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CONSTRUCTION REPORT IOWA HIGHWAY RESEARCH BOARD

PROJECT HR-229

ALTERNATIVE FLEXIBLE OVERLAYS

by Paul Schwarting, P.E.

Osceola County Engineer and

Kevin Jones Office Of Materials

Iowa Department of Transporation Ames, Iowa

515/239-1382

I

------"

, I

' \

Acknowledgement

Introduction

Objective -

Project Description

Plan Preparation

Test Sections

Mix Designs

Construction

Table of Contents

Preparation for Road Mixing -Road Mixing - - -Plant Mixing and Paver Laying

Construction Testing -

Plant Mix Testing Road Mix Testing

Post .Construction Performance

Performance of Plant Mix Sections - - - -Performance of Road Mix Sections - - -

Construction Costs - -

Discussion and Summary

Plant Mixed Sections Road Mixed Sections

Appendix

·A. Contract Quantities and Special Provisfons ~ -B. Aggregate Test Reports - - -C. Test Section Layout D. Mix Design Reports -E. Asphalt Penetrations and Viscosities F. Density Test Results - - - -G. Maintenance Work and Seal Coat Construction

2

3·

3

3

5

7

8

8 10 14

15

15 16

16

16 17

18

18

18 20

22 27 31 34 47 49 51 .

I '

. ,.-. '/

ACKNOWLEDGEMENT

Research Project HR-229 was sponsored by th~ Iowa Highway Research

Board and the Iowa Department of Transportation .. ~unding for this ~roject

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 Rohl~n Construction

Company for their cooperation during the project. The Osceola County

inspe~tion personnel also deserve recognition for the extra effort put

forth on the project .

-1-

I j,

I

I I

INTRODUCTION

Many of the first paved roads in Iowa, particularly in the northwest

part of the state, were constructed by using 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.

With time, the county road departments began constructing paved

roads of 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 cracking of these pavements has become a costly maintenance

problem. One reason for the cracks is the brittle pavement behaviour

at low temperatures. As degradation occurs at the crack, a depression

forms. The result is a reduction in ridin[_g_ualiJy 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 way to do this may be to return to

a cutback or emulsified asphalt for light traffic county roads. Research

Project HR-229 has been initiated to construct several flexible bitu-

minous base sections which have the potential of resisting thermal

cracking at low temperatures and resisting rutting, shoving and bleeding

at high temperatures.

-2-

OBJECTIVE

The objective of the· project. is to. construct and evaluate several

bituminous concrete base overlays which have the potential to reduce

future maintenance and construction costs.

PROJECT DESCRIPTION

Two roadways in Osceola County were selected. for placement of the

various overlays. The projects are· a 2.6 mile section of· county road

A-34 and a 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 consist of a 3" cold

laid bituminous concrete- base over a· 6" rolled gravel base. The west

three miles of A-46 were constructed: as· Iowa. Highway Research Project

HR-18 in 1952 and consist of various b'as·es with a cold laid bituminous

concrete base weari"ng _surface. Average. daily tra.ffi'c. is: 138 to 195 vehicles

for A-34 and 135 to 219.: for A-46.

PLAN PREPARATION

The ori gi na l concept for the proj:eet i nc.l uded four bituminous

concrete overlay test sections and a control section of Typ·e. B asphalt

cement concrete overlay to be constructed orr .two separate roadways. It

was later decided to adel test sections utilizi'ng co·ld miX recycling

on A-46. Four 1/2 mi"le test sections. were added to. the project. The

additional sections were to be constructed: by removing l l/2" of. the

exisiting 3" bituminous pavement, adding new a:ggregate and bituminous

binder, and relaying the mix. ~

The construction plans· and special provisi'ons: for A·-46 were developed

to allow for alternate construction. The fi:rst a:lternative w,as seven mil'es of

bituminous overlay and the second altel'.'n:a:tive was five miles of bituminous·

-3-·

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l

31+75

z O> Cl

~

B.0.P.

-

,_; ?k!E_!'J c) . 178+40

B.O.P. 187+70.4=

0+00

OSCEOLA

~-, ~-·

COUNTY IOWA

315+46 E.O.P.

213+00.5 E.O.P.

., . ,,,. · 111 ..

R-41W

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R-40W

overlay and two miles of,cold:mi.x pavement recycling. Contractor bids

for the A-46 project,were to be submitted.on the ffrst construction

alternative only. It .was fotende.d that, if determi:ned feasi,ble,

alternative 2 wou:ld be constr:ucte;d .. Payment for all ,work in the recycled

portion of alternative 2 was to be ma,deon the basis of the contract

quantities of alt_ernative 1 ··for items in that .area, with "no ·measurement

for payment. Speci:al P't'Ovisions .and.contnact quantiti:es for both A-34

and A-46 a re in ·Appendix A.

L TEST SECTIONS

The various· bitumino.us concre:te ,bases ,_were ;1mi1xed :t:1sing the fo.l l;owi ng

six bituminous bi:nders from .Bi tumino,:Us · :Ma~erials ,:of ;A l;,gona, Iowa:

1. AC-5 g.ra.de asphalt cement. P.enetr:a·tton :of .the a.s_p,halt was to

be -a mi-n:imum of 1:40. Tbe 1AC.,..5 ·iasohaH was ·the .control section

for comparison.

2. MC-3000 .grade .cutback asp.halt .. Resi;due :from··the distillation

test of this matertal was to.be .a rnini·murn.·of 'l40 penetration.

3. MC-800 grade cutback -asphalt. The ·MC..;;800·,was added to the

project after tri.al ·mixes Mi.th some .·of .the i.ntended aggregates

indicated .adequate per.formance :could ~be ,;a:chteved with the softer

asphalt.

4. SC-800 grade liquid a.sphal.t. ·ASTM,D 2026 wa.s the.only requirement

specified for this material.

5. HFMS - 2 ani6nic :emulsified :as,phalt with a mfoimum of 5% oil

distillate. Again a minimum penetrati.o,n of 140 was soecified

· for the residue from the di-sti Hatfon test.

~ I

6. CSS - 1 cationic emulsif~!d as~~2.! with a minimum of 5% oil

distillate. The cationic emulsified asphalt was also to have a

penetration of at least 140 on the residue.

Gravel aggregate for the bituminous concrete sections, the bituminous

recycled sections, and the Type B asphalt concrete control sections was

produced by Maudlin Construction Company. Fifteen percent pea gravel from

Floyd River Sand and Gravel was added to the 3/4 11 gravel for the Type B

ace control section on A-46. All other sections were constructed using

only Maudlin gravel. See Appendix B for aggregate test reports.

On~ten test sections were constructed 22 foot wide using the \._ ..._____........ -----------

bituminous binders. Six of the ten sections were mixed at a central plant

with 3/4'' gravel aggregate and laid with a paver to a 211 nominal thickness.

The other four sections consisted of 67% milled 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 11 thick with a motor patrol.

The test sections are: ·

Section No.

2

3

4

5

6

7

8

9

10

Binder ·

AC-5

MC-3000

HFMS-2

HFMS-2

CSS-1

CSS-1

MC-3000

MC-800

SC-800

SC-800

Asohalt Added %

6.6

5.7 5.3

6.4

4.7

4.9

6.5

5.5

2.9

2.8

5 .1 4.6

-6-

Section Length Mix Type . (Ft.)

Plant Mix 5940

Plant Mix 1365 8550

Plant Mix 2440

Road Mix 2601

Road Mix 2524

Plant Mix 2905

Plant Mix 2620

Road Mix 5214

Road Mix 2556

Plant Mix 1600 1085

e5 four test sections were constructed 23 foot wide. The

sections were mixed at a'· cenfraJ pl ant with 1 /2" gravel aggregate and

laid with the full width paver: Original plans specified a nominal 3/4"

overlay'· but due to. construction pro bl ems, the thickness, had to be

increased to 1 1/8'' and·thii:ker. The·test sections are::

Section Length Section No. Binder Asphalt %' Thickness· (In.) (Ft.)

