Al TER ATIVE FLEXIBLE - Welcome to Iowa Publications...
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Al TER ATIVE FLEXIBLE OVERLAYS
FINAL REPORT IOWA HIGHWAY RESEARCH BOARD
PROJECT HR-229
March 1983
Highway Division
Iowa Department of Transportation
Final RP.port Iowa IHohway Research Boar<'!
Proiect HR-7.7.9
ALTEPNA.TIVE FLEXIBLE OVERLAYS
bv Tom Sny<ler, P.E.
Osceola Countv Engineer and
Mark Callahan Office of Materials
Iowa Department of Transpnrtatinn Ames, Iowa
515-:>19-1382
March 1988
DI SC!,AIMER
The opinions, findings, and conclusions expressed in this report are those of the authors and not necAssarily those of Osceola Countv or the Iowa DepartmP-nt of Transportation
Table of Contents
Acknowledgement • . .. . .. " ............................................... . Abstract ....• .. .. .. .. . . .. .. .. .. .. . " .......................................... . Introduction.
Objective ....•......
Project Description.
Plan Preparation.
Test Sections ....
Mix Designs .. ...................................................................... Construction. .. ............................................................... .
Preparation Road Mixing. Plant Mixing
for Road Mixing ...
and Paver Laying.
Page
1
2
3
4
4
4
6
9
10
10 12 16
Construction Costs... . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . 1 7
Construction
Plant Mix Road Mix
Discussion ..
Testing.
Testing. Testing ..
Plant Mixed Sections. Road Mixed Sections .•
Performance •.....•.......
Plant Mixed Sections. Road Mixed Sections ..
Conclusions ....
Plant Mixed Sections. Road Mixed Sections ..
18
18 19
19
19 20
21
21 24
26
26 26
Table of Contents (Cont'd)
Paqe Appendix
A. Contract Quantities and Special Provisions .. 28 B. Aggregate Test Reports ...................... 33 C. Test Section Layout .•...............•......• 37 D. Mix Design Repo~ts .......................... 40 E. Asphalt Penetrations and Viscosities .....•.. 53 F. Density Test Results ................•....... 55 G. Maintenance Work and Seal Coat Construction. 57 H. Rut Depth Measurements ...............•••.... 60 I. Crack Survey Results .•..............••...... 62 J. Road Rater Results.......................... 66
PAGE 1
ACKNOWLEDGEMENT
Research project HR-229 was sponsored by the Iowa Hiqhway Research
Board and the Iowa Department of Transportation. Fundinq for this
project was from the Secondary Road Research Fund in the amount of
$130,000.
The authors wish to extend appreciation to the Osceola County Board
of Supervisors and the Iowa DOT for their support in developing and
conducting this project. We also wish to thank the Rohlin Con
struction Company for their cooperation durinq the pro:iect. The
Osceola County inspection personnel also deserve recognition for
the extra effort put forth on the proiect.
PAGE 2
ABSTRACT
The objective of this proiect was to determine if any of several
cutback and emulsified asphalt plant mixed and road mixed overlavs
had the ability to resist thermal cracking at low temperatures
without inducing shoving and/or rutting at high temperatures. A
2.6 mile section of Osceola County road A-34 and a 7.0 mile section
of A-46 were divided into 14 test sections of various lengths. Af
ter six years, results show an MC-3000 asphalt cutback cold mix can
reduce the amount of reflective cracking when compared to an AC-5
hot mix. This can be done without inducing high temperature re
lated problems.
Cold road mixing can be effective in reducing cracking on low vol
ume roads. However, more experience is required if the full bene
fits of road mixing are to be realized.
PAGE 3
INTRODUCTION
Many of the first paved roads in Iowa, particularly in the north
west part of the state, were constructed bv usinq a cutback asphalt
mixed with crushed pit run gravel. With low traffic volumes, this
type of flexible bituminous pavement has performed well, showing
little sign of transverse cracking or deterioration of the asphalt
binder. Manv of these roads carried traffic over 20 years before
needing resurfacing.
With time, the county road departments began constructing paved
roads using hot mix that normally contained 85 to 100 penetration
asphalts. The mixes were produced at a central plant and laid with
an asphalt paver. The result was a smooth, hard, uniform asphalt
concrete roadway. Transverse crackina of these pavements has be
come a costly maintenance problem. One reason for the cracking is
the brittle pavement behavior at low temperatures. As degradation
occurs at the crack, a depression forms. The result is a reduction
in riding quality and a loss of pavement life.
In an attempt to avoid the cracking problem, highway engineers are
looking for ways of improving the low temperature characteristics
of asphalt pavements with little sacrifice in the moderate to high
temperature characteristics. One potential alternative may be to
return to a cutback or emulsified asphalt for county roads that
carry light traffic. Research project HR-229 was conducted to <le
termine if several flexible bituminous base sections had the abil-
PAGE 4
ity to resist thermal cracking at low temperatures and resist
rutting and shoving at high temperatures.
OBJECTIVE
The objective of the project was to evaluate several bituminous
concrete base overlays to determine jf any had the potential to re
duce future construction and maintenance costs.
PROJECT DESCRIPTION
Two roadways in Osceola Countv were selected for placement of the
experimental overlays. The sections included a 2.6 mile section of
county road A-34 and 7.0 mile section of county road A-46
(Figure 1). The existing roadbeds of A-34 and the east four miles
of A-46 consisted of a 3" cold laid bituminous concrete base over a
6" gravel base. The west three miles of A-46 were constructed as
Iowa Highway Research project llR-18 in 195/ and consisted of vari
ous bases with a cold laid bituminous concrete wearing surface.
Average daily traffic is 138 to 195 vehicles on A-34 and 135 to ?.19
vehicles on A-46.
PLAN PREPARATION
The original concept for the project included four bituminous con
crete overlay test sections and a control section of Type B asphalt
cement concrete overlay to be constructed on two separate roadways.
It was later decided to add test sections utilizing cold mix recy
cling on A-46. Four 1/2 mile test sections were added to the
project. The additional sections were to be constructed by
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PAGE 6
removing 1 1/2" of the existing 3" bituminous pavement, adding new
aggregate and bituminous binder, and relayinq the mix.
The construction plans and special provisions for A-46 were devel
oped to allow for alternate construction. The first alternative
was seven miles of bituminous overlay and thfl second alternative
was five miles of bituminous overlay and two miles of cold mix
pavement recycling. Contractor bids for the A-46 pro1Act were to
be submitted on the first construction alternative onlv. It was
intended that, if determined feasible, alternative ?. would be con
structed. Pavment for all work in the recvcled portion of alterna
tive 2 was to be made on the basis of the contract quantities of
alternative 1 for items i.n that area, with no measurement for pay
ment. Special provisions and contract quantities for both A-34 and
A-46 are in Appendix A.
TEST SECTIONS
The various bituminous concrete bases were mixed usinq the follow
ing six bituminous binders from Bituminous Materials of Algona,
Iowa:
1. AC-5 grade asphalt cement. Penetration of the asphalt was to
be a minimum of 140. The AC-5 asphalt was the control section
for comparison.
2. MC-3000 grade cutback asphalt. Residue from the distillation
test of this matflrial was to be a mini.mum of 140 penetration.
PAGE 7
3. MC-800 grade cutback asphalt. The MC-800 was added to the
project after trial mixes with some of the intended aggregates
indicated adequate performance could be achieved with the
softer asphalt.
4. SC-800 grade liquid asphalt. ASTM D 2026 was the only require
ment specified for this material.
5. HFMS-2 High float anionic emulsified asphalt with a minimum of
5% oil distillate. Again a minimum penetration of 140 was
specified for the residue from the distillation test.
6. CSS-1 cationic emulsified asphalt with a minimum of 5% oil
distillate.
Gravel aggregate for the bituminous concrete sections, the
bituminous recycled sections, and the Type B asphalt concrete con
trol sections was produced by Maudlin Construction Companv. Fif
teen percent pea gravel (AATl-532) from Floyd River Sand and Gravel
was added to the 3/4" qravel (AATl-591) for the Type B ace control
section on A-46. All other sections were constructed using onlv
Maudlin gravel. See Appendix B for aggregate test reports.
On A-46, ten test sections were constructed 22 feet wide using the
bituminous binders. Six of the ten sections were mixed at a cen
tral plant with 3/4" gravel aggregate and laid with a paver to a 2"
nominal thickness. The other four sections consisted of 67% milled
PAGE 8
bituminous pavement from the road and 33% virgin aggregate. This
blend was mixed on the road with four of the bituminous binders and
placed 2 1/4" thick with a motor patrol. The test sections are
listed in Table I,
TABLE I A-46 TEST SECTIONS
Asphalt Section Length Section No. Binder Adde<l % Mix Tv12e (Ft.)
1 AC-5 6.6 Plant Mix 5940
2 MC-3000 5.7 Plant Mix 1365 5.3 8550
3 HFMS-2 6.4 Plant Mix 2440
4 HFMS-2 4.7 Road Mix 2601
5 CSS-1 4.9 Road Mix 2549
6 CSS-1 6.5 Plnnt Mix 2880
7 MC-3000 5.5 Plant Mix 2620
8 MC-800 2.9 Road Mix 2594
9 SC-800 2.8 Road Mix 2556
10 SC-800 5.1 Plant Mix 1600 4.6 1085
On A-34, four test sections were constructed 23 feet wide. The
sections were mixed at a central plant with 1/2" gravel aggregate
and laid with the full width paver. Original plans specified a
nominal 3/4" overlay, but due to construction problems, the thick-
ness had to be increased to over one inch. The test sections are
listed in Table II.
PAGE 9
TABLE II A-34 TEST SECTIONS
Section I,ength Section No. Binder Asphalt % Thickness (In.) (Ft.)
11 HFMS-2 6.4 1 1 I/. 1520
*12 AC-5 6.4 1 1/4 2740
13 MC-3000 5.2 1 1/8 4570
14 SC-800 5.4 l 1/8 4876
*Constructed in 198/. due to failure of or~ginal section.
Plan layouts for the test sections are shown in Appendix C.
MIX DESIGNS
Fourteen mix designs were prepared for the research project. Pre-
paring trial mixes for Ma.rshall testing required some deviation
from standard asphalt concrete mix preparation. The MC-3000 and
SC-800 mixes with the 3/4" and 1/2" gravels were mixed at 180°F. A
curing time of 16 hours at a temperature of 140°F was allowed be-
fore molding the Marshall specimens. Marshall testing was done at
77°F.
The 3/4" and 1/2" gravels for mixes with HFMS-::> and CSS-1 were wet-
ted to 5.5 percent moisture prior to mixing. Mixing, curing and
molding temperature for the emulsion mixes was 130°F. The cure
time before molding specimens was 16 hours and the Marshall testing
was done at 77°F.
Mixes for the blend of milled pavement and new aggregate were
mixed, cured and compacted at room temperature. The MC-800 and
PAGE 10
SC-800 were heated to 160°F prior to mixing, while the HFMS-2 and
CSS-1 emulsions were applied at room temperature to the aggregate
blend. The mixes were allowed to cure for 20 hours before being
compacted and were tested at 77°F. The mix design reports are in
Appendix D.
CONSTRUCTION
Rohlin Construction Company of Estherville, Iowa, began con
struction on September 14, 1981.
Preparation for Road Mixing
The contractor began construction by milling the two miles of pave
ment on A-46. A 12 foot wide CMI Rotol'.lill was used to remove
1 1/2" of the existing 3" bituminous pavement (Figure 2). The
milling was completed in two days. Milling for the sections was
done without water to avoid adding excess moisture to the material.
After completion of the milling, virgin gravel was hauled to the
road to be mixed at the rate of 1:? with the milled bituminous ma
terial. Both a Seaman Pulverizer and a Bros Pulverizer were used
to blend the materials and to further break up the millings. De
spite many passes by the pulverizer, very little reduction in maxi
mum particle size was obtained. The asphalt content of the
combined materials was 3 percent prior to the addition of new as
phalt cement.
PAGE 12
The combined aggregate and recycled material for the MC-800 and
SC-800 sections was spread across the roadway and allowed to dry.
