Porous Sand-Asphalt Mixtures
Transcript of Porous Sand-Asphalt Mixtures
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MEMO
TO:
FROM
SUBJECT:
March 22, 1974
Calvin G
Grayson
Assis tant
Sta te H i g h w a y , : ~ ~ ~ e r
Jas .
H
Havens
a,.,, f -
Direc to r o f R e s e a r c h ~
H-2-66
Proposed Spec i f i ca t ions
for
Sand-Asphalt
and
Open-Graded,
Plant -Mix Seal s .
At
a meeting
of the
Sta te Highway
Engineer s
s t a f f ,
November
2, 1973
(cf .
Research memo,
Nobember 13,
1973), Mate r i a l s ,
Spec i f ica t ions and Research
were
assigned the
development
o f
spec i f i ca t ions
to ca rry forward a de l ibe ra te ,
surfac ing
program
l ead ing
to the q u a l i f i c a t i o n of and s ~ d r d i z t i o n of sk id
r e s i s t a n t ,
pavement surfaces . The t a sk force mutual ly agreed
upon
a
plan
February
15,
1973.
This
submi t t a l includes
proposed
spec i f i ca t ions and
recommendations
toward
implementa t ion .
Two
spec ia l
provis ions are
proposed, as fo l lows:
1. ' 'Open-Graded
Fr ic t ion Courses
(P lan t Mix Seal s )
2.
' 'Sand-Asphalt
Surfaces ' '
The one
fo r
' 'Open-Graded Fr ic t ion
Courses' '
i s
e n t i r e ly new.
I t
admits
crushed,
s i l i ceous
grave l s and
crushed
s lag . Both
aggregates
(crushed,
quar tz
grave l and s lag)
were
put to
on-road t e s t l a t e
l a s t
year and are yie ld ing very
high
s k id - t e s t
r e s u l t s .
The
Sand-Asphalt spec i f i ca t ion
i s
very
encompassing and
may
be
used to
supp lan t S.P. 59-C,
S.P. 22-C and any others
which
have
not been
r e t i r e d . t
provides four types and(or)
grades o f
sands
and
commensurate
(presumably) l eve l s o f sk id
res i s t ance . t preserves the
use
of
common
sands
where high
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Pag
e 2
emo M
arch
22
, 197
4
sk id
- res i
s t anc
e i s
not
r
equi r
ed .
Typ
es 1
and 2
are
p
a t ter
n ed
a f
t e r
S.
P . 2
2-C
a
nd
S.P.
59-C
.
They
a
re in tend
ed to
be
dense
,
s t a b l e ,
durable
su rface s ;
Ty pe
2
i s
s im ila r
to . th e
m ixture
plac
ed on
U
S
3
1-W,
fr
om
West
P
oin t
to Ky.
163
8
i
n 19
72
and 1
973.
T
ype 1 would
be
l
im ite
d
to
lo w - t
ra f f i
c s t
r e e ts
and
roa
ds. Type
2
i s
su i ta
b le fo r
he
avy
t r a f f
i c
whe
re
th
e
speed
l im
it is
60 m
ph
or
l e s s .
Typ
e
3
rep re
sents
an
a t
tempt
to
u t
i l i z e
u l t r
a - f in
e
s
ands
not
al
lowed
in
T
ype 4. Ty
pes
3 a
nd 4
are
ope
n-gra
ded.
The
grad
ation
s
f
o r Type
s 3
and
4 ar
e o b
ta ine
d ,
conc
eptua
l ly
s
peaki
ng,
b
y s p l i
t t in g
th e
grad a
tion fo
r T
ype 2
sand
a
t th e
N
o 30
s iev
e (co
u ld
be phys
ical l
y ac
com p
lished
in a
wet c
l a s s
i f i e r )
.
Th
e two f
ra c t io
n s d i
f f e r
in p
a r t i c
le s ize
on ly
; an
d
m ixt
ures
made
wit
h each
f r ac
t ion
shoul
d be s im
i lar i
n
terms
of
voids
and
p
a r t ic
le
shap
e. T
his h
as been
acco
m plis
hed in
the
la
b o ra t
o ry ;
how
ever,
we w
ere
una
ble
to
o b ta
in hig
h s
ta b i
l i t i e s
w ith
th e
crushed conglomerate
sands
in
th e
u l t r a - f i n e
s iz e s .
High
s t a
b i l i t
i e s we
re
achi
eved by b
lendi
ng
th e f in e
q u ar
tz
sands
w ith f in
e s
lag a
nd w
ith o t
he r f i
n e
sands
an
d
f i l l e
r s . S
umma
rily,
Ty
pe 3 would
req u
ire
abou
t
t
h e same
a
sp h a
l t
c
onte
n t as
Type 4.
W
e do
no
t
kno
w how
w
ell t
would
p
erfor
m
on
ro
ads a
nd s t r e
e t s .
S
econd
and
She
lby S t r e e
ts in
F
rank
for t (1966
) were
comp
osed
p
r in c i
p a l ly
o fv
ery f ine
sand .
The
so -ca
l l ed
' 'op
en-g
rading
' ' i s
ach ie
ved
by
shor t
ening
an
oth
erw is
e de
nse gra
dat io
n . T
he two
g
rada t
io ns in
Op
en-Gr
aded
F r i
c t ion
Cou
rses
. .
, to
ge the
r w it
h Typ
es
4 an
d 3 in
San
d
Asph
alt . . p
rovid
e a
spect
rum o
f
our s iz
e range
s .
We
need
to
kno
w th
e per
form a
nce
c h
a r a c t
e r i s t
i c s o f e
ach. Ho
wever
, w
e
are
recommending
only
Type
4
Sand-Asphalt
fo r
t r i a l s
on high
-spee
d ,
h e
a v y - t
r a f f i
c
roads
.
Fo
r th e f i r
s t
t im
e , we
hav
e
inc l
uded s
ta b i l
i t y re
quire
m ents
in
th e
sp e
ci f ic
a t io n
s . T
he p
urpos
e
i
s tw o
fold:
1) to p
rovid
e
a
ssu ra
nces
ag a
ins t
s c a l i
n g , a
nd 2)
to
a
ssure
th a
t
m at
er ia ls
supp l
ied have
th
ose
q u a l
i t i e s
w
hich
prod
uce s
ta b le
m
ixture
s.
In e
f fe c t
, t h i s
ty
pe of r
equire
ment
i s
an
ex t
ensio
n
o f
th e
so -c
a l led
job
-mix
formu
la
t
o mee
t
desig
n and
en
d-pro
duct
r
equir
ement
s fo r
the
mix t
ures.
T
he
d ra
f t sp e
ci f ic
a t io n
fo r
'
'Open
-Grad
ed, Fr ic
t ion
Cours
es
(
P lan t
Mix S ea ls )
was d is tr ib u te d
by
th e S p ec i f ica t ion s
s t a f f ,
Mar
ch
21
, 1
974.
In o
rder to
u n it i
z e th
i s
packa
ge, a co
py th
e reo f
and
th
e cove
r
me
moran
dum
i s
in
c lude
d herew
ith . T
his
i s th
e
f i r s t
at
tachm
ent.
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P
age 3
Memo
M
arch
2
2, 1974
The
second
at ta
c hm ent i s
the propo
sed
s
pec i f i ca t i o
n fo r
sand a spha l t s .
The th i
rd attach
ment i s a shor t t r e a
t i s e
on
p r ~ s (open-gra
ded)
sand a sp
ha l t s ;
t was
prepared by
reques t fo
r
p re
sen ta tio n
a t
the H
RB m eeting
l a
s t
January
b
ut was not offe red
fo r pub l i -
cat io
n . I t s
more
s in g
ula r
purpose was
to
ac
company
t h i s submi t ta l
and to fu r t
h e r
exp la in
porous sand
asph alts and
th
e
spec i f
i ca t ions
now
propose
d.
The four th
attachm
ent i s a
l st of p r o j ec t
s no
w pending
o r
be
ing
co
ns idered
for resu rf
ac ing and
sugge
sted su
r face types
in
ter
ms
of
th
e
p
roposed s
pec i f i ca t io
ns .
JHH:gd
At
tachments
CC s: J
R H
arbison
C
alvin
Gr
ayson
J T.
Anderson
G F. Kem p
er
J
W S p
u rrier
J
D W i
tt
C
G ook
E.
B
aither
C
S.
Layson
J
E. McCh
ord
A
R Romine
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MEMO
TO:
FROM:
DATE:
SUBJECT:
J T.
Anderson
c
G.
