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MAY BE RECALLED with earlier due date if requested.

DATE DUE DATE DUE DATE DUE

6/07 p:/CIRCIDateDue.indd-p.1

 

 

fin ETQPTE;8fitfi] Ftufiy of Rand
Rot een vadite Coverete and Steel

Uiiruf 31“ifi "~v3 D“ifiitw3

17. 15!:
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Round

Thmsid Sflhgifitwd to

The Fxculty of
IICHIG N STE E 001L31E
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Cquiidfite for the DEFTCQ 0f

Bncheior of Pcience

June 1931

{ft-$5.813

inkeow7e?*e;ent

The writer wiohos ,o efgross Hie o‘;?eb‘etion to Dro?e>"or
C'de for his valu Lie entrrrt1wn: *nd ”Ivioe in corductinq this
theeis, 7“? to Hr. Leivb for hie Worthy ¢fi~"ert3*:: ft” atf3”t“noe.

The writer also efprerees thtnke to Tr. Hemling of the weeken—
icql Eeg‘neoriry D9?“rt;€?t for the uee end oxp1endtiwu 0f lehore—

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'1 (3319373

Studies of Bond Between Haydite Concrete
and Free“ usirg Plain end painted

Round Pars

Introduction

The working together of concrete and steel in a reinforced con~
crete member or structure depends on the bond which is develOped st
the surfnce of the reinforcement. It is therefore irportent that
designers of concrete and steel menhers or structures Dre fenilier
with the hehQVior and bond strernth eristir; between concrete 9rd
steel.

At the pre"ent div, 9 new meteriql, Heyrite Concrete, has been
rejlecing ordinary concrete in a great rexv glaces. It is eouelly
as important thet n thoroueh knowledee of the Pond strength eristinq
between eydite Concrete and Steel is at bend.

There hes heen no investigation 0? Bond hetween andite Concrete
and Steel, havinq been designed on the he~i3 of ordinnry concrete.
It is the purpose of the writer to report on an experimental study

recently performed of Bond ‘etneen Haydite Concrete and plain and

painted round steel hers.

Haydite Concrete

whst is Haydite?

Haydite is a livht weight filsy sfyrefste, Speedel’" mannfsctured
for use in concrete and concrete products in place of send, wrsvel,
stone, slag, or Cinders.

Hardite is manufactured from clef W*ich is taken from the banks
nrd ground to a msvinun rise 1% inches. The sround claw is then de-
livered to and hurned in a rotsrv kiln of the same tvne is is used
in the :snufscture of Portland cenent, t‘e kiln revolvin; as the clay
is hein: delivered to the upper end.

The cola?r trnvels continuously through the kiln, passing a pre—
liminary henting stige erd finally reaching a zone of highest hest
near the dischirge end of the kiln. The temperature at this point
is n out 2000 F. In this zone incipient fusion takes place, the csr-
hon contents oxidises forming gases, resulting in the clay erpanding
into a light weight cellular structure. This ersnsion process is so
complete thnt the finest perticles show an ideal cellular structure
when magnified.

The resultant product, Haydite is a series of air cells, the par-
titions of which ere thoroughly vitrified, fused clav and of gre t
structural strength.

Adventeses of Haydite Concrete and U0 s.

andite concrete is shout 50% liqhter than ord nary concrete.

Haydite hes uniformity due to nhsolute control of grading which
assures uniform strength.

Haydite is chemically pure and devoid of silt or other impurities.

Five Resistance Tests hy the Netionnl Board of Underwriters have

completely established the fine resistance qualities of Haydite Concrete.

Repeeted alternate freezing end thawing tests prove thst Hsvdite
will not deteriortte under severe resther conditions.

Heynite concrete is highly recorvended for interior jlsster hsse
and evterior cement stucco, the "dV"ntsees hein; thct it does not sh—
sorh the weter rajidly so thct it fermits proper seasoning 91d saves
lsbor costs from standpoint of worktbility.