11 HFMs·.:..2 6.4 1 1/2 1520

*12 AC-5 6.4 l' 1/4' 2875

13 MC-3000 5 . .2' l· 1/8· 4570

14 SC-800 · 5 . .4 1 1 /.ff· 4876

*Constructed in 1982.due to· failure of original s,ection.

Plan layouts for the test sections ar.e schown· in Append.ix C ..

MIX DESIGNS

Fourteen mix designs were prepared for the research project. Pre­

paring trial mixes for Marshall testihg requlred some devia·tion from

standard asp ha 1t concrete mix preparation.. The .MC:-3.0nff and SC-800 mixes

with the 3/4" and 1/2" gravels. were mixed· at l80°'F. A curing time of 16

hours at a temperature o.f l 40°F was allowed before· molding the Marsha Tl

specimens. MarshaTl testing was done at ZZ0 :F ..

The 3/4" and 1/2" gravels for·mixes:.with,HF.MS'-2 and CSS-1 were wetted

to 5. 5 percent moisture· pri.or t·o mixd:ng. M.tx4=·r1g;,. curfog and· molding·

temperature for the emulsion mixes was l30°F. The· cure time before molding

specimens was 16 hour~ and the Marshall testing was done at 77°F.

Mixes for the b 1 end of milled pa;11ement. and .. new aggrega·te were miXed,

cured and compacted at room temperature.. The MC-800 and SC-800 were

heated to 160°F pri·or to mixing, whil:e the: HFMS-2 and CSS-1 emulsions were

-,]i-

,,

applied at room temperature to the aggregate blend. The mixes were allowed

to cure for 20 hours before compacting and were again tested at 77°F. The

mix design reports are in Appendix D.

CONSTRUCTION

The construction began on September 14, 1981. Rohlin Construction

Company of Estherville, Iowa was the contractor.

Preparation For Road Mixing

The contractor began construction by milling the two miles of pave­

ment on A-46. A 12 foot wide CMI Rotomill was used to remove l 1/2" of

the existing 3" bituminous pavement (Figure 2). The milling was com­

pleted 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 l :2 with the milled bituminous material.

Both a Seaman Pulverizer and a Bros Pulverizer were used to blend the

materials and to further break up the millings. Despite many passes by

the pulverizer very little reduction in maximum particle size was

realized. The asphalt content of the combined materials was 3%.

The combined material for the MC-800 and SC-800 sections was spread

across the roadway and allowed to dry. The additional drying time was

necessa~ to lower the moisture content below 2% before applying asphalt.

To tack the base, the aggregate 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 surface allowing the other side to be

cleaned and tacked.

-8-

Fiqure 2. Milling on county road A-46

-9-

Road Mixing

In the special provisions, the preferred equipment for mixing and

relaying the milled material was a traveling pug and a laydown machine.

A traveling pug was not available so an asphalt distributor and a Seaman

or Bros Pulverizer were accepted for asphalt application and mixing. The

contractor opted to use a motor patrol 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° to 740F. After cleaning and tacking

the base, the milled material was spread across the roadway the width of

the distributor bar (Figure 3). The SC-800 asphalt was heated to 170°F

prior to application. Unfortunately, the distributor wasn't capable of

deliver1ng, in one pass, the specified 2.8 percent asphalt. 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 11 balled-up 11 with the fine portion of the aggregate. The

material was again spread across the road and the remaining SC-800 was

applied in two additional passes. Blading the mix back and forth and

subsequent passes with the pulverizer did break up most of the asphalt

balls (Figure 4). As is generally the case, 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 11 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·

-10-

was split into three windrows and asphalt was added. The MC-800 asphalt

was heated to 225°F prior to appli~ation. The distributor was then able

to apply the 2.9 percent asphalt specified in one pass per windrow. The

smaller windrows could aiso be handled much easier by the patrol and

the pulverizer. ·iJe·splte 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'in·g of the MC-800.

The HFMS-2 a:nd CSS-1 etnul sions were :m:ixed i.n a sim11 ar ·manner.

Percentages of eitiulsidn required in the .mixes :were 4. 7 for the HFMS-2

and 4.9 for the ·csS"-l. Thi's requi'red stx passes .of the ·distributor ·on

each sec'tfon. The -emu~siohs caused tt;nly ·m"iJ;nor ;ba~l1i·ng in the ·mi'x. Air

temperatures duri'ng mixing and placing were between 5:2°.r .and i6:S°F. The

emulsions were hea:tea to 14o°F for applicati:on, but quickly cooled because

of the air temperature and the strong ·wi'nd. After several days the

compacted surface ·exhibited a dark 'brown color and ,pr.oduce.d dus;t a.s

traffic passed.

-11-

I I

Figure 3. First application of SC-800 to road mix

Figure 4. Mixinq windrow with a pulverizer

-12-

Figure 5. SC-800 road mix left to aerate after mixing.

Figure 6. Compaction of road mix section

-13-

Plant Mi~ing and Paver Laying

The mixes composed of 3/4" and 1/2" gravel were mixed in a con-

tinuous drum mix plant set up one-mile south of Ashton. Asphalt

temperatures and mix temperatures for the various mixes are shown

below:

Binder AsQhalt Tem2. OF Mix TemQ. OF

AC-5 250° to 305° 280° to 350°·

SC-800 210° 195° to 200°

MC-3000 230° to 250° 190° to 235°

HFMS-2 150° ·180° to 2l00

*CSS-1 150° to 175° 140° to 210°

*Mix temperature was raised above 190°F 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 binder and then moved to A-46

to place the 3/4" mix usinq the same asphalt binder. The initial problems

occurred 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 l 1/8" and l 1/2" so that it could be laid

without tearing. The problem was the same for each mix on A-34.

Another problem arose while mixing the CSS-1 material. At a mix

temperature of 140° to 150°F, poor coating of 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 increased thickness. At a 190°F mix

temperature the problems were reduced. No significant problems arose

-14-

during the resurfacing o.f A-4.6.

Initial compacti.0n was wHh. a'. v,;;bratory· steel r.oTler, followed

by a rubber-tired rolle:tt and: ffoa,1 1 rel'l ing with a static steel

roller. Generally, the roners. were· held back from· the paver to·

allow the mats to1 coo1T to l'2oP· to• l4QPF and gain stabi'lity.

CONSTRUCTION TESTING

The construction• of fourteen di"f.ferent test sectfons nece.ssi'tated

substantial additi:o:naT testing;.. Samw11:es; o:f eac:fu: mix were taken from

the roadways pri OJr to r.o Hing.. Dens;Hy1 samp;lies. for each section were

obtained from the' compacted'. mats ..

Plant Mix Testtn1

From. the· mi'x:· samples ohta.foedi,, the• asphaJt bil'lders were extracted

and tested for penetration and vis.costi:ty (s:ee· Ap.pend:ix E).. As: was

expected, the sc..:aoo was too fluid\ to. test. fo,r penetration. Tlie other

extreme wa·s the CSS-T emul s i.on ext.ra:c:ted: frGm· the 3/ 4 11 and' l/2'11 mixes.

Penetrations of #8' and 8'3 indicated: a re.lati'vely· tua·rd: asphalt oind'er,

similar to an AC-lO extractfon. Pe.ne:t:r.ations r.anging, from 108 to 148

for the other th\ree· extracte.d asphalts. were generally eoas.i stent w.i th

project expectatfons. for the P·l ant mi'xes.

The lab densi:hes, Hel'd dens:i ti es. and field voi:ds were determ:i ned

for each section a·nd are given in Ap!!Jefildix F. ·No: mini·mum density

requirements were specified for the: :b~:twmino.t1s concre·te test sections.

