44 

0.44 

0.43 

0.43 

0.4 

0.38 

0.36 

0.32 

0.31 

0.28 

0.18 

0.18 

0.17 

0.16 

0.15 

0.14 

0.14 

0.13 

0.13 

0.13 

0.13 

0.12


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Sheet 9 of 10: Local Storm Calculations 

_ 

1 hour, 1 square mile local PMP 8.5 inches 

No elevation adjustment - mean elev is 6000 feet 

I 

ratio of 6 hour to 1 hour PMP: 

6 hour local PMP: 

Duration 

0.5 

1 

Ratio (Table 

2.10, 

Region B) 

0.79 

1 

21 1.105 

3 : 1.16 

4 1.18 

10.2 inches 

1.2 

1 hr value depth 

8.5 6.72 

8.5 I' 8.50 

8.5 9.39 

8.5 9.86 

8.5 10.03 

5 1 19 8.5 10.12 

6 i .2! 8.5 10.20 

Adjust for 113 square miles (Figure 2.26) 

Region B 

Duration 1-mi2 depth adjustment 

113 mi2 

average depth smoothed incremental 

0.5 6.72 0.43 2.89 

2.89 

1 8.50 0.5 4.25 

4.25 

4.25 

2 9.39 0.52 5.00 

5.00 

0.75 

3 9.86 0.54 5.32 

5.32 

0.32 

4 10.03 0.55 5.52 

5.52 

0.19 

5 10.12 0.55 5.63 

5.63 

0.11 

6 10.20 0.56 5.71 

5.71 

0.08

Jnofficial FERC-Generated PDF of 20040722-0209 Received by FERC OSEC 07/07/2004 in Docket#" 

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Exhibit 8 


I Sheet 10 of 10: Temperature Sequences 

Average elevation = 6000 feet 

Average 12 hour February persisting dewpoint = 60 degrees (Figure A8) 

Wp = 1.36 inches (Figure A1) 

Seasonal Adjustments (Table A1) 

Month Factor Feb wp adjusted 

November 1.17 1.36 1.59 

March 1.03 1.36 1.40 

April 1.09 1.36 1.48 

Distribute by 6 hour increments (Table A2) 

P-2079-000 ~ 

Month adjusted Wp 6 hr (1.04) 12 hr (1.0) 18 hr (0.97) 24 hr (0.95) 30 hr (0.93) 36 hr (0.91) 42 hr (0.89) 48 hr (0.88) 54 hr (0.86) 160 hr (0.85) 66 hr (0.84) 72 hr (0.83) 

November 1.59 1.65 1.59 1.54 1.51 1.48 1.45: 1.42 1.40 1.37 1.35 1.34 1.32 

March 1.40 1.46 1.40 1.36 1.33 1.30 1.27 1.25 1.23 1.20 1.19 1.18 1.16 

April 1.48 1.54 1.481 1.44 1.41 1.38 1.351 1.32 1.30 1.27 1.26 1.25 1.23 

Sea Level Temperatures (Figure A1) 

hours: I 6 12 

NovWp I 1.65 1.59 

sea level Nov temp 63.8 63 

March WpI 1.46 1.40 

sea level March temp 61 60.4 

April Wp i 1.54 1.48 

sea level April temp 62.1 61.2 

~ 1 6 12 

Nov temp at sea level 

Nov temp at 6000 ft 

L 

63.8 

48.8 

63 

48.1 

March temp at sea level 61 60.4 

March temp at 6000 feet 45.5 44.6 

April temp at sea level 62.1 61.2 

April temp at 6000 feet 47.3 45.9 

Determine freezing level 

Nov temp at sea level 63.8 63 

Nov freezing elev 11600 11300 

March temp at sea level 61 60.4 

March freezing elev 10400 10100 

April temp at sea level 62.1 61.2 

April freezing elev 10900 10500 

Temperatures before storm: 

