114. Investigations of model dams

(1)

(2)

(3)

UNITED STATES

DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION WILDA BUILDING. t44t WELTON STREET

DENVER, COLO.

February

_{13, 1926.}

M:

r. R. L. Parshall, Irrigation Engineer,

Bureau of Public Roads,

Fort Collins, Colo.

Dear Mr.

Parshall:-Receipt is acknowledged of your letter of February

11, 1926

with enclosure in regard to the use

of

"Plasticine" for models of masonry dams.

I

will present

this e

n

closure to the Committee when they are ready to

consider actual details of constructing the models.

I

sent a copy of your previous communication to

!·

Jr. Noetzli

and

he is enthuastic about your prospective method of

loading.

However,

he

is inclined to favor the use of

a

mortar model.

You will understand, of course, that

I

am

not in

a

position to make an official s

t

atement, but it is my

belief that the Bureau of Reclamation would

look

with

great

favor

upon

a

proposal to make this a jo

i

nt

project

with your Department·

-

We are asking

for

an allotment

of

funds for this work at the present time and will oe glad

to hear from you if there is any

~ros~ect

of a cooperative

arrangement.

Yours very truly,

(4)

UNITED STATES

DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION WILDA BUILDING, 1441 WELTON STREET

DENVER, COLO.

_February

_{4, 1926.}

Mr. R. A. Parshall, Irrigation Engineer,

Department of Agriculture,

Fort Collins, Colorado.

Dear Mr.

Parshall:-I was pleased to receive your letter of January

30,

com-menting on the proposed arched dam tests.

I

am submitting

co~ies

of your letter to Messrs. Gilkey and Freeman for their

cons idera t ion.

I

am personally of the opinion that with proper care in

selecting and grading of aggregates the proposed specimens

can be successfully made of concrete mortar.

However,

I

may

be over-ruled in this and your comments are timely and

val-uable.

It may be found desirable to experiment somewhat

with various materials before making a final selection.

The suggestion that a dam made in separete horizontal

segments has been made before.

I have not yet gome into the

subject sufficiently to see what benefits might be expected

from such

a

test.

It is entirely feasible, however, to try

the scheme out if work on the monolithic models indicate

that such

a

plan is desirable.

It may be possible for you

to discuss this subject further at some future meeting of

the committee, when technical details are being studied.

Your suggestion as to the manner of loading the models

was received in this office with

a

great deal of interest.

If proper data

ils

can be worked out

I

believe this

plan

to

be

the best yet :Proposed.

With this plan the loading can

be

made equivalent

to a

liquid of any desired weight.

The

only apparent objection is that the load will be stepped,

rather than truly triangular.

By

using hose, or tubes of

small

dia~eter

this effect can be minimized.

Your interest in this matter

j

s greatly ap:prec1.a ted.

Copy to

Mr.

Flinn

Noetzli

Gjlkey

Freeman

(5)

cl· r

· ..:.t1on

::'o:rt ~"olliL .. , ~(')1 ra.do

.Ta,

n

u

:t

r .. ; :" ,

1 9 "" G

F.r'J

Br-or... CO';± t

)

l·enc

v.r!

t

~ro

l rf'C

nt 1.

on

tl'Ja

no

-si 1

1t~r

of

e-rt·

r-:t

exnr · L

er1tf'!

on rrod

1

d

r-s

,

I

tis.

to

s~

..

,r- t

t

foll"winp: c:.:.s a

ent o.

sue]·.

n

se:riPs of

t

ests:

.cret

OG;rr

G

ctnd?

(6)

' • H ... 2

~he

tratter

of loading such ·

strt

ct r 1

ere

loads aan

b

-~ ~,, :r~-t c: P t r" !?'n. i tu:re to

n:rod

..

ce r ct

~ C!

1

do

fl

c!Jt ~

::1ns,

and

:vet

at

t

e

a?re ti!!le obviatt: the us cf rrercury b~oause of' its gr at ex-ne:nse, has een p,-i"~'en lrUOh thought by

un

h rr at this '1fficA. Co11ld

sorr~

sue sc}erre

us

follows

be used to nroduoe

thes~

loadinP-'

at

a

r. .. 1or l6s·· e:· e:nsE? • ... et s asb"tlTJ·e th

t

the structure be c<J.st of "" rr

s.,lit:.a.blc rratE~rial of a constant ou:rvatnre ~no ha~rin'!' a vertical face.