Four inch diameter cores were cut from. the AC-5 Type B control section

and weighed to obtain field densiHes and verHy that it was at least

94% of Marshall density as required. The bituminous concrete sections

were too soft to cut cores from so a nu.c:liear density g·auge was used to

obtain field den~ities.

-15-

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 140 penetration for the extracted 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 density rather than Marshall density. Lab densities,

field densities and field voids are given in Appendix F.

POST CONSTRUCTION PERFORMANCE

The late completion date of the paving forced the county to post­

pone the applicatidn 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.

Perform~nce of Plant Mixed Sections

It was a_pparent, shortly after construction, t~he plar.:!_t mixed

CSS-1 emulsion sections were not performing well. ·Besides having

disappointingly 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 11 mix of CSS-1 on A-34 had to

be bladed off with a motor patrol. The CSS-1 sections on A-46 experienced

the same problem, but to a much lesser extent. The other plant mixed

sections are performing satisfactorily with little noticeable difference

in appearance.

-16-

In early summer of 19.82, County. Ro.ad A-46: ,was used as a haul road

for aggregate trucks transportin,g· mate.rial to a four-mile pee paving

project. The heavy tr.ucks caus.ed. some areas of the CSS-1 emulsion

section to lose aggreg.ate from the surface. The surface of the l /2

mile CSS-1 sec ti on wa-s correcte.d by resurfacing with an asphalt sand

mix in July, 1982.

In July, 1982 1 1/4 11 of type B mh of AC-5 and 1/2 11 gravel was_

placed on A-34 where the C.SS-1 secti'on had e.arlier bee,n removed. The

resurfacing of A-46 and A-34 was completed wi'th a s_ea_;l coat surface

over the test se.ctions. One--half mi-le of the AC-5 s.ection and 1200

foot of the SC-800 p_lant mix section on A~46 w.ere left with no seal coat

to observe the effe.cts of traffi-c and weather~ Specif'ic locations of

corrective maintenance are shown in Appendix G.

Performance of Road Mixed· Sections

The two emulsion road mix sections performed better than expected ---------through the winter with only a sand seal. The sections appeared to be

very lean on asphalt, but samples from the ro.adway contained nearly 7%

asphalt. It was evident that the emulsions did little to activate the

old asphalt.

Both the SC-800 and MC-800 secttons are performing satisfactorily.

The heavy truck traffic caused no si'gnificant distres.s in either section.

The construction of the two road mix sections was completed· by applying

a seal coat in July, 1982. A 1000 foot segment of both the SC-800 and

MC-800 sections was double seal coated as an attempt at correcting

surface distortions.· These segments look very good and indicate that

a double seal might be justifiable for the surface treatment.

-17-

The two emulsion r_oad mix sections required surface patch_in~_. ·

A ~00 foot ac patch was placed on the HFMS-2 section and the entire_

one-half mile CSS-1 section was resurfaced with asphaltic concrete.

The one mile of emulsion road mix was then seal coated as originally

planned. Specific areas of maintenance are shown in Appendix G.

CONSTRUCTION COSTS

The construction .costs for all plant mix sections were similar to ~-----·-=- -·_........

the construction costs for the Type B ace overlay. 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 M.C-3000. Binder cost for AC-5 asphalt per ton of mix 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 mixing, placing and compacting the bases were the

same for each of the respective plant mixed sections. Due to the bid

procedure for the road mixed sections, no bid price cost could be ----...-.v.-.-.-..--~

developed.

DISCUSSION AND SUMMARY

The purpose of the project was to construct flexible bituminous

concrete base overlays which have the potential to reduce future main-

tenance and construction costs. The recycled portions of the project

were added as a possible alternative to overlay construction for a j

deteriorated road.

///r-1-;~t·-~;·=-~-~~~~~ ( __ ·- ----- ... --· ·- ----------~

The construction of the plant mixed sections was generally successful

using standard asphalt construction equipment and procedures. One dis­

appointment was the stripping of aggregate on the CSS-1 sections.

-18-

During trial mixing ~~l consi.der.atfon:was ~given to the compati­

bility of the aggregate and th_ebinder. Certainly, in the future,

emulsion mixes should :be thoroughly _tested to minimize the possibility

of premature failure.

Another erobleJl!;Which was -not ,.completely expected, was the necessity

to increase the .thickness of the'T/2" ,mi:x to .avoi.d tearing .the mat. --- - d ... ----

Common practice ·for p.aver laid,·hot .·mix is to ,use a maximum .aggregate size

which is no larger than 75·percent of:the:mat thi.ckness,and in many cases

much less 'than 75 .percent. 'The ·r.elati-vely low·mix-·:temperatures may: have

also contributed to the .problem.

Future performance of the pl ant-·mhed s.ections wi 11 be influenced

to some degree •by the ri si dual . asphalt .:content., -_the .asphalt penetration

and the percent ".V.Oi.ds in the compacted~1mats. :The risi;dual asphalt .con­

tents were varied for the test sections. The·~emul sio.ns, which -are

about 67 percent::asphalt, resulted in ,a ri.si.dual asphalt _content in the

mats of 4.2 percent to 4.5 percent. For the::sc;...:800 and MC-3000 sections,

as-phalt added to-the ·niixes was intentionally ·varied from 5.7 to 4.6

percent asphalt. Overall, the slow cure and medium_cure asphalts, which

contain 5 to 10 percent oil distillate, 'left a risidual asphalt content

about O. 5 to 1 . 0 'percent higher than ·the -emu ls tons. The AC-5 :sections

have an asphalt content of about 5;5 .percent.

The asphalt ·penetration and vi.scosity is -another factor which varied

for the test sections. Htgh penetration asphalts are ·desirable for their

resistance to oxidation and low temperature cracking. The result of using

high penetrati-0n asphalts is a reduced resistance to rutting and.sh~ving

during periods of high temperatures. On'thi s project, ·no _surface dis­

tortion has been .-observed on a·ny test section.

~19-

I

The third characteristic of the test sections which varied was the-

percent voids in the compacted mats. The amount of voids is directly

related to asphalt content_ of the mixes used. High voids were partially ----the result of low asphalt contents in the emulsion se~tions. High ----densities for the test sections were sacrif!~ed f~e~ono~y and ~tabili.!l__

of the pavement. To prevent premature deterioration of the pavements

from surface moisture infiltration, the surfaces were seal coated.

/_,,-RoacrMi :e~-~~ (__'----. -

The construction of the road mixed sections was somewhat disappointing.

~quipment used on th~_~as not the ~- The i.nitial prob!_~ was

how to eliminate oversize pieces of milled pavement. Passes by the pulver------- ·----------izers had only marginal success at reducing the amount of l" plus large

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.

T~!ing equipment used would be suitable for normal road~

operations. However, for this project, which involved recycled pave-~

ment and the addition of a low percentage of the binder. the equipment ---------~---------··--

was less than adequate. An improved procedure would have been to first

screen off the oversized pieces of pavement after milling. A more

effective means of mixing the materials, would be to use a traveling

pug mill or a pulverizer equipped to apply the required percentage of ~--

binder directly into the mixing chamber.

-20-

Despite the.1di ffi cult;i;es .... dui'.'img ~,constriucti:on, ·the MC-800 and sc2soo

produced a surorising)y·good·,surt'ace. The two emulsion sections,

however, appeared verY;~ean·:·onr:,.asphalt. Both emulS.ton secUons re­

mained a dark brewn color .after'.:oon~tr;:ucti on, and produced dust- as traffic

passed. The 1982>.asphalt rna~.ntenance .. .work on ·the emulsion road mixed

sections leaves· only';T300·feet,;,6ftthe'·:HFMS,..2 .and none··of theCSS-1

section for· further comparison.