Grayson
G.
F
Kemper
J
w
Spur r ie r
J
D.
Witt
c.
G.
Cook
E
B. Gaither ,
J H.
Havens
C.
S. Layson
J r
~ ~ ~ ~ ~ : d ~ t ~
Jack F Miller
Assis tan t
to the S ate Highway Engineer
Specif ica t ions E t ff
March
21, 1974
Draf t
of Special Provis ion for
Open-Graded Fr ic t ion Courses
(Plant
Mix Seals)
In
compliance
with a
direct ive
issued at
the November
13,
1973
staff
meet ing, to
the Divisions of
Materia ls and
Resea rch
and the Specif ica
t ions
Staff,
the
subject draft has been
prepa red
and is being submit ted
for cons iderat ion and comments . This draft has
been
prepared so as
to
incorpora te the best
informat ion avai lable
f rom
other states and
F H. W.
A.
in
a context compatible
with K entucky s potential
aggregate sources
and
with
our present tes t ing procedures for
angular i ty.
Fur the r
input
f rom
each of your
offices
will be appreciated.
Draf ts of
separa te
specif icat ions for other sand-asphal t - type f r ict ion
cour ses
have also
been prepared
and will
be submit ted by Mr. Havens in
the near
future.
J FM : eq
Attachment
cc:
J R. Harbison
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KEN
TUCKY
BUREAU OF HIG
HWAYS
SPECIAL P
ROVISION
NO
.
OPEN -
GRADED FR
ICTION COU
RSES
PLAN
T MIX SEAL
S)
This
Special
Provision
shall
be applicable
when
in dicated
in
the plans
or
proposal and sh
all
s
upersede
any con
flicting
requiremen
ts
of the
Burea
u s
1965
Sta
ndard
Spe
cifications for R
oad
and
Brid
ge
Constructi
on.
Section
a
nd Article
refere
nces
herein are to
th e Sta
ndard
Sp
ecifications
.
I DESCR
IPTION
T
his work
shall
consist
of const
ructing one co
urse of hot-m
ixed, hot
laid,
ope
n-graded surfa
ce
m
ixture upon
a sat
isfactory
fou
ndation of either
new o r exi
sting pa
vements. T h e
thicknes
s of the
cour
se shall
be nominally
3/4
inch thickness,
or
as
spe
cified on
the plans and
/or propos
al.
All
leveling,
wedging and
patching
deemed
necessary
by
the
Engineer to
repair an
existing
pave
ment shall
be
pe
rformed
before t
he construction
of
this
surf
ace course is
started.
This
open-g
raded m
ixture is in
tended
t
o pro
vide
a coarse
texture d
, well
dra
ining, skid
-resistant,
wea
ring
su
rface or vehi
cular traffic.
Special
att
ention shall
b
e given to all
aspects of
the work to
insure that only
top
quality mate
rials,
e
quipment an d work
manship are
utili
zed at aU
times a
nd
that t
he fi
nished surface
is in close
conform
ity
to th
e lines, g
rades
and
sections
indi
cated
in the plans ,and/
or propos
al.
II.
MATERIALS
A
ll m
aterials fo
r
use
in this
work must
be sample
d,
tested
an
d approved
prior to
starting the
production o f
the
o
pen-graded
mixtu
re.
Sin
ce
t
he angula
r aggregate r
equired for this
work
is
a
select
mate
rial,
the B
ureau,
upon
requ
est
y contracto
rs qualif
ied
to
bid on the
work, will
test a reaso
nable
numbe
r
of
source
sampl
es of aggregates
furnished
byth
e
contractors
, FOR INFORM
ATIONAL P
URPOSES ON
LY, prio
r to
the date of the
opening o
f
bi
ds or
the
contr
act.
Ho weve
r,
te
sts of
the
actu( l l
aggreg
ate
subsequen
tly stoc
kpiled at
the
p
lant site
y th e co
ntractor who
is
th
e succes
s
ful
bidder will
be made
to determine the
acceptability
of
the aggregate
or
the
wor
k.
T h e
c
ontractor or
th e
work shall
stockpile
aggregate at
the p
lant site or
sa m
pling
a
t
least tw o weeks
be fore sta
rting plant opera
tions.
Enough agg
regate
for one d
ay s plant
operation shap
be consid
ered th
e
m
n mum allowa
ble amount
of a
ggregate necessary
to
be
s
tockpiled
in order
th
at repres
entative
samples
for testing
may be taken t
herefrom.
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Aggrega
te. Except for
mineral
filler, ag
gregate
for
this m
ixture
shall
be crushed
slag
, meeting
the qua
lity
r
equirements
of Spe
cial
Provisio
n No. 10
2, or crushe
d gr
avel meeting
the
requ
irements
of
Special
Provision No.
102
except
that:
1.
Pe
rcent C
rushed - The grav
el
s
hall
be a 100
crush
ed
produ
ct with at
least
95
hav
ing one
or
more
crushed
faces
and at least
75 ha
ving two or more c
rushed fac
es when
tested
by Kentucky
Method
64-603.
This
req uirement
is
considered
satisfied wh
en th egravel
is crushed
from ma
terial
of 3/4
inch
sieve
size or greate
r.
2.
Silica
Content
-
T
he
gravel shall
have a m n mum
silica
Si02) c
ontent
of 75 as de
termined by
Kentucky
Me
thod 64-224.
Crus
hed limestone shall n
ot
be
permitt
ed
in
th
is mixture. The
C
ontractor may requ
est a
pproval
for o
ther types
of agg
regate. Oth
er
aggrega
tes
sh
all
havea proven
re cord of satisf
actory
friction
propertie
s
acceptable to
the Depa
rtment and
sha
ll mee
t
the
quality requirem
ents
of
the
aggregates
listed
in
Special
Prov ision No.
1 2 for
general
uses.
Whe n
lightweigh
t
aggre
gates are
appro
ved, the applicatio
n ratea
nd
a
sphalt per
centage sha
ll
be
a
djusted
to
a
chieve
the app
roximate volume p
ercentages
used
in the slag
or crushed
g
ravel mixe
s.
The
gradati
on
of
th
e
agg
regate,
including
minera l
fil
ler when
used
,
shall
meet
either
the Type
1 or
Type
2 grading
wh
en
tested
by Kentu
cky
M
ethod 64-606
.
Prior
the start
of cons
truction, th
e C
ontractor
sha
ll
specify
in
w
riting to the
Engineer
w
hich gradi
ng (Type 1or
Ty p e
2
) he
elects to use. He sha
ll also
submit
aggregate
samples and a
job-
mix
form
ula
co
nsisting
ofa sing
le value for
perc
ent
pass
ing on each
sieve
.
Tolerances
from
the
approved
job-mix
formula
but
within
th emaster
grada
tion range sh
all ap
ply
to
a
ll mix
tures provided, as
indicated
in the
table
below.
SIEVE
SIZ E
1
/2
3/8
No. 4
No. 8
No.
16
No.
20
0
MASTER
GRADATION
RANGE
PERCENT
PASSING
Type
1 T
ype 2
100
90
-100
100
2
5-50 50
-100
3-15
10-30
-----
5-1 5
2-5
2-5
*Mast
er r
ange
app
lies
JOB-M
IX FORMUL
A
TOLERANCE
S
..6
..4
*
The
angularityof th e
aggregate
parti
cles shall
b
e
such th
at
the
aggregate
willhave
a voids c
ontent
of
49
or
more
whe
n
su
bjected
to
the
Dry-Bulking
Te
st in accordan
ce with Kentucky
Test
Met
hod 64-60
9.
Mineral
fil ler,
if
u
sed,
sha
ll conform
to
the quality
requi
rements of
Artic
le 611
5 . 0 .
Sheet
2 of 5
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g j
The bituminous
material
for
the
tack coat may
be
SS-lh conforming
to SHO
M
140
except
the
maximum
penetration
may
be 100 RC-250
conforming
to
AASHO M 81
or other materials approved by the Engineer.
Q
Unless otherwise
specified
in the
plans
or
on the
proposal the
asphalt cement for the open-graded mixture shall be AC-20 conforming
to
the requirements of SHO
M 22 6.
When required by
the
Engineer
Silicone
shall be furnished by the
Contractor and blended
into
the
asphalt cement as directed by
the
Engineer. The
silicone
shall
be
of a type and from a source approved
by
the
Engineer.
L/
An
anti-stripping additive of
a
type and source approved by
the
Engineer
shall
be
furnished
by the Contractor and
shall
be used as
directed by the Engineer
when
necessary to
prevent
stripping
of the
asphalt
from
the aggregate.