Haydite has its greater usefulness in decreasing weight in floor
slshs for use in lift bridges and in tall huild‘ngs, also for columns.
A loreer numher of stories csn he constructed due to the such li;hter
weisht of Haydite. It is said of the Chicsgo Athletic Building of
Chicago, Illinois, thit 6 additional stories were added, rhere only
4 stories could have heen edded if ordinnry concrete h~d been used in
place of Haydite. In the Equitehle Ruilding, Des Hoines, Iowa, the
whole sixteen stories Were constructed of Hsvdite concrete in ell
columns and flat slab floor construction.

These feet" ere brought out in this thesis to eijthiVG the in»
fortnnce of Heydite as e huilding m"terisl.

The primery ohject of this thesis is to reoort on the results
of the recert evyerisentsl studies performed the Writer, relating to
the hond strength using both plain and painted round hers, hut for
the purpose of fully understanding, or” nleying, the results.in
design, it is helieved that the stove history of Heydite manufccture
and uses no well as luter chmperison to erjerirentsl s+udies in

ordinary concrete is of value to this thesis.

Moterisls end Test Pieces

Pull—out hond tests were made hv a polying tension to one end
of a 5/8" round steel ban; 24" inches long emhedded ovinlly in 4x8 in.
and 6vl9 in. thdite concrete cylinders, which were capped with a
plo"ter of jnris Cement to essure a uniform teerin; ores.

Twentvmeisht of the e cylinders were mode, vith half of them
being emhédded with plnin 5/8" dinneter 3"trs end the other hslf
emhedded with pninted 5/8" diameter hers. The paint used won 3
Sherman Williqxs product, n stove e“d iron enerel of osfhsl+ic hise.

5000 lbs. 28 day Hnydite concrete wos desiened, having slumn
5"-7"; Field water, gallons per sack of cement 8%; Trial mix loose
dry meosure 1—13—23 Portland cement; Size "A" Haydite; and size
"C" Haydite sjrregate respectively; weight 98 lbs. per cu. ft.;

E: 1500,000 to 2,000,000; The segregate Wes found to check with

standard groding of Haydite sise “A" and "C" aggreqste.

Si"e of Screen Per Cent Retained on
n5n(%xonn) "C"(§X&")
100 85 100
48 75 . 100
28 60 100
14 40 l 00
8 13 100
4 95
5/8” 75
€5.11 9 5
Fineness Modulus 9.70 6.70

In mixing the Heydite concrete. first the fine and coarse "C"
and "A" segregate were mixed thoroughly until uniform throughout the
mixture. Then l0% of the wnter mos added and the mixture again
mixed to give a uniform wettedness. This 7s "coording to Specifica-
tions, the ouroose heing that if the dry aggreqete and cenent ire

mired that a good deal of the adhesive cunlities of the cement is lost

 

5.

due to the fact that the ehsorption power of andite egrregete is

7% moisture by Weight, eni that this moisture is not included in the
water cement ratio theory of strength, but the agrregete must hsve

this moi:ture ndded before the cement is xi"ed then the cement is added
and mixed thorouuhlv, then the rest of the water which bases the water
cement ratio theory. Thorough mixi; is ee“entinl in Hnydite concre+e
to prevent segregation. Also it is clvimed “v the Hydrnu‘ic—Press

Bri clr. comnenv that isfe slump of 7" is exceeded that excessive segrega—
tion an? hence decrease in strength will result.

After 911 ingredients were thorouehly mixed and s slump test teken
the mixture we: poured into eressed 6x12" and 478" cvlinders, being
filled by thirds and redded GS specifications require. This is rnother
nreventitive ageinst segregation. The reinforcement hers were thehr
embedded eight inches, es e'mh cylinder was filled.

The mixing water was East Lansinv citv w"ter.

All the rixing was done hr hsrd.

Wetted Furlqp wns pleced over each cylinder to prevent rapid vap—
orntion of the mixing wnter. fifter ei*hteen hours the cvlinders were
plneed in s wster hath until tested.