The additional drying time was necessary to lower the moisture con
tent below 2% before applying asphalt. To tack the base, the ag
gregate was windrowed at one side of the road. The opposite side
was broomed clean and tacked with MC-70. The material was then
bladed onto the tacked surf ace allowing the other side to be
cleaned and tacked.
Road Mixing
In the special provisions, the preferred equipment for mixing and
relaying the milled material was a traveling pug and a laydown ma
chine. A traveling pug was not available, so an asphalt distribu
tor and a Seaman or Bros Pulverizer were accepted for asphalt
application and mixing. The contractor decided to use a motor pa
trol to spread the mix rather than an asphalt paver.
Mixing of the milled material and the SC-800 began September 18.
The air temperature ranged from 68°F to 74°F. After cleaning and
tacking the base, the milled material was spread across the roadwav
the width of the distributor bar (Figure 3). The SC-800 asphalt
was heated to 170°F prior to application. Unfortunately, the dis
tributor wasn't capable of delivering the specified 2.8 percent as
phalt in one pass. Following the initial pass of the distributor,
a patrol bladed the mix into a windrow for the pulverizer mixing.
The first pass of the pulverizer left the asphalt "balled-up" with
the fine portion of the aggregate. The material was again spread
PAGE 13
across the road and the rernaininq SC-800 was applied in two addi
tional passes. Blading the mix back and forth and subsequent
passes with the pulverizer did break up most of the asphalt balls
(Figure 4). As expected, 100 percent coating of the material was
not achieved in the cold mix process.
After 96 hours of aeration (Figure 5), the mix was spread across
the road to the 1/2" per foot cross slope. Initial compaction was
by two rubber tired rollers followed by a large steel vibrating
roller (Figure 6). Four days later the surface was rerolled with
the rubber tired rollers.
The second section mixed was the MC-800 section. In an attempt to
avoid the balling problem experienced on the SC-800 section, the
material was split into three windrows and asphalt was added. The
MC-800 asphalt was heated to 225°F prior to application. The dis
tributor was then able to apply the 2.9 percent asphalt specified
in one pass per windrow. The smaller windrows could also be han
dled much easier by the patrol and the pulverizer. Despite the
change, some balling of the asphalt still occurred. The completed
mix was spread and compacted the same as the previous section. Air
temperature remained moderate, around 70°F, during mixing and plac
ing of the MC-800.
The HFMS-2 and CSS-1 emulsions were l)lixed in a similar manner.
Percentages of emulsion required in the mixes were 4.7 for the
HFMS-2 and 4.9 for the CSS-1. This required six passes of the
PAGE 14
Figure 3. First apolication of SC-800 to road mix
Figure 4. Mixing windrow with a pulverizer
PAGE 15
Figure 5. SC-800 road mix left to aerate after mixing.
Figure 6. Compaction of road mix section
PAGE 16
distributor on each section. The emulsions caused only minor ball-
ing in the mix. Air temperatures during mixing and placing were
between 52°P and 65°P. The emulsions were heated to 140°P for ap-
plication, but quickly cooled because of the air temperature and a
strong wind. After several days the compacted surface exhibited a
dark brown color and produced dust as traffic passed.
Plant Mixing and Paver Laying
The mixes composed of 3 I 4" and 1I2" gravel were mixed in a con tin--
uous drum mix plant set up one mile south of Ashton. Asphalt tern-
peratures and mix temperatures for the various mixes are shown in
Table III.
TABLE III Temperatures (op)
Binder Asphalt Temp. op Mix Temp. op
AC-5 250° to 305° 280° to 350°
SC-800 210° 195° to 200°
MC-3000 230° to 250° 190° to /. 3 5 °
HPMS-2 150° 180° to 210°
*CSS-1 150° to 175° 140° to 210°
*Mix temperature was raised above 190°P because poor coating and poor laying qualities of the mix resulted at lower temperatures.
The plant mix sections were laid with a Blaw Knox full width paver.
To simplify storage of the asphalt binders, the paver was first
used on A-34 to lay 1/2" mix with a particular binder and then
moved to A-46 to place the 3/4" mix using the same asphalt binder.
PAGE 17
Problems began on the SC-800 section of A-34. A 1/2" mix could not
be placed 3/4" thick as the plans had specified. The contractor
increased the mat thickness to between 1 1/8" and 1 1/2" so that it
could be laid without tearing. The problem was the same for each
mix on A-34.
Another problem occurred while mixing and placing the CSS-1 mate
rial. At a mix temperature of 140°F to 150°F, poor coating 0f the
aggregate was observed. It was difficult to lay the mix at that
temperature due to dragging and tearing of the mat even at the in
creased thickness. At a 190°F mix temperature the problems were
reduced. No significant problems arose during the resurfacing of
A-46.
Compaction included a vibratorv steel roller, followed by a ruhber
tired roller and final rolling with a static steel roller. Gener
ally, the rollers were held back from the paver to allow the mats
to cool to between 120°F and 140°F in order to gain stability.
CONSTRUCTION COSTS
The construction costs for all plant mix sections were similar to
the construction costs for the Type B ace overlav. Using bid
prices for the different asphalt binders, and actual quantities
used, the cost of binder per ton of mix ranged from $13.53 for the
HFMS-2 emulsion to $16.15 for the MC-3000. Binder cost per ton of
mix for AC-5 asphalt was $15.31. The cost per ton of mix was
$13.74 for CSS-1 emulsion and $14.42 for SC-800. Bid prices for
PAGE 18
mixing, placing and compacting the hases were the same for each of
the plant mixed sect.ions. Due to the bid procedure for the road
mixed sections, no bid price cost could be developed.
CONSTRUCTION TESTING
The construction of fourteen different test sections required sub
stantial testing. Samples of each mix were taken from the roadway
prior to rolling. Density samples for each section were obtained
from the compacted mats.
Plant Mix Testing
From the mix sample.s obtained, the asphalt binders were extracted
and tested for penetration and viscosity (Appendix E). As was ex
pected, the SC-800 was too fluid to test for penetration. The
other extreme was the CSS-1 emulsion extracted from the 3/4" and
1/2" mixes as penetrations of 78 and 83 indicated a relativelv hard
asphalt binder (similar to an AC-10). Penetrations ranging from
108 to 148 for the other three extracted asphalts were generally
consistent with project expectations for the plant mixes.
The lab densities, field densities and field voids were determined
for each section and are given in Appendix F. No minimum density
requirements were specified for the bituminous concrete test
sections. Four inch diameter cores were cut from the AC-5 Type B
control section and weighed to verify that field densities met the
required 94% of Marshall density. The bituminous concrete sections
PAGE 19
were too soft for cutting cores so a nuclear density gauge was used
to obtain field densities.
Road Mix Testing
Bituminous binders extracted from the road mixed sections con
structed with 67% reclaimed bituminous pavement had relatively low
penetrations except for the SC-800 (Appendix E) . This was expected
due to the presence of 3% old asphalt cement with a penetration of
40 in the mix. The very soft SC-800 had a dramatic effect on the
old asphalt binder and produced a penetration of 140 for the ex
tracted asphalt combination.
The field densities for the road mix sections were obtained by use
of the nuclear density gauge. Lab densities, however, were based
on modified proctor densitv rather than Marshall density. ~ab den
sities, field densities and field voids are given in Appendix F.
DISCUSSION
The purpose of the project was to construct flexible bituminous
concrete base overlays which have the potential to reduce future
maintenance and construction costs. The recycled portions of the
project were added as a possible alternative to overlay con
struction for a deteriorated road.
Plant Mixed Sections
The construction of the plant mixed sections was generally success
ful using standard asphalt construction equipment and procedures.
PAGF. 20
One disappointment was the stripping of aggregate on the CSS-1
sections. During trial mixing no special consideration was given
to the compatibility of the aggregate and the binder. In the fu
ture, more attention should be paid to .the electrical charge of
both aggregate and emulsion in order to minimize the potential of
stripping or premature failure.
Another problem which was not expected was the necessity to in
crease the thickness of the 1/2" mix to avoid tearing the mat.
Common practice for paver laid hot mix is to use a maximum aggre
gate size which is no larger than 50 percent of the mat thickness.
The relatively low mix temperatures may have contributed to the
problem.
Road Mixed Sections
The construction of the road mixed sections was somewhat disap
pointing. Equipment used on the job was not the optimum. The ini
tial problem was how to eliminate oversized pieces of milled
pavement. Passes by the pulverizers had only marginal success at
reducing the amount of 1" plus chunks. As a result of several
passes by the pulverizer, additional fine material was produced.
The other problem encountered was inadequate mixing. Addition of
asphalt binder through an asphalt distributor caused the binder to
flow on top of the aggregate and cool before the pulverizer could
mix the materials.
PAGF. 21
The mixing equipment used on this project could not adequately mix
the recycled pavement and the small amount of binder. An improved
procedure would have been to first screen .. off the .oversized pieces
of milled pavement (or run the millings through a traveling
crusher) . A more effective means of mixing the materials would be
to use a traveling pug mill or a pulverizer equipped to applv the
required percentage of binder.directlv into the mixing chamber.
Despite the difficulties during construction, the MC-800 and SC-800
produced a surprisingly good surface. The two emulsion sections,
however, appeared very lean on asphalt. Both emulsion sections re
mained a dark brown color after construction and produced dust as
traffic passed.
PERFORMANCE
The late completion date of the paving forced the county to post
pone the application of the seal coat surfacing planned for the
project. A winter seal was applied only to the surface of the road
mix sections before winter.
Performance of Plant Mixed Sections
It was apparent, shortly after construction, that the plant mixed
CSS-1 emulsion sections were not performing well. Besides having
low penetrations, the sections experienced aggregate loss from the
surface. The emulsion may not have been compatible with the gravel
aggregate. Eventually the 1/2" mix of CSS-1 on A-34 had to be
bladed off with a motor patrol. The CSS-1 sections on A-46 experi-
PAGE 22
enced the same problem, but to a much lesser extent. The other
plant mixed sections performed satisfactorily with little notice
able difference in appearance.
In early summer of 1982, county road A-46 was used as a haul road
for 15 ton aggregate trucks transporting material to a four-mile
pee paving project. The heavy trucks caused some areas of the
CSS-1 emulsion section to lose surface aggregate. The surface of
the 1/2 mile CSS-1 section was corrected by resurfacing with an as
phalt sand mix in July 1982.
Also in July 1982, 1 1/4" of Type B mix of AC-5 and 1/2" gravel was
placed on A-34 where the CSS-1 section had earlier been removed.
The resurfacing of A-46 and A-34 was completed with a seal coat
surface over the test sections. One-half mile of the AC-5 section
and 1200 feet of the SC-800 plant mix section on A-46 were left
with no seal coat to observe the effects of traffic and weather on
the base material. However, these sections were covered when A-46
was seal coated a second time. The east 4 miles were seal coated
in 1985 and the west 3 miles in 1986. Specific locations of con
struction and maintenance, excluding this seal coat, are shown in
Appendix G.
At the end of the five year research period, several statements can
be made concerning the condition of the pavement. First, rut depth
measurements made at the end of the research period show that no
significant rutting has taken place throughout the length of any
PAGE 23
one section. Ten sets of four readings were made in the wheel
paths of each section (Appendix H) . The largest average rut depth
was 0.12 inch in the MC-3000 section on A-34. In 9eneral, rutting
of the experimental sections on A-34 was slightly greater than
those of similar sections on A-46. It should be noted, however,
that A-34 had a rutting problem prior to construction and had known
subbase problems.
Also, the degree of base degradation at crack locations appears to
be minimal since no depressions were noticed upon visual in-
spection.
Section No.
1 2 3 4 5 6 7 B 9
10
11 12 13 14
TABLE IV CRACKING AND RUTTING VAI,UES
Average Rut Depth (Inches)
0.10 0.10 0.09 0.11 0.06 0.08 0.07 0.22 0.16 0.07
0.11 0. 09 0.12 0.10
Linear Feet of Transverse Cracks
Per Station (12-21-87)
22.6 9.4
95.1
86.9 22.9 29.3 93.0
1.5 4.0 4.1 9.5
Although the paved sections have performed similarly in terms of
rutting and crack degradation, it was obvious at the end of the
PAGF: 24
six-year test period the MC-3000 and HFMS-2 sections had outper-
formed the SC-800 and CSS-1 sections. This conclusion is based on
crack surveys taken throughout the research period. Results of the
surveys are given in terms of linear feet of transverse cracks per
station of pavement (see Appendix I). The better performance of
these sections is also directly related to their higher structural
ratings as determined with the Road Rater (Appendix J).
