_: :v W ,,. r

 

H
d

#

: :zwffiwg

:
:

_:

: ma%
4: .137

I A u
v'\ .
w

7.4-“
....
7- .L.
7| u.
T. ‘
.)

KI! IL
113-4
Hid

r
,0.
I

..

‘IO

.l
,
.14.

L..1.. .
Wig}. .J

ans-n" .I...“ '1. ...‘..¢IH . . I .. . .. . I .. . I . . Eh”. rob . I \I.‘ I, I. ...I . I. I.

. I. . . . . I . . . _ . - I. w .I

. . 5.37.! 1. L. m EL . . . f} ... .
I GAL... n...

I.I\.1II‘I. U .04....“ s. ..J Jan .....,.unAhII.-1 J37 17.3““ . . . . .
a - -‘ . ., I .‘ ll ' U I v I! 14‘-
M Hum . . _ _ .5..,.,.I._.§. . .. avg}; « . .. __ ..

1-“.swup3fi4;

2A.. IF“.- hid.»

 

-
.
.
.
_
.
.
.I I .
v
_ .
v I
v
. I
l I
‘ l l
.J o
. .
u
.
I. O o a
I 'V
’
v I
1
n
. I
.
I .
.
v II
I 0 ' I
- I l
CV
' - I
A
v I
I ‘
- I
.
t n - I
’ I.
I V
V- l '
l I I
I w
I I o . .
' I I
v
x
,I I o n \
II .
I
. .I
V II
o I
r n I
_
. u
. I
I v I
Q 4 I
I . I .
I ' ‘ I _
1‘ I I
_ I I .
v .1 I l I ’
V o L . I u n .
. . .
v I a I .
I I I
.
_ I ‘
Q . v
a. I ' l
l . . I
. t
I
u . I
I ‘ I
H . - . I
- V I ' 1 ‘ '1 x
r v o . I r I I I
v . . t n I . I I I . I . _.
o . I I - I . I4 I .
I I It I. I
I . _ I: n
. — . o I
I J .
C \ D O
u L U , .. I
C u I I \ . .. I .l
a . \ n I .
n I I.) u I I .\ I:
- -. . . . .I . I . . -
ml 0 II

 

