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

rr.

PREFACE

The United

States Committee

on

Large Dams

has

undertaken

herein

to

p:resent

a

llrotlp

of

fourteen

large

dams

as

representative

of current

practice

of dam

design

and

construction

in

the United

Sta,tes. Some

of these

projects have

been

completecl,

but

most

are

still

under

construction.

Each

has be,en

chosen

to

be representative

of

advanced

design

or

construction

techniques.

Variety

u'as an

objective

in

their

selection-particularly

a

variety that

would

evidence

the

great

breadth

of

today,s

dam

design

and construction

practice

in the

United

States.

Not

all

of these

will

go

down

in history as

"*o'g

the

world,s

greatest.

But all

are

important

projects,

and

each

is

making

its

contribution

to the

increasing

fund

of

knowledge

from which

the

world's

dam

designers

and

builders

are now

able to

draw.

It

will be

recognized

that

some

of the

construction

concepts

have been

aclapted

from those used

in other

countries,

not only

in

the construction

of dams

but

also

in other

construetion

as

well.

It

rnay be significant

that

eight

of the

fourteen

dams

described

are

of

earthfill

or rockfill

construction.

Certainly

the

adaptability

of this

type

of construction,

where

it may

be

feasible,

has

provided

many

economical

and

adequat;e structures.

The Oroville

Dam

(T?6

feet high)

will, for

awhile,

be

the

world's highest;

earthfill,

and thus

provides

an

expression

of expansion in

this

art. On

the

other

hand

Glen

Canyon

(a

?lO-foot

high

conrerete dam) is included,

for

concrete

will continue

to be

one

of the very

important

dam

building

materiarls.

This

contribution is

offered in the spirit

of one

of the basic

objectives

Large

Dams

".

. . to encourage

improvements

in

the

design

and

construction

the International

Commission

on

."

of large

dams.

New

Exchequer

Dam

--3L

Nickajack

Dam

---37

OrovilleDam

----,-

---41"

Round

Butte

Dam

----4'[

San

Luis

Dam

----51

Wells

Hydroelectrie

Project

----56

Yellowtail

Dam

- -60

of

It

should be

particularly

noted that this is

not

an

attempt

to select

dams

of merit

in

a:ny competitive

sense,

but

simply

to

offer

a cross-section

of important

dams

recently built

or

now under

constru,etion in the

United

States.

I

am

glad

to

have

this

opportunity

to

thank

and commend the

authors

and their

organizations for their

contributions

to this

publication,

and

also I

wish to

thank the

special

committee

of

the United

States

Committee

on Large

Dams

which was responsible

for the

production

of this

booklet,

which

included the

following: Floyd

P.

Lacy,

Jr.,

Chairman,

Tennessee

Valley

Authority;

A.

E. Alspaugh,

Pacific

Power &

Light;

Company; George

E.

Bertram,

U. S.

Army

Corps

of

Engineers; Marcel

Bitoun,

Hatza

Engineering

Company;

Ilichard E. Burnett,

Charles

T. Main, Inc.;

John Dnisko,

Tippetts-Abbett-McCarthy-stratton;

Arthur

J. Fox, Jr.,

Engineering

News

Record;

Al Golze,

Department

of Water

Resources,

State

of

California;

Robert

J.

Kasperr,

Bechtel

Corporation;

T. W.

Mermel,

U. S.

Bureau of

Reclamation.

E.

ROBIERT

DE LUCCIA, Chairman

United

lJtates

Commiittee on Large Dams

September

1967

CONTENTS

Amistad

Dam

1

CartersDam

----- 5

Dwor'shakDam

----,

9

GIen

Canyon

Dam

- - -13

Kinzua

Dam

-----18

Morrow

Point Dam

-

- -22

Mossyrock

Hydroelectric

Project

--

--27

SUMMARY

DATA

CANADA

UNITED

AMEFIcA

sT4TEs

rHE

STATTS OF ALASK/I

ANO

HATJAI

I ANE

NOf

SHO,ryN.

