United States Committee on Large Dams. U.S. Dams

48

ROUND BUTTE

DAM

o(''arr,

e(trrr2)

:---+1

tuo,.paDg@Fr

?---9..'............_

P

tq

Etre,

bJ*

- -

- t!y'41:a'2zt-4.

44?-&-'lE

ra

- - - - -

- - -

-

-'

h.*.b.rqdN

.Gtf.rJb-ta.J

tt/,

*r*Fh*t

,nnttAhb#.

enetttnur

ttpunlnox

F*.t*aldtb

.l

b..fl

h..t ttL

Ittatt-t

rt41

all

sJ.'J

tel

L

a**Ja.luJkdst

s-tn

't-r..^ ...d/.

dt- -4c4d

iffizffiE

*.

V:iffi:?2 W

na'.#:z*

1"'''

GENERAL

PLAN

7,'

7t*ttfat

---

-ts----

-' -

u'' 1a ffi..ao'

/

11.5.015.

t23O')

EMBANKMENT

SECTION

ROUND

tsUTTE

DAM

SUMIYIARY

OF

PRINCIPAL

FEATURES

Location

Deschutes

River mile 110

(km

L77)

Jefferson County,

Orego'n

Purpose

Power

Owner

Portland

General Electric Company,

Portland, Oregon

Engineering

Bechtel

Oorporation

Construction

Private eonstructors with Utah Construction

and

Mining

Co.,

hLaving major

part

of

work

Chronology

Constructbion authorized

FPC

License June 2, 1960;

Con-

struction started: March

10, 1961;

Access

road: March

10, 1961;

Diversion

tunnel:

August

14,

1961;

Main

dam: February

22, 7962;

Powerhouse:

October

22,

1962; Power

on line:

July

26,

1964

Stream

flour

Drainage,

area:

sq mi

(m2

x 106) -.---

Average annual

yield:

7,600

(

19.700)

in.

(c:m)

7.5

Mean

flo,w:

cfs

(rn3/sec)

Maximurnn

flool

of ;;;;d;

4,320

cfs

(rn3/sec)

18,000

Minimunr

flow of record:

cfs

(rn3/sec)

3,290

Maximurn

probable

flood

(regulated)

:

cfs

(rn3/sec)

56,700

Reservoir

Normal

pool

elevation: ft

(m)

---- 1,945

(592,8)

Minimum

pool

elevation:

ft

(mL)

1,860

(566,9)

Capacity, elevation

1,945 ft

(592,8

m):

ac-ft

(m3

x 106) 536,000

(660)

Usable capacity

to

elevation

1,860 ft

(566,9

m):

ac-ft

(m3

x 106) 285,000

(352)

Maximurn

pool

elevation

(flood):

ft

(m)

1,955

(696,9)

Reservoi:r

length

(3

arms):

miles

(km)

27

(43,4)

Shoreline,

approximate:

miles

(km)

65

(104,6)

Area:

acres

(m2

x 101) --

4,000

(1.618)

Dam

Type:

Rolled

rock fill with

impervious

core

Dimensions-ft

(m):

Crest

elevation

1,965

(596,9)

Crest

length

1,380

(420,6)

Maximum height

440

(134,1)

Volume--cu

yd

(m3)

Total

----

9,304,97?

(?.116.000)

Core

(impervious)

885,973

(677.000)

Transrition

filters

---- 1,093,6'88

(836.000)

Rock shell .---

.... ..

7,325,416

(5.601.000)

Upstrearn slope:

1.8 to

1

Downstream

slope: 1.7 to

1

Spillway:

Type::

Gate controlled into

diversion

tunnel

Gate: L Tainter

30 by

36

ft

(9,L4

by 10,9? m)

Tunnr:l: 1,900

ft

(5?9,1

m) long,27

ft

(6,4

m)

in diam

Project

design discharge:

Spillvray: cfs

(m3/sec)

27,400

(?76)

Turbine

relief

valves:

cfs

(m3/sec)

--. .- ,

.