48 hours before: subtract 10 



12 hour before: subtract 4.5 

18 24 30 36 42 48 54 60 66 72 

1.54 1.51 1.48 1.45 1.42 1.40 1.37 1.35 1.34 1.32 

62.3 62 61.6 61.1 60.8 60.6 59.9 59.6 59.5 59.3 

1.36 1.33 1.30 1.27 1.25 1.23 1.20 1.19 1.18 1.16 

59.8 59.4 591 58.6 58.4 57.9 56.8 56.7 56.6 56.4 

1.44 1.41 1.38 1.35 1.32 1.30 1.27 1.26 1.25 1.23 

60.8 60.5 60.1 59.7 59.3 59 58.61 58.5 58.4 57.9 

18 24 30 36 42 48 54 60 66 72 

62.3 62 61.6 61.1 60.8 60.6 59.9 59.6 59.5 59.3 

47.6 

59.8 

47.1 

59.4 

46.5 

59 

45.7 

58.6 

45 

58.4 

44.8 

5 7 .9 J 

44.1 

56.8 

43.6 

56.7 

43.4 

56.6 

43.2 

56.4 

43.9 43.3 42.9 42.4 42 41.7 40.2 40 39.8 39.6 

60.8 60.5 60.1 59.7 59.3 59 58.6 58.5 58.4 57.9 

45 44.7 44.3 43.7 43 42.9 42.4 42.2 42 41.7 

62.3 62 61.6 61.1 60.8 60.6 59.9 59.6 59.5 59.3 

11000 10800 10600 10400 10300 10200 9900 9700 9600 9500 

59.81 59.4 59 58.6 58.4 57.9 56.8 56.7 56.6 56.4 

9800 9600 9400 9300 9200 9000 8800 8500 8400 8400 

60.8 60.5 60.1 59.7 59.3 59 58.6 58.5 58.4 57.9 

10300 10100 10000 9700 9500 9400 9300 9200 9200 9000


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Exhibit 9. PMS and Temperature Calculations -Interbay Dam


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Exhibit 9 

PMP Calculations for 89-square-mile basin at Interbay Dam 

Sheet 1 of 10: All Season Storm Calculations 

Step 1 


at Interbay Dam Tables, figures referenced from HMR 58 

use for November through March 


Index PMP = 27.7 inches 



1 0.14 27.7 3.88 

6 0.42 27.7 11.63 

12 0.65 27.7 18.01 

i~ 1 27.7 27.70 

48 1.56 27.7 43.21 

1.76 27.7 48.75 

Adjust to 89 square miles: Table 2.3 


duration for 89 mi2 

1' 0.837 

6' 0.851 

12' 0.865! 

24' 0.879 

48' 0.9 

| 

72 0.918 

~mimKlwulriwiim 

10 mi2 depth 

3.88 

11.63 

18.01 

27.70 

43.21 

depth 

3.25 

9.90 

15.57 

24.35 

38.89 ! 

44.751 

Add points to smooth curve (sheet 2) 

incremental incremental depth per 

hours depth 

hours inches hour 

per 6 hours 

1.00 

3.25 1 3.25 

3.25 

3.00 

6.40 2 3.15 

1.58 

6.ooi 

12.00 I 

i 

18.00 

9.90 

15.57 

20.00 

3 

6 

6 

3.50 

5.67 

4.43 

1.17 

0.95 

0.74 

9.90 

5.67 

4.43 

24.00 ~ 

24.35 6 4.35 

0.73 4.35 

30.00' 

28.50 6 4.15 

0.69 4.15 

36.00' 

42.00 n 

48.00' 

1 

54.00 

32.50 

35.90 

38.89 

41.00 

6 

6 

6 

6 

4.00 

3.40 

2.99 

2.11 

0.67 

0.57 

0.50 

0.35 

4.00 

3.40 

2.99 

2.11 

60.00' 

42.70 6 1.70 i 0.28 1.70 

66.00' 

43.90 6 1.201 0.20 1.20 

44.75 6; 0.85 

0.14 0.85 

neglect small difference in PMP between subbasins- 

use same for both with elevation redistribution throu~lh HECl 


1.00 

2.00 

3.00 

4.00 




1.20 

1 hr 

increments 6 hr block 

1.00 

0.15 

2.00 

0.18 

6 hr total 

5 4.43 

1 hr increments 16 hr block 16 hr total 

25.0O 0.72 

9 4.00 

26.OO 0.73 

3.00 

0.19 

27.00 0.73 

4.00 

0.21 

28.00 0.74; 