III.
CONSTRUCTION METHODS
Every requirement contained in Articles 3 06.3 .1 through 3 06.3 .1 0 that is
applicable to this type of work shall be
in force
except
as
provided herein and
in
the
plans
and
on
the
proposal.
The materials
equipment
and methods for leveling wedging and patching
shall
be those
designated
in the
proposal. The leveling
and wedging
shall
be
constructed
as
specified
in Article
3
06.3.
8
and shall be constructed
to
within
plus or
minus
1/4 inch of the desired elevation
as
determined by a stringline
measurement or by
a template. The contractor shall furnish
any
templates
in
accordance with
Article
3
06. 3. 2.
The
leveling
wedging
and
patching operations
are
particularly
significant to
the satisfactory performance of this type of surface
mixture and every reasonable effort shall
be
made to provide a uniform stable
and closed even
surface
as
a
foundation
for this
open-graded course.
f paved shoulders are
used or
i f
there
are
curb and
gutter
sections on
the
project
the open-graded mix should be
higher
than the shoulder or the gutter to
provide the
proper
drainage of the mix.
fi Tack
Coat.
When SS-lh is furnished for
the tack coat
it
shall be
diluted with
an
equal
amount
of water conforming to section 603
and thoroughly
mixed
prior
to
application.
The
diluted
SS-lh
shall
be
applied
at
an approximate
rate
of 0. 2 gallon
per
square
yard
in
one
or more applications and with a
sufficient
amount of time and
distance
allowed in advance of the paver to insure
that all of the water has escaped
and
evaporated before any of the mixture is
laid on the tacked
surface.
When
RC-250 is furnished for the tack
coat it
shall be applied at an approximate
rate
of 0.
1
gallon per square yard and with
a
sufficient time and distance allowance in advance of the paver to insure that
the volatiles
have evaporated
before
any of the
mixture
is laid
on the tacked
surface.
The open-graded mixture shall not be laid
on
the tacked surface
until
authorized by the
Engineer.
Sheet
3
of
5
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When
other materials are approved by the Engineer they shall be
applied as directed by the Engineer.
Seasonal and
Weather Limitations.
The
mixture
shall be placed
only when
the
pavement
surface
is clean and dry
and
when
the
pavement
surface
temperature is 50F
or
greater. The air
temperature
shall
be
at
least
50F
and
rising.
No
seasonal limitations shall apply.
l
Preparation of Open-Graded Mixture. The mixture shall be prepared
by combining
the
approved
aggregate
with asphalt cement
in the
percentages
established by
the
Engineer. The percentage by weight of
asphalt cement
in
the
mixture will be established between 5. 5 and 8. 5 percent of the
total
mixture. The gradation limits for
the
mixture are
the
same as those
specified for
the aggregate and the
Engineer
will
approve a
job-mix formula
within the
specified
aggregate
gradation
and asphalt
content
limits.
Deviations from the
established asphalt
content
shall not
exceed 0. 4
per
cent when
the
mixture is tested by
Kentucky
Method 64-405.
1. f the aggregate for the mixture is a blend of two or
more materials
the materials shall
be
supplied from
individual cold bins
or stockpiles
in
the proportions required to meet the gradation and voids content specified
herein.
2.
The
temperatures of the materials and the mixture
in degrees
Fahrenheit shall be
maintained
within
the following ranges:
Aggregate
Asphalt Cement
Mixture
at
Plant
Mixture when Laying
MINIMUM
200
250
200
180
MAXIMUM
26
300
260
260
Q
Paving.
Insofar
as practical
the
paver shall
be
operated at a
constant forward
speed that will
produce
a smooth uniform
mat
free from
tears open areas and other imperfections. Any raking done should
be
kept to the absolute minimum.
Rolling. Normal
equipment
for
placing and compaction will apply
except that
rolling
shall be accomplished
by
means of
a
8-10
ton
steel
wheel tandem roller. The amount of rolling shall
be
confined to
only
that
necessary
for
consolidating the bituminous
mixture and bonding
it
to the underlying surface. Excessive rolling shall be avoided.
Sheet 4 of 5
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IV
M E T H O D O
MEASUR
EMENT
The
open grad
ed mixture
will bemeasure
d intons
in acco
rdance with
A
rticle 1 9
. 1.
T he
bi
tuminous materi
al for tack co
at will
be meas
ured
in
g
allons in accordance
w
ith Sect
ion
62
1.
V BA
SIS OF PAYM
ENT
The accepted
quantities
of open gr
aded mixtur
e an
d
bi
tuminous ma
terial
for
tack coat wi
ll
b
e paid
for
in accor
dance with
Article
3
06. 5. 0 excep
t that
an
y
silicone
or
anti
strippin
g
add
itive fo r the
mixture an
d any
wat
er used fo r
dilut
ing the S
S lh willbe c
onsidered
as incident
als and
will
not be pa
id
fo
r
sepa
rately.
ppro
ved
J R. HARBI
SON
STATE HIG
HWAY EN
GINEER
Sheet5
of
5
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SAND ASPHALT SURFACES
This
Spec ia l Provis ion
sha l l
be
appl icable
when
indica ted in
the plans
or
proposa l and
s ha l l
supersede
any
co n f l i c t i n g
requirements
of
the Department s
1965 Standard Spec i f ica t ions
fo r Road
and Bridge Cons t ruc t ion .
Sect ion
and A r t i c l e
r e f e r
ences
here in a re to the Standard Spec i f i ca t ions .
I .
DESCRIPTION
This
work
s ha l l cons is t o f the cons t ruc t ion o f
one
course
of
hot-mixed, h o t - l a i d Sand-Asphalt Surface mixture
upon
a
sa t i s f a c t o ry
foundat ion
of
e i the r
new of ex i s t ing
pavements.
The th ickness
of the
course sha l l be approximately
3/4 inch.
Al l
l eve l ing
wedging and
patch ing deemed
necessary
by
the
Engineer to r e p a i r an ex i s t i n g pavement
so
t wi l l provide
a
smooth,
uniform
and sa t i s f a c t o ry foundat ion sha l l be
performed
before cons t ruc t ion
o f
t h i s
sur face course i s
s t a r t e d .
These sand-aspha l t mixtures are in tended to
provide
f i n e -
tex tu red s k id - r e s i s t a n t
wearing
sur faces
for vehicula r
t r a f f i c .
Specia l a t t en t ion s ha l l be given to a l l aspec t s o f the work
to
insure t ha t
only h igh qua l i ty mate r ia l s equipment, and
workmanship
are
u t i l i z e d
a t
a l l
t imes
and
t ha t
the
f in i shed
surface
i s in
conformi ty to the l i ne s grades
and
sec t ions
ind ica t ed
in the plans and /or
proposal . These
sand-aspha l t
mix-
t u r e s
are des ignated as
fo l lows:
Type
l dense-graded,
fo r general use
Type
2 dense-graded,
skid r e s i s t an t ;
for
moderate-speed
t r a f f i c
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SAND
ASPH
ALT SUR
F CES
Th
is Sp
ecia l
P rov
is ion
sh a
l l b
e
appl i
cable
when
in d ica ted
in
th e
pla
ns or
p
rop o s
a l and
s h a l
l
s
upers
ede a
ny
c o n f
l ic t in
g
requi
remen
ts o
f th
e De
partm
ent s
1965
St
andar
d
S p e
c i f ic
a t io n
s
fo
r
Roa
d and
Bridg
e C
onst
ruc tio
n .
Sec ti
on
an
d
A rt ic
le r e
f e r
e
nces h
erein
ar
e
to
t
h e S
tanda
rd S p
ec if i
ca t io
ns .
I
.
DES
CRIPT
ION
This
work
s
ha l l
co n
s is t
o f
the
co n
s t ruc
t ion
o f o
ne c
ourse
o f
ho
t-m ix
ed, h o
t - l a i
d Sa
nd-A
sphalt
Surf
ace
m ix
ture upon
a
sa t i s f a c t o ry
founda tion
o f
e i th e r
new o f e x is t ing
pavements.
T
he t
h ick n
ess o
f
the cour
se
s h a
l l be a
pprox
im ate
ly 3/4
in c
h .
A l
l
le v e
l ing
we
dging
and
pa
tching
de
emed
n
ecess
ary
by
the
Eng
ineer to
re p
a ir an
e x i s ti
n g
pavem
ent so
t
w il
l provi
de
a
smoo
th,
unif
orm and
sa t i s
fa c t o
ry f
ound
ation
sh a l
l be
per
forme
d
befo
re
co
ns t ru
c t ion
o f
th i s
su r
face c
ourse
i s
s ta r
te d .