01 trP

~···te

side

1

t

us

itia.p;in€

a

c~1st-iron

s

ell iiaving th- sa!"e

our-v· ture a."

t

e do. ~~ction: this oast

iron·

ianhragr; havinP-

"ori

ont1l ribs

w:

€ ··e tl··A edve o thP rib n ~. t to thE- f

e

of the da . to be

T>ro

-vided with a heavy canvas flan s rret;,ina 1~~ilar to that used as a lin -ing J.n a~'tor-oi1ile tire. ·~ow, i each ho!"'izt,Yltal cor.-na.rtrrent of this shell

}-Ia 1 b~ nl ceci, for exa.l''nle~ u~ 1nn -r 1to t·nbe of su .. fi cient len

t· .

the rubl:~. t-:1be c~rrunicatinrr t'] tl'e ~utsiiie hv rreans of snl t&.1₁_le

con-nection. ,.h£3 variatiott in load-t 11 of the dam is to bP rem1lated b~1 air Or VJate:r re:osure, introc,uced into these Vu.l'"iOUS CTliUrt~ents. rrhe

gradatir.n of rr ssu:re f; r- t1·e ten

to

bottorr of darr c~u be T!'ade to a.ny degree a· ~11 as i · tcnsi

ty.

It ,.o,;,l .

nc:err

to me

ti1at

sucrt a device

a.s

t:

is coo ld be \!Orke out at a rr~,ch 1 ess cost than the rrercury and

V! th a s ffici{·Ut rt1.m1>E-r of cor.""1flrtTYE'nt, can be trade to ver~r closely

a:tlprO'"f.; r~a te r.&. lo d nP" 01' uercurv or h:y"'Clrostatlc

-pressure

.

It is, of course, obvinus t

t

!To.norreters o~ direct reading pressure paP"es ''OU1d

be nf cessa.-r to t!:E nressurE for each indi v· dual oor.-,Jartr ent.

S y~e trOll~·

t

f. S .b.eer V}V tO t~ 6 t• t1)0rl Of lT~~ .. c·.n·. W tnPse

Cleflc~ti.ons of wl icb 'v'J ~·.;.-:E. thf' follo~il1 to offer: In a vertical no~

sition o.,., thf. dovmstrear- e!ide of' tl"~e da shf .1 be erected an· tt~.l f~'"arre

work nos:,ib~v of q,::"'lE-i:-on ::anstructio v;ith all na:rts ~1 idlv fixed. It is S1l1•..,oued th

t

0ertJ.i ·~ defiPi e 'OOints on t~ , o,.mstr€· r!' foe ;lll b obs~rved. Let thPs t>oints be renresented b;r a y-retul -nin or di~c

set fi rrly in f !.~€ of th · st· u ture. ~

t

a oo -rresno i'li ~ noi t on-'"OOsi te n t· (' fr:Jrre 1:·or1 .. wi 11 be rivet ea or othC'r d fi i te

-ooint, :-n !, . eas ~"-IlP- of dei'lect!o-ro~s it will onl~r ben

cessar;;

t

o

carefullY rniororeter the di stanoe f-roorr tJ"c

frarre ,..

ork

to o

-r.urttcular ,oint

on

thP

facP- of

structure.

In

tris onl~r

o e rrea.s u·i

r

irstn'r'"rnt wll be nec(.!ssary, this distance beincr oalib:rated easil~r and rani~l;r.

le

have reud

over with a

~reat

deal

of

interest

your

co~rr€nt on the ,.;osstb.: 1i t.v of' underta,<i.-c e:xmr'rrents on rrooe1 darrs. u. d as

no inter

'1Ut

efo:re I se no reu.son

wl ~' tests should

not

be n0. rl.uoted

· t

our lr7dra~ lie 1:...

ordt

ry, .rhere

-praotica

l;1 all of th~se facilities

are to be had. Tbe work could be conducted witi,in doors, which \Vill very gre.J.tly red-:.1ce the _estirrated exnt?:nse of dJine- t"bis voork in the onen

(7)

;r • ..: • • • • • • 3

PeS tiOnS 00rf tO 1co' ~ mill b~ Cr 17T tr,Q

,,,..,. . 0' .. itt(.' •

Y "ctr v

ry

tr. ly

(8)

to have V

in praotioe'

· dro

t

tie

th

·

~..