GULF

OF MEXICO

Anristad

Dam

Cat'tels

Darn

Drvorshak

Darn

Glcrr

Canyon

Dam

I(inzu:r

Danr

Morlow

Point Danr

I\{ossyrcck

Hydroelectric

Project

New

Exchequer

Dam

Nickajack

Dam

Orovillt'

Dnnr

Round

Butte

Darn

San

Luis Dam

Wells

Hydroelectric

Project

Yellowtail

Dam

Location

on above

map

1

2

3

4

5

6

?7

a

8

I

l0

11

L2

13

74

Type

EG

RE

G

A

EG

A

R

EG

E

R

E

EG

A

Purpose

I,H,F,R,C

H,R,F

F,H,N

H

F,C,R

H

H,F,R

H,I,F,R

F,N,H

I{,P,F,I,R

H

H,I,P,IS

H

I,H,F

Maximum

ft

285

445

693

7L0

235

468

606

490

83

770

440

382

190

525

height

m

87

136

27L

216

72

143

185

149

25

236

134

116

58

160

Crest

ft

32,000

2,053

3,297

1,560

1,997

720

1,250

1,400

3,793

6,920

1,390

18,500

4,460

1,450

Iength

m

9.754

626

1.002

475

0'/u

2t9

380

42,7

1.156

2,TLO

42L

5.639

1.359

442

Type

of

Dam

Ealthfill

Rockfill

Gravity

Arch

Plicc

of

this

book

Symbol

E

R

G

A

$2.00,

U.

S,

Committee

Purpose

Symbol

Irrigation

I

Hydroelectric

development

H

Flood

control

F

Navigation

N

on

Large

Dams,

29

West Bgth

St.,

New

Purpose

Public

water

supply

lndustrial

vya,ter

supply

Recreational purposes

Water eonservation

York,

N.

Y.

10018,

All

rights

Symbol

P

IS

R

C

reserved.

AMISTAD

DAM

Artist's sketch

of

Amistad

Dam.

Completion

of

dam is scheduled

for

early

1969.

.4r--=

--->..

Joseph F.

Irriedkin,

Commissioner, United States Section

International

Boundary

and

Water

Commission,

United

States and

Mexico

Amistad Dam

is

the second

major international

storage dam

on the Rio

Grande

to be constructed

plrrsuant

to the

Water

Treaty

0f

1944. It

is

a

joint

project

of

the United

States and

Mexican

Govern-

ments.

The

dam

will

provide

essentially

complete

protectiorr

to downstream urban and

highly

devel-

oped agricultural areas

in

both

countries from dis-

astrous

floods originating from

the

Pecos ancl Devils

Rivers

in

the United

States,

and the Conchos

River

in Mexico.

Together with

the

International

Falcon

Storage

I)am,

290 miles

(467

km)

downstream,

it

will

effect

practically

complete regulation of

Rio

Grande

flows, conserving for domestic

and irrigation

uses the

perioclic

flood flows which

now

waste

to

the

Gulf of

Mexico.

Potential

hydroelectric

power

gen-

eration

represents additional

benefits of the

project

to both

countries.

Developments are

planned

which

will

prov'ide

much needed recreational

facilities.

Under

the

1944

Water

Treaty,

public

use of

the

reservoir

surface

is

free and common to

both coun-

tries

subject

to

their

respective

laws and rcgulations.

To

provide

a

jurisdictional

line between

the

two

countries,

a

series

of

monuments

will be constructed

within

the

reservoir

area.

An

extensive

program

of

investigations

and

foundation

exploration

requ:lred about

ten

years

to

complete. Some

45

prospective

sites

were

studied

along

a

total

river

clistance

of

300 miles

(483

km).

The entire

dam and

reservc)ir

area

is

underlain

by

the

Georgetown

lim,estone

forntation which

is

filled

with

numerous

inact;ive faults

srnd

solutitln

channels.

The

limestone

is structuralhr

srcund,

but

in

order

to

minimize

possibilitie,s

of

fourrcla,tion

seepirge,

&

grout

curtain

was

placed

along

thel entire

length

of the

rlam axis

and

for

5.5 miles

(13,9

km)

along

the

rim

of

the

reservoir

in

the

Unilbed States.

The dam

is of

conventionLal

design ex'cept

for the

unusual

length

of t;he

embarrkments

and

large ca-

pacity

of the

spillway.