At the end of seven days two of the painted end two of the
plain steel embedded hers were tested for Fond strength. At fourteen,
twenty—one, and tventy-eisht days of the test four of esch the jlnin ond
painted steel enbedded hers were tested for bond strength. Care was
taken to design the cvlinders to “iil in bond rather than in compression
and efter each hond test, the lore were comiletelv pulled out end the
Haydite Concrete cvlinders were then tested in e Reilie Testing Machine

of 100,000 lhs. cnnecitv for compression.

The full—out tests were made on s Reilie 50,000# capscity
tensile and corpressien machine. See Ffifi.3 .

The Curves, Fig. I, nhow the result and comperieon of the plein
and paintei steel reinforcement, also a comparison to the compressive
strength. The curves were plotted frou e result of the svernge va—
lues of each of the 7, l4, 2], end 28 dev tests.

As i mPtter of interest rather than importance, slthough the
plain hers gsve a 16% hieher ultimate hond strensth then the oainted
here, the painted hers offered such hijher resistance to gulling

out after the ultimete bond strength had been reached. Also the hers

nuiled out of the coat of faint leaving the paint in the concrete.

Discussion of Tests
All values of tond stress for hot* the plain and printed steel,
show a consistencv throughout the tests, and such that the resulting
averaje values of hond hotween the Havdite concrete and steel nre

quite dependahle. Referring to the curves of F‘s. 2, it is noticed
that the early tests of hond show 1it+le difference hetween hond of
painted and unpainted steel, hut es the te"ts prosressed the difference increa
increased with the sse of tests, reusining practicallv constant st the
latter tests. For the 7 day test the lond for the painted hars were
7% less than the bond for the p‘sin h"rs for the 14 day te“t 15%
less, for the 21 and 28 day tests, 16% less. In generel, the bond
test of painted steel reinforcement is 16% less than for plain steel.
As for conparison of hond to compressive stress, psin+ei hers
give a herd test of 18% for the 6 day and 15% of cospressive stress

for the 14, 21, and 28 day test. The plain Lars give 19% of com-
7

pressive stress for the/day tent and 16% of compressive stress for

the 14, 21, and 28 dry tests.

The maximum congressive stress attained was 2600 lhs. per so. in.
which is lower than desisned for. This is hecsuse the slump test
came out 8 in. instead of 7 in. or less, the reason pro‘o‘lv due to
the fact of messurin; the segrefste "2d the concrete hy volume which
is not so dependable as weights and therefore resulted in " lerger
water cexent ratio the? was sujyosed to be. More agsresate was added
to correct the slung.

It would he of value to compare the result" of the‘e tests in
bond of Haydite concrete to an extensive stW1v of tond for ordinary

concrete perforied by Duff A. Ahrans, Professor in charge of ls’oratory

of Lewis Ins itute Chicsgo.

Host of these tests were made at 28 days on 1:5 concrete, ag—
gregate eroded 0—]% in. and water—ratio 6.6 gal. of mixing water per
sack of cement. This concrete gave at 28 days on oversee hond resis—
tance of 680# per sq. in. and a compressive strrngth of 2750 lbs. per
sq. in. or bond 25% of compressive value whereas Haydite concrete
gave 15% and 16% of compressive strength, for bond of pointed and nlain
bars respectively.

Duff 3' Ahrazs, states that Bond for ordinary concrete resfonded
to changes in weter-rotio of the concrete in much the srne way as
corpressive strength; increase in water ratio due to use of wetter
corcrete, less cement, or an excess of fine aggregate, re ulted in
material redrctions in hoth bond and compressive strength. Other tests
have shown the the some ststement efglies to the modulus of elasticity
of concrete, inperneability, resistance to wear and resistance to des~
tructive agencies such as weather, sea and sulfate weters, etc. It
it reasonable that the same statement is true for Hiydite.

The use of crude oil to replace mixing water, in general, caused
a reduction in both bond end compressive strength of concrete. Five
per cent of oil reduced bond at 28 days about 20 per cent; Compressive
strength “t 28 days was redrced shout 5 oer cert.