,

18,000

(610)

Power

facilities

Total

ralfed eapacity:

261,000

kw

Maximurn capability:

324,000

kw

Type of turbines:

Francis

No.

of

units: 3

Rating of turbine: 115,000 hp at

315-ft

(96,0-m)

net

head

Operating

range

z 280-372

ft

(85,3-113,4

m)

Unit

gerrerator

rating:

95,500

kva,

0.90

pf

Power

tunnel:

Dimensions-1,438

ft

(438,3

m)

long,

%3 ft

(7,0

m)

diilm terminating in

trifurcation

structure

Gate: Single vertical

lift

wheeled 16.17

by 2?.08 ft

(4,93

by 8,25 m) with automatie

remote

and

manual

co;ntrol from 207-ft

(63,1-m)

high

silo

over

gate

sh:ucture

Powerhoruse:

Type: Semi-outdoor

Length:

169.75 ft

(51,7

m)

Width:

171.25

ft

(33,9

m)

49

(le)

(t22',)

(610)

(e3)

(r.606)

50

ROUND BUTTE

DAM

Tailrace

gates:

4

gates

each

18.25 by 13.26

ft

(5,6

by

4,0 m)

Powerhouse

erane:

325-ton

(294,8-metric

ton) ca-

-pa.c_ity,

30-ton

(Z?,Z-metric

ton)

auxiliary hoist

Fish facilities

Temporary_

during-

construction:

Ilaul

upstream from

Pelton

Dam

collector

Permanent

upstream:

Pumped

attraction

water

at

power-

house

bucket

transfer

over

dam

on

tramway

Permanent

downstream: Pumped

attraction

at dam

with

automatic

controlled

releases to

l;ailwater

Experimental:

Floating

gulper

for

testing various

are&s

of reservoir

Project

cost

$59,960,49?

sediments

were

found

to have

permeable

lenses

and

the basalt,

although

partially

filled with

a Mont-

morellionite clay,

was

considered

quite

permeable.

This

was

evidenced

by

the rurr€rous

springs in

the

general..area.

To limit

perculation

around

the abut-

ments,

two

grout

tunnels

were

driiven

on

each

abut-

ment

and a

grout

curtain

provided.

The

curtain

extends

about

1,000

ft

(305

m) into

each abutment

at the

dam's

base

elevation

and

decreases in length

as the head involved

reduces.

Downstream

of the

grout

curtain

an effective

system

of drain holes

was

provided

in both

the

grout

tunnels and

drainage

adits.

Much

higher

than anticipat,ed inflows

from

springs in

the core

area, both

in

the

foundation

and

abutments, necessitated

resort

to chemical

grouting

to dry

them up so

the

core

could

bra

properly

founded

and to

provide

a

three-row

grout

curtain along

the

axis

in a

part

of the

foundation.

The core material

(see

embankment section)

and

about

half

of

the

rock fill were

produced

from

talus

slopes upstream

of

the dam a'nd from abutment

excavation using a specially-designed

separation

plant

that

separated Zone

1

core,

Zone 5 shell

rock,

and

Zone 6

outside

over-size

shrell.

A very small

portion

of

the core material

was hauled from

Dry

Creek

borrow area

some four

mil,es away.

All core

material fell within

established curves as did

the

various

filter zone

materials.

lthe

Zone

2,

fine

filter,

was hauled from

a

well-graded volcanic

sand

area

near Dry

Creek about five

miles awa.y

and

the

Zones

3 and 4 material

was

a

'by-product

of

the

manufacture

of

the

concrete aggregates, both

fine

and

coarse,

which

were

producred

from

a basalt

quarry

in

the rim

rock.

The halil

of the shell

rock

not secured

from

the talus

qTss

eu&rried

from

the

intra-canyon

basalt

flow

about

a mile downstream

of the

dam. A very

high

wastage

of

quarried

rock

was

necessary

to

get

good

quality

material

for

Zones

5

and 6.

Compaction

of

core was

by

a

50-ton

(45,4-

metric-ton)

rubber-tired

roller

on

the

material laid

in

not

to

exceed

12-in.

(30,5-cm)

layers.

The

rock

fill

and filter zones

vyere

comrpacted

by lnrof, l.w

than

three

passes

of

an 821,000-lb

(i|6.290-ks)

D-8

traetor

and

the regular

heavy hauliing

equipment

initially.