These
s
an d -a
sp h a
lt mixt
ures
are
in te
nded
to p
rovid
e
f i
n e -
t
ex tu r
ed
s k id
- r e s i
s ta n t
w
earin
g su rfa
ces fo r
veh i
cula r
t r
a f f i c
.
Spec
ial a t ten
t io n
s
ha l l be
giv
en
to
a
l l a
sp ec t
s o f th e
wor
k
to
insu
re
th a t
only
h
igh q u
a l i ty
m a
te r ia l
s
eq
uipme
nt, and
work
mansh
ip
are u t
i l i z e
d a t a
l l
tim
es
an
d
th a
t th e f in
i shed
su rfa
ce i s i
n
confo
rm ity
to
the l in
e s
gra
des and
sec t io
n s
in d
ica te
d
in t
h e p
lans
and
/or p
ropos
al.
T
hese
s
an d -a
sp h a
lt
m
ix-
tu re s
are
de
s igna
ted
as
fo llow s:
Type
l
den
se-g
raded
, fo r
gener
a l u s
e
Ty
pe
2
den
se-g r
aded
,
sk id
r e s
i s t a n
t ;
fo r
m o
derat
e-spee
d
t r a f
f i c
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SANDASPH
ALT SURF C
ES
This
S pec ia l Provis ion
sh a l l
be
app l icable
when
indica ted
in
the p l
ans
or
p ro po
sal and
s ha l l supersed
e any
conf l i c t in
g
re
quiremen t
s
of the Depar tm
ent s
1965 Stand
ard
S p ec i f
ica t ion s
fo r
Road and
Bridge
Co n stru
ct ion . Sect i
on and A
rt ic le re f
e r
ences here in
ar
e
to
th e Sta
ndard S p e
cif ica t ion
s .
I
DESCRIPTIO
N
T
his
wo
rk sha l l
co ns is t of the
cons t ru
c t ion o
f one co
urse
o f
hot-mixed
, h o t - l a i d
Sand-Asph
alt
Surfac
e mixture
upo
n
a
sa t i s f a c t o ry
foundat ion
of
e i th e r
n w
of
ex i s t ing
pavements.
The
th ickn
ess of
the course sh a
l l be a
pproximate
ly 3/4
inch.
All
le
v e l i n g we
dging and
pa
tching deemed nec
essary
b
y
the
Engineer
to
re p a i r an
e x is
t i n g pave
ment so
t w i l l
pro
vide
a
smooth,
unif
orm
and
s a t i s fac to
ry foundat
ion sh a
l l be p
erformed
be
fore
cons
truc t ion o
f th
is sur face cour
se i s
s ta r te d
.
These
sa
nd-aspha l
t
m i
xtures
are
in t
ended
to provide
f ine -
tex
tu red
s k i d - r e s i
s t a n t wear ing
sur fac
es fo r vehicula
r t r a
f f i c .
S
pecial a t t en t
i o n s h a l
l
be
given
to
a l l asp
ec ts o f th e
work
to in
sure
t ha t only
high
q
ua l i ty m
ate r ia l s
equipmen
t, and
w
orkmanship
are
u t
i l i z e d a t
a l l t imes
and
t ha t th e f in i shed
s
ur face i s in
conform
ity
to
the
l
in e s g
rades, and sec t
ions
in d ic
a t ed
in
the plans
and or pro
posal . These sa
nd-aspha l
t mix-
tu re
s are
desig
nated as
fo
l lows:
Type
1
de
nse-grad ed
, fo r
gen
eral use
Type 2 dense-g
raded,
sk id
r e s i s ta
n t ; fo r
m o
derate-spe
ed
t r a f f i c
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-2 -
Type 3
open-graded;
sk id r e s i s t a n t ; in tended
fo r
moderate t r a f f i c .
Type 4 open-graded;
skid r e s i s t an t ;
in tended
fo r
high speed
heavy t r a f f i c .
The type o r types sha l l be des ignated on
the
plans
o r
proposals .
I I . MATERIALS
All mater ia l s for
use in t h i s work
must be
sampled
t e s t e d ,
and approved p r i o r to s t a r t i n g the p roduct ion o f the sand-aspha l t
mixture.
The
Contrac to r fo r
the work
sh a l l
s tockp i l e
sand a t
the
p lan t
s i t e
fo r sampling a t l e a s t 2 weeks before s t a r t i ng
p lan t
opera t ions .
A s u f f i c i e n t quant i ty o f
sand
to supply
one
d ay s p lan t
opera t ion sha l l
be
cons idered al lowable s tockp i l e t o obta in
t e s t
samples.
A. The
bituminous mate r i a l
fo r
the
t ack coa t
sha l l conform to
the requirements
in
the plans and proposal .
B. The aspha l t cement fo r
the
sand-aspha l t mixture sha l l conform
to
the requirements in
the
plans and
proposal .
C. Since the angular sand r eq u i r ed
fo r
t h i s work i s a se l e c t
mate r i a l ,
the
Bureau upon
reques t
by Contrac to rs qua l i f i ed
to
bid
on
the
work
wi l l
t e s t
a
reasonab le
number
o f
source
samples
o f sand
furnished
by the Cont rac to rs ,
fo r in fo rmat iona l purposes
only , p r i o r to the date o f the opening o f bids for the con t rac t .
However
t e s t s
of the ac tua l sand
subsequent ly
s tockp i led a t
the plan t
s i t e
by
the Contractor
who i s the success fu l b idder
wi l l
be made
to
determine the accep t ab i l i t y o f the sand
fo r
the work. The sand fo r the sand-a spha l t mixture sha l l
be obta ined
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-3 -
from n a t u ra l
p
rocessed
o r c
rushed mate r i a l s
in wh
atever
combin
ations th
a t may be p ra c
t i ca l . The
sand m
ay
c o
ns is t
of
e i the r q uar tz
sand, na tu ra
l sand s l ag
sand
, ceramic
sand, o r
com binat ions
th e reof .
The
combined
carbonates
expressed as
ca l
c ium
ca
rbonate
equiva len
t; Ky . T es
t M
ethod No f
o r sands
used
in Type l
m ixtur
es
s
h a l l not
exceed
p e rcen t
;
car
bonates
in Type
2 sand
s h a l l not
excee
d
25 p
ercent ; carb o
nates in
T
ype
3
and Type
san
ds s h a l l
n ot
exceed 15 p
ercen t
The
m ximum q u
an ti ty o f m in
eral
f i l l e
r
which
may be
incorpo
ra ted
in
to
the sand in
o r
der
fo r t
h e
sand
to
conform
to
the
sp ec if i ed
gradati
on
i
s 5 pe
rcen t fo r Type I a
nd 2
and
1
5 p ercen t
f
o r
Types
3 and
Each in
g redient sa
nd used,
except
mineral
f i l l e r
s
h a l l have a
Sand
-Equivalen
t
valu
e of
not
le
s s than
10;
th e
b lend
includ
ing
m in
eral
f i l l e r sh a l l
have
a
Sand-Eq
uivalent va lue
o f
not
le
s s tha
n 25.
Dele t
er ious s
ubstances re ta in
ed
on
t
he No.
200
s ieve sha l l no
t exceed th
e follow
ing percent g
es by
weig
ht
o f
th
e t o t a l
combi
ned
san
d mixture
:
Clay lumps
Other
de l i t e r io u
s
sub
stance
su
ch a s but not l i
mi t ed
to
a l k a l i
mica,
sha le
coat
ed
g ra i n s
so f
t
and
f
laky p a r
t i c le s
Percent by
Weigh
t
None
1.
0
The angu la r i t
y o f the
sand
p a r t ic le
s
fo r
use in
Type 2, 3 ,
o r
mixtures
sh a l l
be
such
t h a t
th e
sand
w il l
have
a
voids
con tent
o f
percen
t
o r
more when
su b jec
ted
to
the Dry-B
ulking T es
t in
accor
dande with
Kentucky Tes t
Met
hod 6 ~ 6 0 9 .
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-4-
D
Mineral
f i l
l e r i f
used
sh a l l
c
onform to the
quali ty r
equ ire
ments of Article
611. 5. 0
and s
hal.l not be fly
ash.
E
Silicone
sh al l
be
of
a
type
and
source
approved
by
the
Enginee
r and sh
a ll be fur
nished an
d used as
directed
by
the
Engineer.
F.