Also from available information, the percentage of original cracks
i i which reflected to the surface could be calculated for several
sections. From these calculations it became clear the MC-3000
! I ' sections had the best performance record of all the paver 1aid
sections.
Performance of Road Mixed Sections
The two emulsion road mixed sections, having a sand seal only, per-
formed better than expected through the winter of 1981-82. Al-
though sampl,es from the roadway contained nearly 7% asphalt, the
sections appeared very lean on asphalt. It was evident the
emulsions did little to activate the old asphalt.
The following summer (1982) both road mixed emulsion sections re-
quired maintenance. A 1300 foot ac surface patch was placed on the
HFMS-2 section and the entire one-half mile CSS-1 section was re-
surfaced with asphalt concrete. The two sections were then seal
coated as originally planned. As mentioned previously, these
sections were again resurfaced when A-46 was seal coated in 1985.
PAGE 25
The incompatibility of the emulsion and aggregate was the expected
cause for the failure of the CSS-1 section.
The road mixed SC-800 and MC-800 sections have performed satisfac
torily during the research period. The initial construction of
these sections was completed bv applying a seal coat in July 198?.
A 1000 foot segment in both the SC-800 and MC-800 sections was dou
ble seal coated in an attempt to correct surface distortions. The
double seal coat technique provided a good surface, indicating a
double seal coat treatment might be justified on future projects.
Overall, the road mixed sections were superior to the paver laid
sections of A-46 in terms of cracking. The HFMS-2 section was es
pecially impressive, averaging only 1 transverse crack every 4
stations. The MC-800 and SC-800 sections averaged nearly 1 crack
per station. (Appendix I). Undoubtedly these results were greatly
influenced by the additional surface work the road mixes required
beyond the seal coats applied in 1982 and 1985-86, especially those
of the HFMS-2 section.
Rutting became a more severe problem in the SC-800 and MC-800
sections, with rut measurements averaging 0.16 inch and 0.22 inch,
respectively, being taken at the end of the research period. The
emulsion sections had little rutting, due to the major resurfacing
of these sections (Appendix H) .
i i
PAGE 26
CONCLUSIONS
From the construction and performance of the paver laid and road
mixed sections, several conclusions can be drawn.
Plant Mixed Sections
The success of the MC-3000 mixes in reducing the amount of reflec
tive cracking (especially section 2) shows the paver laying process
using a cutback asphalt can result in a pavement equal to hot mixed
asphalt in terms of preventing reflective cracking. The lower mix
temperature of the cutback mixes apparently resulted in less ther
mal contraction after placement and during cold weather. The lower
mixing temperature and surface seal seemed to keep the asphalt from
oxidizing. Also, test results show high temperature effects, such
as rutting and shoving, are not a concern under moderate traffic
conditions.
The use of cutback asphalts, especially the MC-3000, can be used
successfully on low volume roads to reduce the amount of mainte
nance resulting from cracking of a normal asphalt concrete mix.
Road Mixed Sections
The road mixed sections generally had fewer cracks per station than
the plant mixed sections.
Lab and field densities of the road mixed sections were low because
of mixing at ambient temperatures. This resulted in a pavement
more susceptible to rutting, as evidenced by the higher rutting
PAGE 27
values of the road mixed MC-800 and SC-800 sections. The unrutted
condition of the other road mixed sections was due to the
replacement/repair of these sections.
The generally poor results of the road mixed sections were the re
sult of inexperience in both mix design and construction. The con
tractor was allowed to start too late into the construction season
using equipment not suited for road mixing. Future construction
involving road mixing must address these problems if more success
ful results are to be realized.
PAGE 29 · Contract Quantities County Road A-34
ITEM I QUANTITY! UNIT I UNIT PRICE I AMOUNT
Base, Cleaning & Preparation of 6.817 Miles 100.00 681.70
2 Primer of Tack-Coat Bitumen 5.872 Gals. .95 5,578.40
3 Base, Type B Class 2 Asphalt Cement 577 Tons 9. 17 5,291.09 Concrete
4 Base, Bituminous Concrete Class 2 3,381 Tons 9 .17 31,003.77
5 Asphalt-Sand Surface Course 160 Tons 30.00 4,800.00
6 Base, Binder Bitumen HFMS-2 27,823 Gals. .90 25,040.70
7 Base, Binder Bitumen CSS-1 9,966 Gals. .90 8,969.40
8 Base, Binder Bitumen MC-3000 7,619 Gals. 1.25 9,523.75
9 Base, Binder Bitumen SC-800 6,940 Gals. 1. 15 7,981.00
10 Asphalt Cement 50 Tons 232.00 11,600.00
Grand Total $110,469.81
PAGE 30 Contract Quantities Co. Rd. A-46
ITEM jquANTITY UNIT I UNIT PRICE I AMOUNT ,_
1. Base, Cleaning & Preparation of 6.988 Miles l 00. 00 698.80 l 2. Primer Or Tack-Coat Bitumen 7,313 Gals 1.00 7,313.00
3. Base, Type B Class 2 Asphalt Cement Concrete 1,437 Tons 9.07 13,033.59
4. Base, Bituminous Concrete Class 2 8,483 Tons 9.07 76,940.81
5. Asphalt-Sand Surface Course 70 Tons 30.00 2,100.00
6. Asphalt Cement 99 Tons 232.00 22,968.00 I ,
7. Base, Binder Bitumen HFMS-2 70,918 Gals .90 63,826.20 I )
8. Base, Binder Bitumen CSS-1 24,439 Gals .90 21,995.10
9. Base, Binder Bitumen MC-3000 24,354 Gals 1.25 30,442.50
10. Base, Binder Bitumen SC-800 17, 190 Ga 1 s 1.15 19,768.50
Grand Total $259,086.50
Alternate Construction Quantities
1. Base, Cleaning & Preparation of 4. 981 Mil es
2. Primer or Tack-Coat Bitumen 7,313 Gals
3. Base, Type B Class 2 Asphalt Cement Cone. 1,437 Tons
4. Base, Bituminous Concrete Class 2 5,713 Tons
5. Asphalt-Sand Surface Course 50 Tons
6. Asp ha 1t Cement 99 Tons
7. Base, Binder Bitumen HFMS-2 67,057 Gals
8. Base, Binder Bitumen CSS-1 20,588 Gals
9. Base, Binder Bitumen MC-3000 21,367 Gals
10. Base, Binder Bitumen SC-800 14,491 Gals
11. Aggregate, For Bituminous Mix 969 Tons
12. Planing & Milling Existing Base 25, 911 Sq. Yds.
13. Mixing & Relaying Bituminous 25. 911 Sq. Yds. Concrete Base
IOWA DEPARTMENT OF TRANSPORTATION Ames, Iowa
Special Provisions for
ACC PROJECTS
Osceola County Projects: FM-72 (7)--55-72 SN-69 (1) --51-72
May 27, 1981
PAGE 31 SP-358
THE STANDARD SPECIFICATIONS, SERIES OF 1977, ARE AMENDED BY THE FOLLOWING ADDITIONS AND MODIFICATIONS. THESE ARE SPECIAL PROVISIONS AND SHALL PREVAIL OVER THOSE PUBLISHED IN THE STANDARD SPECIFICATIONS.
358.01 GENERAL. The work shall consist of the construction of two Type B asphalt cement concrete base sections and various compacted bituminous concrete base courses as specified on the ·plans. Section 2203 of the Standard Specifications will apply to Division 1 {Type B ACC base) and Section 2204 of the Standard Specifications Will apply to Divisions 2, 3., 4, and 5 {various compacted bituminous concrete base courses) except where modified by these special provisions or other DOT current special provisions. Section 1109.03 of the Standard Specifications shall not apply to asphalt-sand mix, SC-800, or primer or tack coat. All or any part of the work may be eliminated at the discretion of the engineer.
:t is intended that some wheel-track distortion be corrected by placing a heavy tack coat, blading a hot asphalt-sand mix into the areas, and rolling it up to six times W.1.th a rubber-ti;;-,"}d roller. The areas to be corrected, mix designs, and construction procedures Will be determined during construction.
It is proposed that two miles of Project RS-69(1) will be milled, mixed, and laid cold, if found feasible. This work may be done before other work is started and therefore need not delay other work. If the alternate is not found feasible, as determined by the engineer, these are.::s will be constructed according to the original plani however milled depths other than the proposed l~ inches will be considered if the contractor and engineer can reach agreement on construction methods and payment.
358.02 MATERIALS.
A. Primer or Tack-Coat Bitumen - MC-70 meeting requirements of Section 4138 shall be used.
B0 Division 1 - AC-5 meeting requirements of AA.SETO M 226-78, Table 2, .shall be used.
c. Division 2 - Anionic high-float emulsified asphalt meeting requirere:ents of ASTM D 977 shall be used. Residue from the distillation test of this material shall be a minimum 140 penetration at 77°F. (25°c.) with lOOg. for 5 seconds. The anionic high-float emulsified asphalt shall contain a minimum of 5% oil distillate. HFHS-2 ~s intended, but the grade will depend on the design and job-mix formula determinations.
D. Division 3 - cationic emulsified asphalt meeting requirements of AASHTO M 208-72 shall be used. Residue from the distillation test of this material shall be a ~inimu~ 140 penetration at 77o F (2s0c.) with lOOg. for 5 seconds. 'I'he cationic <..::!mulsi:':.!.0d asphal.t shall contain a minimum of 5% oil distillate. CSS-1 is intended, but thE:: gro.de ·Hill depend on the design and job-mix formula determinations.
E. Division 4 - Medium curing cut-back asphalt meeting requirements of AASH.TO :.1 82-75 shall be used. Residue from th'e distillation test of this material shall be a minimum 140 penetration at 77°F. (25°c) with lOOg. for 5 seconds. MC-3000 furnished in the upper half of the viscosity range is intended, but the grade will depend on the design and job-mix formula determinations.
F. Division 5 - Slow curing liquid asphalt meeting requirements of ASTM D 2026 shall be used. sc.-800 is intended, but the grade will depend on the design and job-mix formula determinations.
PAGE 32
G. 1:1;.lJ.I.Q.CJ.£tl:.£ - The z199re,Ja!.:e incorpor<Jtcd in t11e Type B, Class 2 asphalt cement concr.i:'.:1_• {;.;.:;ph.Jltio:: cor.cl: 8 tt:) base und the v.1r:i.ous types of bituminous concrete bases, inclu(!ing virgin aggregate to be. in mixtures for. the milled areas, shall meet requirement~; of section 4126 and Gradation No. 19, Si.::ct1on 4109, except Paragraph 4126.04C shall be deleted. hll pit-run material passing an 8-inch screen shall be crushed and inccrporated in the aggregate.
T:,., 0 ~\q';~egate 3.nc:orporated in the asphal tic-s~tnd mix s1)all meet requirements of Spoc~~ication 4129 end Gradation No. 22, Section 4109.
H. fl._~91 Mixture -· Refer to general notes on plans.
358.0?- EQUIPM..Et=!T.
A. ~:·i•:.1.sions 2, 3, 4, and 5 - J\rti.cle 2001.19 of the Standard Specifications shall apply·wherc the material is 'puver lnid.
358. 0·1 CQHSTRUCTION
A. Divisions 2, 3, 4, and 5 - It is intended the various bituminous concrete base courses shali-S::~ oa·J8r laid ·.-·ith the option to spread \o,/ith motor patrols, if so approved by the engi:v.·c::..-.' i\rticlcs 2203,09, 2203.10, 2203.lJ., 2203.13, and 2203.15 of the Standard Specificati()r:s zhall apply \<he::e the material is paver laid, except the second paragraph of • 2203. lC sh~ll not apply. Article 2204.07 wJ.11 not apply .