The concrete-gravity

section

in the river

ehannel

includesr

a

16-g:ate

spillway

con-

nected

at each

end

to

non-o!'erflow

secrbions

which

inclucle

power

intal<es,

elevator

shafts,

stairways,

and

inspection

and

groutinrr

galleries.

'Ihe

control

house

is located

at

the

center

of the

structure

above

the

spillway

and

is designed

1;o enable

each

country

to

release

its

watersi

as required

for usesi

or

storage

downstream.

The capacity

of the

spillway at

maxi-

mum

pool

level is

1,543,000

ej's

(43.700

rn3lsec).

The

spillway

wil)t consist

of seventeen,

monoliths,

totaling

1,034

ft

(315

m)

in length,

to

form sixteen

spillway

bays.

Discharge

ovLsr'

l;he

ogee

crest fill

be

347,6M

SPRAY WAtt

5.75

AMISTAD DAM

ROADWAY AND

AXIS

Of DA,IA

IOP

OF

IAINIER

GATT

E!, II'0.4

7'.6"

PENSIOCK

BYPASS

I

-

q.

tt.885.o

269,7M

I

rsr,.r"

J

13t.4

M

SECTION

THRU

SPItLWAY

Q nolowlY

AND Axls

o,F DAM

GAIE 'ITACHINERY

IOP

Ot

DAf,t Et. 1152.3

IOP

OF DAM €I., II52

3

:t5t,2M

sPil.ttvAY cRtSr

Et.l

t

401

4,6X6,1M

I

l5'r

20'

DIVERSION

CC'NOUII

INSPTCTION

GAI.I.TRY

2.tx2.4M

7\

tMEANKlttitI

MAttttatS

Effi

tf,tPtrvrous

MAItttat

f:---

trMrPf Rvtot,S MAlrRtAl

f;.1;,::.11;.:il PttvtouS

MAI

t Rtat

vz'1///a DU'.P[O iltP|AP

T YPICAL

EMBANKMENT

SECTlON

SUMMARY

OF PRINCIPAL

FEATURES

Location

An

International

storage

Dam

on the

Rio

Grande

about

12

miles

(19,3

km).

u-pstream

from

Del

Rio,

Texas,

and

1.

mile

(1,6.km)

below

mouth

of

Devils'River.

567

river

miles

(912

km)

above

mouth

of

Rio

Grande

Purpose

^

Floorl

cont'ol,

co.ser.vation,

powcl.

and

r.ccrcation

Orvtrt r

arrd oporirtor

International

loundary

and

water

commission,

united

States

and

Mexico

-

Design

agencies

U.

$.

Ar.nr-v

Cqrps.

of

Engineer.E

Fort

Worth

District,

Southrvest

Division,

for--the

United

States.

Mi"i;i;i

of

Hydraulic

Resources

for

Mexico

Construction

Intenrational

Boundary

and

water

commission,

united

States

and

Mexico

Chronology

Ngti.S

to

pr.oceed

l'ith

construction:

December

1964

Initial

water

storage:

May

1g6g

^

Darn

c-ompletion:

Spring

ig6g

Stream

flow

Dlainage

area

above

dam:

Type:

Concrete

gravity

with

earrth

embankments

Dimensions-ft

(m):

L_ength

---.-:-----------,

z,LgZ

(6Ob)

Maximum

height

atlove

foundation

285

(86,9)

Height

above

river

bed

254

(77',4,)

Earth

embankment

(U.

S.

side)

le-ngth

_

----__-_________-__:--__

8,b00

(

Z.bg0)

Earth

embankment

(Mexican

side)

_ _

length

21,880

(6.b00)

Maximum

height of

embankment

--___

- _

--

11F

(BE)

Spillway:

Discharge

controlled

by

sixtee,n

b0

by b4-ft

-

(15,2-by

16,5-m)

Tainter

gates

Capacity

at

maximtrm

pool

liivel:

_

cfs_

(nq3lsec)

- _ __ -__-_ _

-__-_--_-________1,b48,000

(48.?00)

L-en_s!h_:

ft

(m)

f,Oga

'

(gibi

Power

facilities

See text

Major

construction

quantities (estinna,ted)

Embankment

rg,frbo,toto

ro.s$.ooo

&ipT"p

:t,zzr,ooo

l.Bb?.ooo

Rock

structural

excaval;ion

Z,aOO,OOO

1.g00.000

Concrete

1,?OO,OOO

1.SOO.OOO

Reinforcing

steet

;:tTt

tn*tttt

E:lil;

".;::i'J;Je'

il33i","o)--both

.ou,nr.i"J'000

6'850

$78,000,000

not

including

lands,

relocations,

camps,

and

access

roads

'w

-ffH5ltffryfthar

AMISTAD

DAM

OggEBVATlOlt{

POTNI

h$t

controlled

b:f

Tainter

gates

50

ft

(15,2

m)

wide

by

54ft

(16,5

rn)

high.