5.00 0.22 

29.00 0.75 ~ 

6.00 0.25 

30.00 0.76 

2.11 7.00 0.30 

6 9.90 

31.00 1.17 10 2.99 

8.00 0.32 

32.00 1.56 

9.00; 0.35 33.00 ~ 3.25 

10.00 0.36 j 34.00 1.60 

11.00 0.38 35.00 1.25 

12.00 0.40 36.00 1.07 

3.40 13.00 0.50 7 5.67 

37.001 1.02 11 1.70 

14.00 0.50 38.00 0.98 

15.00 0.60 39.00 0.96 

16.00 0.60 40.00 0.93 

17.00 0.60 41.00 0.90 

18.00 0.60 42.00 0.88 

4.15 19.00 0.67 8 i 4.35 43.00 0.76 I 12 0.85 

20.00 0.68 44.00 

0.75 

21.00 

0.69 

45.00 L O.73 

22.00 

0.70 

46.00 ~ 0.72 

23.00 

0.70 

47.00 0.70 

24.00 0.71 

48.00 0.69 

49.00 

50.00 

51.00 

52.00 

53.00 

54.00 

55.00 

56.OO 

57.00 

58.00 

59.001 

60.00 

61.00 

62.00 

63.00 

64.00 

65.00 

66.00 

67.00 

68.00 

69.00 

7O .00 

71.00 

72.00 

1 hr 

increment 

S 

0.68 

0.67 

0.67 

0.67 

0.66 

0.65 

0.60 

0.57 

0.53 

0.47 

0.43 

0.39 

0.35 

0.33 

0.30 

0.26 ! 

0.24 

0.22 

0.20 

0.17 

0.15 

0.14 

0.11 

0.08


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Exhibit 9 


Sheet 5 of 10" April General Storm Calculations 

All Season Factor Figure April Index 


27.7 ! 0.78 ! 21.6111 month 

April depth duration values for 10-sq mi storm: 

Duration 

adjustment for 

1 month offset 

(table 2.2) index depth 

1 0.1431 21.61 3.09 

6 0.424 21.61 9.16 

12 0.653 21.61 14.11 

24 1 21.61 21.61 

48 1.513 21.61 32.69 

72 1.672 21.61 36.13 

• " ' " ' . : '~ " . . i 

Adjust to 89 square miles (Table 2.7) 

l adjustment depth for 10 s( depth for 89 sq 

Duration I factor mi m i 

11 0.863 3.09 2.67 

6 ! 0.879 9.16 8.05 

121 0.896 14.11 12.64 

241 0.917 21.61 19.81 

481 0.937 32.69 30.63 

721 0.966 36.13 

34.90 

Duration 

depth for 89 sc incremental incremental 

incremental 

depth per 6 

mi 

depth 

inch per hour hours 

1 2.67 2.67 2.670 

3 5.10 2.43 1.215 

6 8.05 2.95 0.983 8.05 

12 12.64 4.59 0.765 4.59 

18 16.40 3.76 0.627 i 3.76 

24 19.81 3.41 0.568 3.41 

30 23.00 3.19 0.532 3.19 

36 25.90; 2.90 0.483 2.90 

42 28.46 2.56 0.427 2.56 

48 30.63 2.17 0.362 2.17 

54 32.40 1.77 0.295 1.77 

60 33.60 1.20 0.200 1.20 

661 34.50 0.90 0.150 0.90 

72 34.90 0.40 

0.067 0.40 



1 

hr 

0.9 

1 hr 

increments 6 hr block 

1 0.1 

6 hr total hr 

5 3.76 

1 hr 


25 0.58 91 2.9 

2 0.12 

26 

0.6 

0.13 

27 0.61 

4 0.17 

28 0.63 

5 0.18 

29 0.64 

2 1.77 

6 

7 

0.2 

0.24 

6 8.05 

30 

31 

0.7 

0.98 10 2.17 

8 0.27 

32 1.21 

9 0.29 

331 2.67 

10 0.3 

34 1.22 

11 0.32 

35 1.02 

3 2.56 

12 

13 

14 

0.35 

0.37 

0.39 

7 4.59 

36 

37 

38 

0.95 

0.85 

0.81 

11 1.2 

15 0.42 

39 0.78 

0.44 

40 0.75! 

0.46 

41 0.72 

4 3.19 

18 

19 

20 

0.48 

0.5 

0.51 

8 3.41 

42 

43 

44i 

0.68 

0.62 

0.59 

12 0.4 

21 

0.52 

45 0.57 

22 

0.54 

46 0.56 

23 

0.55 

47 0.54 

24 0.57 

48 0.53 

49: 