. I '.'-r - . '- _ H. ' .’ . .r
‘ ' "vi“ 'I ‘ ‘1 , L , 1"¢.‘ I O. ‘ \‘ 'v ‘I‘.}‘ -‘ I H 4. ‘1.“ J.
QR . In,“ .. . I ' 4 _ . _ _. . . .7 . _ .
- “ LI ’0" ‘ 3 I ‘ U: ‘ . ‘ . ..' ,f. . ‘
'$' ';\..‘ 3" f‘ .‘ -‘ . ‘ , ) ‘3‘ .1 g L
.\ II; I. o ,
’t 5’9‘? . ‘ \n' I ’ . .I. ‘ u . . \_ 'IIA' ‘ i ‘.‘ ' ~l’. -.
’4 'I' v ' ‘ ""- ~ In "I; . .‘ ‘v
‘14.,“ ' )-‘ 'I I, I ' - " I, ‘I 1 J‘ '-. .
‘- ",¢.-." ' I 5 g l . . .. . ‘ ‘ A . {\u‘ U' , H
. ‘ 'I ' ' ‘ 7 ' ". 4 ' l " “I". . 31‘
Lv' cm I {"‘~':
. ' . . r _
’J " i" M I - --..I ‘ r azuh
-' . \‘ . 1 . l - ' _ 4' V c l/ '
' “t I ' ‘. I o {- . '1 l,- ‘ :J 'f I _ ”IV.-
‘ ' II -' ' '- I . u I } . .
'I -. I I “. ‘ I( r_ ‘ 'h I, .;
‘ 9 I 1 I ' ‘ r ' . \ . ~’. .
_ 1 I6: ’1“, _.. q, ' . ‘ .n I h 4"—
"'I ' I " I“) 4'" ‘ - I ‘9, I l 4' '~v ' . ‘ ‘. b r .9 . h I I-v
‘ ' ’ . - ‘ . _ ‘ . l J
I' ’ I ‘ ‘ .1 ‘-' .’ ' u : ,0 'x~5 " I” “_/fi~ f}. . l '
II.- . , . ‘. i y , .’ ~‘ ‘ . . &.3
a“; ‘ I ' .J ‘ ~ ‘ . . g» '1 ‘ I -__ .h“ . . . . WI
| . I , ’s I .3 ‘-‘ I fl. | 'J (3 . _’ k."
. I ; I I _ I '1. “A r’ _ ‘
" ‘ - ~' ‘ u’ . ‘ ("A-I ‘ ”In ~I‘ .’
> . .4 ». v. I. U ‘. I. .’ Iii; \' - '," .h l ‘\ 'V
' " ' ‘ I u- - --
v . ~.',‘ . ' — I"- 'Y.‘ dv'l
.\ r I I.” ’ I ‘-' . 22‘s _ Iv "it-W- . I. up”).
3! i ,. ‘ , ‘ ' I \ . L ’_ I ‘- .1“ I Hr;
' I' . ~ -_ ~ ‘ . ' .
t . . r I. f I) I . . J , I_. " I .,' I f v. o (I. } r .5” 1‘.“
I -- j. .- _‘ .“ O I u _: '.'I. I, .
~ I ..'~ ‘ ~,_ " ‘ r
' - ,. m" I. I ;- "15 ‘ x» ' a,
‘I ' I ' ‘ k“ IN ~{I , ",2 _ \ ‘m‘ ,_l . \UI“ ". fl‘, \ - ‘
‘1 - » ' 1"" “J ' ~
. . . 4 .. \.
3 ' ‘I ' I.’ I ., . ' I Ii“ )1 1-. h L 3' '1‘ ""1 “1. "G". 3’ .‘J '3‘-
. . 5 +1“ . It , . I . I. h ._ ‘vd‘. _- ‘ u ‘
a I a - ’ a . 'N." ’ . .
I - - n - ‘1‘ .6 .‘: .0. \:.‘~vt ' '
- ' ‘ ‘ ' ' I u .. ‘ "I —
, f' ‘ I _. ‘l. L I I a. \- v r
' ‘ ‘ o '.' “ ' I i “‘ \‘ . .g " v ‘» I :3) l d L....
.- - ~ - I ' . L 1 ~
I I, . 3,. 7. .‘I I, ‘ ,- :.: y T. ' P «I ,* , ‘ Ir .3 ;; U‘Ifi.’fl“ <
. x . ‘ ‘ It ,. . ' \ ’
.' .- , ‘ u -. , > | I J, , u-.~._4..
‘_' . l I. v ' . . ' v’j - “-'r ‘4] 7 L‘W,
~ 4 . .‘r I I I! ~ ”we.
U ‘ - > ' I r v . (v “7" .3‘ ~ ‘
I \\ ~ _ f .. . _..._ ... ‘m, \‘i°'" .
. . . I \I I! I” ‘ - 4 ’l‘b ,_... ; 1‘1 ,. ,‘ .
I I. . ,v- \ -‘ u \ , ‘o'v \’ |.I“ .
' ' 'I' I ' ' ‘ I ' v ‘ ".‘I I‘ "J 4.’ ’ ‘
‘ - I v ' 3“ v I ' 4, - I
I" 3‘” l' -j'-* _ ’h I'. ""I I - '\ ‘ y,’ I
.‘ t ‘,~( f.’ k “ I .‘ ’..;‘. .‘ ‘ t A

   
    
    
   
    
  

   

   

-. ‘x C. '

‘. «W'fil-b ‘ , ~13“ - 7‘. I» 1 ’i‘_\.

D: ,\ l ' I I 1“ ' J v. “’ ”I. ‘Q ) q}: A: I i V >.. ‘

‘ . i, -‘4 V . ‘7 " ' . I: I "I‘ g u

I L ' ~I :hv. ' ‘4" L‘)I.|'....‘.": w' \"'ij‘ll<‘~ '. ‘ '
I J. ( . I ‘ . . -, J ‘ l“ 75. I " l . P . ‘, .v ._ .. a
- . ' ’Ifiy , “7:. 1"*ICJ ' 'XI"I . [IR-(“){Ffi V.‘ L' ‘
OI q "*3“ ‘ s! I. ..' .. I'\ '11:“ I . I, '1; -b . 2:; .y 1‘ . .. tfi- ' I" ’
aw .~ .. .2, «g .1 I, ...,».-I.‘¢‘*,~. ~29! . . .