;

1n e in

t

....

.

t •

o<mt

1

u-n ·ed

L·

r n

t

.uu

of

li

0 ds.,

3.

00• ~olo. Agr.

r...

• ta-o'!

· eol

on:

atlon,

r.

3,000: -

ill6e:r1r~ :H>undat10np'l,OOO.

and

ot

'P~ tu

ot

analysis of

ta,

~1oh

o

8

rv

d

an r eord

d.

s

ttention to

tch of

(9)

LOO '

I·~~. "!...

c

t ...

-r~:. t?ril ~t rr

W

e

":''

,_

hi$

IE udy

to

'b- <lonf Jed to

the

h!!.rl!·

u11 0 hbor,..,to~

a.t

~ort

.f'lollina.

The ch

rMter

of

t'h€l rl':' wo.ul~l

be

to

bull

&ll"

11.

lt()(i

l&

of t~lcal stMJ<lttlrE~:i.

of both

:tra!"" t and

aro

,l d~'-'i~.

o~

hard

bber

and

Portland

c

.

·ent

Jtortar

,

t

sa

c

·1

s.tn1~tures

tr.t

be

a.~ro~irra

ely

6

fQt:~t

across on

to

~ :1

&

t

tta.::tdtm.l· heiPht.; th ha e

to have

V

ai:la-pe

of

vartout

~l~•

tb4t

wmll(i

sn-oroxJ

.

rate

ot~a.l

,;>rOf1l•

1n praatioet

loaded

o·v

snec1

·1

~rata!

to

1 c

-prol)e:r

•a.rh.t.tion

ot

lly-droat

tie

rts ur ;

defo:rroat:ona produced

to be

c. ·

fully

detern

nf.td t

r

tl•

-pu

,o of an

lysi

a of

tl1e

dis

trfb

tion

of p-odu.ced

st

see.

)i<Via!On Of

tt..g:r. ;•

g:iDeering,

ureau

Of

..,

bl:lo-

· oada.

u

..

· s

.

'D.

A

••

B

rltelcy.

(~a

11

f ••

Ool

re.t'o

~ ~r.

R..

t •

0 olltns.

:

Colo

.,

!)u

· reau of

P.e·ol~Jlltion, n~t.

f>'f

tt.·~ Int<~r1ot".

tft'mYer • •

olo. •

Yng1neer1

g

Fotnldt\.tio'1.,

1e •

Y:

1. Cit~ ••

lnd.!vitua1

o

ntrib1;J-tione.

C

0~; 'lf!O.N 14 PfYt-. Coo

at!

:n

atto

o

ss1.

bi 1

tty, moth1ng 4e:t1nit

e

Oa:i.ll ()(;

~&nt o~Jld bE!

e

~d..

s

·bov~

n

'

d

ig

merely

..

'a

tn"Or o:r

o

t

a:l

a;zre

-• It·~~

r'}f' ]:S~:G ~l!IlNt'h-

J>a1y

1. 1926.

?FtG'BA13t3

'rltt'"!

0? Co;.f?I~TI,~ t ... July 1, 1928.

8

•

~1,i 01*

?tlhl!(.l

f{CPd&,

"3"0

0:

·OlO. f ~(Ole · ati on. ~.a,

oo.

~ ":"ngt rit~ .t

,. .. r.

·.:x

_

,.

8t

-.dation.

'l,

PL"

~.,

(

F'

OROArr~.<~ .TI""~rft.. ?ln.l WOl"i

to

be

· one a.t the

byd &'.111

lal.mr

e

.t

r;r

under

the

d!

m

t

on

of

t

n

-~

· Jv!

cion

of Jgr.

Tir!g1 n ~er!n.. An as~

tn11t to

be

att lpnad to

th1

o

t!'tu

iy ~o

"ill

1v

is

...

11 1r~

e.

t, tion to thi

th:l~'P-' ..