Future piedormance of~_the•:·r0a'd:,;mhed';.sectfons will '.1be i r:ifl uenced

by the ,aspha lLoontent, ·aspha lt;•penE!tnaUondarid tVoi:d:.content. Another

i nfl _uenCi n.g • f actor:~0on ,,,performance its dhe .·de,gree::.ol rejuvi nation of the

old bitumen in .".tl:le::r1mi.xes. ·1n ·the ·cases<'of .:the7sc::soo rnnd MC-.800, ·it

appearect 1·that thernombi nat<iron--•of~thehheat ~ari'd 1'.the '•6i.l ,}di:sti 11 ate from

the. asp ha 1 ts did :·acti:vate .the,, 6 ld .:li>i:tumen tto .$,some ,,_extent. ~l"he. emul,..

sions hawever~ appeared to have· hadT:lttMef't~J.uvinati'ng"~Efffect.on

the old bitumen.

'.,,2l-

Appendix A

Contract nuantities and Special Provisions

-22-

Contr~ct Quantities Co'LmtY Road A-34

ITEM ................ ]_QDANr:11v[

UNIT

1 Base, Cleaning & PreparatiCm: of

2 Primer of Tack-Coat Bitomen

3 Base, Type B Class 2 Asl>hal:t Cement. Concrete ·

4 Base, Bituminous Concre'.te Cla·ss· 2

5 Asphalt-Sand Surface Ccil!irse

6 Base, Binder Bitumeil"HFMS-:2

7 Base, Binder Bitumen CSS-l

8 Base, Binder B'itumen M(.:3000

9 Base, Binder Bitlimen''S"C-.:.'1fob

10 Asphalt Cemertt

·6 .. 817 Miles

'5. 872 Gals.

577 Tons

1/1 :,-823 Ga~ ·s ..

'9},:9""66 ·Ga;fs·.,.

£7.~;:6'19 '-Ba ls .

UNIT PRICE I AMOUNT

100.00 681.70

.95 5,5.78.40

9.17 5,291.09

9 . .17; 31,003.77

30.00 4,800.QO

.90 25"'040.70

.;90 ·s ;969. 40

1.25 9,523.75

1.15 7,981.00.

2"32.00 ;l l ,600.00

$110,469.81

Contract Quantitfes Co. Rd. A-46

ITEM jquANTITY UNIT I UNIT PRICE I AMOUNT

1. Base, Cleaning & Preparation of 6.988 Miles 100.00 698.80

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 Cenient 99 Tons 232.00 22 ,968. 00

7. Base, Binder Bi tume'n HFMS-2 70,918 Gals .90 63,826.20

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 Gals 1. 15 19,768.50

Grand Total $259,086.50

filternate Construction Quantities

1. Base, Cleaning & Preparation of 4.981 Miles

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. Asphalt 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

1 o. 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

-24-

IOWA: DE·P'ARTMENT. air·. T.Rii;N:s':POR:'i'l\:Tl'.Dfl. Ames,. Iovi'a:

sp·e:¢ia:1L~'r\'5:~;V§;'i,qn$ f0"r- .

Os'ceola· c·euhtY:· P:f.t>]'e'et-s:' FM-72Tl) '-"-5 5q;( . 5N~6·9 ( l) -'--5.i;..'i:2-

May 2_:.7:,. 1.-981-

SP-3·58

THE STANDARD SPECIFICATIONS, SERfES OF 1'9'fi'f, AIRE AME!NDED. B.Y''.'THEA~dr:LOWING ADDITIONS ANii MODIFICA'I'IONS: THESE ARE SPECIAL PROV{SIONS lillb · SHAiit PREVAIL OVE~'1:1HOSE '1"UB't...tSHED IN THE S.TANDARD SPECIFICATIONS.

358. 01 GENERAL. 'rife wo'fW shai'l° consist. of. :tiiie• 'adrfs'tli'·llcticin 'of two Type ·B ·aspha 1 t ceme.> t concrete base sections and v·ar:iblis· :c·ompa:cted bi.ttim'.iitrotis· .. ctitldt:etie· 'Base· 't!Ourses as spec if ied or, the plans. Section 2203 o'f 'the stand'ai'CI Speci-ficat-i.Oi'fs.'-wi\lii,appl.y.".to .Div,isi.on 1 (Type B. Ace bus<.'!) iind Section 2204 of the Stan(fi:i)'.:''Cl:: S:£:fecificat::icihs w.i~l1i. ·appl.y to;'fii.vi~sions 2., 3, 4, and s· (vaciour; compacted bituminous c'oncrete 'hase ·c:ou-rses'·) excepe· ·WH'er.e: mod'.iil:iied -by tlieS"e specia.1 prov is .ions or other DOT cu:d.'"ent special prd'~'isio'hs~ S'!fct~io1i 'l'ltf9'o'-Ol3 a·e '.the ·standartr Spec'if.ications shcill not apply to asphal t..:sarid inix, sc...:·soo, · or primer or ta•G!k: ··adaA::.,. All o:ti. any/ ,par.t ··of the work muy be eliminated at the dis'cretion O'r the engine'e.r ,. · ·

It is intended that :some Jh"ia'el-'tradk aibstiot.t>i'C'ln:'beo"C'C)::t.t:ed't'ed:'.~y ;pl'acing. a heavy ·tack co.:it, blading a hot asphalt-sand· mix.'itfto the: a:reasj i:ili'd~'-'Ud~lliiifi·g -i~t ·tip tb six.::times. Wlth a .. rubber-tii:-.;d roller. The areas to 'he corre!'ctie'd,· mix ··aes-:i.gns-, ·aJrd.:·.·a:e51fst;J::uC-.t-.i:oh·: ·procedures willL :be determined during construction. j ·

It is proposed tliat two mflEfa d'f Project RSc'€f9(ll) -w:i.1111 'be m'i(l'led, ·mixed, and. laid cold, "·f found feasible. This work may ·be done before o"t\he:V Wo±k- i:'s s:tar.t:ed ana the.vefore need not dd,<y other work. If the al ternat:e' 'i's ·not fouhd f€a·s-ibi:e·,. ·.·a.s;·Ciet·erttii''h'ed; by".th·e· en:gi1H~·e·r, theE;e. ar.,:cs will be constructed according •to 'fhe ·original pl\3.h'•;- :howev.ei" :mi1l:l:ed' .depths other than the pt•oposed l~ inches will be considered if the· contractor aha •ertg-irreer ·e:a.n-·::te!ach agreement .on construction methods arid payment. I ·

358.02 MATERIALS.

A. Primer or Tack-Coa't. ifiL:i':i.if!ien _ · MC'-"·7'0 meeKi:rig, ·r,·equ!i.Jr.~metrt·s· ·of S·ect:ion 4138 shall' be used.

B. Division l - AC-5 me&ti'ng teqiH·rerilen"ts of "AA'SHTO'·M'-~2'26..:.7i8, Table 2., shull :be used.

c. Division 2 - Anionic h-igh-"'float •emills\i-~ied; ·a.:spha4e. 111ee'e:.tng ·rsquirements of ASTM D 977 shall be used. Residue f't'din ·the c1istiilNitiC!l1:Y'-t:<i!•s:t. :of '..tl:nis .. rmateria·l shall be a minimum 140 penetration at 77°F. ('2s0 c.) ·with lOOg .. for .:ir 's-e·cbricls •. The anionic high~·:flo<it ·. emulsified asphalt shall contain a minimliin<of'··5!j(,'·:tfil di:'st:i:l~l!ate. HF!1S-2 ~s int"-'nded, but the grade will depend o_h the ·design and: :j'0b"'n\-i\K f0':ctt\1.1,]}a· ·-aete.tminatiohs. ·

. . .. D. Division 3 - Catiohic··:·eri\ulsified asphal:'t me'&t'ing ·reqµirrements of AASHTO M 20'£1-72 shall be used. Re'sidue f-rom the 'ai's:tillation· ·:e.·e·s~t .:of ·'this· material shall be a m.'..n imllr., 140 penetration at 77° F (25°c.) ·with 1-00g.- fd··r 5,·:seconid's •. ·'The ·cationi·c ·e~:ulsi:: .• ~d a:>phil.!.t shall contain a minimum of 5% oil 'clistilrate, G-SS-1 ·is intended, but the .<Jr..ide ·,.1 i.11 depend on the design and job-mix formula determinations.