I. ‘ ' 5-5 ‘ p L ~~ ... J. ,. l Y “. ‘V‘l. ' ‘5".- 'I I”, , ‘ ‘

. 7" I" '4 I . ‘3‘“ " " 1"." 2 ’.; Mr»? 7'“ “$595.9“er
’1‘ ' g {I .~ 1.1. l ’I‘ 'I' 5 "‘ ‘JéI ‘ “"I&.V‘; ~ . ‘ Z‘a'.‘ H)
'1'. ' 1— .‘ . "' 9 '- .r. ?, _.-- .’ '. -‘, . I I \ ‘ . I

1' “I“ ' " :. 1.4210: {9" 7- 5!? hw.f19t’a“xb 0,} Ru '5
_' . I‘>«f ’u- I‘” I}. f). . 's.‘ ‘4‘ ~. . .*\_1,)v"p.£ g‘rb
L > r .4, 5. A . __ dd}: - ‘5’.- , ,I‘. ‘.C‘.-;'\ .3 'I L“; t‘ f; ‘ .' . ‘ 3" '2
I ‘ ' V“. r A ' ‘ ‘ ." _. z ‘ : I. ‘ J. E ‘ I. " ‘ At-II‘ S". “1'5. .l i Pr:

' "'5‘ "“I -'»“' " J-x' .'-"- :‘q "' v.2{TL‘tu I A ., Y i (Z.- . . _
1‘ v {1“ ‘I. '. I... g. : '_, Qo‘~§'. Y“ :., z ‘ ‘h', 7K I‘v‘f-‘I "lr. . t-‘f‘v‘tfi" H ’J '3‘ l' ,3‘ ‘ 1
. “'-.._“4 "J~'."' ‘l 'C-"U "J‘ ‘ 1' I‘m}; . I ,. ‘ $ ’2‘) ‘ “>1. 1‘ . “31‘ '
.. ~ f, I' 5'4A If; \4 u .l' ,. : , .0”. )'.K *5 A, a! 2‘ .

' . r ' ‘ I . . ' I ~ I; _ . | v . ‘ .

V .l . ' ‘ ' ." V' . , . - 1‘ ’

9‘ -.

' '3 (C-
‘1 ~
I

.13
x 'r
1‘ rnk

A3,
.,

r

5"
«e

."

     
      
    

r

f , 1..
+4. .1;

ll ‘ Q' {
fi 2‘1 p1 .
l

b flifi‘gig‘e: i

   

\I

I‘I

  
   

': .‘
.t\.§"?r

A’

“

I.“

I; '- . .1 ' ;
‘."" ~,. ‘ . . I J' '
J A

.r

J

:

 
 
  
   
 
      

‘5
‘
v.

 
  

«1"

.‘

‘.. '.r

4:- __ ; -_
| “PJL‘” "' J.
.1 k‘ . .
I" _

V'"

V

\

y .

¢

1'

4

l
:17 ..

b..' .

b‘: ~

".

i

XI

_

“u

‘

  
 

. :-;f . 7 . '
. ‘ ‘ _ ’ U .Mm..: ‘ .
w ‘.3 . d: "x L, ‘ifi' 3* I 'i- I , -' I ' -’ t v ’ 4 A": , ., ‘ -I' v ‘3 a . - ‘fl‘t‘I-‘fl‘E-x (
h "' '5 4 "«~ ~7-‘L'. m ..- "'3" ‘ . 1*. I.) ' \ - in wt 1‘ If»? 2",. Angvhu' '- 3-4 “I“ -_
I’, 'q ‘ 3' 1 V ‘ "4‘ ' (v.5 & 5‘}: ‘ ‘ I ' V P. ~5‘f-~o ~\, .3!" I !‘ “4 " #0.: I ‘A. r '5‘ 2"." 1 ! "‘;¢$’ .
" . I I . I‘ ‘ I ‘9' . . ‘v. ‘| \.N. ' j, . - 0...; ' " '_» ~ ' .. .. ‘. .
IO? 'I.\ I I. ;; .H‘f“ "J‘ '_-.- I. ’ {s ’4'. ’ ' g 2-,. a I. V .“ 1 4 ..‘ 1.. ‘ ‘ 1, ‘ '
'A" ' ‘7‘ V ~ ‘
v‘ .- '

  

I in,

       
     
     
       
   

55:3
6:2; “‘7‘
V“.