A hea t -stab
le an t i -st r
ipp ing
a
ddit ive of a
typ
e and source
approved
by the E
ngineer shal l
be
furnishe
d w
hen necess
ary
by the
Contracto
r an
d
shal l
be used
as dire
cted by the
Enginee
r.
I I I . CONS
TRUCTION
METHOD
S
E
very
r
equirement
con
tained in Ar t ic
les 306.3
.1 througJ
.
306.3.
10 tha t
i s appl i
cable
to
th
is
type of w
ork
shal l
be in
forc
e except
as provid
ed herei
n and in the
plans an
d proposal.
The
m ate
rials equipment
and
methods
for leve
l ing we
dging
and pa
tching sh a
ll be t
hose designate
d in
t
he pr
oposal.
The
le
vel ing an
d wedgi
ng
sh
al l
be
co
nstructed
as
specif i
ed
in
A r
ticle 30
6.3.8 and
sha
ll be constru
cted
to within
plus or
minus
1/4 in
ch
of
the
d
esired
elev
ation as determ
ined by
a
s t r ing l ine
m
easuremen t
or by
a templ
ate. he
Contrac
tor
shal l
f
urnish any te
mplates in acco
rdance
with Art ic
le 30
6.3.2. The
level in
g wedging
and
patching
o
perations
are p art ic
ular ly
s ignif ica
n t to the sa t i sfa
c tory
performa
nce of th is
type of
surface
mixture
and
every
reasonable
e f fo r t
sha ll
be
made
to
provide a unifo
rm
stab
le
and even
surface a
s
a
foundatio
n
for
th is sand-asph
alt
course.
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-5 -
A. T
ack Coat. W
hen SS-lh
i s fur
n ished fo r the ta
ck c o a t
t
s h a l
l be d i lu ted
w
ith an equal a
mount
o f water conformi
ng to
Sect ion
6
03
a
nd tho
roughly
mixed pr i o r
to app l ica t i
o n . Th
e
d i
lu ted
SS-lh
s h a
l l
be
appl ie
d a t a
n approxima
te r a te
of
0
.1 g a l . /
s
q yd
.
fo
r Type 1
and2
m
ixes
and 0.2 g a l .
/ s q .
yd.
in
two o r
more a pp l i
ca t ions fo r
Type
3 an
d 4 m ixes. S u
f f ic ien t
time s h a l
l
be a
l lowed t
o in s
u re
t ha t
a l l the
water has eva
porated b
efore
the
m ix
ture
i s
place
d on t he tacked
surface . The
sand -asph
al t
m ixture
s ha l l
no t
be
l a i d
on
the
tacked
su rfac e
u n t i l
au thor ized
by
the Engine
er. When RC-25
0
i s furn ish
ed for the tack
coa t
t
s h
a l l be
app lied
a t an appr
oximate
r a t e o f 0
.1 ga l . / s q . y
d.
a
nd a s u
f f i c i en t tim
e
and
dis tance
in
adv
ance o
f
th e
paver
to
insure
t
h a t the
v o la t
i l es
have
evapor
ated be
fore
any of th e m i
xture
i s la id
on
th
e
t
acked
su rfa
ce .
B
Seasonal and Weathe
r L i m i
ta t ions .
The sand-a s
p h a l t m
ixtures
s ha l l be
la i d
only a t
t imes when
a l l w ea
ther co ndi t ion
s ar
e
ve
ry favorab
le in the
judgment
of
th
e Engineer whe
n th e
atm
ospheric
tem
perature
i s above
60
F . and
when th
e underly in
g pavem
ent
i s
c lean
and dry
exc
ept
for
th
e ta ck
coa t .
C
Prepa
ra t ion
o f
the San
d-Asphalt
Mixtur
e.
T
he sand
and a s p h a
l t
c
ement s h a l
l be
combined
in
th
e p ropo
r t ion s es ta b l is
hed
by th e
E ngineer
. A job-m
ix o r m u l ~
dete
rmined by the
Marsha
ll
Design
Metho
d wi th i
n the spe ci f ied
g rada t io
n
and
as
phal t conte
n t
l i m i
ts
w i
l l be e
s ta b l i shed
by t
he Engin
eer fo r each
pro j e ct .
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-6 -
Deviat ions
from
the
es t ab l i shed a spha l t content
sha l l not
exceed
0.5 pe rcen t and the f ine ss modulus o f
the sand sh a l l
not
vary
more
than
0.2
from
the
value
es t ab l i shed
by
the
job-mix
formula.
The grada t ion o f
the mixture
by dry
s ieving
sh a l l be
as fo l lows:
PERCENT PASSING
SIEVE SIZE
1/4 inch
No 4
No.
8
No.
16
No.
30
No.
50
No. 100
No.
200
Type
1 o r
100
75-100
60-95
45-90
20-65
3-20
2-6
2
Type
3
100
40-65
25-36
5-15
Type
4
100
40-65
10-40
5-15
1. I f the sand fo r the mixture i s a blend o f
two
o r more
mate r i a l s the mate r i a l s sha l l
be
supp l ied from i nd iv idua l
co ld
bins
in
t he propor t ions es t ab l i shed
by
the
Engineer .
2. The t empera tu res
o f
the mate r ia l s and the
mixtures
sh a l l
be maintained with in
the
fo l lowing ranges :
Sand
265-3750f
Asphil.l
t
Cement
275-3500f
Mixture
a t
Plant
265-350F
Mixture
when
Placed
250-350F
Marshal l
Design
Method c r i t e r i a are as fo l lows:
Minimum
Air
Mixture
S t a b i l i t y Clb
Voids
( )
Type 1 300
3-9
Type
2
600
3-9
Type
3
400
9-18
Type 4 1000 9-18
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-7 -
D In s o
fa r a
s p ra
c t i c a
l th
e pav
er s
h a l l b
e o
pera t
ed a t
a
c
ons ta
n t forw
ard spee
d
t h a t w
il l
prod
uce
a smoo
th unif
orm
mat
f ree
from
t e
a r s op
en a rea s
and
o th e r
im
p er f
ec t io
n s .
E A
ll in
t e rs e
c t io n
s appr
o ache
s
en tra
n ces
a
prons
ma
ilbox
tu rn
o u t s
and
o t
h er in c i
d e n ta
l
a
reas
t
h a t
a
re to be
su
r faced
as
a
p a
r t o
f
th e
wor
k s h a l
l b
e
surfac
ed e i
th e r
befor
e o r a f
t e r
the
layin
g
o
f th e
s
and-
aspha
lt su
r face
cou
rse
on
the main
l ine
so
as n
ot to
d e t
ra c t
from
nor
in t e r
f e r e
with
th
e p
aver
o p
era t i
ons
in
any manner
while
t h i s
course
i s
being
ap p lied
to
th e
t r a f f i c
la n
e s .
F
Ta
ndem
r o l
l e r s w
eighi
ng n o
t le ss
than
5 nor mo
re
than
8 to ns
s h
a l l be u
sed
fo
r th
e com
pacti
on o f
t
he sa n
d -asp
hal t
mix
tu re
and
the
su r
fac in
g
o f
the
i
n c id e
n ta l
a
re a s .
G
Ve h i
cular
t r a f f
i c s h
a l l
no t
be
perm
itted
to
u
se
th
e
com
pacted
sand
-asph
alt mix
ture u
n t i l
thas
co
oled
s u f f
i c i e n
t ly to
w ith
s tand
the t r a f
f ic w
ithou
tany
d
amage
In t
e r s e c
t io n s
and any
o th
e r
a re
as
w
hich
mu
st be
reop
ened t
o t r
a f f i c
soon
a
f t e r th
e sand
asp
ha l t m i
xture
ha
s
been
com
pacte
d s h
a l l
be
thoro
ughly
spray
ed
with
wa te
r so
as to
h a
s ten
th e
co o l
ing
o f
th e com
pacted
m
ixtur
e
to a
tmosp
heric
t
em pe
ra ture
b e
fo re
t
i s su b j
ec ted
to t r
a f f i c
.
An
y ad j
acen t
a r
eas to
re
ce iv e
th e
sa
nd-a s
pha l
t
co u
rse w
hich
a re
w
et ted
by
th e
water
s h a l l
be a
llowe
d to
tho r
ou hl
y dr
y befo
re
th
e san
d-a sp
ha l t co
urse i s
l a i d
.
IV
MET
HOD
OFME
SUREM
ENT
The
san
d-asp
ha l t mix
ture w
il l
be measu
red
in
ton
s
in
acco
rdanc
e
w
ith
A r
t ic le
1 .9 .1
.