The

depth

of the stilling

basin,

shape

of the

spillway

crest,

bucket curves, spray

walls,

and

priers

were

determined

by

hydraulic

an-

alyses

supplemented

by

model

tests.

The stilling

basin will be

of the

horizontal-apron,

hydraulic-jump-type,

950 ft

(289,6

m) wide and 227

ft

(69,2

m) Iong, with a

single

row

of

47

b,affle

piers,

each

12

ft

(l-|,7

m) high

and 9 ft

(2,7

m) wide lo-

cated 80 ft

(24,4

m) upstream

from the

lower

end

of the

stilling basin.

The floor

will be of reinforced

concrete zrpproximately 5 ft

(1,5

m) thick anchored

into

the limelstone foundation.

The

downstream

end

sill will

be

18 ft

(5,5

m)

high

and

5

ft

(1,5

m) wide

with

upstream

slope

of

1

to

1.

Included

in

the

construction

contract

of each

Government

are

power

intake

monoliths,

penstocks,

control

gates,

and other

appurtenances; including

necessary

excavations for

power

intake

and tail-race

channels required for

development

of

power

facili-

ties up to a

maximum

of 80,000 kw

at

minimum

head by

each

country

on its

side

of the dam. The

United

Statels

power

intake

will include

five 14.5-

OBSERVATION

POINT

T,la-

=*..

ray4-:i13:r-,

a.A

.

-e

L

STAT

E5

-'.

.

".:1,.

f

t|.

!\.

*.

.\

\::

$$.fn,""

*

Ikl

{,1x.

Aerial vierv

of

concreting on the American

nonoverflorv section,

partially

completed

sltillway section,

second stage cofferdam, and

excavation

for

Mexican

porverhouse.

ft

(4,4-m)-diam

penstocks;

the

Mexican

power

in-

take will

include

four I5.75-t't

(4,8-m)

-diam

pen-

stocks.

Power

generrirting

facilities

will

not

be

installed

as

a

part

of the initial

construction

in

the

United States

pending

a

contract

for

sale

of

power

that will

assure

self-ltiquidation

of

the

power

fa-

cilities.

The

embankment sections

rviill

consist

of

an im-

pervious,

celttral

core

.rtrith

acljoining

zones

of semi-

pervious

material

on

the upst;ream

side, which

in

ttrrn

is

bordered

by

a

zone

of free-draining

material.

The

portit-rn

oI the

ernbunkment

on the

downstream

side

of the core will

consist

entirely

of

pervious

material. Roth

slopes

will

be covered

with

dumped

riprap,

9.84 ft

(3,0

m)

thick

on the

upstream

side

and 3.28 ft

(1,0

m)

thick

on t;he

downstreram

side.

The

top of the

embankment will

provide

a two-lane

asphalt-surfaced

roadlvay

witlh

a metal

guardrail

along

the downstream

side

and

concrete

curb,

side-

walk,

and

metal

guardrail

along

the

upstream

side.

In

addition

to th,e dam

proper,

the

pro.ject

con-

struction includes

the

of

relocations

of railroads, highwaysr

and

ut:ilities.

On

the

U.

S"

AIVIIS'T'AD

DAM

U NIT

ED

!F -"-a-^1

OBSERVAIION

side, relocations

of

railroads

and highways have

been accomplished

and

included

the construction of

14.3

miles

(23,0

km)

of

Southern

Pacific

railroad

track and

19.0 miles

(30,6

km)

of U.

S.

Highways

Nos.

90 and

277.

Two bridges,

a 2,200-ft-long

(671-

m) railroad bridge

and a 5,500-ft-long

(1.676-m)

highway

bridge,

each

235

ft,

(71,6

m) high,

spanning

the Devils River

arm of

the reservoir, were

included

in

the relocations.