"k’ ‘

   

o
: I

-C
{14.
1"-
J”
r“ I
._.r,‘_ , .. .
f
h.‘ .3
‘1'
. .
I
’\
3;
t
I
_,-’
‘5
1

F
a. I
I vi a
.’ F\
t. ‘1‘
I;
' 7
. 3 3“
.. ‘
- .‘w’ - c
- C I
. ”r: ,
“Vi-5'“?! -

. Ix; . ;‘.‘.r"‘--'l . .A ‘ v“:
‘ \ , . f ‘16:” $53-73! it‘f’. a cry-3‘

'- .. - W 1' r-‘~‘--~ I m: 7-. w um»
I. '_ ‘ J "L¢ ' ’“‘t:«“. ’3“ " V‘ é—o’U‘I‘ ‘ on.) . -. u ‘1. I l ,' g g

‘ - v s ‘ ' C V -.-l I

5" ‘ ‘I ' ’7 W'. ' l‘ .""’:t I."u. ". .2, ‘ '\ ‘I.’~' 1'0" " 1‘
.‘.‘-.~." ‘ .5: I ”II-Syd 1 w ‘\"I,.i\‘ ,£;$‘I§I'_§=& 3w; 3‘. $31, ' -.-~
. . .I ' . " ‘ ¢ . I“. ' .I l_ ‘. n
"a; ‘w MINA-W 5»- ma 4". firm?! ' ° '
ini'lflli‘2tt‘h-i.‘ "kW-LI .‘.I). 'g ‘_:f‘\ -0Jn \ ' I -

339:. 533%:

The Use of Haydite as 3

Concrete Aggregate

A Thesis Submitted to the
Faculty
of

LICHIGAH STATL COLLEGh
of
AGRICULTURE AND APPLIED SCIENCE
BY

Percy'ggown Arthur Jennings

Candidates for the Degree of

Bachelor of Science

June 1931

-To the Civil Engineering Faculty
of Hichigan State College,who
have no ably assisted us in gain—
ing our education in Engineering.
we do hereby dedicate this

Treatise on Haydite--P.B. A.J.

Manufacture and uses of Haydite.

Haydite is a light weight.burned clay aggregate,
manufactured for use in concrete products in place of
sand.gravel, stone, slag or cinders. This aggregate is
manufactured from clay which is taken from the pits and
ground to a maximum size of 1% inches. The ground clay
is then delivered to. and burned in. a rotary kiln of
the same type as used in the manufacture of Portland
cement. the kiln revolving as the clay is being deliver-
ed to the upper end. A

The clay travels continuously through the kiln,
passing a preliminary heating stage and finally reaching a
zone of highest near the discharge and of the kiln. The
temperature at this point is about 2000_degrees Fahrenheit.
In this zone incipitent fusion takes place. the carbon
content oxidizes forming gases. resulting in the clay exp-
anding into a light. cellular structure. This expansion
process is so complete that the finest particles show a
cellular structure when magnified.

The resulting product. called Haydite, is a series of
air cells. the partitions of which are vitrified fused clay.
Which.has a high structual strength» The product after
being discharged from the kiln in clinker form, is screen-

ed snd graded into standard sizes used in concrete. as shown

in the table on the following page.

Standard sizes of Haydite aggregate.

 

 

 

 

: Size : Screen Analysis Standard Grading

: of : Accumulated Per Cent Retained :

;_Screen : Aggregate Sizes :

: : %"x.o" : %"x f" : i"x i" :

E 100 : 85 : 100 : 100 g

: 48 : 75 : 100 : l;0 :

: 28 z 60 : lOO : lOO :

: l4 : 4O : lOO : 100 :
: 8 z 10 : 100 : 100 :
z 4 : : 75 z 95 :
: 3/8 : : ”T : 25 :
: % : : 0 : O :

.1 FeMe : 2176 : 3::10 : 6070 '—

 

Properties of Haydite

Haydite is a light aggregate having a specific gravity
of 2.52. The coarse size (£"x f“) weighs about 48# per
cubic foot. (Natural sand.which is used the same as the
‘fine Haydite aggregate. weighs about l00# per cubic foot.)
Heydite will resist acids and is completely inert. It
fuses at a temperature of 2000 degrees Fahrenheit. The
aggregate resembles cinders somewhat in appearance except
that it is light gray in color.