The bitu
m ino
us m
ate r
ia l
for
t ack co
a t w i l l
be mea
sured
in
g a
llo n s
in
accor
dance
w
ith Se
c t ion
621
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8
V BASIS
OF P YMENT
The
accepted q u an t i t i e s of sand aspha l t
mixture
and
bituminous
mater ia l for t ack
coat
wi l l
be paid
fo r i n accordance
with A r t i c l e
306.5 .0
except t h a t
any ~ i l i c o n e and/or a n t i s t r i p p i n g add i t ive
fo r the mixture and
the water
fo r d i lu t ing the
SS lh
and
fo r
coo l ing
the
pavement
wi l l be cons idered as i nc iden ta l s and wi l l
not be paid
for
sepa ra t e ly .
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Research R
epor t
385
POROUS SAND
-ASPHALT M IX
TURES
y
as H
Havens Direct
or
o
f Research
BURE A
U OF HIGHWA
YS
K e
n t ucky Depar t me
nt o f Transpor t
at ion
prepared f
or
Session 47 Spon
sored by Com m
ittee A2DOS
Program
on
Skid-Resistan ce - C or re ctive Measures using
Bitum
inous Surfaces
5
rd Annual Meeti
ng Highway Re
search Board
Sherato
n-Park Hotel
Washingt o
n D. C
January 24 197
4
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sea
l co
ns tr
ucte
d in
197
3 o
n a
n ab
ut ti
ng s
ectio
n o
f th
e sam
e
road
.
N
ow,
it is
ap p
aren
t th
at th
e sh
ape
and
te xt
ure q
ua li
ties
soug
ht in
sand
s fo
r san
das
ph al
ts are
con
vers
e
to t
hose
sou
ght
for
po r
tland
ce
men t
co
ncre
te an
d m
ort a
r sa
nds. Riv
er
sa
nds,
glac
ial
sand
s, es
peci
ally
glac
ial
ou tw
ash
san
ds,
and
bea
ch a
nd
blow
san
ds t
en d
to
be r
ou nd
ed ,
fros
ted,
an d
pol
ished
. M
any
sand
ston
es
an
d con g
lom e
rate
s yi
eld s
harp
a
ngula
rsan
ds.
Crus
hed
ma
nufa
cture
d no
nuca
rbon
ate
san
ds
al to
ge th
er
o
r
b
lend
ed w
ith
qual
ifyin
g n
atura
l sa
nd f
racti
on s
may
pro
vide
new
op
por t
uniti
es t
o
ut
ilize
lo
cal
reso
urce
s
andin
digen
ous
ma t
erial
to
achi
eve
skid-
resis
tant
pave
men
t su
rface
s. C
ontr
olled
wea
r
and
at
tritio
n
arees
sent
ial. h
e
surf
ace
the
refor
e b
ecom
es
sacr
ificia
l bu
t re
newa
ble.
S
cali
ng
S
calin
g, i
llust
rated
in Fig
. I
is
a
ttrib
uted
to
a de
ficie
ncy
in
the
desig
n of
th
e m
ixtur
e . th
at is
in
stab
ility
. Us
ual ly
, su
ch
mixt
ures
are
de fi
cien
t in
asph
alt
and
or )
fille
r. F
ailure
s ar
e ac
com
pani
ed b
y
str i
ppin
g of
asp
halt
from
the
san
d p
artic
les.
Coat
ings
are
thin
, an
d as
ph al
t me
nisci
are
not
well
form
ed
atthe
int
er-pa
rticl
e co
nta c
ts. P
ersis
ting
wate
r or
con
tin u
al w
etnes
s i
n co n
jun c
tion
with
load
ing
acce
lerat
es
sc
aling
8)
. Ha
rd
asph
alts
impr
ove
stab
ility
, mi
nim i
ze s
pon
gines
s, a
nd are
m
ore
resi
stant
to
strip
ping
.
A
ntis
tripp
ing
age
nts
may
be
need
ed
with
som
e a
ggreg
ates
. Ke
ntuc
ky
Roc
k As
phal
t su
rface
s sh
owin
g
go o
d d
urab
le p
erfor
man
ce c
on ta
ined
asp
halt
bind
ers
{afte
r
1
5
yea
rs or
so
in se
rvice
) ha
ving
pe n
etrat
ions
of
ab o
ut 1
5. N
o sa
nda
spha
lt or
Roc
k A
spha
lt ha
ving
stab
iliti
es M
arsh
all) o
f as
mu
ch as
40
0 ha
s sc
aled.
F
ig. I
Earl
y S
calin
g of
S
an da
sp h
alt h
avin
g L
ow
St ab
ility
and
In
suffi
cien
t
Asp
halt.
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App
ro xim a
te ly 1
50 0 gr
ams o
f each
ofthe
above
sizes
shall
be requ
ire d f
or the
tests.
T
he tes
t shall
be co
nd ucte
d on o
nly th
e speci
fied
size frac
tions h
aving
5 perce
nt or
more
of the
aggreg
ate by
weigh
t co n
tained
in the
give
n specif
ied siz
e fract
ion.
A size
ofthe
aggreg
ate
shall be
po ured
into t
he fun
ne l wh
ile a s
ti ff pie
ceof
me tal is
held
aga inst
the
ottom o
pening
. The
funnel
shall
be flll
ed un t
il the
materi
al is h
eaped
be twee
n 1 a
nd 2 in
ches
above
its to p
level;
care s
hall be
take n
not to
overf
low th
e funn
el or t
o spill
ma teri
al into
th e cy
lin der
b
elow.
The pi
ece o
f metal
used t
o close
the b
otto m
openin
g of
the fun
nel sha
ll
be
q
uickly
withdr
aw n
in a ho
rizont
al mov
em ent
and th
e mate
ria l pe
rm itte
d to fl
ow free
ly into
the cylinder until it overflow s.
Th en,
the flo
w of t
he ma t
eri al on
to the
filled
cy linde
r shall
be cut
off, a
nd any
ofthe
materi
al rema
ining
in the
funne
l shall
be al
low ed
to flow
into
a pa n
.
Th
e mat
er ial in
the
cylinde
r shall
then
be care
fu lly s
tru ck
offeve
n with
the to
p of t
he cy l
inder
with
the st
rai ghte
dg e. Th
is is a
cco mpl
ish ed b
y hold
ing the
straig
hte dg e
in bo t
h han d
s, edge
do wn;
sta rting
at
one sid
e, strik
e off
the ma
terial
above
the to p
of th
e cylin
der. Th
e strai
ghtedg
e is the
n plac
ed alon
g
a dia
meter
of the
cy linde
r and t
he ma t
erial st
ru ck of
f again
. This
is then
repeate
d in th
e opp o
sited ir
ec tion.
Ex t
reme c
are sh
all be
ta ken
during
the st
rik ing-
of f op e
ra tion
to avo
id any
down w
ard p
ressure
on th
e
agg
regate
or any
jarrin
g of t
he cy l
inder.
After
caref
ull y re
mo ving
any
materia
l that
may
be ad h
eri ng t
o the
ou tsid
e of th
e cylin
de r, th
e
weig
ht of
the co
nt ents
shall
be dete
rm ined
to th
e near
est
0.1 gram
.
The
aggrega
te in t
he cy l
ind er s
hall th
en
be recom b
ined w
ith th
e exces
s of th
e sam
e siz
e
f
rom th
e
pan,
th oro u
gh ly m
ixed,
and tw
o ad d
itional
de term
in atio
ns mad
e. An
avera
ge of th
ree de
te rmin
at ions
havin
g a m
aximu m
varia
tio n
of 4 gr
ams sh
all co
ns titute
a tes
t.
T
he pe r
ce nt v
oids in
each
size sh
all
be de term
in ed
by th e
follow
ing fo
rm ula:
wh e
re
Perc
en t vo
ids
10 0 1 -
- )
VG
W =
averag
e weig
ht of
materi
al in t
he cy l
in der,
V = v
olume
ofcy l
inder i
n cubi
c cent
im eters
, and
G bu l
ksp
eci fic g
ravity
oven
dr y) o
f the ag
gregat
e as de
termin
ed y
the app
licable
portio
ns
of
ASTM C
127.
The
ar ithm
etical a
verage
ofthe
perce
nt void
s so d
eterm i
ne d fo
r the t
es ted
size .. t
ha t is
the su
m
of th
e perc
en tage
s divid
ed by
the n
um ber
ofsiz
es test
ed s
hall be
repor
ted.
Fig.
2 sh
ows
the te
st be
ing p
erform
ed.