'?roeeoo:re to ft>

llaw

e.

el"tai n <left :\ t , .. .u"&tt.o:rfbed

sen

m~.t:

ot

but

1('

:n,,,

'Pla.Oc'll~,

t:'s.ni.

u1at ,.,n

n

1₁

t

_hn1qu_. _·_1"

the

:o~s.:ratu

_•

-rt~:.,.ft.A,"?T'G A~,) :l?Cft" .. N'DA

tf'i:J

1-

Pr'

st

U.$

to

.

11nt C' 1 th!O nf!SS of

atruettu•e and

n~tura

of

nn

t

r1 l

to b@ used ill be

l1$0~tea:t1'•

'1est

1~

ot

&l>'P~&tue.

to

rr:l1 hili

ty.

mr

'OreoonoE~ive

t1on

a~

to

tbod

o ana.ly$

of

ta, such th

t

all

ssibl

1l!'1u

n 1ng faa

ors

ill b

observed and

:reao~dsd.

(10)

~

;§oo

(11)

* *

*

* *

*

* * * *

*

DEPARTMENT OF THE INTERIOR

BUREAU OF

RECLAMATION

PROPOSED

TESTING OF MODELS OF

ARCH

DAM,

IN

COLORADO

BY JULIAN HINDS,

ENGINEER

DECEMBER

19,

1925

(12)

;.a •

0 _

OS

• STI G 0

ODELw OF

I

COLO ADO

Dec

ber l

,

1925

..

,..'

...

c

JJ

The

.nRin

eri

g

F

nd

tion,

tational rese roh bod

f

York

City,

h

v

a

the en

i

ra of col r do

t

is

in

the

e

t

naive

s

udi

s now un er

way

r det r ining

t

_{m c}

-an1c 1

oti

I

f

arched

_•

tu

ies

are in ro

rase

on a numb r

<>f

e 1 ti

d

m

hro

out

t

w stern n ted tates, an a Test

D~m.

to be bet een

60 • and 100

t.

high,

is

under

c

· onstruction in California;

th

l

tt(r to

be

te~ted

to

destruction.

I

wa

originally

t o

ght that with

t.

d ta ex ct d

fr

m

th

s Test am,

and

fro

e istin d e, a s

isfactory

sol-ution o:f' the arch dam

problem

could be a.de.

As the or

pro-gre ses

th ·

desirability of build

ins.

many Te

t

Dams., rather

t a on •

na

becom a

arent. The cost o building several

dam

60 ft.

or

in h ight is rohibltive,

and

it

h s been

pro

o

ed.

th··

t

the

studies

on the large

mast

D

now under

con-s ruction

e

ortifi

d by

teats on mall models loaded with

ere ur •

I

is this

art of th

ork tha.t Color do

.ineera

have

been

kea.

t

undertake.

first

gl

nc the de ign o! a eire lar aroh nder

ef-i

ite water load a

ro to be

simple matt r, but the

e fact of te

per

ure ch

n

.

es,

unpro· ortional deflect1 n at

(13)

1e

irregular 1d

,

and

other variable

f

ctore,

r

r the robl

very difficult. T

sim

.lest

f

r

o

· f arched

a.

i

illu trated b

complete

· v

rtic 1

cylind r.

unre

tra

at

t

e

nds,

subjected to an xternal

star

lo d.

The tre s

in such

fr

cylinder

ay

E#

o puted

with

reasona le cert

inty

t

bli hed 'thin

cylinder

0

'thick c lin·

ern

tor-1

ae

5

according to the

rel tio

th

all

t ie

1e~e

t

th

1 eter

e

cylind

r.

hen load ia

pplie

the

, eri

eter

f

the wall

is

hortan

d,

due

to

the

1 stic

.for

ti

0

the

at

erial of which

it

1 co

OS

d,

and

all

ints ove

to

r

· th

.

o

nter of

t ..

e

0

linder

m

1 am

nt.

i

th

tl

.

c

plate

cyli.nder

thi

mov

n

is un1m ort

nt.

but

if a

p

rt

OJ.

the

wnll is

cu·t away,.

say

lon~Z:

vertic·

1 ra.

ial

pla

ee

fo

i

-plici

ty,

nd

th

all ri

i

ly

u.