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52 

53 

54 

55 

56 

57 

58 

59 

60 

61 

62 

63 

64 

65 

66 

67 

68 

69 

70 

71 

72 

1 hr 

increments 

0.52 

0.51 

0.49 

0.48 

0.46 

0.44 

0.42 

0.39 

0.37 

0.35 

0.33 

0.31 

0.28 

0.25 

0.23 

0.17 

0.15 

0.12 

0.09 

0.07 

0.06 

0.06 

0.06 

0.06

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Exhibit 9 


Sheet 9 of 10: Local Storm Summary 

I I 

1 hour, 1 square mile local PMP 8.5 inches 

adjust for 6100 feet 0.991 8.4 inches 

ratio of 6 hour to 1 hour PMP: 1.2 

6 hour local PMP: 10.1 inches 

Duration 

Ratio (Table 

2.10, 

Region B) 1 hr value depth 

0.5 0.79 8.4 6.64 

1 1 8.4 8.40 

2 1.105 8.4 9.28 

3 1.16 8.4 9.74~ 

1.18 8.4 

9.91 

5 1.19 8.4 10.00 

6 1.2 8.4 10.08 

Adjust for 89 square miles (Figure 2.26) 

89 mi2 

Duration 1-mi2 depth adjustment average depth 

0.5 6.64 0.46 3.05 

1 8.40 0.52 4.37 

2 9.28 0.55 5.11 

3 9.74 0.57 5.55 

4 9.91 0.58 5.75 

5 10.00 0.58 5.80 

6 10.08 0.59 5.95 

Region B 

incremental 

4.37 

0.74 

0.45 

0.19 

0.05 

0.15


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Exhibit 10. PMS and Temperature Calculations- Ralston Afterbay 

Dam


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Exhibit 10 

PMP Calculations for 425-square-mile basin at Ralston Afterbay Dam 

Sheet 1 of 11" All Season depth-duration calculations 

Step 1 


at Ralston Afterbay Tables, figures referenced from HMR 58 

use for October through March 


Index PMP = 25.5 inches 



1 

0.14 

25.5 

0.42 

25.5 

12 

0.65 

25.5 

24 

25.5 

48 

1.56 

25.5 

72 

1.76 

25.5 

3.57 

10.71 

16.58 

25.50 

39.78 

44.88 

Adjust to 425 square miles: Table 2.3 


duration for 425 mi2 10 mi2 depth depth 

1 0.72 3.57 2.57 ' 

6 0.74 10.71 7.93 

12 0.76 16.58 12.60 

24 0.785 25.50 20.02 

48 0.82 39.78 32.62 

72 

0.85 44.88 38.15 




Add points to smooth curve 


incremental incremental incremental Per 6 hour 

hours for 425 mi2 10 mi2 depth ~depth hours 

inches 

depth per hour increment 

1.00 

0.72 

3.57 

2.57 

2.57 

2.57 

3.00 

5.30 

2.73 

1.36 

6.00 0.74 10.71 

7.93 

2.63 

0.88 

7.93 

12.00 0.76 16.58 12.60 

4.67 

0.78 

4.67 

24.001 0.79 25.50 20.02 

12 

7.42 

0.62 

3.71 

30.00 

23.60 

3.58 

0.601 

3.58 

36.00 

26.80 

3.20 

0.53 

3.2 

48.00 

0.82 39.78 32.62 

12 

5.82 

0.48 

2.91 

54.00 

34.50 

1.88 

0.31 

1.88 

60.00 

36.30 6 1.80 0.30 1.8 

72.00 

0.85 44.88 38.15 12 1.85 0.15 0.93

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Exhibit 10 

PMP Calculations for 425-square-mile basin at Ralston Afterbay Dam 

Sheet 6 of 11: April PMP Calculations 

. . . . . . 

All Season Factor Figure April index 


I 25.51 o.81 2o.411 month ] 

April depth duration values for 1 

adjustment for 1 

~month offset 

mi storm: 

~Duration (table 2.2) index 

depth 

1 0,143 20.4 

6 0.424 20.4 

12 0.653 20.4 

b, 

24 1 20,4 

. . . . 

48 1.513 20.4 

72 1.672 20.4] 

2.92 

8.65 

13.32 

20,40 

30.87 

34.11 

Adjust to 425 S~luare miles (Table 2.7) 

• " depth for 10 sq depth for 

Duration adjustment factor mi 425 sq mi 

1 0.69 2.92 2.01 

6 0.73 8.65 6.31 

12 0.76 13.321 10.12 

24 0,8 20.4()1 16.32 

.. 

48 0.84 30.87 25.93 

72 0.87 34.11 29.67 

Plot and add points to smooth 

~Duration adjustment factor 

1 0.69 

3 

6 0.73 8.65 

12 0.76 13.32 

18 

24 0.8 20.40 

3O 

36 

42 

48 0.84 30.87 

54 

60 

66 

72 0.87 34.11 


reapportion by subbasin through precip ratio in HECl 

=6 hr block 

,. 

.. . 

1 

2 

3 

6 hr total Lhr 

, . 