Fi
g. 2:
Bu
lking
Test;
for
Contro
l
of
Aggre
gate
Shape
.
5
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Figs. 3 through 6 illustrate, by association, the relationship between the bulking value and particle
shape
II).
The test
is
subject to some error when the aggregate
is
highly vesicular. The errors arise
from inherent inability to determine the true, oven-dry, bulk, specific gravity.
The bulk specific gravity
of slag
larger than the No. 4 sieve may be about 2.30; fine slag sand
passing the No. 30 or No. 50 sieve may exceed 3.00. Expanded shale fines may range 2.59 and 2.84.
Quartz grains approach 2.64.
ll
approach zero percent absorption
as
the size diminishes. The specific
gravity
of
powdered material
is
equivalent to that of a voidless mass.
Porosity and Capillarity
A relatively dense sand-3sphajt gradation divided at the No. 30 sieve will provide a coarse and fine
sand, each of which will yield about twice the VM
in
asphalt mixtures
as
the original sand. The coarser
fraction would not contain filler; the filler would have to
be
added. Such sorting might be accomplished
in
a wet classifier. ll filler could be removed and proportioned back into each of the sands at the
hot-mix plant. The two mixtures would be very much alike
in
terms
of
total voids porosity) but have
very different pore sizes. Capillary rise and wicking would be greater in the finer mixture if the voids
remain open
and
if the internal surfaces
are
wettable. Both the coarse
and
fine mixture would exhibit
wicking capabilities. Wicking
is
merely capillary forces at work in a porous medium.
Capillary rise, capillary siphoning, and wicking are illustrated
in
Fig. 7. Height H must be sufficient
to overcome the tensions holding the drop at the tip of the tube before efflux will occur. A wick
may substitute for or extend a capillary tube,
as
shown.
Suppose the capillary rise
is
I em. in a surface course which
is
2 ems. thick; if the surface course
were inundated by rain surface flow and some internal flow would carry the excess water to a lower
elevation; the free-water surface would then subside into the surface course; ordinary gravity drainage
would cease at some point; shallow basins would siphon by capillary action) into lower basins and
emerge laterally or surface at low points; water which can form concave surfaces menisci) having shorter
radii than the pores causing capillary rise will not drain, the hydrostatic law does not apply; as drying
progresses the menisci recede but blotting c ;tpacity remains
high;
additional water cast onto the surface
is absorbed readily.
Clogging of Pores
Soil and road scum intrusions affects the porosity and surface texture of various types of bituminous
surfaces. Dust tends to adhere to
fresh asphalt until the asphalt becomes de-tackified; interior surfaces
also retain dust; this mineralizing process improves wettability with respect to water and gives
rise
to
capillary action. Permanent clogging may occur, but the pumping action induced by passing tires during
rainy periods tends to flush and clear pores in the wheel paths.
Fig. 8, left, illustrates a dense, sand-asphalt surface, outside the wheel paths, which is clogged and
not readily wettable. The righthand view shows the same drop of water after the addition of a wetting
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>--
'
>--
'
'
j
:0
D
-
a
0
__
6
'
>--
z
w
u
a
w
-
E X ~ N E SHALE
CRUSHED
KENLITE
Fig. 3:
CRUSHED SANDSTONE
CONGLOMERATE
JENKINS
UNCRUSHED SAND FRACTION
OF CONGLOMERATE
{ aseyville )
GREEN RIVER
UNCRUSHED RIVER
SAND
OHIO RIVER
(
Carrollton
)
4-8 SIEV
AVERAG
UNCRU
OH
(P
Bulking Value
of
Sands Associated Visually with Particle Shape; No. 4
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ti
w
U
0
-
i
z
2
-
j
z
::> w
aJ u
'
w
i a_
65
EXFI\NDED
SHALE
CR
USHED
KENLITE
8-16SIE V
E
AVERAGE
CRUS
HED SANDSTO
NE
UNCRUSH
ED SAND FRACTION
UNCRUSHED RIVER
UNCRUSH
CONGLOMERA
TE
OF CONGLOMER
ATE
SAND
SA
(Coseyville
I
JENKIN
S
GREEN RIVER
OHIO RIV
ER
OHIO
I Carrol
lton I
Pad
Fig. 4:
Bulking
Va lue
of
Sands
Ass ociated Visu
ally with Particle
Sh a pe; No. 8
to
No. 6
Sieve S
izes
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f
'
f
'
f
z
.J
w
::J
u
'
'
w
>-
-
'
"'
I
EXF \NDED SHALE
CRUSHED
KENLITE
Fig. 5:
""'
CRUSHED
SANDSTONE
CONGLOMERATE
JENKINS
UNCRUSHED
SAND FRACTION
UNCRUSHED RIVER
OF CONGLOMERATE SAND
Caseyville)
GREEN RIVER
OHIO RIVER
Carrollton )
Bulking Value
o
Sands Associated Visually with Particle Shape; No. 16
t
No 30 Sieve Sizes
16-3
AVE
UN
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-
z
w
0
:
w
o_
EXR
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C PILL RY RIS
T
I
1
Fig. 7:
Fig. 8:
0
0..
O SIPHON
0
ROP OR STRE M . . 0
lllustration of Capillary Rise, Capillary Siphoning and Wicking.
Quarter-Inch Diameter
ead o
Water left) on Dense, Clogged
Sand-Asphalt Surface not readily Wetted; Wetting Agent Induces Wetting
right) without Blotting.
I I
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agent. T
he surfa
ce wette
d, but t
here w
s no in-
rush or
blotting.
In con
trast, Fig
. 9 show
s a dry
ing
porous
sand-asp
halt Ke
ntucky
Rock A
sphalt) w
hich ha
s been f
ully wet
ted and
flushed
clean in
the
w
heel pat
hs. Blot
ting occ
urs read
ily. Traf
fic assis
ts the w
etting p
rocess i
f the sur
face
is
s
omewha
t
hydro
phobic a
t first a
nd also
hastens
the de-s
aturation
process
.
T
ack Co
at
Porous s
and-asph
alts have
a high b
lotting c
apacity
toward a
sphalt us
ed in the
tack coa
t. An abu
ndant
ta c
k applic
ation see
ms nece
ssary
t prevent
delamin
ations a
nd t se
al the u
nderlying
pavem
ent. t
is
us
ually p ru
dent
t subtract
an equiv
alent am
ount of
asphalt
from des
ign aspha
lt conte
nt of the
mixture
.
This a
djustme
nt becom
es very
significa
nt when
the san
d surfac
e course
is
very
thin.
Particl
e Orient
ation an
d Surfac
e Textu
re
Pa rti
cles havi
ng one
or more
flat sid
es tend
to be p
ositione d
in the
surface
during c
ompactio
n
so that th
ey prese
nt a flat
side rat
her than
an acute
angle or
cutting
edge tow
ard the t
ire. In th
is positio
n,
the edges,
if
th ey remain sharp contribute to tractive resistance. The micro-texture
of
th e flat surface
may b
e lost th
rough w
ear and
polishing
. Certain
ly, micro
-texture
is
obscu
red by as
phalt wh
en the s
urface
cours
e
is
new
. Skid-r
esistance
should
improve
rapidly
for a b r
ief time
and the
n dimini
sh gradu
ally to
a more-o
r-less c
onstant v
alue. A
ttrition o
r loss o
f partic le
s from
an open-
graded, p
lantmix
seal wou
ld
present
an impr
ession o
f ravelling
; attritio
n from
a sand su
rface wo
uld be d
esirable
if it occu
rs unifor
mly
and at
a rate c
ommens
urate wi
th the li
fe expec
tancy o
f surface
course.
Indeed,
a steady
wearing
away
b
ecomes
an assur
ance aga
inst even
tual pol
ishing o
f sand g
rains at
the surf
ace. Fine
r sands
appear t
o
be more
favorab
le from
this po i
nt of
view than
coarse s
ands. A d
mittance
of finer
sands a
lso perm
its
a hig
her size-
reduction
ratio an
d conseq
uently p
rovides g
reater an
gularity
when ma
nufactur
ing sharp
sands
b
y crushi
ng coars
e sands o
r pea gra
vel.
No4 t No.
8 siz
e
do
not app
ear to be
essential
to the p
erforman
ce
of san d
mixture
s.
O ri
entation
of partic
les of f
ine, crus
hed qua
rtz sand
, oiled a
nd comp
ressed l
ightly ag
ainst a f
lat
surface
, is show
n in
F
ig. 10.