. B. ?:.-.~ditional Construi:;_ti.£J.:i_i'l'ork. on Project RS-62__{.JJ. The following additional construction worY. _i.s intended on this project.
~·l.~lling - 'Jlhis work shall include all labor and equipment for milling or planing :-: :, , 911 square yards, 1·1'i inch in depth, :if the existing bi tumino\is· concrete base on ;"rojcct RS-69(1). rnt·~HHl•:)d wroas to be milled are from stzition 26+50, Division 2, tu station 79+50, Divis.ion 3, and from station 133+00, Division 4, to station 186+00, :;_L•;ision 5. Over 'JS~,(, of this milled mate.r.ial must pass a 1-inch sieve; large pieces ;iot incorporated in the mix will be loaded on county trucks.
~·lL'.~~ and Rc~:!:_!},.9_ - 'l'hi.s wot"'k shall include all labor and equipment for mixing <.-:nd relaying the mill~d bituminous concrete base. 'l'his work shall include adding ~ virgin aggregate to the milled material so that a 2~-inch lift will be re-laid hy tacking the milled surf.:tce, adding asphalt to the combined mix, and re-laying •~nd compacting the m.ix on the same areas. It is preferred that a traveling pug b·_: used for mixing and that a luydown m21ch.ine be used for laying; however other c'.·,.-·.~thods producin9 acceptable resuJ.ts may be used, if acceptable to the engineer.
This ndr:1itional work and the revised quantitiE:,<; within this area are identified on the plans as alt.ornate construction. Payment for nll work in this area, if constructed as intended, will h·:: r;:ade on the l:>at-.:if.; of the contra.ct qunntities for items identified on the plans as quot-E:".: construction, •,.;5th no meitsurcrnent for payment, as noted on the plans. This payment '"ill he f:ull compensation for furnishing ~11 •2quipment, labor, and materials necessary to do t~·i.is additional con5tructi.on work •,.;ithin the ;:ireti designated.
\
' ... :
:UJl,1(1 Dl::l't1l(lllD< l OF' Tl(l'1NSl''Dl~T{1TION
Ol''FTCi:C 01· i·l(1TEl\I(1LS fESf REPURl - Bl1UMINOUS MATEFIALS
LAB LOCATJON AMES
PAGE 34
:j TNllcN\/ED USL I 0· 1 'i/. f1Dl>ED TO ::41 ::!,i1 1'1GfJl'iE:GATI': M SN·-29(3)
COUNTY OSCI OLr~ Pl'W,J IW. .FM-72 ( 'l l
DESIGN
PRODUCER FLOYD RIVER SAND & GRAVEL
SOURCE
CONTl(ACT NO. 1 fl(:,21;), 1861 '? 1B61 B
CONTRACTOR ROHLIN CONST.
UNIT OS MATl':RIAL 3 SACKS FROM SfOCKPILE ;.>,'.'JOO TON
SAMPl.l':D BY BOB FREY Sl:'.NDEH' S NU. HF-5
DATE SAMPLL0 8-14-81 REPORTED 9-25-81
I I
I
I
I I
............................ - ......... - .... -- --- ·----· ,l ..
1 l
SIEVE ANALYSIS - PER CENl PASSING I I /2' 1 " ~\/Al " j ( '') , ,; .. ' :·'.J./Hu 1 {;)G
If r) • ;\ .... , '"') ,;~ ~ ...
r~ _i ' u 1 .. )
l·'U I 6 1 0 HI: 30 0 . 9 /,Ui 50 ('1 . H on 1 00 0
.... . ' Nf..1 2()0 (i . 7
Y. PSG, HU. 8 Al''LR 16 CYCLl':S F & T, WATER-ALCO. SOL X PSG. NU. 8 Ai"fER 25 CYCLES F & T, WAlER SOLUTION j~ r__.·.· 1,.,![1'.:·1F~, LO.s; ,~·cf~GFLI~~.::.; ,:~nr;~P1SIDJ~, DF<PiDING
1 ... 1c.1:.1.rn L.Ii'i r r f'l .. 11STIC L. lMIT PLASl'ICITY INDEX
CDP IE.'': BlT ,, t"1ULi .. ..! • BUMI'' F':':UI... SCHl·lf.'d(l :um L .. ZF.J,m_;:y F'lil.IJECTS LIS Ii r; MHJVI:'.
DISPOSITION· SIGNED: BERNARD C. DROWN
i[;.'TTiW ',1(;'\lll"F'I::
101.,1() lll \'r'ilnMEN ·1 ur Tl((iNSPDlnt.T HJN UFFJCE OF MATEl~IALS
TFST ;:::[F'Dl':f' - n.: ilJMINDUS MATE!'OAL.S LAD LOCAllUN AMES
~ATERlAL 3/4' CRUSHED AGGREllA'fE LAB NO. AAT1-591
. iNTENDLD USE TYPE B CLASS 2 & BIT. CONL. BASE
PAGE 35
SN-·6?(!,) :OUNT'i OSCEDl.J; PROJ NO. SN-2?(3)
DESIGN CONTF\t.r.:T !10.
'RODUCER MAUDLIN CONST. CONTRACTOR ROHLIN CONST.
~OURCE NE-1/4 28-98-42 OSCEDl..P1 CU.
JNIT OF MATLRIAL 2 SACKS t fl, 000 T.
:AMPLED BY BUB FREY SENDER'S NU. 7/31-1 A&B
DATE S1iMl"LEl) REPORTED 9-25-81 ''°' '">.::" .... 0'>• OOM ··- .. .. M OOM 0••• ........ "" ·- M .. OOM M'' - M•O ·- p '"' .... M•• '"' 000' .... "'' o•'' om··- MO• 0'0 '" .... ••M M'O OMo MM - - - - - - - - - -~ "'
~IEVE ANALYSIS - PER CENT PASSING ·1 1/20 ·1 t!
~5/ .i"\ • 1 00 1 /:? " n1..':'
'T ... }
3/U • DI NI.I
' 4 .. ? 1 NU "' ~i [! " 0
f·! I ·; l .:;, 4''• N,,
" :rn 2r;· NI' ~:>o 1 4 l'-l\,I ! 00 D •J . . ,1: •
NO . ~:~oo 6 ' 1;>
X PSG. NO. D AFlER 16 CYCLES E & T, WAfER-ALCO. SUL. X P~G •. NU. 8 AElER 25 CYCLES F & T, WATER SOLUTION x ilF vJl'.:;~il(' l..OS 1'1NCiLl...ES {)[ii((,;; I 01<' GF(r~D .[NG
1... I Q\.I I l) 1...1 ll l. T 1::·Lt1STIC LIMIT F'U)STICITY IND(C>'.
r:oP IES: r::i r. r.nu. ,J. HUl1P P. SCHl·.lfil\TING L. ZEM<l . .EY PROJECTS l.ISTED ABOVE
'lISPIJSITIDN: SIGNED: BERNARD C .. DROWN
TF'STTl~U !"·~f'.!f:"~Tt~~··i:·:i:·
IOWA DEPARTMEN"I OF lRANSPORTATION UFF I CE or ilATEI;: 11;1 ... S
TEST REPORT - Bl JIJMINOUS MATERIALS LAB LOCATION AMES
MAl~R!AL 1/2' CRUSHED AGGREGATE LAD NO. AAll-592
INTENOLD USE BI·r. CONC. DASE OVERLAY
C 0 LJ i< T \' 0 SC E (]I._,; PROJ NU. FM-72(71
DESI i'i·i
PAGE 36
!:ONTRACfOR ROl1LIN CONST.
~OLJRCE NE-114 28-98-42, OSCEOLA CO.
ONIT UF MATERIAL 4 SACKS 4,000 T.
SAMPLED BY BOB FREY SENDER'S NO. 7/31-2
DATE SAMPLED 7-31-81
SIEVE ANALYSIS - PER CENT PASSING ~ 1 /'2 It
1 " 3i' f 11 ·100 "1 ~:,~ n 'i B ~1-/B u ~?(·)
i ! 4 1·il) . H 1'·;, ; I (:~
NU . ~:;o
i·J' ~) () ·\ 4 I"\!;,_! . 1. or:, "' D •'
iiD . 200
~·: r·.\-·},, NCi .. n (1r- f"EH i{~ LYCL.r::~ F C1 Ti l1J(iTEF~·-~1~LCO,, .'.~()L~
% P~G. ND 8 AFTER 25 CYCLES F & T, WAlER SDLUTION X IJF:· WEAl~, LOS ANGE!_l~:s ADF~AS:[ClN, GRADJ.Nl3
l._I()!JID LJ1:1.T F"Lt1,;r1c LTMIT PLASTIC IT, INDI'~\
COPIE.-': _BJ;·, 1V31·
,J. CUMP I''. SCHl0Jl•1i': IINCi L. ZEt1l::I LY ~M: /2(7), OSCEUL0
DISF"DSITH>H:
'! : , '· :. 'T. ,,
I I I
Test Section Layout
A-46
SECTION 1 Plant Mix AC-5
I I I I
s6+oo
150+00
SECTION 5 Road Mix css-1
'
SECTION 9 Road,Mix sc-800
I
187+70 bk.; 0+00 ahd.
SECTION 6 Plant Mix cs11-1
I I
100+00
SECTION 10 Plant Mix SC-800
I I I
2ob+oo
SECTION 2
' 1 Plant
1Mix MC,3000
I
1od+oo
SECTION 3 SECTION 4 Plan
50+0
SECTION 7 SECTION 8 Plant Mix MC-3000
I ! ' Roa? Mix ~C-800
1 so'+oo '
-cl )> G) rn
w 00
\ J
( \_
Test Section Layout
A-34 ,----------------------------- ---------
Plant Mix SECTION 111 SECTION 12
Plapt Mix , ' ' ' ' ' I
150+00 I '
HFMS-2 I 200+00 AC-5
SECTION 13 SECTION 14 l Plant Mix MC-3000 Plant Mix SC-800
- ------ -------------------------1--------- ------ ------- ' ! j ! I l I ! I
I 250+00 300+00
------ I .... ·- ------------.-.!.
\ )
" )> G> .,, w <.O
' ' I .
\ i
' MIX, l(PE AND CLASS•
i ' 1.NTE::Nni:::o USi:i ..
PAGE 41 IOWA DEPARTMEN OF TRANSPORTATION
OFFICE C!I Mt1TERit1LS 1•\SPHtr! .. T CONC!.T:TE MIX ])[SIGN
LAB LUCATlON AMES
lYF'L D CL.(·,ss J L.i"d'I NO .• l1BD1 .... l.<JO
! ' .·'IZE ~':)/ 4 II SPEC .. f.IU. DAlE RLPURTED 9/15/81 I .
I' ' COUNTY o.:;·c 1: OL.r"1 i F'hC:1 . .JFCT ~6? < 3 'i ·-·····~5·1 .... 7:?
CONTRhCTOR RUHLIN
Pi'ULJ •. :..CiC::·1,jTiJN
1AGG,. ::~ .·1uh:ci:::s ~3/.;} 11 UF'.t·1t.)FL F'Et, r::;1:;,:1, 1)1":L
,JCJD Mi F!Jl':i·1UL1:\ (1!<1.!l':EC'i1''1 IE
t1SHTUi·I PIT FLOYD F: I t)EF:
l'l':OPOl<:TJONS:
,JOB MI/ 1'0Vi1U/(:, 't .. ~ i / ~.:.'. ' ·t !I ·.'./.4 II
I (-) (-)
i /) 11
('\" "l'Q
'/
NIJ.4 64
FM .... 1::.~ ( "l) ·······'.5~:>· .. ·7:?
DSCECIL(i CD. ; s· (1 j">.! D ()( Gr:: {1l)1;:: L
U~:~'.;:; P1f1T ·1 .... 4B?1
COMBINED GRADATION N0.16 N0.30 N0.50
~·::'fl :.:.~ ~'.> ·} '.~.~
1;·· .. .>
/:1SPH/:1L f snt:i, ;·~F (:,i-..J'!I (·1PF'F~U :·:li''it"1TF 1.)JS'COSI"f\( .·1...t,sr;; JTt 11'1D1:-·
KOCH 537 i'llISES N, 1::· ..