Due to the cellular structure of Haydite it is
necessary to pre-wet the aggregate when making a concrete
mix. This is necessary because part of the Portland.
when mixed with the dry aggregate. will work inside the
aggregate and part of its effectiveness in binding the
particles together will be lost. Pro-wetting will cause
a film of water to form around the aggregate and prevent
the Portland from entering the particles of aggregate
during the mixing process. Experiments show that if the
aggregate is not pro-vetted there is about a 2531088 in
strength. In practice 25 to 50% of the required amount
of water is mixed with the aggregate before the Portland
is added.

A chemical analysis of Haydite shows the following:
Loss on ignition .40%; Silica 65.4%; Alumina 12.3%; Iron
Oxide 13.3%; Lime 5.272;; Magnesia 2.777;; Sulphur 0.07; and
Alkalies 0.65%.

Compressive Strength.of Haydite
A 2500# mix was arbitrarily selected and cylinders
were made up for s 28 day compression test. From tables
in “Design and Control of Haydite Mixtures“ it was found
that a l-lfi-Zfi mixture.with a water cement ratio of 8%
gallons per sack.would give this strength.

Twenty cylinders were made of pure Haydite. using
the £453” size for coarse aggregate and_,the 119$” size-
for fine aggregate. Reinforcing steel was placed in
four of these cylinders to be used in a test for bond.
The slump test on this mixture showed 6 inches. The
Haydite was pre-wet as described in page on "Properties
of Haydite! About 25% of the water was added before the
Portland was mixed in. In placing the concrete in the
cylinders (d“x 12' were used) the concrete was placed in
layers approximately 4 inches thick and each layer puddl-
ed 25 times:. The cylinders were allowed to dry in moist
air for 24 hours. then placed in water till they were used 1
in tests. I

A similar set of cylinders was made using a l-l%-2%
mixture of Haydite and natural sand. The %“-i” Haydite
was used for coarse and the natural sand was used for fine
aggretate. This mixture called for a water cement ratio
of 7% gallons per sack. The slump test for this mix was
4 inches.

At the end of eeven.fourteen. twenty-one and twenty-

eight days. four each of the two types of cylindese were

(The Reihle universal

tested for compressive strength.

testing machine was used.)

The results of the compression test are shown on

It is seen that the Haydite-Sand

the following page.

concrete gave a higher compressive strength.than the

‘3:l‘3€31? Ii:l)de11h"e

The data obtained in the compression test is as

follows

28

21

__€ays :

00 a. O.

al.al

O. O. C.

Clear
Haydite

 

.ec 0. 00

j

 

O.

 

 

 

 

 

68,500

I s. so so

 

e e. O. 04

I. O. CO

_
W

es s. s‘

C. O. O.

a.
1

 

 

Haydit
:Natura
: Sand

so so so so so so 00 00 so so e. e.

78.750

e. 00 en

78.000

00 e. a.

67.500

us so e4

60.000

00 s. 04

1L

 

nv
nu
nu

.
Au
a!

O. 0. .4

72.000

so so as
nu
AU
AU

..
ml
Au

0. 0. OJ

 

76.800

.. L

75,000

ee 0‘ en

69.600

0. 0. OJ

61.000

0. O. O.

 

O. O. 0.

64.000

..:.L

 

 

 

3°00 COMPRESSION cum/Es.

 

10 'TE
zsoo

/ /

//
.m/
m/

 

 

an! “A

/

 

ISOO

 

LBS.PER 5c.:~.

 

 

 

 

DAYS

 

 

 

 

 

 

 

Bond Strength of Haydite

This experiment was merely for the purpose of deter-
mining whether the Bond strength of Haydite was satis-
factory. (Mr..A.M. Rouse investigated Bond strength
thoroughly in his thesis. “Bond Strength of Haydite on
Painted and unpainted Steel.')

Four cylinders of each type of concrete were used
for this test. Onenhalf inch.reinforcing rods were im-
bedded into the 6 x 12 inch cylinders,8 inches. The
cylinders were dried in mmist air for 24 hours and then
cured in water 28 days before being tested. (The bars
used were plain round bars.)