After

field

tests,

a

10-ton

(9,1-metrie.ton)

vibra-

tory compactor

was

authorizred

as it

gave

greater

compaction

than the D-8

tra;ctor.

During

construclbion, the core,

the

grout

drainage

tunnels,

foundatio,n,,

and darn were

instrumented

and

a,ll

instnrrnents

are being

stantly

monitored.

and

well

con-

Construction

of

t;he

concreteJined

dli'version and

power

tunnels

was earried

on with no

great prob-

lems.

The

power

tunnel

is st;eelJined

txrcause

of

the

characteristics

of the

Pelton

basalt.

The

power

tunnel

is

contr,olled by a s;ingle vertical

lift wheeled

gate

16.17

by

2?'.08

ft

(4,93

by

8,25 m)

in size.

The

gate

is; operatedl

by both remote

and

manual

control

frorrrr

the

20'I-ft

(63,1-nn)

high

con-

trol silo which was built

rnsing

slip florms. The

power

tunnel term:inates

in

a steel trifurcation

structure which,

because of

iits

very heavy

nature

and

welds,

was

thoroughl;7

x-rayed

and stress-

relieved in

place

in

the

fieilcl.

The

pe:nstocks

are

short and of

standard design. The

scroll

cases were

field-welded

and

x-lray

check:ed;

each

is.

provided

with

a

96-in.

(2,44-nr)

Howel,l-Bunger

prressure

relief

valve.

The

spillway is a single

If0-

by 36-f't

(9,14-

by

10,97-m)

Tainter

g'ated

structure

lea,dling into

a

sloping,

concrete-linred tunnel which

connects with

the downstream half of ther diversion

t;unnel.

For

proper

design

it wars

carefull;y modelecl

as

was

the

trifurcation structure

of ther

power

turrnel.

The

powerhouse

lhas a co:nl;rol

room

although the

plant

is

planned

for

remote

operation

llrom Pelton

powerhouse.

It

also

containrs the upstream fish

at*

traction

facilities

'which

provide

200

cfs

(5,66

m'/sec) of

pumped

attracti,on

water

over weirs at

each

end of the

powerhouse

ernd

pumpred

attraction

water to lead fish

into

the

tramway bucket for

transport up and ov(sr the

dam. Photo

electric

cells

are used to actuate the

bucket

closing

ernd start of

the tramway. The :fish

bucket is

lowered into

the

forebay

and fish

a,re

relea,sed under water.

The

entire operation is

euutomatic.

The

downstream

fish colliector

provides

for an

attraction flow of

400

cfs

(111.,33

m3lsec)

and

is

op-

erable over the

normal

20-ft

(6,1-m)

a:rnual draw-

down range.

After

entering:

bhe structure

the fish

are

guided

to a holcling area and

are

then

released

gently

by automatic flushinig

to tailwatrer,

or

if

de-

sired

they can be l;ruck haruled. An

experimental

floating

gulper

is

also

in

use'to see if

better

results

in trapping

downstrrsam finglerlings

can'be

had

with

varying locations

of the

gulprer

in

the

reservoir.

SAN

LUIS

DAM

A

partially

co:npleted

portion

of

San

Luis

Dam is

shown

at the

center

of

this

photo-

graph,

taken

February

ltg65.

The

pumping-generating

plant

i*

"t-in"-teff

foreg;;;;,d.

51

_{lo.Vd - E_.

Dominy,

Commissioner,

Bureau

o{'

Reclamation

united

states

Department

of

the

Interior,

\Irashingtott,

D.

c.

San

Luis

Dam

is

by

far

the largest

of

the Bureau

of

Reclamation's

dams

and

is

one

0,f

the

largest

earthfill

dams

in

the

world.

It

has

a

vorume

of

TB

million

cu

yd (59,6

x 10u

ms),

a hei,ght

of Bg2

ft

(116

m),

a crerst

length

of 18,b00

ft

(b.63g

m),

and

a maximum

ba,se

width

of 2,400

ft

('i3l,b

m).

The

dam is

a

principal

structure

of'the

San

Luis

Unit

of

the

Bureau's

Central

Valley

I'ro,ject

and

of

the

state

waterr Project

of

the

state

of

california.