E. Division 4 - Medium curing ci!l't"'badk asphalt meeting :i;:equirements of AAS!l'rO ·:r-; ~;'2-·;::, shall be used. Residue 'fr'om the distili'a-tfon ':tes't.qjf~th±·s. material shall te a 111inimu111 140 penetration at 77°F. : ( 2 s0 c) w.i th lO'i:lg. fo'r ··5 ··se·con·ds. MC-3000 '.furni'shed in t~1"' upper haif of the viscosity· ra:nge · is intended, 'biit the g·r-·aae will· depend on the C:<.:sign and job-mix formula determinations. ·

F. Division 5 - Slow curing liquid asphal-t meeting·requirements.of ASTM D 2026 shall be used. SC-800 is intended, but the grade will -'d'ep-en'd .·on .the .deS·ign·:arid job-mix formula determinations.

.. ,\

G. ~.9..~~gatc - The aggregate incorporated in ~he Type B, Cla~s 2.asphalt cement concr••t0 (asphaltic concrete) base and the various types of bituminous concrete bases,

· incluc!ing virgin aggregate to be in mixtures for. the milled areas, shall meet require­ments of Section 4126 and Gradation No. 19, Section 4109, except Paragraph 4126.04C shall be deleted. All pit-run material passing an 8-inch screen shall be crushed and incorporntcd in the aggregate.

'r"n0 atj'J!:egate incorporated in the asphaltic-sand mix shall meet requirements of Specification 4129 and Gradation No. 22, Section 4109.

H. Final Mixture - Refer to general notes on plans.

3'i8.03 EQUIPMENT.

A. Divisions 2, 3, 4, and 5 - Article 2001.19 of the Standard Specifications shall dpp:Jy.where the material is paver laid.

358.04 CONSTRUCTION

A. Divisions 2, 3, 4, and 5 - It is intended the various bituminous concrete base courses shall-·b8.paver laid with the option to spread with motor patrols; if so approved by the cnginc~r. Articles 2203.09, 2203.10, 2203.11, 2203.13, and 2203.15 of the Standard Specifi­cations shall apply where the material is paver laid, except the second paragraph of 2203.10 shall not apply. Article 2204.07 will not apply.

1". Additional Construction Work on Project RS-69(1). The following additional construction woi:k_Ts_ intended on this project.

!·Iil:),_~ - This work shall include all labor and equipment for milling or planinq 2'i,'.J11 square yards, ll:; inch in depth, of the existing bituminous concrete bcisc on Project RS-69(1). Intended areas to be milled are from station 26+50, Division 2, to station 79+50, Division 3, and from station 133+00, Division 4, to station 186+00, Divi1;ion 5. Over 95% of this milled material must pass a 1-inch sieve; large pieces not incorporated in the mix will be loaded on county trucks.

!'l_i,:,-:i.!29 and Relayi~ - This work shall include all labor and equipment for mixing ~rnd relaying the milled bituminous concrete base. This work shall include adding <:J virgin aggregate to the milled material so that a 2~-inch lift will be re-laid by tacking the milled surface, adding asphalt to the combined mix, and re-laying and compacting the mix on the same areas. It is preferred that a traveling pug b·~ used for mixing and that a laydown machine be used for laying; however other methods producing acceptable results may be used, if acceptable to the engineer.

This additional work and the revised quantities within this area are identified on the plans '"; alternate construction. Payment for all work in this area, if constructed as intended, will be made on the basis of the contract quantities for items identified on the plans as quoted conr,;truction, wi. th no measurement for payment, as noted on the plans. This payment will be full compensation for furnishing all equipment, labor, and materials necessary to do this additional construction work within the area designated.

\

-26-

Appendi'X :.B

Aggre'gate Tes~t Reports

··-2i7-.

. I -• .1

J :i

' .. 1

CD UN TY D Sr.; l:.:.UI... r:1

DESIGN

soui:~ci;;

.I. IJi .. 1(, Dl:::r·t,r::TME N ·1 ur:· Tr::r.1NSF·or;:T {~TI ON Cl r:· F l c i:~ 0 1: M (', T [ r~ J (, I_ s

r 1.::.;r F: E i-:· (.) 1::: T ·- v I r u M I N 0 us Mr, T F IHtil._ s LAB LOCATJUN AMES

LAB NO. AAT1-532

S N ·-· 2 'J < ~'> ) PRDJ NP .. FM-72(7)

CCJNTF~AC'i' IW. 1 l=J<:<20 I 1 D61 9 1Ek.ii0

CONTRACTOR ROHLIN CONST.

UNIT OF MAl'ERIAL 3 SACKS FROM STOCKPILE ~-~I ~)00 TUN

SAMPl .. F::O DY DDB FF:;i:;:y SENDER'S NO. BF-5

DATE Sti/1F'l. .. I_·> U···· i •1 .. ··D·I "j:~: E c I 0 u .... 1 . i. -u ·i REPORTED 9-25-81.

~ .

-- -· .... .... .. . ................... ··- .............. -- ....................................................... ··- .... _ .. -- ........ - .... -·· ........ -· -· ........ ··- ........ ·-· ............ ·-· .................................... -·· .... - .... ·- ·- .... -- -- - - - ·- - - - - .... .. . ~

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TF::T TI~(~ ,. · i(: T llr 11::

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Tr: s·r F<EP:(JF~T -·· n.: .i':l:.JhU:iNDUS ·:l1i(.):;[J::>l'~:'.l~t1L.S .l.:.i~El ·L·(JC.1\:·1.lUi:l ·I1MES

MATEF~JJ.iL ~·:';/•i" Cl~USHED t1C!UF:Ec;p,Jr:

COUNT'( usci:::o1._;·,

DE:S I CiN

PRODUl:ER M~UDLIN CUNs1·.

SOURCE NE-i/4 28-9&~42 {1S-C:F:OLP1 'GO.

~NIT OF MAl-~RIAL 2 SACKS ;j.J:l I (·I.OD 1T. ..•

:.~~EJWF I~- I :S N'CJ • 7 / 3 'I - i A~[~

DATE SAMPLED 7-Ji~81 F.~Ef' CJ F~ 'PE D ? ·- 2 ~> ..... u 1 ............................. ··- .............. ··- ..................... _,,, ........ ···~- ........ ··- ··- ......................... ~ ........................ --·-·····-···-····· .................................. ··- ................................................. - --..... - .... .

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I... I Cl u I D L. :! I I J T F'L.P1S·1· IC 1... IM IT PLASTICITY l~DEX

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LAB LOCATION AMES

l...AB NO. AAl.1-592

C Ci N T F< 1::-i C l D I'< . F~ D H 1... I i,l C Cl N S T •

~OLJRCC NE-114 28-98-~2. OSCCOLA CO.

4, 000 T.

~AMPl..LD BY BOB FREY SENDER'S NO. 7/31-2

1~:FC I J) 9·-· 1-··B1 REPORTED 9-25-81 .... ,... .... . . ... .. .. . .. ... .... . . ..................... ''' ... .... .... .... .... .... .... . .. .... .... .... .... .... .... " ........... ··- .............................................. _,, .... -·· -·· -·· ........................ ··- ............ -·· - - -·· .... -- -· - ... .

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I w N I

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Test Section Layout

SECTION 1 Plant Mix AC-5

I I I I

SCHOO

15 +00

SECTION 5 Road Mix css-...,1

187+70 bk.= 0+00 ahd.