At the end of 28 days the reinforcing rods were
pulled out. usin‘ the leihle Universal testing machine.
The Haydite sand concrete gave the highest bond strength.
as seen in the following data.

Bar No. Clear Haydite Haydite Hat. sand
1 4770 6500
2 4845 6670
3 4560 6300
4 4890 6835
Average 4766 6626
Der
Bond strength/ sq. in... 4166 gage-g5 / sq. in.clear
x 3.1416 x.8 Haydite
Bond strengthw/ sq. in.: 6626 2524 for Haydite

f x 5.1413.x 8 natural
sand

Driving and pulling Nails in Haydite

Haydite has the same bond strength for nails as it
does for reinforcing steel. However. it is difficult to
use nails on account of the difficulty in driving.

Hail drivin‘ tests were tried on '7 and 28 day old con-
crete.

Results on 7 day old Haydite: Hails were first driv-
en through a i“ board and then on into the piece of Hay-
dite concrete. The board was used to make the test as
near like ordinary conditions as possible. lix and
eight penny nails were used. An ordinary carpenters
hammer was used for driving. By using much care it was
possible to drive this concrete. The pulling test wa§
tried after the concrete had cured for 28 days and was
satisfactory. It required as much force to pull a nail
out of the Haydite as it did to pull one out of a yellow
pine two-by-four with nails of the same size driven to
the same depth.

Results from driving nails in 28 day Haydite: The
test was the same as used on the 7 day Haydite Concrete.
Here it was almost impossible to drive a nail of any
kind. About nine out of ten nails would bend before
before they could be driven to a depth of one inch.

The concretelwould crumble for a distance of about one
sixteenth of an inch around the nail as it was being
driven. Tests on older Haydite concrete would doubtless

prove less satisfactory,

Heat Resistability of Haydite

This test was carried out sith.the object of deter-
mining ths heat resistance of Haydite concrete and com-
paring its heat resistance with that of ordinary concrete.
Three 6'4x 12' cylinders were used for this test; one
cylinder made of ordinary concrete-no.4 to %" gravel for
coarse aggregate and natural sand for fine; the other
two being the same as used in the compression test. one
made of pure Esydite and the other of Heydite and nat-
ural sand.

The three cylinders were placed in a gas fired fur-
nace and held at a temperature of 1900 degrees Fahrenheit
for three hours. The cylinders were allowed to come up
to heat with the furnace and after the test were allowed
to cool off in the furnace.

The cylinders were removed from the furnace at the
end of forty-eight hours and examined. The pure Haydite
seemed to be in the best condition. It had only a few
hair line cracks and appeared to be intact. The cylinder
made of Haydite and natural sand was in nearly as good
condition. except that the fine cracks were a little
larger. The cylinder made of ordinary concrete was in
bad condition. It was cracked badly and crumbled easily.
breaking under its own weight.

A compression test was made on the two remaining
Haydite cylinders. They were of the same strength.
each.testing 37# per square inch,

Specific Gravity of Haydite

The unit weights of the aggregate used in the eXp-
eriments were determined. hose weights were determined
in the following manner. A % cubic foot measure was
calibrated and found to be accurate. The measure was
filled one third full with the aggregate to be tested
and tamped 25 times with a pointed rod. It was then filled
two thirds full and again tamped 25 times. Then it was
filled to overflowing and tamped as before. the surplus
struck off.and the net weight determined. The course
Haydite weighed 44 pounds per cubic foot-(§‘-%" size) and
the fine weighed 61 pounds per cubic foot-(}"—Coisize).
The natural sand was also weighed.being much heavier than
the Haydite sand. The natural sand weighed 105 pounds
per cubic foot.

The weight per cubic foot of the clear Haydite con-
crete and of the Haydite-natural sand was determined.
Cylinders of each type of concrete were carefully weighed
and the dimensions measured. The clear Haydite cylinders
weighed 18£# and the Haydite-natural sand cylinders 21:#
cache ‘All cylinders measured 6“ diameter and 12' high.