Reolscina cement with hydrated line decreased the comore"sive
strength and hand 1.2 yer cent for e"ch l for cert of 1'p'di'mtc_>d 1"'*”‘e
in terms of volure of cement or shout 2.0 for cent for esch l per cent
by weivht.

Also in tr. Duff A. Ahrens' studies of Bond, much consideration was
given to slin of the h“rs. It was found thvt an iritial slip heaan at

10 to 15% per compressive strength due to slirht crusiing 0f concrete

 

surrounding the bsrs in forming a firm grip around the hsrs. The
first aggrecistle end slip was recorded 9t slout .0002 in.; at 40
to 60% of compressive strength the erd slip wss around .0005 in.

Mr. Duff A. Ahrqms studies the use of 4% of the 28 day com—
frossive strength of concrete, ss the working strrss for plain
bars es Specified by the joint cornittee is justified, this siveS'
a fictor of safety of 2% to 5 against fir"t slip.

1‘.

The bond strength was 680 lbs. per sq. in. or the ;actor of

680
.04}:2750 3 6°2'

Referring to Hivdite concrete, taking average vnlues of the

safety based on ultimate bond equals

28 div te1ts on 8 x 12 in. cylinders, "s these give hisher values
of confiression strength tecsuse of havinc a larger cross sectional
area and givin: a more uniform hearing rrea, the average ultimste
bond strength for the painted bars are 545 lb. per sq. in. and
average ultimite compressive strength is 2285 1h. per sc. in. U1-
timate hond strength for plsin hers is equal to 599 lb. per sq. in.

Four per cent of 2285 91 lb. per sq. in. working stress or

the factor of snfety for painted bars is‘ai’ or 2.5 niainst first
. A. H u o
3119 and fig? or 5.8 against ultimate bond strenith. The factor

O“.
of safet? for slain tars against first slip is ecuel to.:£% or
9

2.5 and GSQJEFt ultimate hond strength 18 equal to gig-or 4.4

70.
Sugmorv and Conclusion

The hand hetvrer-n concrete end steel is on i :ortsrt element in re—
inforced cor:n etc construction. This invr tis ti n r"? undert’ken for
the gurwose of determining the relntioh het can honl strength of H 7dite
concrete as conjHred to ordinorv concrete, s" “ell "s s conosrison of
hord het sen joints” end olsi; round he :.

Conclusion

Soecificstions recuire n ‘ond workins strrss of 4% of ultin"te
coonres"ive stress, for ordin-rv concrete; 4% of ”ltixste cosnre"sive
stress of HOvdite core/ete will sive s ssfe Working stress for hord strrnsth
for Heydite concrete. The difference hetreen hand for plsin round bore
std psinted round hers is snsll in conoorison to the sofetv fsctor. i
4% of ultin'te nonpresrire ctr rcth is s ssfe Torking hond stress for
either neinted or jlsin ro nd burs. Pninted horn rrive 10% less, hond

" ‘ J" I" ~ r . r‘ r‘ “ j" V?“ Oh . " .— 1 :\ . std D ~
strength Lhnn 11{ln ‘ rs rt ”8 0 5s. ;:1htel 3 rs Give lop oi 28 com~

fro sive strersth for hord strensth by plain hers srve 15%.

7].

Rf‘Ji'vrrvghy
Portland Cogent Pw‘nt a? Protection to Structural Steel
by F. E. Grececke; Cement Age, V. 9, p.424. 1909.
Ftuflfics of Bond Petrcen Concrete are Steel
bv Duff A. Aorcmsg BuTTetin 17, Ftructrrnl Weter‘nls Re"eoroh
Latorotory Lowif Trstitute, CVicnfo
Deeion ”H4 Cortro’ of Heyfiite Corcrete Wirtureo

Bui‘etin receivel fro: Pfareu"ic Precc prick Co., Soutr Perk, Ohio

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