1orted

a

a.irJ.S ..

tovem

,nt

alon

the

an

o. re

JV

1, thi

ela

t j

defor ti

n

b

co e

1 -porta

t and may

aeri)usly

aff

ct the stre ae •

R

trainin~

the ed e

o! the part cylin er

introdtlc

s bea action, oausin

u

q

al di

ributio)l

o

_

t

c

.

ree iv.

trea over

the

oro

s-s otion o:f

th

arch, an

1'1

some ca es

·oro

ucin~

a

et

te

ion

t

one or the other faces

f

the cylinder.

Agai'l.

1 the

bot-to

f

either the co

1 t

or

parti 1 cylind r

is

set in a

.roove o as to be

ri

idly

held

a~einat

is·lac

nt,

the 1

rin

· Will

not

be

.subject

to

aroh

tress.

but ill

simply serve

to tran it the load coming u on it to

t

I

t1a

cr

ind r

oaseases

sheari

str

n

....

h,

succes

i""e

r

in

s

o e the

tt

will be

artially

restrain d.

ith the result

(14)

th

t

th

y will

b

only

1 ly

tre

.

ch

t

r

in-in

loa

being

c

rri

d

the

vertic

1 ele,

nts

<lf'

t

e clin

r.

If

th

bott

m of

wall

is

h 1

s

di

1

0

nt

only,

n

not a

1 at

rot tion,

rt

th

lo

n

r

th b

tt

n

c rri

by

ireot

rch

cti

n

ill b

d1.

1 ute

y

v rtica

beam

actiln,

partly

to

t~

e foundati n groove

nd partly

t

arch ri. s

t

hi

r elev ti ns.

If th bot

1

h~ld

e.g

'nst

rot

t1

n the

tio

il be

by

c

til ver ction or

by

o

bin ion

.of

can ilevfJr

a. d h am action.

It

thu

ppet..r

that the

·ch ·

ic

o

the

roble~

are extremely com.lioated,

ven in a

ei

ple

elementary

caee.

In an actu

1 d m the

rtic l,

r dial but en,

1 nes a sumed

bo

are

pl

oa

by

irreg

r

su

rting surfaces o

the ende and si es.

dditional com

li--c tion und ubt dl result fro

the stre ea roduced

by

t

e

of the dam

and

by

s.rch snd beam

resi

.

stances in ula.nes

er than horizo

tal

a4d

ertic 1

.

"hen the

effects

of' tem:pera.tur

change, partial

satura-tion of the concret ,

e

tinJ shrinks. e. :flo o_ concr te, and

other

unkno

n factors are

intro

1ced

t e

:robl

became

v

ry

co plicated..

lo

ad

quate ratio

1nl

the

ry

.or th

design

of

rch~d

e s has

yet

bee

r :posed.. and

t

1 eric

1 r

1 s

o dinarily

used la.c

x e

i

ental con ir tion.

Certain

tho

esign

h

ve r

oe~tly

en pro

sed.

which

if

correct

it

nos~iblo

to aiinult neansl

ma;terially

increaa

h

s

ty

n

crea e the cost of

roh

d dam

on-atructed

una.er

rdinar ·.1

7

av ra le conditions.

n .

t

d

teet

(15)

int

0

r und

1 vor

bl o rcum ta

th

r

ic

1 la.n

t

y

cc

Dt

ntil

it

i

t

t d

xp

r-i ·n 11

..

Th

ving

ote

on

ne

1f

t

1

1 n

i

c-c

_.t

d,

11 uc

ore

s.n re

y

t

COdt

t

e

r

po

e

t

f

te

t

_•

r

t

e

qu

i

11

to

h

c

-

no ic

1 de

ir-b

lity

0

h

ro

gh

in e

ti ti)n of

th

gener

ubjec

of

a c

d

ti

n

ri e in conn ction

ith

th

r

OS

1 to

in

ce

th

i l

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'•

ENGINEERING FOUNDATION

ARCH DAM

INVESTIGATION

A

PROGRESS REPORT

ON THE

STEVENSON CREEK TEST DAM

Near Fresno, California

BULLETIN

NUMBER 2

ENGINEERING SOCIETIES BUILDING

NEW YORK CITY

(21)

2 ENGINEERING FOUNDATION

ARCH DAM INVESTIGATION

THE NEED

T

HERE has been demand for lower cost of dams while conserving safety and permanence, for power development, water supply, irriga-tion and flood control. To meet the necessity of less developed regions where capital has to be made to finance as much construction as practi-cable, types of dams using less material than "gravity" dams have been devised.