2
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Fig. 9:
Fig
. 10:
Porous SandAs
phalt Kentucky
Rock Asphalt,
after Rain; Sho
wing
C
leansing of
Wheel Paths; Surface
Blots readily.
Particle Or
ientation
o
Co m
pressed Fine San
d; Flat Sides Te
nd to be
Horizontal.
3
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Fig. 9:
Fig. 10:
Porous San
d-Asphalt Kent
ucky Rock Asp
halt, after Rain;
Showing
Cleans
ing o
Wheel
Pa
ths; Surface Blo
ts readily.
Particl
e Orientation
o Compressed Fin
e Sand; Flat Sid
es Tend to be
Horizontal
3
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SUMMARY
Skid Resistance
Thus far, dense sand-asphalts containing blends o crushed limestone sands and natural sands have
performed bout equiv lent
to bituminous concretes cont ining
n tur l s nds
nd
crushed
limestone
co rse
aggregates. All-limestone sand-asphalts have performed about the same
as
all-limestone bituminous
concretes. Sand-asphalts containing all-natural sands have tended to exhibit higher skid resistance;
variability in shape texture nd composition has affected performance; a crushed quartz sand in a dense
sand-asphalt is showing very good skid resistance after a year under severe traffic. A porous sand-asphalt
containing selected quartz sand less angular than crushed sand has shown superiority over the same sands
in denser mixtures. The ultimate combination o high porosity and sharp angular crushed quartz) sands
or other hard vesicular sands such
as
slags scoria or expanded shales have not been field tested.
Performance equations indicating statistical confidence limits with respect to time
nd
accumulated traffic
are yet to developed. Performance equations are needed to qualify types o surfaces and materials to
meet minimum standards or criteria for skid resistance.
Porous sand-asphalts may be considered to possess almost all of the attributes o a popcorn mix
or n open-graded plantmix seal. They do not have comparable pore sizes. For instance unless a porous
sand-asphalt surface is pre-wetted before making and
ASTM
E 274
skid
test, the water sprayed in front
o the test wheel has not significant time to wet
or
be blotted into the surface. The effect on the
Skid Number might be about the same
as
i the test were made on a dense, non-wetting surface. On
the other hand, a fully-wetted, but unsaturated porous sand-asphalt may imbibe the sprayed water
very
quickly.
Other Attributes
Sand-asphalt surfaces and more especially the more porous ones generate a minimum o tire noise
and tend to damp other noises generated by a vehicle. Under-car noise caused by splash and spray in
wet weather
is
reduced. More significantly, perhaps, the spray generated by vehicles
is
reduced unless
water is ponded or the surface is otherwise flooded.
14
-
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RE
FE
RE
NC
ES
I
Go
ld b
ec
k, A
T.
; "
S to
ne
S
an d
f
or U
se
a
s
Fi n
e
Ag
gr e
ga t
e;"
C
onc
re
te ,
Vo
l.
5 9
; 1
95
1.
2
.
C
ar te
r,
Ja
s.
L.,
Jr
:
11
A
St
udy
o
f t
he Serv ice Life
of
Pave m ents
in
K entucky;'' Thesis,
M
S
in
C
E.;
U
niv
er s
ity
of
K
en
tu c
ky
, 1
95
5.
3
.
C
ra n
e,
C.
W
;
"S
an d
f
or
Sh
ee t
A
sp h
al
t P
av e
me
nts
;
P
ro c
ee
di n
gs ,
F
if th
A
nn
ua l
A
sp
ha l
t P
avi
ng
C o
nfe
re n
ce
; T
he
A
sp h
al t
A
sso
ci a
tio
n;
19
26 .
4.
N
ic h
ol
so n
, V
ic
to r
; "
A
Stu
dy
of
th
e
E ff
ect
of
S
ha p
e o
f
Mi
ner
al
Ag
gre
ga t
e o
n
Sta
bil
it y
of
A
sp h
al t
Pa
vin
g M
ix
tu r
es ;
" P
ro
ce e
di n
gs
, F
if th
A
nn
ual
A
sp h
alt
P
avi
ng
Co
nfe
re n
ce
; T
he
As
ph
al t
As
so
ci a
tion
;
19
26
.
5.
Ga
ge ,
R
. B
.;
Di
scu
ss i
on
of
R
ep
or t
b
y C
W
C
ra n
e;
Pro
ce
ed i
ng s
, F
if
th
An
nu a
l
Asp
ha
lt
Pav
ing
Co
nf
er e
nce
; T
he
A
sp
ha l
t P
avi
ng
A
ss o
ci a
tion
,
192
6.
6
.
N
ijb
oer
, L
W ;
Pl
as t
ic it
y a
s
a F
ac
tor
in
th
e
De
sign
of
D
en
se
Bi
tu m
in
ous
R
oa d
C
ar
pet
s; E
ls
ev ie
r,
1
94
8.
7.
Hav
en
s,
Ja s
. H
.;
11
H
ot-M
ix
S
an d
S
urf
ac e
;"
Pr o
ce
ed i
ng s
, K
en
tu c
ky
H
igh
wa y
C
on
fe r
en c
e;
Bu
llet
in
90
,
Co
lleg
e o
f
En
gin
ee
rin g
,
Un
iv e
rs it
y o
f
K e
ntu
ck
y;
O c
to b
er
19
69
.
8.
M
aj
id z
ad e
h,
K.
, a
nd
S
ta n
der
, R
.
R.,
Jr
.;
"E f
fe c
t o
f
W a
ter
on
B
eha
vio
r o
f
San
d-
As
pha
lt
M i
xt u
re s
und
er
R
epe
ate
d
Lo
ad i
ng ;
H
ig h
wa
y
Res
ea
rc h
R
eco
rd
N
o. 2
73
;
HR
B;
19
69
.
9.
Fa
ro u
ki,
O
m a
r T
., a
nd
W
in t
er k
orn
, H
an
s F
.;
"M
ec h
an
ic a
l P
ro p
er t
ie s
of
G
ra n
ula
r S
yst
em
s; "
H
igh
wa
y
Re
se
ar c
h R
ec
or
d N
o.
5
2;
HR
B;
19
64
.
1
0 .
A r
m s
tr o
ng
, Ja
m
es
C.,
an
d
D u
nla
p,
Wa
yn
e A
.;
"T
h eU
se
of
P
ar t
ic u
la t
e M
ec
ha n
ics
in
th
e S
im
ula
tio
n
o
f
St
re s
s-S
trai
n
Ch
ara
cte
ri s
tic
s o
f
G
ra n
ula
r
M
ate
rial
s;
' R
es
ea r
ch
R
ep
ort
N
o.
9
9- 1
,
Te
xa s
T r
an
spo
rt a
ti o
n
Ins
ti tu
te ;
A
ug
ust
, 1
96
6.
1
1.
Ha
ve
ns ,
Ja
s.
H .;
11
Ag
gre
ga t
e S
ha
pe
an
d
Sk
id
Res
is t
an c
e; "
C
on
fe r
enc
e P
ro
ce e
di n
gs ,
C
onf
er e
nc
e o
n
S
ki
d R
es
is ta
n t
Su
rfa
ce
C
ou r
se s
; C
hic
ag
o
Hei
gh
ts ,
il l.
; S
ep
te m
be
r
14 -
16 ,
1
971
;
Reg
io
n 1
5,
U
S
Dept.
of
Transp ortati on .
1
5
-
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LIS
T
OF PRO
JE CT
S
AND
S
UGG
ESTE
D
SUR
FAC
E TY
PES
Pad
uca
h
Be
lt l i
n e
MP 73
-633
2-G
; E
.
cur
b li
ne o
f
Ky
994
to
W
. c
urb
l ine
o f
Brid
ge S
t . ; U
.
S.
6
8, 62
, 6
0;
2.0
0 m
i.
Rec
omm
end
ed S
urf
ace
:
Op
en-
Gra
ded F
r ic
t ion
Cou
rse,
Ty
pe 1
o r
Type
2;
o r
Sand-Asphalt
Surface
Type
2
o r
T
yp e
4
.
P
adu
cah
-Bro
okp
ort
L a
ndi
ng,
MP 73
-601
2-N
; N.
cur
b lin
e o f
Je f
fe rs
on
S
t.
to
WC
L
(
300
E
. o
f
J e
t .
U
.
S. 4
5 a
nd N
.
8t
h
S t .
; U .S
.
45;
1
.7 m
i.
Re
com
men
ded
Surf
ace
:
O
pen-
Gra
ded F
r ic
t io
n
Co
urse
, Typ
e 1
or
T