It

is

on

San Luris

Creek

near

Los

Banos,

California"

It

will

be

operated

to

provide

needei[

storage

and

regulation

for irrigation,

municipal

arnd

industrial

use'

and

hydroelectric

power

producllion

for

both

the Bureau's

central

valley

project

and

the

state

Water Project

of

the

State

of

California.

Because

of l;he

unprecedented

size

'f

the

dam

in

Bureau

experience,

the

dam,

foundatirJ',

&Dd

abut-

ments

were

thoroughly

investigated

for

the

limiting

{

stress

conditions

occu'ring

during

const,ruction,

during

sustained

high

r€servoir

level

operation,

and

during

periods

of rapid

reservoir

clrawdown.

As

the

damsite

is in

a highly

seiismic

arear,

speciar

attention

was

given

to

the

effecl;

of

earilrquake

vibrations

upon

these limiting

stress

conditions.

Both

failure

by

sliding

and

failure

by

sprearding

were

investi-

gated

within

the

limiting

stress

conditions.

As

a

portion

of

the

embank:ment

rests

upon

alluvial

material

containiing

conrprressrble

clay

and

the

remainder

upon

the

relatil'ely

incomp:ressible

conglomerate,

sandstone,

and

s)hille,

Bureau

engi_

neers

investigated,

as

part

of

the

stability

analysis,

transverse

cracking

of

the

embanhment

due

to

dif-

ferential

consolidation

near

the

rock-soil

contacts.

Investigation

of

the stabilitl'

of

the

hu:ge

em-

bankment

was

facilitated

by

the

rnse

of

an

el,ectronic

computer.

The

Bureau's

meth:od

of

s1;ability

analysis,

designed

for

usilge

on

an

electronic

digital

computer,

permitted

rapid

evalu:rtion

of

the

design

factors

for

sliding

and

spreadin8:

types

c,f f*ilures.

52

SAN

LUIS

DAM

,,,

Horrh Son Jooquln

Aqueducl

Foreboy

Pumplng

Plonl.--

SAII{

LUIS

FOREBAY DAM

TYPICAL

TECTIOX

Dlh-

lntolr chonnrl.

=a

Sp woy

l-

-*---t','.Ctoil

of

Son Lulr

Forcboy

Dom

1/l

LYJ

,-

Dcho llcndoto

Conol

$

Son Luir

Conol'-.

GENERAL PLAN

7i\

Srbclod cloy, rilt,, rond,

ond

qrovcl

comgoclod

\1,/

by lonplng rolbrr ro

6-inch

10,-I5m;

loyoir.

41

Sohcrrd rond,

grorrl,

qnd

cobblor c.ompoctcd by

!/

crrrwlrr lyp.

Iror:to? to l2-inch

(Or3&n)

loyott.

7a1

Hitccllonoour

rof'triol

compoctcd

by tomoino

(!)

rollrrr

to

l2-lnch

(0rJ0m)

loyrrr.

fi)

tinur

8-inch

(qzon)

rock

frogrnonrr

compocrad

V

by

crowfrr typd troctor

ro

l2-inch

(Or,?Om)

loyott.

()

eirt

}-tnch

(Or2Un)

rocl frogmcntr ploccd

in

-

3-f;oot

(Or9lm)

Iayers.

EMBANKMENI' E XPLANATION

400^-:

.-

))

l:))

\

(s"

loo,-

n\rlr >

\

tl

Splllwoy

-

Crrrt of dom

El.

351.0

(168rE6n)

!', .r'-21"

1o16rm)

Rock

blbrnLor

*.8

El. 310

(9drr9rn)

2hzl.

Ef ,

554.00

(t68r96m)-

Iinimum

Rrr.

1.5. El.

326,0

(eer,37n).

*-L

El. 27A,0

({t2r3o.n)

""\-

I

Orlglnol

ground

.irfoc.

Ef.539.0

(!61r29m)---

E

1.

5a{.00

(

t6

StE

tm)

"'

fnvrrt El. 115.O0(t35,64n)

--

MAXIMUM

SECTION

Crcrt ol dom,

El. 551,O

(t6Er86m)

Origlnol

g?ound

tutfoc.