Wt./cu. ft. of pure Haydite«e.;1§8;x_l§3 )fl_ .95.5#

*1'725 x 21"; 3110.8};
Wt./cu.ft. of Haydite Sand : 6 x6 x .78 4 x 12 ‘

Porosity of Haydite

The object of this experiment is to determine the
ability of Beydite to absorb water. A cylinder made
of clear Haydite and one made of Haydite and natural
sand was carefully weighed. They were then placed in
water for a period of 2 hours. After taking them out
they were carefully wiped off and reweighed. There was
no noticeable change in the weight of either cylinder.
This was to be expected as the surfsce of the Hsydite
concrete was quite smooth and appeared to be quite
impervious. f

An exacmle of the imperviousness of Haydite concrete
was noticed at the Hay-Con Tile and Brick plant on Green-
field Avenue in Detroit. Here they have s steam room
made of mydite Concrete in which the green tile are
subjected to a steam bath during the curing process. The
walls were made of eight inch thick Haydite tile and the
ceiling of flat Haydite slabs four inches thick. This
steam room is in operation eight hours a day. The out-
side of the walls were inspected very carefully. They
did not show a trace of moisture anywhere, which clearly

demonstrates the inperviousness of Haydite concrete.

Comparative cost and Availability of Haydite

Haydite is very expensive compared with standard
aggregate. Its initial cost is about 2% times that of
gravel or crushed stone.

Haydite is manufactured at only two plants. one
at South Park. Ohio and thm.other at Saint Louis.
Missouri. Haydite is available at these plants in
almost any desired quanity.

Freight is a large item in the cost of Haydite.

The cost of the aggregate increases as the distance from
the manufacturing plants increases. The cost of ordinary
aggregate is fairly constant as it can be obtained in
quanities almost anywhere in the united States.

Sumnery

. Haydite compares quite favorably with ordinary con-
crete in all respects. Its outstanding feature is its light
weight. The clear Haydite concrete weighs-56% less than
ordinary concrete and the Haydite natural sand concrete
‘wsighs 26% less. Because of its light weight Haydite
might be used advantageously in tall buildings where the
dead load is a controlling factor in its construction.
In this case Haydite would not only permit the construct-
ion of a taller building, but it would also save steel.
It is claimed that the saving in steel will more than
make up for the extra cost due to the high cost of Raye
dite aggregate. This has not been proven as a facts

In strength.Haydite seems to be the equal of ord-
inary concrete. Referring to the tables in.'ccncrete
Practice“ by Hocl and Pulver. on proPcrtions for differ-
ent strength concrete it is found that a l-lfi-E} mixture
of ordinary concrete (using the same size aggregate as
used in the Haydite mixes) would give a 2500 pound con-
crete. The compression curves show that the Haydite con-
crete tested very close to 2500 pounds per square inch.
The heat resistability test showed Haydite to be

superior to concrete. It stood up well under a test that
far exceeded the heat that a wall would receive during

disintrigated
an ordinary fire. Ordinary concrete completelyfunder the

samm test. Haydite also proved to be a good concrete for

water proofing Jobs as seen in the discussion on Porosity.

The unit bond stress in the clear Haydite concrete
was 380# per square inch and the unit bond stress in the
Heydite-Natural sand concrete was 524# per square inch.
.A factor of safety of 5 is used in finding the allowable
bond stress. This would give an allowable bond stress
of 76# per square inch in the clear Haydite and 1056 per
square inch in the Haydite-natural sand concrete. This
allowable bond stress would be satisfactory as the allow~
able bond stress usually used in concrete design is from
60 to 80# per square inch.

From the preceding described experiments we would
conclude that Haydite would be satisfactory for use as

a concrete aggregate.

Suggestions for Heydite Concrete Specifications
(From pamplet by Hydraulic-Press Brick.Co.)

It is suggested that the water-cement ratio principle
be followed in the design of Haydite concrete mixtures.
The water-cement ratio curve published by the Portland
Cement Association is applicable to Haydite concrete pro-
viding allowance is made for the absorption of the Haydite
aggregate. The effective absorption of Haydite aggregate
is approximately 1% moisture by weight. This absorbed
water is not liberated in the mix by the Haydite aggregate
and therefore does not become a part of the water-cement
ratio.

Unless otherwise specified orgindicated. all concrete
shall be made of Portland cement. Haydite aggregate and
water.