Many arch dams have been built, especially in western portions of the United States and in Australia. None has yet failed. Dams of this type have, however, introduced new problems and engineers entertain divergent opinions about their design because there has been no experimental knowledge on which to base theories. Some dams are very thick and others very thin. Either there has been waste of material in the thick dams or the limit of safety has been closely approached in the thinnest.

In an endeavor to get more knowledge, Fred A. Noetzli, on behalf of

engineers in the Pacific Coast and Rocky Mountain states, in I 922 asked

Engineering Foundation to undertake a study of arch dams. Other well-known members of the American Society of Civil Engineers, including H. Hawgood, of Los Angeles, M. M. O'Shaughnessy, of San Francisco, and D. C. Henny, of Portland, Oregon, endorsed the suggestion.

THE PROJECT OUTLINED

In December, I923, W. A. Brackenridge, M.Am.Soc.C.E., suggested

building an experimental dam comparable in size to a number of existing dams. He also offered on behalf of the Southern California Edison Com-pany, funds and the use of remarkably suitable facilities about 6o miles east of Fresno, California, on Stevenson Creek, a tributary of San Joaquin River. A small gorge with strong granite walls affords a suitable site with very small reservoir capacity. It is in the wilderness but close to a large conduit of the Company's extensive hydro-electric system. Here the dam may be safely tested, to destruction, if possible.

This dam will be of the single-arch type. Its upstream face will be

vertical with a constant radius of 100 feet. The profile along the upstream

face will be symmetrical, of V -shape, with a slight rounding at the bottom. The dam will first be built to a height of 6o feet and tested repeatedly under a variety of load and temperature conditions for about one year. In the event that the dam does not fail at a height of 6o feet, the suggestion

has been offered that it should be raised in steps of I o feet each to a height

of about 100 feet. The site will permit such an extension, although the

height above 6o feet is not contemplated in the present program. AIMS OF THE EXPERIMENT

The unit stress adopted in designing arch dams has been in many

(22)

Stevenson Creek Test Dam of Engineering Foundation

(23)

ARCH DAM INVESTIGATION 3

350 pounds, for concrete having ultimate crushing strength in excess of

2500 pounds. For reinforced concrete beams and columns in buildings a

unit stress of 6oo pounds has been adopted. A low stress for dams has

been used partly because engineers do not know whether theories of design

are sound.

The proposed experiment will be made under field conditions. Deduc-tions will be carefully drawn from the data by the Committee with the aid of engineers of the subscribers to the fund and other co-operating engineers. Such deductions will carry much weight. Some engineers

anticipate that they will justify a higher unit_ stress with corresponding

reduction of cost without jeopardizing the safety of the dams, of invest-ments therein, or of lives and property downstream. The Committee, however, is not advocating any theory or practise; it is seeking facts.

SYNOPSIS OF BULLETIN NUMBER I

Bulletin Number I, June I, I 924, directed attention to the importance

of arch dams and to the fact that their design has been based on theory unsupported by experiment. Actions of the Committee on Arch Dam In-vestigation were reviewed, accepting the suggestion of the Southern Cali-fornia Edison Company that an experiment be made upon a large dam, and appointing W. A. Brackenridge, Senior Vice-President of the com-pany, sole trustee for the collection and distribution of the fund. The Bulletin recorded a subscription of $2 5,000 from this company and invited

co-operation from others to be benefited, in raising a fund of $ wo,ooo.

Additional Bulletins were promised.

PROGRESS

A year and a half ha:J passed in raising $75,000, securing other valuable co-operation, perfecting the design of the dam, devising and manufacturing special instruments, developing methods of construction and test, organizing construction and test forces, and in preliminary operations at the site.

November I, I 92 5, camp for construction forces and engineers had been

built, and machinery for excavating the foundation in the granite rock and for making and placing concrete had been installed. Since the site is

on· the steep westerly slopes of the Sierra Nevada _Mountains, unusual

precautions are necessary for safety. A large number of loose rocks have been rolled from the mountain slopes above the damsite on both sides of the creek, and barriers of timber and cables have been built to stop any remaining rocks that might roll. Stairways, paths and inclines have been constructed to afford access to all parts of the field of operations. To date

I 274 cubic yards of rock have been excavated.