Telephone,

telegraph, and

power-

line

relocations

are scheduled

for completion

prior

to

storager

of

water.

In

accordance with

the

provisions

of the

1944

Water

Treaty,

the

costs

of construction

of Amistad

Dam

are

allocated

to the

two

Governments in

the

same ratio

as

the

allocation

of conservation

capacity

in

the reservoir,

that

is,

56.2

percent

to

the United

OFSERVATION

PCIIhIl

States and

43.8

percent

to

il[exico.

Each

Govern-

ment will

separatel}' install,

at

its

expense

and

at

the time it may

dretermine:,

the

powerhouse

and

hydroelectric

generating

equipment it

requires.

On

the basis

of detailed

engineering

estimates

of

quan-

tities and costs,

work

items

\Mere

assigned

to

each

country

to

effe,ct thre Treat;y

distribution

of costs.

The

construction is

schedulecl in

four stages,

each

stage having its

own

river

diversion

scheme.

The

United

States

contractor

will

perform

the

first,

third and fourth

stages

of

'work,

and

the Mexican

contractor

will

perform

the second

stage.

The

two

contractors

share

a common

concrete

batching

fa-

cility,

each

operatinSf

the

facility

and furnishing

the

necessary

materials

during

the construction

stage

assigned

to him.

Upstream

vierv

of construction activities showing

American

powerhouse

intakes,

par-

tially completed

spillway

section, and second

stage cofferdam.

CARTERS

DAM

Carter's

Dam

construction

area,

looking

west.

Completed

dam

will

providre

flood

con-

trol,

power,

and recreation facilities.

Fred A.

Robeson,

Chief, Foundation & Materials Branch

U. S.

Army

Engineer

District, Mobile, Alabama

Cartbers

Dam is

a

445-ft

(136-m)

high

rockfill,

multipurpose

dam and reservoir being constructed

by the

Mobile District

of

the U.

S.

Army

Corps

of

Engineers. The

dam

is

a feature of the over-all

ultimate

plan

of development

of

the

Alabama-Coosa

River

systems

which

provides

for flood

protection

along the main

streams

for such cities

as

Rome,

Georgier, and

Gadsden, Alabama.

The

plan

also con-

templal.es river navigation

from

the Gulf of

Mexico

through the

port

of Mobile

upstream

to

Rome.

Most

of

the dams in

the

plan

have

powerhouses

and

contribute significantly

to the

comprehensive

power

system for

the

Southeast.

The

site

of Carters

Dam is located

on the Coosa-

wattee River

about 75 miles

(121

km) north of

At-

lanta,

Georgia.

The site

is located in the

geological

Piedmont Province

which

is b,ounded on

the

north

and east

by the Blue

Ridge Highlands

and on the

west

by the Appalachian

Valley

Province. The

region is rugged

mountainous

terrain.

At the

inception

of this

project,

concrete, earth

and rock-fill

dams

of

various heights

and locations

were sl;udied. The type dam selected

was

a rolled-

rockfill dam

with

a central impervious core.

The

central earth core section is

an

impervious material

which

classifies as

a brown inorganic

plastic

silt

with

gravel,

while

the rock section is made up of

zones

of

rock

of

varying

degrees of

hardness and

weathering.

These

zones

\il{lre

located

so as

to

resuLlt

in the most

effic;ient design for

stability,

filter

ac-

tion, and seepage

control.

In

addition

bo the

main

dam,

the

project

will in-

clude a

powerhouse

and srvjitchyard,

headrace,

gatrld

spillway,

three srnall saddle

dams, and

a diversion

tunnel. A reregulation

darn and

control

works wjill

be constructed

alrout

oner mile

downstream

of the

main

dam

to hold

the daily

power

surges within

banks below

that

point.

,Material

from

the

excavia-

tion of

the

headrace,

powe:rhouse,

and spillway wiill

be

used

in

constructing

the

main

dam.

The rock

t1'pes encountered ilre

generallly

grouped

into

quartzite,

argillite,

and

phyllite

cate-

gories.

The

quartzites

at'e massive

rocks

with

e:r-

cellent

engineering

propertiies

and

compose

the

best

quality

rock in

the area.