The Haydite aggregate shall consist of Haydite Sand.
Size £‘~00", and Haydite Coarse. Size %“-i". or Haydite
Special. sise C-X. which shall be so graded that all part-
icles of the Haydite sand will pass a 1" square mesh, and
95% of the coarse Haydite will pass a %“ mesh.with no
appreciable amount of dust.

Cement and aggregate shall be stored at the works in
a manner to prevent deterioration. the intrusion of for-
eign matter, or the mixing of the fine and the coarse
aggregate.

water used in mixing concrete shall be clean and free

from strong acids. alkalies. oil of organic materials.

The strength of concrete shall be fixed in terms of
the water cement ratio. which shall not exceed the values

shown in the following table:

Assumed Strength of Concrete

 

“'actual fl-C Ratio, U.S. Gal.: Assumed Cempressive Strenght
Per Sack of Cement at 28 days in pounds/ sq. in.

 

g, E 3000
6% i 2500
7% i 2000
as E 1650

 

The strengths indicated above are for average Job
specimen. cured damp at a temperature of 70 degrees F.

The proportions of Haydite aggregate to cement for con-
crete of any water-cement raticJBhall be such as to pro-
duce concrete that will work readily into corners and ang-
les of the form.and around the reinforcement without ex-
cessive paddling or spading and without permitting the
material to segregate or free water to collect on the
surgace. The combined aggregate shall be of such comp-
osition of sizes that when separated by the N0. 4 standw
srd sieve the weight retained on the sieve shall not be
less than l/3. nor more than 2/3. of the total. nor shall
the amount of coarse material be such as to produce harsh-

ness in placing or honeycombing in the structure.

All concrete throughout shall be mixed in an approved
type of power operated batch mixer which will assure a
uniform distribution of the materials throughout the mass.
The Haydite aggregate. both sand and coarse sizes. shall
be thoroughly wetted down in the pile before going to the
mixer, and the mixing must continue for at least is one
full minute after all ingredients. including water. are
in the drum. and until concrete of a uniform consistency
and color is produced.

.&11 materials. including water, shall be measured in
a manner that will insure adcurate and uniform proportions
of each of the materials at all times.

Concrete shall be handled from the mixer to the final
place of deposit as rapidly as practible by methods which
will prevent segregation ,separation or loss of ingredients.
excepting that chuting will not be permitted at any time.

Under no circumstances shall concrete which has
partially hardened be deposited in the work.

Concrete shall be thoroughly compacted by puddling
with suitable tools during the Operation of placing. and
thoroughly worked around the reinforcement. around the
embedded fixtures. and into the corners of the forms.

The use of the vibrator is recommended as an aid in placing
Haydite concrete.
When it is desirable to include field test of con-

crete. curing. depositing in cold weather, or forms details.

and details of construction. it is suggested that the
specifications as recommended by the Portland Cement
association in their booklet. "Design and Control of
Concrete Mixtures.“ be incorporated. and when admixtures

are used. include the manufacturer.s directions.

‘ I --.'...oeeb~ ‘ ‘ '

am Now use em

 

. '7 ."( . ‘
' v “. ’M ‘ :‘I "‘3;
I, ‘ I‘I .. ‘ ""$ . 17““ n, e”
I ( h’ “I'
‘1": Mn“ IIfi:v;"-:1H‘" .bx-‘p'h‘ . J‘(
[wi‘f' --'-": "f ‘7‘ .A‘.‘ it?» '4‘" ”My -'
I'TIZK 3"”. . q “a“ [3%, " V altiv‘.
n.1Y‘éj'I :I‘Ifrc. (or M‘ - .' g x 1;?
,u 1-. rIkI :V‘ is,“ '1. if" 1"‘vaT‘ '

I.95*. '4"I“'|- 1
. 7‘ ’II .'
‘ vI‘ ,' ;“ “MI" I‘, "pr ‘7' .'."..

l—e‘
II

..5
O

3‘ .4r‘xx}

.{WI

#3th
I' 'u.\\I ' 5.“O&
'I K o"

#a ”3‘ “"39,
. ‘1‘". H...“ ‘

{IM’ ‘ai:
“:23 't..""

‘ x
4.3%

'. .l y '4
rfl‘ifith ”g“

 

MICHIGAN STATE UNIVERSITY

 

Ill llll I III III III llTliliITIfilTl'es
3 1193 03082 1403