SECTION 6 Plant Mix CSS-1

A-46

SECTION 2

1 Plant /1ix MC[3000

1od+oo

SECTION 3 Plant Mix

SECTION 4

SECTION 7 SECTION 8 P

1lant Mir MC-:-3000 Roa

i

10 +00 150+00

SECTION 9 SECTION 10 Road·Mix sc,-,aoo Plant Mix sc~aoo

! I I !

2ob+oo

) I

I \

I

~-1·

",.1 . ""!'

Test Section Layout

A-34

------- ·-- --------:--·-:--·-~-----·------ ·-·--·---··-~---·-··-----------

150+00

\ ~EGTIQN 1:3 ,--------1··---- -~--- . . . .. . . . -- . ~--.,,--j Plant Mix MC-3000

I I I I

/" <" ~ .

r I \_ --- . ··-------·· I .... -·····

250+00

'SECTION 11 SECTION 12 Plant Mix Pla t Mix

HFMS-2 AC-5 200+00

--~------ ·----·

-- -~---· ·-------------·-. ---·--~ SE;CTJ:ON 14 Plant Mix sc-soo

300+00

Appendix D

Mix Design Reports

-34-

Ju: ... .\ (1 D , .. r:· nh TNE.(l OF TRt1 H SPOH Tt1 TI ON UFF JCF (JI Mt1TEP J{11l:.S

tiSF'Ht1!..T C!JNC:J:E:TE MIX DESJUN

MIX I i i PE (iilD Cl..i'1SS: TYFI::: B CL(1SS' I LAB NO. ABD1-140

·'IZF :::')/4 II .\'F' F C ... i){) ... :Ot1TF RE:PUHTFD ? /'I S/U ·1 SN····::.:.~ ~I ( ::~) ) ···· ·-· 5 ·l ···· "? ~?·

,:;OUNTY U .. :·i.::·.UL.i"1 F''RUJF·CT ~6?'( :·~ 'i ........ ''.'';·l -··72 F i·'i .... 7 :? ( .. ? ) ···· .... ~5 ~:> .... "'l ~:.~

PF(DJ ...... UC:1 i TDi\I

P1GD ... ·Uh'.CE ;::.· :,-;)/.'} '1 Ci F'(:, l.IFL .... (iSHTUi"-J p I ·r .. ug·C:F'Dl..{-'1 C:'CJ. ; r:· F (I Cir:.: 1:1 1) i::: L. i::· 1... 0 '{ D F: Jl.)[ F: s 1\M.':~l c(\ {i r:: 1::·1·l/LL

,JUD i') 1 Fu1:.:1iu1...t1 t1fi-l-Jh:EU(i'IE:: r:i::::ornr?T:r:uns: :us}; :t1·t1-r:1 .... 4i:r:.::~"' 11::;y; r1t1T·1 ... '.:>3~.~ .. .. . .... .... .... .... ... .... .... .... .... .... .... .... . ................ -................................................................................................................... ··- ........... .

j .. -·! /'..'.' ··j !I ...... /.-:)II

I () ()

iOLERANC[: ·n;100 7 7 '.:> :o I.. · · i·i i'1 l?S H t1 I... I.. l) r:: f'l ::·::IT'/ i:1SPH.··1I.. f .. ::·:.;!.:,. ;·i::: (11°''''1. (1i':'i'i·::r') ·:'i.i:i•(1TF t)JSCIJSJTY . . ·1...t1Sl :.··1·i, i ,.:nr::::· l (:1S! .. 'i; .·. .! r .1 ; i 1. >< ·~UML\Ff'• UF I !·1i<SH!1i. I :Ul...Ul:JS i"lt1i::~s'"'•.1 ... »·i,".f;JL.:i !.i' .... 1..ns· 1.LO'.·i C•.Oi .:.0, sr:·,,1,;J.· .i.!1 DJSF'L.(11 .. l .. i'i[ilT(l .. (1U :f')F:1.i:::. \ .:1UL.1\ .. :T'.. Lil· . CUi'J{. nr::\' (ii.ii)"

·~P. C ASPH, @ ;1 r .. , 1~1u:; . .:!: u 1... .1. n ::: p ... c :·-: /; l,)lJ J <;• .... :.:,·,1...C:: ,, F:: :i: c r: . ·. · ... c•; :· ·,. VO J f 1 \' 1-': L[

:~ 1,,,1 t1 ·1 • . ·.. ti U .'.· 1: ., r:: FT J fi, : (11::; Ci!·~: LGA :r E: t-.Jo:r:o.-::· li·' ;·;1i::: ii 1 1:.::1?(11... t1i,;::::.r:.·i:::ut1 rt::

,;~ l).,h ·, ... ,:::ri .. i .. FD l.JT fH (1.\F'Hi"1l...T l''t1l...CUl .. 1:1 TF'O 1: ,.,'l·'H, I· .1 I .i'i TH l Ci<i'f[S ;:: (I'!:;: CHO NS) FILL~ BITUMEN RAlTO

j•;.l'C) ... 1·6 N:n • 3 0 Nfl ·' '.:> 0 1N D • ·1 0 0 3B 25 12 7.1

'') '"l,'"i .,· ....... , .. 1,\· ...

l'A:n::::i-1 .... ·1::; ;:') '/ T" r::HE SF .s· ·i"-1,. f' '·

·j ·:_))/;:,')

'.'?

·;.:.~ .\ (~:.-.=;4

:I '" ·(~·~? 2 ? ,, ·l:J 9.,:3 '..'.~ ... 47 :fl.\.n

·1 u ... :;:) ··•.• ..... ( ·' ·(

::.~ ,\ .:::.~ t:;>

;:~ ,.,:1)34 ··j· .,. ,() ::.~·~,:.~

/,'.::;,. 6 '? ,,6

... , \

{ .\ ~·.J

:::;o 2047

of!

; .. !. .634 ·1 • 0;?2 ? "41 :3 A<'.)

~:.~ ·" 3? •• ,, I

.,:) ·., I,.')

·1 , JEl Hl. 1 7? ·' n i ·1 ,, '.')

(1 CUf,i'i'Fi-l'i' u1: .s.,::·CJ:>;:. (1SF'HP1l...T IS r;:[CUMMEN1,:.EI:) :n:i s:rtr-r~T :fiHI: . .!HJD.

cur:· ; 1 "· •

·1 ·1,· I . : • i' i T : 101:: .. ;· I '"I'! r · r~· u 11. ·i: ·, . l s ·, 1 : r 1 t1u1:J t,.i 1. J' Iii ii ..

I'·' ., l':H!:lt'.1!·' ilNf:; D ... ...i· )h'.L I. .\'Ui.,i F:, .:111:1 .. Ql.IJST I. /Et1i.~L .. i·\· r.:u.; .:r n C, ... 1Ui.:;:s

-·35_ S·:i::r:·;ni:::·o: ::i;:q::;1:•;Nti'l{i:') :c:. :f.JF'.DFIN ' ! , ! 1 ~ I"

ND. 2(~0 , ... ' ,) ~ ·(;)

·' ..

'I u l,:.i (1 I) E I :· (1 i:~: TI j E N I iJ F' T i:;: (·1 N s F' (J i:;: T (1 T I 0 N UFFIC::E:: CJF i'l1~1TEF;'.If.:;l...S

t1 S i::· H r':1 L.. T C D M C F [ 'f' E M I >< :0 [ S I G N L.t1.H l...OCt1TJUN

SIZE·/:.;.~· SF'EC ... i·'D., DATE REPORTED 9/15/81 S' N .... ;~~ .:.>i ( :::) ) ···· ···· ~::; ·1 ···· .. l ~2

F'F;:CJJECT .~·69 ( 3) ....... '.::; i .'. .. 7::.~ FM .... 72 ('/) ........ '.::;'.:) .... 7:.:_i

hGG. S1JLJRCE: ii~" GRAVEL - ASHTON PIT - OSCEOLA C::D •

. ·-- .... - -·-----··---·------------------------------------------------JOB MIX FORMULA - COMBINED GRADATION 1-1/)" 1" 14" 1/2" 3/8" N0.4 NO.O

100 98 90 69 56

. I Ol...E.F~1:', 11 CE: :.;U/·100 ... , (

·."'.') DLU1 ... 1 M1-:-1h: <Ht1l...I... 1>El~SITY

(1''..'F'Hi'.1'' S'IJi .. 1h.1 ... :c P1NL1 (1F·r:·nu\Ji"-lt1TE l.)JSCDSIT"( r:- 1.. p, s r · . 1: · r ( r 1·1 :o i::: x

r'1,:T'l·I Jj\) 1 '/

, .. !l..Ji"1Ui... r:rF , :. , .. ·.~'H(1I ! .. 01...Ui . .IS 11~)r~SHi:11 1. s .. .r 1... 1 ·i· ·· · .... 1...:us ..