/ t·1SF·'h., Ji·· .. l l'il>'. -~Ul''/f\F:·r·· OF i ''··1h'.S'H(:·,\. 1 .. :ULCJl,..JS l""itd:;:,:;.·hiH .. i ... .'·}'"i1""d3ILJ ,· ( L.:us J"'.L.D~ .. ; () ... ()1 .;.i-/,, i)'P,.t·:;r: :u·y J)J;'.'PL.f'.:'JL.l.:.MFNT(! .. (1)J :OFi"',J:.~: :·· .dULJZ: SI·''. GI·' . CUi'J: . DF:Y t,i;i,; .. SP. C ASPH. @ 71 F :'AL(::~ SOL.:El) ~;:),,(31·~.
F{ I Cr: .... ' ., G Fi ·, VOJI>,\' · f.:; LE X l~.1,;·1 !·. {:~·1.0S(JF~F'TJf'!,-.. ! f:':1CG!·\:EC-Jt1·1··c
\.)()JJ)S lN i·i .. IF i"f ! ·lL!?{·11... tr'._,;:.!r;;Fi3(1'rL. X V.H ·,. FILLED W[fH ASPHALl' l''.f'1L.CUL.ClTFD 1,,;,'l"'H 'I '! M THI Ci<NE:ss ( ,., ::: Cl':ONS) FILL[ \<JTUi"il:'.N ru:,1 JO
5 .·. ()
n.,u ·j ... 3H i D ... H
~::;o
iH17
;:: ,. l):-54 ·i "0~?2 2.,44 , ... ,
\';) " ,;-; 2 .. 4~3 ~:> ,, a ·\ .3U i fl·' 3
<:')'.::; /, ·1) ? ,, 6 () ·• r;
A CONlENT OF 6.'iOX ASPHALf JS RECOMMENDED TO START THL JOB.
cor:·T 1•:::, (:i,\·, ~:., i'--1I>": UF;.~.'Ji.·;1,!
F"F:u .1i:::c·r.-:_., ;_. Is···r i:::o t-1l:ilJl)L L "'UiiF
F' ~ ::; Cl .. J!:J(1i·.:·r J NC:i D., .l•lf(DJ.>Ji' ;::: , .:111 u;1u1sr I. . .·'Lt11'\L!.:·'/ l·:U;; .HI C, ...!ON!.'..S
NO. 1 00 ... , !. 1' .. I
7 ·' ~) '.~; (-)
2047
::.~ ~ t:) ;3 4 ·1 "()~?2
;_~ ., 41
i , .. iB 1 a,. 1 79 .,B 1 ·j •' '.5
NO. 20<1 1::- , ~>,. Q
" , •i
1
·I ' ~j j ~
' ' '
I "
I :)
!
SIZE :;:;!"
COUNTY osc1:0L1'1
CONTRAClOR ROHLfN
I' rrn.J' LDC1Yr; • .. 11·1
PAGE 42
lOklil 1.iLl''(rl'(fi'il'.::N' DF ·TFU'1NSPOl:(ff'1TION ur FICE u:: h;:'1T[F;:It1LS
ASPftALT CONCFLf[ MIX Dl:':SIGN LAB LOCATION AMES
SPEC. i-IU.
1'1SHTON PIT
LAB NO. ABD1-13i
DATE REPORTED 9/15/81 .S' N ···· ~.;~ "? ( :.~> ) ........ '.5 1 .... "l ~,:~
F'!(DJECT ~·6'i' ( :'> l ··· ··~;1 .. 7;:?, Ff·'i· .. ·72 ( .l) ....... '.::;5 .... ·l:?
DSCEOLP1 CU •
............. ,.,_ ........ , ···-·····-······-···········-· .. ·-·-········---·-·-"··-·-···················"'''""'''"''''''''''""'""-"''""''"---····-·----..JOB MI>: 1:: Uh'.MU/.J\
'l ""· 1 /;,:.'.JI ., II ·./ .. :'.}II
1()0 i / ,.~ !!
I ,; ..
10LER~~1 DE: '8/100 ·15 BLU~ MARSftALL DENSITY
:J .. iH 11 NU ... '+ N(J.,D ?O 6~i ~:)<;>
.....
n:~:l'"H:':' ; suu;:..,,;[ (1HD t1F'Pl!O:>< :r i\f'1TE \) T scos I TY r:·Lf:1ST ,,··1Tr INDEX
t1sr:·1-1. :rN >·1···>:: i'IUMHi.:.: l'IF ;;,:H:.:.~'11(11 I .. BL.DIAS •:f'll'~SH(:if .. J. S, <rf .. Il" LBS, r LD•·J ), 01 l1L
P.GR. BY n•~PLALFMENT<LAD DENS. .:::UL!'\ ·:·r· ,, cm,•, COh;i" \)!'(( l1GC" <.·1::·.. 01\ .. ris·r:·H m ,;- ;.i r 1 •• P1L.C ... ::'DLIL T ,Ci!·':. '.~; \,J C1 J ;:•. ·,.' -· ('· r~i i .. C ., rucr:: :cF'. DI·;. ~~ t,..r C1 I r ·1 ·:;· .... h: :;: C.. L. '"~ lAJi~)TFi:: fiH:::·; '~'Pl] (1!·~ (1i...i13F'.t::C·Jt·1TF. .; l.J!IT,.o,' J.N IHL h;;!FIU'iL '""·IU::Glili:::
;.; <..! ... IL1·L F''ll 1.FD 1°.J:i.TH (1SPHt1LT 1..J1LLU' .YfE:O i'.:.T'H .. 1 ;LM THli;J:.:~-IL5'S(i1JCl'WNSl i":l:LLLh/BITUiil::1; r;J1 I JU
CDMBINFD MO. i 6
4·:>
GI'~;>, I)(:, TI ON N0.30 NIL'.'\()
;:>(i 14
'.,·:. ·' ;.:.~? KOCH - 572 POISES '') ,;.,
'.5.,('l 6,,() '.::; 0 ~:> (i :?(-)'"?'.? '..'li.)i~.3
fJ H
1 ,. 02:.:? 'i •. o;.~~2 2.,4f~ :?.,45 9,.(-) 6~(";)
'.,? ·' lf fj '.,:.~ ~ 4 ~-~ B ., (_r' '.:> .. 7 ·1 "~:~.:;~ i; ,, 3 ,'.,;! 1B .. 7 11'1.H ~:} ·t ·' .s (:1 .:) ;, <:~
6., 6 D., '.?
(1 CCI•! ;rNT OF "'" f'';}; ('ISl'lltil.T rs r;:1::C!lMMLNJ1F)) TD STM~T THF .JOB,
COl"'II ,;: t1SF:H ... j'·,t:r l"i[,\" J:i,i·J
i::·1;:, ·:·els L .. LS r: I) 1.YfliJl)E ..J .• ::11.IMI' I'' SCH\,!(,,., I ::: NC~
D .. ·tJh'..OISUi°'! h: .. ;.·i'IEIJ)1l:ST L. ., :"1.::t1Fi'.I ... : "/ F:t.;l··ii :t.N C.. .IONES
ND.100 B. ·1
7,()
'.\O 1?07 f:~
::.: ·' ;?9 2.64\
2 '· ~'56 :LI i ":3:,:: l 9" 4 73 JI
9 .,B
N0.200
3
Fohl in C. Jones
llH\,\ DU'ARlil\f::-:1 Of lRANSf'ORTAl!ON HIGHW·\Y DIVISION
IMJ\ rERI ," H' PAfHM~NT 1
ASPHALT cor 'CRETE MIX DESIGN AMES L\BORATORY
PAGE 43 Asph. Mix Design Projects Listed Below J. Bump P. Schwarting D. Jordison R. Shelquist
.... size._.3/:±''. _____ ~;b. ~:~1li£1-:=.,;1~5L7._ ___ _
lnlended Use : _ __:S:..C::..-_8 O O Co 1 d Mix ------ Spec • No. ---------.Dale Re ported __ 9.:../_2_8-'-/_8_1 __ _ SN-29(3)--51-72
county : ___ O"'§_c::_eo la,,_ ____ Pro i . No. _ _,S,,.'M"'.,_,;,6'-'9'--'-( "'3.;_)_-_-_5=1_-_,7..:2=---· contraclor __ ._,R"'o"h"'l"'i"'· "'n~------FM-72 ( 7) --55-72
Proj. Location: ________________ _
Agg. Sources: 3/4" _<;:;ravel -: .... ..£8--98-42 Osceola .-"c"'o'-'.--------------'-----
Job Mix formula Aggregate Proportions: __ ,, __ 1.00o/LAAT 1-5_';.?_l __________ -····---·-----
JOB MIX FORMULA COMOl!llEO GRADATION . 1 v.·, 1 " 3/4" \fz" .• 3/8" U4 U8 ff16 #30 #50 HTOO H200
100 95 87 71 58 45 29 14 8.2 6.5 Tolerance
-· Asphalt Source and Approximate Viscosity Algona --------% Asph. tn Mix
___ =J 5.0 6.0
Number of Ma:rshall blows 50 50
Marshall Stability· Lbs. 2242 2300 ----------·-
Flow· 0.01 In. 8 9
Sp. Gr. By Oi~p!acem(>nt (Lab Dens,) 2.26 2. 27 "--· ··--------
Bulk Sp. Gr. Comb. Dry Agg. 2.634 2.634 1--~-----
Sp. Cr, Asph. @• 77 f . 0.9744 0.9744 ._.... Cale. Solid Sp. Cr. 2.43 2.39 ~
% Voids - Cale 6.9 5.0 -----··---···--·--··---·· ... ···-·---------- Mixing Temp. 180° I;i.
Ri<:e Sp, Gr, Cure - 16 hrs. @ 140° F. --···-----·-------··- ·-··------- Molding Temp. 140° F.
% Vnids - Rice Testing Temp. 77° F. --------·-·---· -·---··--·--
% Water Absorption ~Aggregate -- --------- -·· ""
% Voids in the Mineral AggrC'gate 18. 5 19.0 ..
~,.;. v M.A. Filled with Asphalt 62.7 73.6
Calculated Asph. Film Thick..lwss (Microns) 7.8 9.4
A content of 5.50% SC-800 is recommended .-~!'.\?.art tl).e, job. ?- •.. .> ~/?' ~ SIGNED: .. ~ • --... ·;, .. ~ ( .... ~
!TESnNG ENG!Nf~Rl · ·
Form 9!>6 1. 7[) Rohlin Constr.
c. Jones
PAGE 44 Asph. Mix Design 11i1\'\ DIPARTMI: 1 ell TRANSl'ClRTAT!oN Projects Listed Below
UIGlfW ,y OIVISION (M/\,T! fll/• cJ! PARtMfN1 I J. Bump
ASPHALT cm CRETE MIX DESIGN AMES U\BORATORY
P. Schwarting D. Jordison R. Shelquist L. zearley
Mix, Typl.' and Cl,1ss: . __ ':fype B ~.1:<3..f?.1? ..... ?.--··---··-- _____ Size __ l/_2_'.' ____ Lab. No. ABDl-159
Intended Use: SC-800 Cold Mix 9/28/81 ·----~~~~ Sµ,ec. t-{e -~~------ Date Re p:>rted'--------SN-29 (:;1--::il-=
Osceola . ~-69 (3)--51-72 Rohlin --------- Pro1. No. -~~--~-~--- Contractor-------------
~FM- 72 ( /) --55-12 County
Proj. Location: _______ _
Agg. Sources: 1/2" Gravel 28-98-42 ----------Osceola co.