0.8 1 

2 

3 

4 

5 

6 

1.32 7 

8 

9 

10 

11 

12 

2.1 13 

14 

15 

16 

17 

18 

2.98 

20 

21 

22 

23 

24 

depth for 10 sq depth for cumulative 6 !incremental 

mi 425 sq mi hr depth ~6 hr depth 

2.92 2.01 

4.10 

6.31 6.31 6.31 

10.12 10.12 3.81 

13.24 13.24 3.12 

16.32 16.32 3.08 

19.30 19.30 2.98 

22.00 22.00 2.70 

24.10 24.10 2.10 

25.93 25.93 1.83 

27.25 27.25 1.32 

28.30 28.30 1.05 

29.10 29.10 0.80 

29.67 29.67 0.57 

1 hr 


0.1 5 3.08 

0.13 

0.13 

0.13 

0.14 

0.17 

0.2 6 6.31 

.. 

0.21 

0.22 

0.22 

0.23 

0.24 

0.3 7 3.81 

0.33 

0.35 

0.35 

0.371 

0.4 

0.49 8 3.12 

0.49 

0.5 

0.5 

0.5 

0.5 

incremental 

inch .pe,r hour 

2.010 

1.045 

0.737 

0,635 

0.520 

0.513 

0.497 

0.450 

0.350 

0.305 

0,220 

0.175 

0.133 

0.096 

h r 

1 hr 


25 

0.5 9 2.7 

26 

0.5 

27 0.51 

28 0.51 

29 O.52 

30 0.53 

31 0.737 10 1.83 

32 1.045 .. 

33 2.01 

34 1.045 

35 

0.8 

36 0.67 

37 0.65 11 1.05 

38 0.64 

39 0,635 

40 0.635 

41 0.63 

42 0.62 

43 0.56 12 0.57 

44 0.54 

45 0.53 

46 0.51 

47 

0.5 

48 0.48 

49 

50 

51 

52 

53 

54 

55! 

561 

57 

58 

59 

60i 

., 

61 

62 

63 

64 

65 

66 .. 

67 

68 

69 

70 

71 

72 

p-vU /~-UUU ~ m 

1 hr 

increments 

0.47 

0.46 

0.45 

0.45 

0.44 

0.43 

0.33 

0.31 

0,31 

0.3 

0.3 

0.28 

0.22 

0.2 

o.18 

0.17 

0.15 

0.13 

0.i 

0.1 

0.i 

0.09 

0.09 

0.09


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Exhibit 11. PMF Inflow, Outflow, and Stage Hydrographs at 

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Exhibit 12. PMF Outflow and Stage Hydrographs at Interbay Dam


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Exhibit 13. PMF Outflow and Stage Hydrographs at 

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Exhibit 14. Wave Runup Calculations for Hell Hole Dam

Unofficial FERC-Generated PDF of 20040722-0209 Received by FERC OSEC 07/07/2004 in Docket#: P-2079-000~ 

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EXHIBIT 14 

HELL HOLE RESERVOIR 

Wave Analysis for the Probable Maximum WINTER Storm Event 

Based on the following U.S. Army Corps of Engineers Documents: 

1. ETL 1110-2-305 - Determining Sheltered Water Wave Characteristics, 1984. 

2. ETL 1110-2-221 - Wave Runup and Setup on Reservoir Embankments, 1976. 

PARAMETER 

1. FETCH DISTANCE (mi.) 

VALUE 

2.0 

2. DESIGN WIND 

a) Wind speed (Max 1-hour wind speed w/NO reduction) 

48 

b) Over water wind speed (mph) 53 

3. WAVE CHARACTERISTICS 

a) Wave Type Deep 

b) Significant Wave Height, Hs (ft) 3.0 

c) Wave Period, Ts (sec) 3.0 

d) Wave Length, Lo (ft) 46.1 

4. EMBANKMENT CHARACTERISTICS 

a) Embankment Slope (horiz:vert) 1.4:1 

a) Slope Protection Riprap 

5. WAVE RUNUP 

a) Runup, Rs (ft) 4.0 

b) Max Runup, Rrn (ft) 5.9 

6. WIND SETUP (ft) 

a) Average Water Depth, D 200 

b) Wind Setup, S (ft) 0.02 

7. TOTAL WAVE RUNUP AND WIND SETUP 6.0 

8. MAXIMUM WATER SURFACE ELEVATION 

a) Peak PMF Stage - Local Storm 

b) Peak Stage Including Wave Runup and Setup 

4647.0 

4653.0

PCWA Middle Fork American River Project Relicensing - Placer ...

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