I '- D ;.J ) " .,:> 1 l 1 ! ' ·r:·, GI·(.. i::·," f·: .:·1.>1...t1C,C?·l[NT( l ... i::1D DE:N.'i'.

.::Ul ... 1\ "'~'. c;r.. C:Ui'·1.1: .. DH"( (;GG. ·:·r:·. Uh . P1.'..'I-'! I f:! . i I"'. ; .(~11...C' :.·u1... T ) .. 'i.: ·'GI·<' ·.~ . l) CJ J I,' ,' "" '. 0"1 j C • 1.., :i:cr:: .··1.:·.. 1·;1 ... >; 1....'U l ·.. .. ,, i.1 .. 1: '' l•J('iTl.:i:· (1f:.·, ·1·T':I1 .• i·; .... (1i...ii..!i;:CC·J(1TE

. , 1J 1. 1 ·1 .... · .r i-.J 1 HI.'. i'·1 ; , 'i::. ru:-it. , 1' • , . r:.: E i:_::; td E ... \) .. 1·1 .. , , . ;: .. .r 1 1 .. i:: t· 1..11 ·r H t, .:;· r· H r11 ... l • .... 1'.;I.. LU' ·:, 'j'E .Ii '": ,·.·1.:·11" I :. ;, ,;'; 'l'H 1 (._: l<N [,';' s (MI CF<DNS) 1::· I 1...1...L.1-., n l li...li'1i.::,~ i::~,-, I JD

CCJF'll .·. r:'1.\'FI I.. j i J l1[,' .. : I,; . .;

1::• r:: I • c:. I' ,:..: !. . .I. s r : I) r:YU u l.) [ .. 1 ...... 1.1ni::· I" . \'Cl 11·11 ""I :; i·H·; J:) . 1 JF(1> J .'.'1.)(-.1

r::,. , ili-:.1. ::.d I; \"f' I.. .. I. f'.11<1..: ' i·: l...i,l 1 I i j\)

C, i1'JNE: . .\'

MD.16 ND.30 N0.50 NCJ.100 N0.200 42 26 14 8.7 7.~

KOCH - 572 F'CJISES ") .•.' ..

2 ,\ ::.:.~ (:,

('\ 1· • . , . ~·) :? • Ad ("l ,.,

O,, ·.>"

·1 n. "i' :::;·1 .... ::i

:: ... ~ ... ~2B :.:.': ... (:)-4 'i ·t I. (-) ;.:,~ ::.~

~.:.~ ... 4 '.::;

·1 • ::!);,:,>

'i D.,U

LI

7 ... (-)

3 ... 1 1 . 3;? 't ·:.~·. 4 73 .. H

?,H

-36- s l ("i I~ [ \) : fl I:. 1:· N (, F: fr [': . ·::": i:;~ (') 1,.J u

Form ~~~,•1 , _ 7 0

F.ohlin C. Jones

I! I\~ A DI.I' A~hl U. T «>r ·LRAN Sil(')R Ti\ HUN·. :HfG.IJ.W 0W · ;IJI V!ISl:ON

IMllrfRI.' ···H·PAR·rMf'Jl•

ASPHALT CCH 1CRHE MIX D:ES'IGN AMES L\BiGlRAifORY

Asph . .Mix Design Projects Liste~Below J. Bump P. Schwarting D. Jordison

Mix, T)'Jll' dnd Class: ~-Type I3 __ G.1_~~:§.. __ 2 ____ ..

R •. Shelquist

314,, · L. ZearlTJb .

___ Size __ . ________ Lab. No. _,A :_l:-:.J~5~7 ____ _

Intended Use>:.-. SC-800 Cold Mix ------- S.p.ec. No.--------- O.ate, lte !X)rled 9/28/81

.SN-29 (3)--51-72 ·county : ___ Osceolu. ·prnj. No. _ __,;S ... ¥"-'-_6:...9"-"{-'3--')'---'---=5'--'.l=----'-7-=20---___ Contractor --~H_o_h_l-=i_n _____ ~-

FM-7 2. ( 7). - - 55 ..,. 7 2

Proj. Loe at iun: ______________ --------------------------------------

, . 3 14" Gravel -Agg. Sources. __ ::!..L..2.:__ ___ - -·--- 28:-98,.-42 Osceola. Co.

Job Mix Formula t\gr,rc>gal<~ Proportions: __ ,_lQ_QY~l1l\TJ-S:C)J,: _____ ---··--- ....... _____ ... ___ ... -.. ----·----·-· --·-.. -·-·-----· ·-·-· ---·- -----------------·------------------------·------------- --- -·--------·-·- ------ ---·------- ----------·----·-

JOll· MIX·fORMULA -COMBJNE.O.Gl!M)AT:ION

11/i'' 1" 3.:".\"

·--Tolerance

A>phalt Source and Approximate Visrosity

100

1/z'' ... 3/8"

95 87

f---------------·----·---- .

,-o A~ph. In M1 x ------------------

Number of Mar~hall ·blows

Ma1shall Stability - Lbs.

Flow - O.Ul In.

Sp. Gr. By Displacement {Lab·.Oen•s.)

Bulk Sp. Gr. Comb. Dry Af;g, ~---------·---·---------

Sp. Cr. Asph. @• 77 F. --------··----·- ·-- ---·--------------<

Cal,. Solid Sp. Cr. -------~---- -----

% Voids - Cale. -----····------ ----· -· ·····- -·- - .. - -----------···--

Iii<·<· S1i. Cr. --- - -- _______ .. ··--·--·· ··-- -- ·- ·----------

% V11icls - Rice>

% Water Absorption -Akgregate --------·--------·---------···-

% Voids in the ~hneral Aggrl'1;.11e

% VALA. Filled with Asphalt ---·-----------------·-

C.ilr:ulatecl Asph. Fil.m Thicluio~s {Mir.rans)

114 118. 1116 1130 1150

71 58 45 29 14

Algona

5.0 6.0

50 50

2242 2300.

8 9

2. 26, 2.27

2'. 634: 2.634

0 .. 9744. 0. 97,44

2.43 2.39

6 .. 9' 5.0 Mixing: T:cmp .. 180° F. Curo - lG hrs .. G,1 140° F. Molding T~mp. 1~0° P. Testing Temp .. 77° F.