----· -~---------------····· ··-------·- --·-------------------------Job Mtx Formula Aggrcgat!." Proportions: _______ l:.:c .. :.:.: .. :Ac:A:.:::T_-_:5:_9::2: __________________________________________ _
JOB MIX FORMULA· COMBINED GRADATION , 'Ii" l" 3 / 4" 'Ii''·· 3/8" #4 #8 #16 #30 #50 #100 #200
100 98 90 69 56 42 26 14 8.7 7. :
Tol!."rance
Asphalt Source and Algona - SC-800 Approximate Viscosity ------ ·-
% A~ph. fn Mi,,_ 5.0 6.0 f-------·· --
Number of Marshall blows 50 50 f--·----·----·------- ... ··-·-·--
Marshall Stability· Lbs. 1940 1960 ---·------------·-----·-----·---- --
Flow - 0.0·1 In. 8 10 -----
Sp. Gr. By OispJ.1ce;nent (Lab Dens.) 2.24 2. 25 ----------
Bulk Sp, Gr. Comb. Dry Agg. 2. 641 2. 641 --------
Sp. Gr. Asph. r~ 77 F. 0.9744 0.9744
Cale.. Solid Sµ. Gr. 2.43 2.40 ----·--
'~ Voids - Cale. 7. 9 6. 1 --·--------
Rice Sp. Gr. Mixing Temp. 180° F.
--· _· --------~ cure - 16 Hrs. 140° F.
% Voids - Rice Molding Temp. 140° F.
-------·-··-·-.. -·--- __ .... ___ ,,. ____ ···---·-- Testing Tenp. 77° F. % Water Absorption -Aggregate -- --% V~ids in the Mineral Aggregate 19.4 19.9
-% V M.A. filled with Asphalt 59.2 69.6 ---- ·-
Calculated Asph, Film Thickness (Microns) 7. 6 9.2
A content of 5.25% SC-800 is recorrunended ;9:)31~ th~~ ,,:-:;;;:::::;:::::> SIGNED: ,,/ .. ··"'-'·""'"-----;r C... £..~~
!TESTING ENG!NEERI
Form 9f>li 1-75
Mix, lype and ct.1s~: __ rl~YJ?_~. -~
PAGE 45 IOWA DLPAR1MU:f OF lRANSf'ORfAT!ON
HIGHW \y OlVlSlON (MATEHIA·:, O~PAAfMfNfl
ASPl!ALT COt'CRETE MIX DESIGN AMES LABORATORY
Asph. Mix Design SN-29(3)--51-72
-81"l-69 (3) --51-72 FM-72(7)--55-72; Osceola ,J. Bump, Schwarting D. Jordison, R. Shelquist L. Zearley, Rohlin
_,_l .. ..ca_ . .cs .. c8.-'2'--· . ____ Size_. 3/ 4" Lab. No. ABDl-156
lnternled Use: MC-3000 Cold Mix ·--- Spet·. No. ------ Dale Re port•d __ 9_-_2_8_-_-_:;:8.:;;lc__ SN-29(3)--51-72
County _ Osceola _____ Pro;. No.J3_N-:-69 (3) --51-72 FM-72(7)--55-72
_ Contractor __ R_o_h_l_i_n _______ _
Proj. locution: ______ .
Agg. Sources: ___ 3~/_4_''. Gra_ve:I,_ - 28-98-42 Osceola Co.
-----·----
---·-'"·.,-------·-·· -----·-----····---- - - -·· ··-
JOB MIX FORMULA -COMBINFD GRADATION -- -·----·---' 1 v~" 1" 314" '11''·· 3/8" 114 118 1116 1130 I/SO 11100 #200 ---·-·
100 95 87 71 58 45 29 14 8.2 0 •. 5 . ··----
Tolerance
Asphalt Source and Algona MC-3000 93.7"/o Residue Approximate Viscosity ·----
% A~ph, In Mix 5.0 6.0 ~· .. - .. ,.----
Number of M.:ushall blows 50 50 -----·--·--·-···-. -·
Marshall Stability - lbs. 2955 3450 ..
Flow· 0.01 In. 13 17
Sp. Gr. By Displacement {lab Dens.) 2.10 2.14 !----··--~-·----·-----:---
Bulk :.;p. Gr. Comb, Ory Agg. 2.634 2.634 -------·-·--·----...
Sp. Gr. Asph. i:o 77 F. 1.020 1.020 ~ .. -------------·-
CJlc. Solid Sp. Gr. 2.44 2.41 -·
% Voids - Cale. 14.0 11.0 -··----·---·-· . --·------ Mixing temp. 180°F.
Rice ~p. Gr. Clire-16 hrs_ @ 140°F. .. -----··---·---- Molding Temp. 140°F .
% Voids - Ric€' Testing Temp. 77°F. ·---·-------·-·- -------, . ··-
% Waler Absorption -Aggregate -- ---... _ -·-·-------·-·- -------
% Voids in the Mineral AggregJ.t(.' 24. 3 23.6 -
% V M.A. Fillt>d with Asphalt 42.4 53.3 --·- ·-
Calculated Asph. Film Thick .. ness (Microns) 7 Q 9 4
A Content of 5.5"/o MC-3000 is re comme nrl '"tL.l;;o --sl: a r~, +:he • ...;i o:P~-::::;:::::> SIGNED:'}_? -----..__/',.;:;..>"' G p.-. ..:.,~
rTESTl'NG ENGINfER1
Fo,rrn 9!,,-, , -75
Rohlin Constr. Co. c. Jones
PAGE 46 Asph. Mix Design IOW'\ IH!'.·\Rll.\!' ! or lRANSPllR!AllON Projects listed below
HIGHW •Y OIVISION tMA1rniti1 ,.,(PARJMFN11 J. Bump
ASPHALT COt CRETE MIX DESIGN AMES Lt\BORATORY
P. Schwarting D. Jordison R. Shelquist L. zearley
_____ Size_l/'.2.'_' ___ · _Lab.No. ABD1-.el~5'-'8"------
MC-3000 cold Mix 9/28/81 Intended Use:__________ --------Spec .No. -------Date Re{X)rted--------
County Osceola SN-29 (3)--51-72
Proj, No._.:.~-69 (3) --51-72 FM-72(7)--55-72
Contractor __ R_o_h_l~i_n _______ _
Proj. Local ion: ________ _
Agg. sources: __ li.2" Gravel - .. Z.8-98-4_? Osc_e_o_l_a_C_o_. ____________________ _
Job Mix Formula Aggregate Pro port ions: _. __ c::cc:._:c_Lo-'AA=:::T_,l,-.. _5::..=,9:::2: __ . _______ ·------·-·-----·---------
)08 MIX FORMULA· COMBINED GFADATION
1 \'i" 1" 314" %' '·• 3/8" 114 118 1116 1130 1150 11100 11200
100 98 90 69 56 42 26 14 8.7 7.3 ·-Tolerance
'
Asphalt Source and Algona - MC-3000 Approx'1ma1e Vi SCOS'ity
% Asph. fn Mix 5.0 6.0 '
,,, ___ , Number of Marshall blows 50 50
·--··--·---- --·--~-
Mar:;hall Stability· Lb$. 3180 3480 - --
Flow-0.01 In. 10 14 ------
2.10 ,·
2. 11 Sp. Gr. By Oisp!.icement (lclb DE.>ns.) -· --·--
Bulk Sp, Gr. Comb. Dry Agg. 2.641 2.641 --
Sp, Gr. Asph. E~ 77 f. l. 020 1. 020 -·-·--
Cale. Solid Sp. Gr. 2. 45 2.41
% Voids - Cale. 14.2 12. 5 . ·-
Rice :Jp. Gr. Mixing Temp. 180° F. Cure - 16 Hr. @ 140° F. --
% Voids - Rire Molding Temp. 140° F.
f-------··-·· .. ---"-·"-----··-- .. ·-·· -·· ' - ·---·-··-·--- Testing Temp. 77° F. "lo Water Abs()rplion ~Aggregate -- --
r % V~ids in the ~~ncra~-Aggrega-t~-- l 24.5 24.9
% V .+rt.A. Filled with Asphalt 42. l 49.8
Calculated Asph. Film Thick..ness (Microns) 7.6 9.2
A Content of 5.25% MC-3000 is
Form 956 1-75
PAGE 47 l\Sph. Mix Design SN-29(3)--51-72
10\liA Df:PARTM[~1l Of TRANSPORfATION HIGHW·\V DIVISION -&N"-69 (3)--51-72·
tMATERIA: ;;neA~TM<NT> FM- 72 (7)--55-72, Osceola ASPHALT C0~1CRETE MIX DESIGN J. Bump, schwart.ing
AMES L·\BORATORY D. Jordison, R. Shelquist L. zearley, Rohlin
Mix, Type and CIJSS: __Type_J3 ___ c:_l_~§S 2 · 3/4'' ABDl-160 .. ··----Size _______ Lab. No.-'="'-----------
Intended Use: HFMS-2 Cold Mi<!;,______ Spec. No.=-------- o.ie le ported 9-28-81 SN-29(3)--51-72 --'"--"--"--"'-"'----
County Osceola rroj. No._§_N-69 (3)--51-72 FM-72(7)--55-72
Contractor Roh 1 in
Proj. location:
Agg. Sources: 3/4" Gravel. - 28-98-42 Osceola Co. .~~~-~-~~-~~--------------------
JOU MIX FORMULA -COMBINED GRADATION
1%" 1" 314" Yi''·· 3/8" U4 #8 #16 "30 #50 HIOO #200
100 95 87 71 58 45 29 14 8.2 6.5 -·
Tolerance
Asphalt Sour'ce and Algona HFMS-2 (65. 6% Residue) Approximate Viscosity -------·-
~~~~~Emulsion in Mix 5_5 6.5 ·--------
Nuinbt>r of Marshall blows 50 50 __ . ._ __ .
Marshall Stability ·Lbs. 2175 2470
Flow· 0.01 In. 12 11 -·--------·
Sp, Gr. By Displacement (lab Dens.) 2.07 2.08
Bulk Sp, Gr. Comb. Dry Agg, 2.634 2.634 --···-----·
Sp. Gr. Asph. ~ 77 f, 1.020 1.020 -··---··-
Cale. Solid Sp. ~r. 2.42 2. 3 9 .. --
% Voids - Cale. 14.6 12.9 -,---·-· ------------- 5. 5% water added to agg. before mixing
Rice Sp, Gr. Mixing temp. 130°F. '-ured 16 hrs. @ 130°F.
% Voids - Rice Molding temp. 130°F. •··----·--·--··------ resting temp. 77°F.
% V1ater Absorption -Aggregate -- ---------·----·-
% Voids in the Mineral Aggregate 25.7 26.2
% \.' }l...A. Filh~d with Asphalt 43.4 50.7 ---- -· Calculated Asph. Film Thickness (Microns)
" G 10.3 A content of 7.0 HFMS-2 emulsion
fo.rm 95;; 1·75
PAGE 48 10\'vA DfPARTMEt:J OF TRANSPORTATION
HIGttWr\y DIVISION PvlATfRlll.• (lfPARTM!:N11
ASPMALT C01•Cl1ETE MIX DESIGN AMES L\BORATORY
Asph. Mix Design SN-29(3)--51-72
....&N"-69(3)--51-72 FM-72(7)--55-72~ Osceola J. Bump Schwarting, D. Jordison R. soelquist, L. zearley Rohl in
Mix, Type and Class:__1Jp~ __ B . .. ~.-i_?~_.§_) ______ ______ Size ___ l/~_" ___ Lab. No. ABDl-163
Intended Use:-'H'-"F"-• ..,M,,,S,_-~2~~C~o,_l=-d=-.=-M,_,i"'· x,_,_ ______ ~ Spec . No.--------- D•te Re ported 9- 2 8- 8 l SN-29(3)--51-72
Count~ Osceola r - N -~~=~------ to). o. S_'-N~--6_9_(,_3~),_-__ -_5_1_-_7_2 ____ conlractor Rohl in FM-72(7)--55-72
Proj. Location: __ _
Agg. Sources: l_/2" gravel_ - 28- 98-4 2 Osceo_l_a_c"--o_. ________________ _
Job Mix Formula Ai;gregate Proportions: __ . 100% AA'rl-592 -----·-----------------
JOB MIX FORMULA • C'OMBINED GRADATION
l '!z" 1" 314" Yl"·• 318" 114 #8 1116 1130 #50 #100 #200
100 98 90 69 56 42 26 14 8.7 7.3
Tolerance
Asphalt Source and Approximate Viscosity Algona - HFMS-2 (65. 6% residue)
% Total Emulsion---rn Mix :i@IMMliJfill/M*I: 5.5 6. 50
-------·-Number of Marshall blows 50 50
------··--·-··"
Mat!:>hall Stability - Lbs. 2060 2362 f-- - --
Flow· 0.01 In. 11 11 --
Sp. Gr. Sy Oi~placement (lab Dens.) 2.04 2.09 ----·--·--~---
Bulk Sp. Gr. Comb. Ory Agg. 2.641 2.641 -- --
Sp. Gr. Asph.@ 77 F. 1.020 1.020
CJ! c. Solid Sp. Gr. 2.43 2.39
% Voids - Cale. 16.0 12.7 -- -- 5.5% water added to Agg. before
R'1cr. ~;p. Gr. mixing -- -- Mixing 130°F Temp. % Voids· Rice cured 16 hrs. @ 130°F
-·-· -------- ·····- --·- ·--·-· Molding temp. 130°F % Water Absorption ~Aggregate 'J:~sting Temp. 77°F --
..