SPILLWAY

PROFII.E

o0

(6&t6)

(r2

rdr2)

SCALE

OF

FEET

(HETERS)

_.Horlmun

Rrr.

W.5.

El.

5a5,8

(166r36im)

Too droin,

,E1.233.50

1'7tr17m)

----

.{ln.

Toilwotcr Eil. 217,0

(56,

llm)

'.Ef.

212.0

(ti1r62m)

.El.

2102:.00

(6

lr57m.l

--Orillinol

ground

rrurfocr

Pumpi

ng.

Grnrrotlng

ploal

Normof

Rrr.

W.S.

El. 51a.0

(t65r8trn),

t2:--Cnil

of

dom El.

551.0

(16trt6n)

El,

230.0

(7011&n)

s,orrHishwoy'<ol]

@

<oo-/' ,.:q. /-

SCALE OF FEET

(TETERS)

-.

-3'

(0r9lm)

R iprop

on

17'-6"(5r33n) Dio.

rtrrl

linor

S

=

0. E719

OUTLET

WORXS PROFILE

Portrrl

invrrt

El. I73.E3

(52r98m)

SAN

LUIS

DAM

Concrete

in

outlet vrorks

structures,

excep'b tunnel

lining

Concrete

in outlet vvorks

tunnel lining,

San Luis Darnr

First-stage concrete

in

pumping-generating

plant

Steel

liners and

penrstock

branches

Installing trashracksi

Reinforcing

steel

Roller-mounted

gates,

hoists,

and

controls

Butterfly

valves and

controls

Bulkhead

gates

Cranes

53

72,000

66.046

SUMMARY OF PRINCIPAI., FEATURES

Location

On the San

Luis

Creek

12

miles

Banos,

California

Purpose

Power,

irrigation, water supply

Owner

Bureau of

Reclamation

Engineering

Bureau

of Reclamation

Construetion

By

contract

Chronology

Speed

Design horsepower

of

each

unit as turbine

hp metric

hp

(119,3

km)

west

of

Los

Design head

of each

unit

pumping

69,000

33,000

lb

1,800,000

1,460,000

860,000

780,000

62.163

26.229

kg

816.480

662.256

390.096

353.808

18,500,000

9.391.600

1,500,000

690.400

33,200,000

15.059.520

(371,5)

Power

facilities

Location:

pumping-generating

planlb

at

left abutment of

San

Luis Dam

Number

of

units:

8

Pumping

Speed

Design

head of

each

Design capacity of

unit

as

turbine

each

unit

pumping

rpm

ft

m

cfs m/3sec

150

323

99,5

1,760 49,6

r20 227

69,2 1,400

39,6

Construction

period:

Dam,

1963-1967;

Pumping-generat-

ing station 1964-1967

Reservoir

Total

eapacity to elevation

546 ft

(:166

m)

ac-ft

(m3

x ltr) --------

2i,095,000

(2.584)

Active

capacity: ac-ft

(m3

x 100)

21,01,5,600

(2.486)

Surface

area:

acres

(m2

x 104) ---- 13,000

(5.263)

Dam

Type: Zoned earthfill

Dimensions-ft

(m):

Structural height

382

.

(116)

Top width

30

(9,14)

Maxirnum

base width

2,435

(742)

Crest length

18,500

(5.639)

Crest

elevation

654

(169)

Total volume:

cu

yd (m3)

-- ---------78i,000,000

(59.635.000)

Spillway:

Concrete morning-glory

inlet, concrete

conduit,

concrete chute,

concrete

stilling basin,

and

outlet

channel

Capacity

at

elevation

545.8 ft

(166

m):

cfs

(m3lsec)

1,030

(29,2)

Outlet

works:

Four concrete

conduits

controlled by roller-

mounted

gates

and

bulkhead

gate

in

the tiashrack

structures

Capacity

at

elevation

545.8

ft

(1i66

m):

cfs

(m3lsec)

13,120

As shown

in

tlee

accornpanying drawing,

the

embankment

consislbs of

fiv'e zones

of selected

ma-

terials, each

havinpl

particular

structural

and

per-

meable

properties

and distirnguished by

the

method

of

placement.