Recognizing that the direct and incidental results will be of broad general value, Dr. George K. Burgess, Director of the Bureau of Standards, has assigned W. A. Slater, Engineer-Physicist and well-known experimenter in concrete, to have resident charge for the Committee. The Bureau is also contributing the services of other members of its staff in its laboratories at Washington and in the field. Similarly, the Coast and Geodetic Survey is contributing the use of instruments and men.

(24)

sub-Y-07'-t-. Heiqhf 100 ' I I I I I I I I I I I I I I I I I I 2!o"' Ouf/ef funnel CPOSS-SECT/ON 10' 0' 20' 0 U.S.G.S. E/. 1825 ':t o' 20'

PROFILE ALONG UP-STREAM

FACE OF DAM 1{ , (( I ~o' I ~0' I 6?'

140' 0'

ENG/N££H/NG FovNOArloN

COMMITTE£ ON ARCH DAM INV£$TJGAT/ON

TEST DAM

ON StEVENSON CPEEK

N£A;;> FRESNO, CAL

Drawing of Stevenson Creek Dam showing plan of site, profile along upstream face, and cross-section

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(25)

ARCH DAM INVESTIGATION 5

scription, is contributing valuable services of its Chief Construction En-gineer, H. W. Dennis, who has charge of building the test dam, and the services of other members of its organization. Use of the site for the dam is contributed by the U. S. Department of Agriculture. The Portland Cement Association is co-operating. Dr. ]. A. Mathews, Vice-President and Metallurgist of the Crucible Steel Company of America, is producing special metal for some of the instruments.

LABORATORY TESTS

While the test dam is being built there will be cast a large number of specimens from the batches of concrete. Some laboratory tests will be made in a room near the dam. For more refined tests, specimens will be sent to the engineering laboratory of the University of California, in Berkeley, which is being specially equipped. Certain investigations on instruments and methods of drawing deductions from measurements are also in progress at California Institute of Technology, in Pasadena.

FURTHER CO-OPERATION INVITED

Engineering Foundation contributes funds and services for the general purposes of the Committee. Unfortunately, its resources do not yet permit it to do more. Therefore, it invites others who will benefit in any way to co-operate in providing the remainder of the fund for the experimental dam. Please send checks or subscriptions to W. A. Brackenridge, Trustee, care Southern California Edison Company, Broadway and Third Street, Los Angeles, California, or to Engineering Foundation, 29 West 39th Street, New York.

TESTS OF SERVICE DAMS AND MODELS

Supplementing the test dam, observations are ·being made on several dams built for service, with the co-operation of the States of California and Oregon, the City of San Francisco, Bureau of Reclamation, Pacific Gas and Electric Company, Stanford University, Talent Irrigation District and California-Oregon Power Company.

Resources permit building only one dam of the magnitude proposed for Stevenson Creek. Information about other types is much needed. There-fore, a project is being developed to make and test models of about one-tenth that size. A group of members of the American Society of Civil Engineers, at Denver, with the co-operation of the Bureau of Reclamation, University of Colorado and Colorado Agricultural College, are studying possibilities. A fund of $5000 at least is needed to supplement proffered contributions of services, facilities and supplies. Earlier studies were made with the help of Massachusetts Institute of Technology, of the possi-bility of getting information from small models made of celluloid, using the photoelastic method of testing, as developed by Dr. Paul Heymans. Estimated cost exceeded financial resources available.

(26)

6 ENGINEERING FOUNDATION CONTRIBUTORS AND CO-OPERATORS

Funds, materials and services have been contributed by the companies and bureaus named below and by a number of engineers in America and Europe. Contributions have ranged from $500 to $25,000.

Allis-Chalmers Company Bankers' Group:

Blyth, Witter & Company Bond & Goodwin & Tucker Coffin and Burr, Inc.