% Voids in the Mineral Aggregate 27.0 26.0 -- - - --
% v .M.A. Filled with A$phalt 40.7 51.2
Calculated Asph. Film Thickness (Microns) p /[ in.a A content of 7.0% HFMS-2 emulsion 1s recommen_cl~sl to start the job. ___.-:-.: ... = ~ _..,:::::-.:.:.:._,,._ __ , _,,,..-?'" ~
SIGNED:~- -_,· C..-~ 11rsn\<:;1 tl\ll:;1NEfA1 -..
Form 951> 1-75
PAGE 49 l\JWI\ OD'ARJMU<f Of TRANSPORTATION
HIGllW-W DIVISION (MATFfllfl.: ·., ~H PARTMENT)
ASPHALT cor CRETE MIX DESIGN AMES L,\BORATORV
Asph. Mix Design SN-29(3)--51-72 ~69(3)--51-72 FM-72(7)--55-72, Osceola J. Bump, Schwarting D. Jordison, R. Shelquist L. zearley, Rohlin
Mix, Type and Class: -~-yf)e _!3 _____ S'.~-~'3-~~ ____ Size ___ _:J_.'.'.'. 4 ·~--Lab. No. _A_B_D_l_-_1_6_1 _____ _
Intended Use: ---=Cc=S:.::S:__-_::l:__..::C::o:..'.l::d:_ Mix 9 2 8 81 ··-------SN-29 (3) 5~".:'5~<:;.,--.-,-------D•le ftepcrted - -
Count Y --"O..:s:..:c:..:e::.o=l-=a ______ Pro; . No. ____§> N - 6 9 ( 3 ) - - 51- 7 2 FM 72(7)--55-72
Contractor Roh 1 in
Proj. Location: ____ _
3/4'' Gravel - 28-98-42 Agg. Sources: __ ___: osceola Co.
Job Mix Formula Aggregate Proportions: __ . ___ l_O_:_O<;.::Yo AA'l11-59_1 ____ _
)OD MIX FORMULA COMBINED GRADATION -11/1" 1" 314" %''·• 3/8'' U4 #8 U16 U30
100 95 87 71 58 45 29
Tolerance
.
------------
#50 #100 #200
14 8.2 6" 5
Asphalt Source and Algona - css-1 (67. 3% Residue) Approximate Viscosity
~ToU'i"l-Bmu L sYoTi J:nJl'fiX-5~5 6.5
XJl!J<WDi!l{Ml-!i ---------·---
Number of Marshall blows 50 50
---
Marshall Stability· lbs. 2320 2825 --------
flow. 0.01 In, 16 15
Sp, Gr. By Displacement (lab Dens.) 2.03 2.07 ---
Bulk Sp. Gr. Comb. Ory Agg, 2.634 2.634 ....__ ___
Sp. Gr. Asph. 9 77 F. 1.020 1.020 -- - --
Cale. Solid Sµ. Gr. 2 .42 2. 3 9
% Voids - Cale. 16.2 13.3 5.5% water added to agg. before test in
Rice Sp. Gr. mixing Temp. 130°F. - -- Cured 16 hrs. @ l30°F.
% Voids • Ric(' Molding Temp. 130°F. ------ ---~----- Testing temp. 77°F.
% WJter Absorption ~Aggreg.lt~ -- --
% Voids in the Mineral Aggrt>gate 27.2 26.5 ---
% V M.A. fill(.ld with Asphalt 40.3 49. 7
Calculated Asph. film Thic~less (Microns) 8.6 10.3 A content of 7 .. o~':} CSS-1 emulsion is re commended to sta t the oh.
Form 9M.> 1.75
PAGE 50 IOWA D[PARTMf~.11 OF TRANSl'ORTATtON
HIGHW'\Y DIVISION (MATfRl/l Ul-PARTMFNl I
ASPHALT COtJCRETE MIX DESIGN AMES LABORATORY
Asph. Mix Design SN-29(3)--51-72
-sr:r::-69(3)--51-72 FM-72(7)--55-72, Osceola J. Bump, Schwarting D. Jordison, R. Shelquist L. zearley, Rohlin
Mix, Type and Class: _.'.f:Y£C. _B ___ <;:1"-l5~-·- .. ·---size _J_L2.'~--- lab. No. --1illl2J-~-~1~6~2~-----
lntende1 us~SS-1 Cold Mix 9-28-81 -------- Spec. No.=-------- Date Re Ported _______ _ SN-29(3)--51-72 S,.:N:_-_6,::..::.9-;(_,,3,+)_-_-_5::..-=l_-_,,7.;2c_ ___ Contractor __ R_o_h_l_i_n ______ _ FM-72(7)--55-72
county , ---'O'-s"-c-'--'e-'o-'l~a"-·--- rroj. No.
Proj. Location: _________ ---------------------------------
Agg. Sources: 1/2" gravel - 28-98-42 Osceola Co. ·------------·---------------------- -·-----------
Job Mix Formula Aggregate Propan\ons: ____ l_0'-0% AA'rl-592
JOU MIX FORMULA· COMBINED GRADATION
1%" 1 " 3/4" %"·· 3 /8" U4 #8 #1& #30 HSO #100 #200
100 98 90 69 56 42 26 14 8.7 7.3
Tolerance
Asph.11t Source and Algona css-1 (67. 3% Residue) Approximate Viscosity -
-- -% Asph. tn Mix 5.5 6.5
--------·-------Nur.1ber of Marshall blows 50 50
- --·-·. ··------~"-
Marshall Stability· lbs. 2190 2392 -· ----·- --
Ftow. 0.01 lri. 17 22
Sp. Gr. By Dis!>lacement (lab Dens.) 2.03 2.03
Bulk Sp. Gr. Comb. Dry Agg, 2.641 2.641 -----
Sp. Gr. Asph. «~ 77 F. 1.020 1.020
Calr. Solid Sp, Gr. 2.43 2. 3 9 -
% Voids - Cale. 16.4 15.2 5.5% water added to agg. before mixing
Rice Sp. Gr. Mix in~- Temp .. l30°F. - Cured 16 hrs. @ 130° F. % Voids· Ri(e Molding Temp • 130°F. -------·· .. --·--·--·-· - . --·--"- ···--" .. _ % Water Absorption ·Aggrcga!e
Testing rremp .. 77°F. -- ---
·----···----·-~----
% Voids in the Min~tal Aggn•µ,ate 27.4 28.l --
% V M.A. Filled with Asphalt 40.0 46.0
Calculated Asph. Film ihicl<Ir•ss (Microns) 8 Ll 10.0 A content of 7.0% CSS-.L emu.Ls 1.on 1S recommenaea to start tne JOO. ,_,. __
Mix, Type and Cl.a~s; _ _Typ§! B
PAGE 51 IOWA D£PA~1MfrJT or TRANSPORTATION
HIGHW W DIVISION (MATf:RI/".:, l)f.PARTMENTl
ASPHALT cm,CRETE MIX DESIGN AMES L\BORATORY
Asph. Mix Design SN-29(3)--51-72 ~69 (3)--51-72 FM-72(7)--55-72; Osceola J, Bump, Schwarting
Class 2 ··---Size
R. Shelquist, D. Jordison
314.,L. zearley, Rohlin
____ Lab. No. ABDl-1658
Intended Use: cold-Mix ·-----=~~~ S N 9-28-81 SN-29 (3) _£"sl-"J_,-------- D•le Reported'--------
county : __ _,0,,_s=c:::e:::Oc:.cl;;.a:::_ __ _
Proj. Location:_
Proj. No.SN-:-69(3)--51-72 FM 72(7)--55-72
Contractor Rohl in
Agg. sources: Aggregate F'rorn roadway after milling and addition of new aggregate
Job Mill. Formula Aggregate Proportions:_ 100% ABCl-293 (Contains 3 .0% Asphalt) -------- ., ------
JOB MIX FORMULA COMBINED GRADATION -1%" 1" 3/4" Yi''·• 3/8" #4 #8 #16 #30 #50 #100 #200
100 94 86 66 50 38 26 15 11 9.2
Tolerance
Asphalt Source and cssl-H Emulsion Approximate Viscosity
"'° ~ 1.•gti, 1 '.Mli.ill.aion._Acl!i.fi.d. ___ 6.5 7.2 7.9 5.0 6.0 7.0
Number of Mar!>hall blows 50 50 50 ---------
Marshall Stability - Lbs. 680 650 540
Flow - 0.01 !n. 21 19 19
Sp, Gr. By Displacement (lab Dens.) 2.11 2.10 2.12
Bulk Sp. Gr. Comb. Ory Agg. 2.65 2.65 2.65 --
Sp. Gr. Asph.@ 77. F. 1.02 1.02 1.02 - -
Cale. Solid 5:J. Gr. 2.39 2.37 2.34
% Voids - c:1lc. 11.8 11.3 9.6 ·--·-----·-·-----
Ril"t' Sp. Gr. ·-
% Voids - Rice ··----- ... ----·---
% Water Ab!iorption -Aggrep,ate -- -- ---·---------------··-
% Voids in lhe Mineral ~grt•gatc 25.5 26.5 26.3 L--.. - .
% V lit.A.. Filled with Asphalt 53.7 57 .1 63 .6 , ____ Calculated Asph. Film Thic~ss (Microns) 9.0 10.0 11.0
n . mixed at room tern . - Mixture cured 20 hrs. at: roe Emuls10 & Agg P Temp. and compacted at room Temp.
m ----~:.'C ·:::.::::.. ~
SIGNED:~ c7 . ·· lTfST!i<lGENGJNR1 ~
Asph. Mix Design IOWA DEP1\RTMU;r or TRANSPORTATION s 29 (3) 51 72
HIGHW \V OlVISION N- -- -
PAGE 52
(MATERlf"; o~PARTMFNll ~-69 (3) --51-72 ASPHALT (Qt,CRETE MIX DESIGN FM-72 (7)--55-72; Osceola
AMES Li\BORATORY ,J. Bump, Schwarting D. Jordison, R. Shelquist L. zearley, Rohlin
Mix, Type and Class: _'!'Yl26 . B ___ Cl_a_s_s_2 ______ ·····- Sile_.::lft_• ___ lab. No. ABD1-165A
I nd Cold-Mix . 1 nle ed Use: _ _c=.=.::=..==----------- Spec. No. oc-------D•te Reported __ 9c...-_;;;2.;:8_-_:8'-'---SN-29 (3) --5l-72
cou 01 y : -.:O:..s.:..c.:...;:e..:o..:l:..:a::.-____ .
Proj. Location: __ _
Proj. No .. SN-69 (3)--51-72 FM-72(7)--55-72
Contractor Roh 1 in
Agg. Sources: Aggregate from roadway after milling and addition of new aggregate
Job Mi< Formula Aggregate Proportions: ___ 1_0_0_% ABC_l_-_2_9_3 ___ .:..(C_o_n_t_a_i_·n_s_ 3 .0% Asphalt) .... c-::----~--- =::;~~~:;::;;;:;~~;;:;:::
JOB MIX FORMULA ·COMBINED GRADATION
l 'lz" 1 .. 314'' Yi''·· 318" •4 #8 #16 #30 •so #100 #200
100 94 86 66 50 38 26 15 11 9.2 ---
Tolerance
. Asphalt Soµrce and Approximate Viscosity MC-800 SC-800 HFMS-2 Emu ls on
.