The volumes

of

materials

for

these

zones

are

indicated in

the accompanying

tabulation.

Construction

of

the

cla,m,

torgettrer

with

a

pumping-generating

plant

and a

forerbay

dam, began

in February

1963 under an

$85,926,6i08

contract

awarded

to the

joint

venl;ure firrn

of

Morrison-

Knudsen

Co.,

Inc.,

Utah Construct:ion

and Mining

Co.,

and

Brown

and

Root, In,s.

The

dam was

"topped

out"

late in

the

fall of

196€i.

'fo

carry forward

placement

of earth in the huge

embankment

at

a

rapid

pace,

the

r:ont;ractor

mar-

shalled

one

of the

largest as;sremblages

of equipment

for excavation,

transportation,

and

plareement

ever

used

in construction of a

Biureau

of Reclamation

earth

dam. Outstanding

among

the

earthwork

equip'ment

was a large wheell

excavator

which

was

specially manufactured for

tlhe

San

Luiis

Dam

con-

struction. This machine,

6{i

ft

(19,,8

m) high

and

weighing

about

830

tons

(753

metric

tons),

main-

tained

an

average excavati:ng capacity

of 3,000 cu

yd

(2.294

m')

per

hour. In 40

seconds, :it

could

load

excavated material

into a

.100-ton

(91-metric

ton)

capacity

earth

haul:ing

unit.

Material

excavated

was clelivered

to a fleet of

thirty-three

100-ton

(91-metric

ton) capacity

tractor-trailer earthi

hauling units.

On an average

haul,

the

machines

transporlted

55

cu

yd (42

m8)

of excavated mater:ial

at speeds

of

up

to 35

miles

(56

km)

per

hour.

The

:machines

were 63 ft

9

in.

(19,4

m) long

lrnd

12

f1b

(3,7

m)

high.

Another

unusual

piece

of

erquipment

rilas

a 55-ton

(50-metric

ton) eler:tric drill used

jin

dtriiling rock

in a

quarry

about

1.5 miles

(i1,4

km)

from

the

dam-

site. The

drill

was

about

5lt

ft

(16,8

m) high

and

was

powered

by

a

40O-hrorsepower

(406-metric

horsepower)

motor.

It

had

a

g7/s-'.in.

(25-cm)

bit

which

drilled into

the hard

basalt

rock

oli

the

quarry

at a rate

of

50 ft

(L5,2

m)

per

hour.

A

single

blast

set

off after

a series

of holes

had

beeln

drilled

by

the machine

produced

aboul; 100,00C)

cu

yd (?O.4bB

m')

of rock.

rpm

150

t20

73,000

44,000

74.016

44.6L2

Generating

ft

265

170

rcu

yd

6,t5'50,000

7,000,000

:146,000

m

80,8

51,8

m3

5.084.126

5.351.710

110.86?

Speed

rpm

160

t20

Major

construction

quantities

Raterd

capacity of

each

unit

generating

kw

63,000

32,000

(San

Luis Dam,

pumping-generating

plant,

forebay

dam,

and

appurtenant

works)

Excavation,

in

open

cut,

for

structures

Excavation

for

dam

embank-

ment

foundations

Excavation

in

tunnels

Earthfill,

zone

L,

in

dam

embankments

Gravelly fill, zone

2, in

dam

embankments

l\{iscellaneous

fill, zone

3,

in

embankment,

San Luis

Dam

Rockfill,

zones

4

and

5,

riprap,

and

rock

blanket,

San

Luis

Darn

43,',700,000

33.409.961

3,1100,000

2.599.402

19,000,000

L4.626.070

14,400,000

11.009.232

54

SAN

LUIS

DAM

'fhe

large

rvhetel

excavatgr

used

in

construction

of

San

Luis

Dzrm.

The blasterd

rock

was

picked

up

by

a

large elec-

trically

power:ed

shovel

which

handled

about

1'000

cu

yd

(765

m') of

rock

per

hour.