First Securities Company

Harris, Forbes & Company, Inc., Boston Harris, Forbes & Company, Inc., New York Harris Trust & Savings Bank

Mercantile Trust Company National City Company E. H. Rollins & Sons

Security Trust & Savings Bank Wm. R. Staats & Company Bent Brothers

Bureau of Standards

Byllesby Engineering & Management Corporation California Institute of Technology

California Portland Cement Company Coast and Geodetic Survey

County of Los Angeles

Crucible Steel Company of America Electric Bond and Share Company:

Carolina Power & Light Company Idaho Power Company

Minnesota Power & Light Company Pacific Power & Light Company Pennsylvania Power & Light Company Utah Power & Light Company

Electro Metallurgical Company (Union Carbide Company)

Foundation Company General Electric Company Giant Powder Company Ingersoll-Rand Company M. W. Kellogg Company Middle West Utilities Company Pelton Water Wheel Company

Portland Electric Power Company (Portland Railway, Light & Power Co.) Rensselaer Valve Company

Riverside Portland Cement Company Dwight P. Robinson

Sanderson & Porter

Southern California Edison Company Stone & Webster, Inc.

University of California Utica Gas & Electric Company H. D. Walbridge & Company Washington Water Power Company Water Works Supply Company Western Pipe and Steel Company

Westinghouse Electric & Manufacturing Company Blaw-Knox Company

(27)

ARCH DAM INVESTIGATION

COMMITTEE ON ARCH DAM INVESTIGATION MEMBERS

Professor C. DERLETH, Jr., Chairman, University of California.

Alternate: Professor R. E. DAVIS, University of California.

7

FRED A. NoETZLI, Secretary, Consulting Engineer, 928 Central Building, Los Angeles. F. E. WEYMOUTH, formerly Chief Engineer, U. S. Bureau of Reclamation, Denver,

now President, Brock & Weymouth, Inc., Philadelphia.

Alternate: JULIAN HINDS, Research Engineer, U. S. Bureau of Reclamation, Denver.

W. F. McCLURE, State Engineer of California, Sacramento.

Alternate: PAuL BAILEY, Deputy State Engineer, Sacramento.

M. M. O'SHAUGHNESSY, City Engineer, San Francisco.

Alternate: R. P. Mel NTOSH, Designing Engineer, San Francisco. H. HoBART PoRTER, Sanderson & Porter, New York.

Alternate: WYNNE MEREDITH, of Sanderson & Porter, San Francisco. SILAS H. w.oODARD, Consulting Engineer, New York.

H. HAWGOOD, Consulting Engineer, Los Angeles. D. C. HENNY, Consulting Engineer, Portland, Oregon.

H. W. DENNIS, Construction Engineer, Southern California Edison Company, Los Angeles.

ALFRED D. FLINN, Director, Engineering Foundation (formerly Deputy Chief Engi-neer, Catskill Aqueduct).

Sub-Committee on Test Dam: H. HAW'cooo, Chairman, 722 H. W. Hellman Building,

Los Angeles; G., S .. BINCKLEY, H. W. DENNIS, L. C. HILL, FRED A. NoETZLI,

]. W. REAGAN.

Sub-Committee on Instruments: Col. G. S. BINCKLEY, Chairman, 7831 Hillside Ave-nue, Los Angeles.

Trustee of Fund for Test Dam, Construction and Experiments: W. A. BRACKENRIDGE,

Senior Vice-President, Southern California Edison Company, Los Angeles, California.

In Cbarge of Construction of Test Darn: H. W. DENNIS.

(28)

ENGINEERING FOUNDATION

Origin, Objects, Administration, Powers and Functions Established in 1914 by the American Societies of Civil, Mining, Mechanical and Electrical Engineers "for the furtherance of research in science and engineering, or for the advancement in any other manner of the profession of engineering and the good of mankind." The idea originated with Ambrose Swasey, of Cleveland, Ohio. He made the first gift for endowment, intending it to be the nucleus for a great fund contributed by many donors.. By bequest Henry R. Towne, of New York, added to the endowment.

This endowment and other trusts are owned and admin-istered by United Engineering Society, a board of trustees, representative of the Founder Societies aforementioned. This Society was incorporated by a special act, Chapter

703, Laws of the State of New York, May 11, 1904. It has competent financial custodians and advisers, and legal counsel. Its accounts are audited by certified public ac-countants. It has established financial policies.

Engineering Foundation Board has discretionary power in disposition of income from the endowment and of other funds for current expenditure, but no voice in the admin-istration of the endowment principal. The Foundation acts also as treasurer for co-operative researches. Under its organic laws, it is a research foundation, an institution of higher learning. It aids organizations and individuals seeking additional knowledge to improve practise and in-struction in engineering, for the general good.