"~,h~~Ph .• .Jn ¥.,iJ_ , 4.9 5.25 5.5 6.0 6.5 7.2
. c ". . "i s, an .or.....Rl:lh&cr k 2.5 3.0 2.5 3 . 0 5.0 6.0 Number of Marshall blows 50 50 50 50
··-----~------·~---- -·
Marshall Stability - Lbs. 680 515 650 640 540 460 -
flow· 0.01 In. 21 23 20 19 19 19 ---
Sp. Gr. By Displacement (lab Dens.) 2.02 2.08 2.06 2.07 2.14 2.15 ·-
Bulk Sp. Gr. Comb. Dry Agg. 2.65 2.65 2.65 2.65 2.65 2.65
Sp, Gt, Asph.@ 77 F. 1.00 1.00 1.00 1.00 1.02 1.02 . --
Cale. Solid Sµ. Gr. 2.45 2.44 2.43 2.41 2.39 2.37 <-- ·----
% Voids - Cale. 17.6 14.7 15.2 14.2 10.6 9.2 ... ------·---
Rice Sp. Cr, -··-----
% Voids - Rice ~-----···------- -·----·-·-----
% Water Absorption -Aggrep,ate -- -- -- -- -- ----
% Voids in the Mineral Aggregate 27.5 25.6 26.5 26.6 24.5 24.7 ·-
% V ."ti.A. Fi!l~d with Asphalt 35.9 42.6 42.7 46.7 56.8 62.6
Calculated Asph. Film Thick..ness (Micron!:i) 6.6 7.1 7.5 8.2 9.0 10.0 0 w h A . room Tern . Emu1sio n cutbacks heated to 160 F before mixing it gg @ P
& agg. ml. xcd at t.oom tern. - mixture cured 2.0 hrs~-.--"' t r~o temp and SIGNED: ,/ .. · ····:·;.::.....;- __ ~ compacted ff/ room temp. ,,.... m:N4/'G"Ndf~ -
PENETRATION/VISCOSITY TEST RESULTS
Extracted Binder From 3/4" Mixes
Asphalt Penetration
AC-5 126
MC-3000 148
SC-800 -*
HFMS-2 133
CSS-1 78
Extracted Binder from 1/2" Mixes
Asphalt Penetration
MC-3000 139
SC-800 -* HFMS-2 108
CSS-1 83
Extracted Binder from Road Mix
Asphalt Penetration
Existing Asphalt 40
MC-800 68
SC-800 145
HFMS-2 64
CSS-1 56
*To soft to test
PAGE 54
Absolute Viscosity
891
763
-*
767
1610
Absolute Viscosity
777
-*
1050
1490
Absolute Viscosity
11 ,630
2,840
682
3,640
3,860
Note: Penetration at 77°F .. 100 gms., 5 sec.
Absolute Viscosity at 140°F., 300 mm. HG(Poises)
PAGE 56
Lab Density1 Fiel9 Density2 Percent Section No·. Binder Field Voids
1 AC-5 2.39 2.26 7.4
2 MC-3000 2.22 2.07 16.6
3 HFMS-2 2.22 2.06 17. 6
4 HFMS-2 2 .11 2.09 13. 0
5 CSS-1 2.11 2.03 15.3
6 CSS-1 2.21 1.96 22.2
7 MC-3000 2.24 2.06 16.6
8 MC-800 2.00 1. 90 21.6
9 SC-800 2.03 1. 93 20.2
10 SC-800 2.29 2.09 15. 1
11 HFMS-2 2.25 2.07 18. 3
12 AC-5
13 MC-3000 2.22 2. 16 13. 6
14 SC-800 2.36 2.22 11. 3
1. Lab densities for section 4, 5, 8 and 9 by Modified Proctor.
2. Field densities for section 1 by cores.
Field densities for other section by nuclear gauge.
PRO.ll!CT FM-72(7)~55-72 "RESEARCH PROJECT NO. HR229
COUNTY ROUTE NO. A-34 .
Note: The Type B and Bituminous Mats are !:;" Gravel Mixes.
N
§ t ~ ~ ~..!: g ;!; "'
Nominal Thickness
Asphalt Content
N .... ;t ~ ....
11:;"
6.4'
0
"" + <X> ..... .... ., ... "'
" l 3/4" 1 1/8"
6.6% 5.2%
0 0
"' 0 + + M .... "' ..... N .... N N
+ "' ., 0 .. ... N ...
0 .... oJ; """' ~ ""'" "''"' "'
1 1/8"
5.3%
"' * .... M
.. ... "' "' "' ' . ; ., ...
"'
.. 0 .. ... ....o ... "' "' "'
; 6_,11~1 ' -""'9 ~ ~ --- ,~uf-1-"'•""f,}""<ct="=--'•-M_>!.u.,n .. o,·o~ " '16~- - I' b ""r ', . 0 0 + "' .,.. + M ,_, ... ~ "' 0 0 .... ;; .... ... "' . " 0 u N
"' "' ....
.. ... ti:>
.. ... «> CSS-1 Bit. Mat Removed by County
~-----1 Type B Cl. 2·AcC .Base l" Nom. Thick. (Control ·Section), . I .
Paver Laid Asphalt Sand Mix To Correct Wheel Distortion
Blade Laid Asphalt Sand Mix To Correct Wheel DistortiQn
Se<l.l Coated (,26 Gal./Sq.Yd. MC-800 & 200 of 3/8" Pea Gravel/Sq.jd.)
-0
if; ,.,, U'I 00
.....
g .... ... u ~ ... .. .. g u N
"' "' ..;
PROJECT SN-69(3)~51-72 RESEARCH PROJECT NO. llll22 9
COUNTY ROUTE NO. A-46
,,-·,~.---
11 .., .., <
Note: The Type B and Bituminous Concrete Mater'ials are 3/4 11 Gravel Mixes~
N
t 211 Bituminous Concrete Mat 2" Type B Cl. 2 Asph. Cone. Mat
(Control Section) ..----lHot Plant Mix - Paver Laid 1--,~--------,
6.6% 5.7% 5.3% 6.4% 4.7% 4.9% 6.5% 5.5% 2.9% 2.8%
-- - - ·-"' ~ " u"I 0 0 0 + M CO ..0 0
1= _ ~;"''·;''\}.~: ~~''"'d1 • " , :i~~.,,,,b-,~~L. rd llr Ac-s I ::: .. ,,MC/:"'' '~-·' ·'-··:'11"' . '' 'i-.l'\~-.:)91).Q·:,,.,.,;1~.c-:- - I r;i 1 I "' o-r J ""
101 M < 0 0 I M ~ rf<C "' I + +< + + +
-t-..a </"I 0 "° °' , .., ... - co a..a o ~ -M\O 0 o-l .... NQ'I.
M ~O ~ ~ I + .;:r . "a)
C$ ..J ,..... t 2~11 Bituminous Concrete .Mat-" c:J :=t t) .- ~ ~ (l~~' C~ld ·Milled, Mate'i"ial Mixed I · ~~
In Place with 327. Virgin Aggregate
0
~ "' .. ... "'
000 000
:t6;t N"' M
and Additional Asphalt)
00 00
6$ "' "'
tl-1•!
0 0
6 "' " ... "'
0
~ 0 ..; . " ... "'
.. .,, +
"' ..,. ... ..
. .. .. ... ~ ... .. ... Type B Cl. 2
Paver Laid Asph. 6.5% AC-5
Mat!-~~~~~'--'--~-'---'
Asph. Sand Mix Blade Laid ll:t;0 ± Mat ::::::';.,.~-~~
Seal Coated With 0.22 Cal./Sq.Yd. MC-3000 & 20# of 3/8" Pea Rock/Sq. Yd.
6 +· ·..; 0 N
" ... "'
I "" ii=; fT'I
"' '°
PAGE 61
Appendix H
Average Rut Depths
Section w.o. W. I. E.I. E.O. AVE.
1 0.11 0.11 0.13 0.07 0.10 2 0.08 0.09 0.14 0.08 0.10 3 0.07 0.10 0.11 0.08 0.09 4 0.08 0.06 0.11 0,19 0.11 5 0.06 0.06 0.06 0.07 0.06 6 0.10 0.06 0.10 0.08 0.08 7 0.08 0.08 0.09 0.05 0.07 8 0.16 0.23 0.20 0.32 0.22 9 0.16 0.19 0.12 0.16 0.16
10 0.06 0.09 0.09 0.06 0.07
11 0.08 0.15 0.14 0.09 0.11 12 0.11 0.10 0.09 0.06 0.09 13 0.10 0.13 0.16 0.12 0.12 14 0.06 0.08 0.16 0.12 0.10
w .. o. = Westbound, outside wheelpath W. I. = Westbound, inside wheelpath E •I. = Eastbound, inside wheelpath E .. O .. = Eastbound, outside wheelpath
Measurements taken 12-21-87
' /'
Gra 602 5601 214/88
100
90
10 •
60
50
10
•
•
. •
•
• • •
• •
• •
. •
• • .
• •
• •
. •
• • • • •
Section 1 2 ---3 ------4 .... 0 011
5 6 7 1111111111111
8 ,,,,,,.,,. 9 DODOO
10 000000
o-1-~----....... ~----..-~----.~--~....,,.--~---v-------s-2a-s2 11-1-ss s-20-a4 8-14-85 4-27-87 12-21-87
10
• 2
. • .
• •
Section I 11 ------13 ..... . 14
•• ..
O-+-~----...-------..-~~--..----~--.-------.
6-23-82 11-1-83 6-20-84 8-14-85 4-27-87 12-21-87 Date
Gra_ 602" 560\ 214168
100
90
80
70
60
.. 50
'f
" " 'f
40
30
20
10
... " .. ..
'f
... ...
Section 1 2 ..... ·. 7 ------
10 * * * * 11 1111111111
O-ll-~~--......-~~......-~~~,,-.~----.-~~--.--~~-
6-23-82 11-1-83 6-20-84 8-14-85 4-27-87 12-21-87 Date of Survey
2.25
0')2.00 c ·--«J a:: ]! 1.75 :I ti ::::s :... -0
1.50
1.25
• • ... ,
• • .
• • •
• •• • •
................... ~
•
Road Rater Structural Rating Results (80°/o Structural Rating)
•
• •
• • •
• Oooooooeo.,.,
• • • •
Aug. 17, 1981 -May 5, 1982 -----May 23, 1984 • .. · · · April 27, 1987 ---
/"<.., '1 ... ... ...... _ ~ .
""'-- ... ~\, 00 • • •
• • • • i\'\:\ ·· .. • • • ...-........
\' . . ~' ·. -...: ' ' . • .
• • . • • •
·,- ........ -......... , ".,
' ' . I ' •" , ' ', ·. . . /
I ' • , '/- ---... ' . / , \ ' . ; . I ' • /
/ '"' \ '\ ... ,. .... \ ', ,,' ,- ' /
/ / \ ',..., ...... ' \ \~ /,1 \ /----\\ ,,,. I °" \\ / / \ / \ \.... ...... \ ,,, \ ,,, 'V ' / ' .... \ ,.
' .... ...
1.00..-.......-~~..--~--.------.-~---r~---.------.-~~......-----.,---~r--
1 2 3 4 5 6 1 8 9 10
Section No.
Gra. 602 5601 214 88
m 1.75 c .... -ca a:
~ 1.50 ~ t) 2 -00
1.25
1.00
Road Rater Structural Rating Results (80°/o Structural Rating) Aug. 17, 1981 .......,_,.,,...,
May 5, 1982 ............. . April 27, 1987 .............. ..
··-·-·-·-·-·-·-·-·-·-·-·-·-·-·-··
....... . ... ...................................... .. ........ .. ''''''''''•e,,111
• ••• ,,,, ..
0.75-'-----,-------ir--~-,---'-----,----
11 12
---. ~. ;e ---·
(
Section No.
13 14