The

rock

was

dumped

into

zt

fleet of

fifteen

75-ton

(68-metric

ton)

and

6?-ton

(61-metric

ton)

capacity

hauling

units

and

then

transported

to a

separa,tion

plant

for

processing.

Large

elerctrically

propelled

sherepsfoot

rollers

were used

to

compact

the

embankrnent.

Each

ma-

chine

had

four

drums

which

wlhen

filled

with

water

weighed

80,0100

lb

(36.281

ke). Tlhe

rollers

were

highly

maneuverable;

the

operators

could

run

them

in either

direction,

thus eliminating

"turn

around

time."

As the

rollers had dual

front :rnd

back

drums,

they

could

rnrake

a

double

"pass"

in compacting

the

embankment.

The Bureau's

specifications

required

the

embankment

to be

placed

in 6-in,

(15-cm)

layers

and

be

compacted

by

12

passes

of the

sheepsfoot

rollers.

The

marked

influence of this

unusually

large

maehinery

ancl

other more

conventional

equipment

on

construction

of the

dam

wals evidenl;

in

the

rate

of

construction

progress

for t;he

one month of

August

1965.

In

that

month, the

contractor set a

record

in construction

of the

dam.

He

place,d

a daily

average

of

120,740 cu

yd

(92.309

mr')

of embank-

ment

materials

in

the

dam,

which resulterd in

the

total

for the

month o11

2,786,Ct00 cu

yd

(:2.129.981

mt).

During

constructio:n

of the

dam, instruments

were

installed

in

the

embanktnent

to

provide

a

measure

of the

perfornrance

of the

stru,ctu:re during

its construction

and

during

reservoir

operal;ion.

The

instruments

included:

twin-t;ube

piezometers

to

provide

information on the

lrore

water

lpressures

developed

in

the

found:rtion and

in

the embankment,

internal

vertical

movernent

dev'ices to

prrovide

infor-

mation on

the

foundertion

settlement and on the

compressibility

of the

embankment,

surface settle-

ment

points

to

record settlement

of the surface of

the

completed

structure

and orn the rnrovement

up-

stream

ernd downstream

from tlire centerline

of the

56

WELLS

HYDROELECTRIC PROIECT

Typiml

Unit Pil torrirl

i.t.t.tor

Irlicrl

SDillwry

Brt,l0'rilt, crut

H.lll

D0wlrsTEEAr

E.rEVATr0il

0F

llYDB0c0tBttl

GEtIEBAt

PtAtl

6l

i0

6l

tz?.m

U00 0

200 f00rr

--l-<

Sr:rlr

PEBSi

PECTIVE

t0F

HY0R0C0 ilttflilE

3o'S

0

30'5

6lr

r00 0

r00

200

E

Drrlt

frlr Srtr Grllrrt

f4rom

2t8,2m

WEL,LS HYDROELECTRIC

PROIECT

OI

Downstream vierv

of hydrocombin,e.

James

G.

Patrick, Manager of

Hydro Engineering

Bechtel

Corporation,

San

Francisco, California

The

Wells

Hydroelectric

Project

of Public

Utility

District

No, 1

of

Douglas

County,

Washington, de-

velops

the

available site

on the

Columbia

River within

the

United

States.

It is

lo-

cated

in

thre

approximate

center

of the

State of

Washington

about 110

miles

(L77

km)

east of

Seattle

and

516

miles

(830

km)

from

the mouth

of

the Columbjia

River

and develops

the

7L ft

(22

m) of.

available hydraulic head

between

the

Chief Joseph

Project

upstream and

the

JRocky

Reach Project

downstream.

The

ten

generating

urnits will have

an

installed capacity of

774,000 kw

andl a

peaking

capa-

bility of

approximately

820,000 kw. Allowing

for

the

power

and

energy

refunded

to the

United

States

because of

tailwater encroachmenrt

on

the

Chief

Joseph

Pro;ieet

upstream,

the estimated annual net

energy

production

is

3,944 million kwh

or

450,000

kw averager.

The dam

consists of

a single

concrete

structure,

the

Hydrocombine, and two earth abutments.