The

overrburden soils

throughout the

project

area

are lean

clays,

or sill;s

and clays, and

their enginer:ring

properties

are such

that

.the

soils

make

excellent

cor€

rrlauterial.

Five test fills were

an

important

phase

in

the

design

and construction of

the dam. Three

of ttre

fills

were

composr:d of

rock

materials

and

two

were

composed

of the overburd€rn afld highly

weathered

rock.

Settlement readingrs and

samples

for laborar-

tory shear

tests

vrere

obtained from these

test

fills.

Valuable

data

relating

to t;he

efficiency

of sheepsr-

foot, rubber-tirecl,

and

5-'

and 1O-t,on

vibrator:y

roliers were

obtai;ned

from

these

tests.

The

cofferdam

(Phase

I

Main

Dam)

was con-

structed

prior

to

completion

of

the

design

of thre

CARTERS

DAM

?_

B

-ut

o

poo

--

,oce

Chonna/

*"R

^/\

0 ct^--

o

4oo

&".

Permonent

Cofferdom

loon

Ternporory

Cofferdom

.-

9OO'-

looo__.__.

'/oo_____-

/?oo

o

200

FT

ltttl

60.96

m

rl

2loo'@

te+O

t)

b

\

E

4)

Diversion

Tunnel

GEN

ERAL

PLA

N

CAITTERS

DAM

Upstreo

m

Phose

I Construction

Et.761.5

main dam.

It served

the additional

function

of

a

full

scale test

section.

One of the

advantages

gained

from the

Phase

I

construction

was

to

observe

the

character

of

the foundation.

The

roughness

of

the

exposed

bottom

determined

the

slopes of

1.9:1 up-

stream

and

1.8:1 downstream.

The

abutments

and

their

treatment

were

recog-

nized

as

being

one of

the

most critical

areas.

There-

fore, the

abutments

were stripped

and

cleared

prior

to

construction.

In

the

abutment

and

foundation

contract

area

for the

core and transition

zones,

the

areas

were

cleared

and

large rock

knobs, overhangs,

and

ledges

were reduced to a

relatively

uniform

surface

in

vertical and

horizontal

directions.

All

joints

and

cracks

are

slushed

grouted.

Downsf

rBo

m

(

12,2

m)

ll |

5.3

Incorporated withiin the

dilrn is an

.tunorut"

in-

strumentation

system conside.red to

be

the

most

dependable

available.

This sysrtem will measure

pore

water

pressure,

total

pressure,

'vertical

consolidation

and/or

settlement,

hc,rizontal

rnovement

within

the

dam,

and

distortion

n,ear the

:rbubments.

Horizontal

and

vertical

movements

are

b,eing

measured

using

equipment

developed

and

supplied

by

Dr.

Karl Heinz

Iclel.

Pore

and totul

prressure

devices

being

installed

were developed

and manufactured

by

Franz Gloetzl.

The

instrumentation

equipme'nt

will be installed

at

three

levels

within the embankment

and

located to

evaluate

the entire

embankment

and its zones.

I on

1.6

(232s1m)

ZONE

ZON

E

ZO NE

ZONE

ZON E

o

@

Permonent

Cofferdom

DESIGN

SECTION

NOT

TO

SCALE

EMBANKMENT

MATERIALS

lmpervious

Core-

Highly

weothered

ond

disintegroted

rock,

8"{2O,3

crn)

Compocted

lift, sheepsfoot

roller,

6

posses

Tronsition

Moteriol-

Weothered

rock,

12"

(3Or5

cm)

Compocted

lift,rubber

tired

roller, 4

posses

Best

euotity

Roch-

Sound

quortzite

with

up

to

30

7o oreillite

ond/or

phyllite,

i!6"(9114 cm

)

Uncompocted

lift,

l5 ton vibrotory

roller,

2

posses

Inlermediote

euolity

Rock-Slighily

weothered

rock

with

upto

4O7o orQillite

ond/or

phyllite'

24"(6lcm)

Uncornpocted

lift,

l5 ton

vibrotory

roller,

2

posses

Rondom

Rock

-24"

(61

cm)

Uncompocted

lift,l5

ton

vibrotory

roller,

2

posrsels

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

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