The

Hydrocombine

p,rovides

all functions of

power gen-

eration

including

a switchyard, rjiver

control

and

fish

passage

facilities

and consists

of

10

generating

structures

each

49

ft

(15

m) wide, .11

spillway

open-

ings each

46

ft

(14

m) wide, and

tvro end

walls

each

67

tt

(20

m) wide.

Below

the

spillvray

openings and

between th,e

end

walls

the

Hydrocc)mbine

is

similar

to the conventional

low head

powerhouse

consisting

of

water intake

passages

to the turbines

and water

discharge

passages

from

the turbines to the tailrace.

Above

the

water

passag:es

the

grenerator$

are

housed

in

individuzrl

structures and ther rspaces

loetvreen

the

structures

iare

utilized as spillvra,ys. Ea,ch

generat-

ing

structure

contzuins a

292,-in.

(1140-cm),

120,700-hp

Kaplan

turh,ine, direclily connectrgd

to

an

81,500-kva

generator,

and auxiliary

el:ctr:ical

and

mechanical

equipment.

The

sprillway

openiings

are

capable of

discharging

the design flood

of 1,180,000

cfs

(33.400

m'lsec)

and the dirscharge

iis

controlled

by vertical,

double leaf, wheel

gates.

The

geiherating

structures

are connected

at the

top

of

tlhe structure

by a

two-level

structure

whichr

spans

l;he spillway

openings and

contains

t;he

contro.l

room,

administra-

tion

and visitors'

facilities

and

crther

electrical

and

mechanical

auxiliary

e:quipment,

Transformers,

a

230-kv

swit;chyard,

and

service eranes

are

located

on

the

continuous

top floor

of thrg

Hydrocornlcine.

In

addition to serving

ther

turbine-g;enerator

units

the

two

gantry

eranes

operate eight

of the

eleven

spill-

way

gates,

the intake

gates

anrl

trashrachs.

Two

sets

of dra1tt tube

gates

are mounted

on hoist

carri-

ages within

a continuous

galler;y

insidr:

the

struc-

ture.

The

encl

walls of the

Hydrocombine,

eareh

67

ft

(20

m) ttrick,

provide

support

for

the radjacent

earth embankments

and

conrtain

r:onv'entional

staircase-type

fish

larlders

for

passage

of ana-

dromous

f,ish over

the

dam.

lDach

of tlhe fish-

collecting

structures,

a)[so

incorporated

jinto

the end

walls, contain three

fis.h entrances

and

1;wo turbine-

driven

punrps

for suplllying

fislh attractio:n flows.

Fish are at'bracted

to the

fish collecting

stru,eture

by

58

WELLIS

HYDROELECTRIC

PROIECT

nfi

Firh

Erit

To

Brrrrvoir

Firh

Yirwing

Arm

?3f

,4m

Ilormrl tu.

Brr. E|.779

Orcl ELil95

242,3m

22T,Om

Entrrncr rlhcl

El.7tl6

A(r

231,4m

lonrl

trr.

u.r.gJ!g_

0Yrrllow

t{rir

[pr

tirh

216,4nt

llonnrl

:JtrTIiO

Firh Ertmacr

24?,3nn

lhcl El.79lt

0dfim l'ypr

tirh

lrdrfur

2lt63m

lrnrl

Iw:Et.il0

TBAilSVERSE SECTloil

-

EilD WAtt

6,1

0

6,1

1?,2m

20 0

20

l0Ft.

--

Scrlr

[

Orn

9,lm

f,igrrg

.

-

30'.

Llhm

Enbrnlnrnt

s/

242,9m

-Crrrt

El.79l

-0tie

inrl

'Ground

\

-

filrr

'-Silt

&

Srnd. Golr

--lBrdrocl

Grrvrl

filru

Slurry

Cutofl-

7l'trr. o.pth

2l16m

TVPICAI SECTIO

tI

.

WEST EilIBAtIKilIEilT

tz,Z

0

t2,z 24,4m

to 9

19_-

80r,.

Scrh

737,4m

llcrnrl

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779

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El.ttt

sEcTll0il

A-A

Crorl

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Wrll

Uortrrrm

From

Drm

0

'

6.1

0

6,1

12

,?:ni

20 0 20

folt.

lScrh

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United States Committee on Large Dams. U.S. Dams

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