18.5 1·9. 0'

62~7 73.6

7. p, '). IJ

H100 H:.ZOO

8.2 6.5

'-------·-----·-----· '-----------·-----...... ---------·----------·--.. -·-·----r. content of

Forrn ~l!1f1

1-1!1 !Whlin Constr. c. Jones

lli\'v~ llll'ARTML~.J IH TRl\NW<IRTl\T\ON HIG!tW "Y DIVISION

!Ml\ Tl fll/• 111 f'J\RfMf f'~ 11

ASPHALT cm CRETE MIX DESIGN AMES L'\BORA TORY

Asph. Mix Design Projects Listed Below J". Bump P. Schwarting D. Jordison R. Shelquist L. Zearley

Mix, l}"\ll' and Clas~: --~l'y_pe B c;1~_8-.. 8-._ ? ___ ... ____ Si zl' __ ~/_?_'.' ____ Lab. No. __ill3DJ __ -_1_5""""9 ___ _

lntendl'd lht•: ____ SC...::_--_Q90 C?.l-_c'!_:t:I_i_x _____ ~~~ Sri,ec N.o --.-.~-------D;;ite ll!eport~d-_9_/_2_8_/_8_1 __ _ SN-29(3J -:.....:ir::

Osceola , . ~-69 (3)--51-72 Rohlin ________ I ro1. No. ~~~~-~~~~---.Contractor--------------

~- 72 ( 7) - -55- 72 County

Proj. LorJt ion:---·-··-·-· .. ···---··--··-·----·--------------------------------------

. 1/2" Gruvel 28-98-42 Osceola Co. Agg. Sourn•s: ----·- -----·-·--·· --·---------·- ----------------------,------------

Job Mix Formul;1 Aggrl'i;.1tr Proportions:. 100% AAT-592

JOB MIX FORMULA· COMBINED GllADATION 11',, ,, 1" 3/4" -·

100 ------·- ..._ ··----- ·------·

Tolpr.1f1Cl'

Asphalt SourcP and Apprux'rmate Viscosity

'l.z''·· 3/8"

98 90 ,__.

f---------·--------------

~-. A,.ph. In Mix -------------· -----·----

Numhrr of M,lf~hi!ll blows

Marshall Stability - Lbs. --···- -- ----- ------·--------·--------------

~low - 0.01 In. -------------------·----<

Sp. Gr. By Displ.:icPn1ent (lab Dens.) ··--------·-------------·------

Aulk ~p. Cr. Comb. Dry Ai;p,.

Sp. Lr. Asph. \.• 77 F, t--·-----·----- -----------------<

C.:il,. Solid Sp. Gr. ---···----··-----

·;. Void' - c.11c. -·---·-··-----·--- -------------------------<

Rici• !ip. Gr. ---------------

~;.Voids - Rice

~{.Water Absorption ·Af:f;TPf:Jtl'

% V:iids in the Mineral Aggregate --·-------------------

% \'M.A. Filled with Asphalt ------···-------------------------<

C.ilrulaled Asph. Film Thicluiess (Microns)

A Content of 5.25% SC-800 is

114 #8 1116 #30 #50 11100

69 56 42 26 14 8.7

Algona - SC-800

5.0 6.0

50 50

1940 1960

8 10

2.24 2.25

2.641 2.641

0.9744 0.9744

2.43 2.40

7.9 6.1

Mixing Temp. 180° F. Cure - 16 Hrs. 140° F. Molding Temp. 140° F. Testing Tenp. 77° F.

19.4 19.9

59.2 69.6

7.6 9.2

#200

7. 3

reconunended ;"S9:-::?..~gr.i: the../r:0}* ~ ·~---"··-··'':i.. ____ ,,....~_(.... £ ... ;::i~~

SIG NED:' / !HSTING ENGINEER! -38-

Form D~h 1. 7 5

ll·>w·A l'll'f'i\Rl'MU!f C'lF ·llRi\NSl'C'lRIWTION· HIGHW•\Y DIVISION·

I MA TERI A:.» l)f-PARTMF-N·T I

A.sph. Mix Dcs·iqn :SN'.-29'(3)--51-72 -S'N'.".:.·6 9 ( 3 ) - - 51- 7 2

ASPHALT cm 1CRHE M·IX. DESIGN FM'-72 ('7) --55-72 ,· Osceola AMES. LAB0R'ATORY ·J. Bump, Schwarting

D·. Jordi~on, R. Shelquisi L. Zearley, Rohlin

Mix, 1nie .ind cl.is~: __ l:'ype -~----~-~ass 2 ___ . __ Sill·----~L_~_· __ Lab.No. __ ABD],-_1~5~6 ___ _

Intended Usc:_I'1__C-3000 _ _.fo ld Mix_· ______ 5 N 9-28--81 pee •. o .• --------- D;ite· Re port~d--------

Count~· --~-<_:.:e~1_:a S N- 29 ( 3) - - 5l-72

_____ l'roj. No. SN-69 (3) ~-51-72 FM'- 7 2. ( 7) --5 5·-7'2

Contr·actor __ R_o_h_l_i_· n _______ _

Proj.L11L.1tion: _________________________________________________________ _

Agg. souru·s: _____ .. ___ 3-/~~---G~_'.:1~~-~------~-8'-·98-4 2 O'Sceola Co.

Job Mix formula A1~gre1~.3tL' Pruportions: ___ 10·0% AATl-591 ===--... : .. --·-:-:-::-==== ---·- ________ ,

fOB' MIX FORMULA -·COMBINED Gli'AIDAT-ION

~~- f" -1 ~~~ Yi''·· 3/8" 114 llB' HU, 11'30 HSO H100 H200

95 87 71 5·8 45 29 14 8.2 6.5 .__ ___ c_ _____ I_ .. -

Tolerance

-··--------------.-------------------------~

Asph.1lt SourLr and Approximate Viscosity ...._ ___________________ _ %A,ph.lnMix

----------------------'

Number of M::sshall blows ·-----------·-----------

Marsh.ill St<lbility - Lbs. f--------------------'

Flow· 0.01 In.

Sp. Cr. By Displacement (Lab lYen'S,) >---

nulk :,p. Gr. Comb. Dry Agg. ~·------------------'

Sp. Gr. Asph. "" 77 F. ----------------------

CJlc. Solid Sp. Cr. -----------·--

% Voids - Cale. --------·-·· -----··-·--···- -------

Riel' !:ip. Gr. --------------·-·----

·1:. \'ell ds - Ri er

'!. Vnids in the Miner.ii Aggreg.l!P

~~ V .~\.A. Filll'd with Asphalt ----- .. ----------·---------l

C.:ilculated Asph. Film Thickness (Microns)

Algona MC'- 3 (!) Q:[); 93 •. 7%

5.0 6.0

50 50

2 9'55 3450

13 17

2.10 2.14

2.634 2. 6.34

1.020 1.020

2.44 2 .-41

14.0 1.1. 0 Mixing temp. 180°P. Cure-16 hrs. @ 140°F. Molding Temp. l40°P. Testing Temp. 77°F.

24.3 23.6

42.4 53.3

7 R g.-4

Residue

'

r ... content of 5. 5% MC-3000 is recomrnen~i:t.i;o --s'lart_J:.he>jo,P-5~ . SIGNED:,.. ~/· (,, £:>-"-~·

-39- -- IHSi'!N(i EM.JNFERI .

l1uni !1 1.•

1 ''· Rohlin Constr. Co. C. J·ones

lilW·\ lli'l"\RTMI' f l)r lRAN>l'()RJAllON lllCltW IY DIVISION

\,.,..,,~ r I Ill/• ' 'JI f'J\ Hr Pl.( NI '

ASPHALT COt 'CRETE MIX DESIGN. AMES lJ\BORA TORY

Asph. Mix Design Projects listed below J. Bump P. Schwarting D. Jordison R. Shelquist

Mix, Typr .111d cl.hs: _:rype B C.la§_S. __ } __ L. Zearley

. 1/2" ..... Size-·--· __ . ··--·-·--- Ltb. No. ___ [\.BJ:)J-158

· MC-3000 Cold Mix lnte1ldP1l ll~l': .. _ .. ______ ·----------·-· ··-·--- 9/28/81 ------ Spec. NQ. --------Dille Ke IXJrl!!d _______ _

County ·. Osceola ----SN-29(3)--51-72

l'roj. No._~~M'-69 ( 3) --51-72 FM-72(7)--55-72

Contractor __ R_o_h_l_i_n _______ _

Proi. l.ol .11 ion: _______________ ,, _______________________ _

_ · Agg. sour<P~: _____ Jfl_~ __ Grave 1 - 2 __ 8_-_9_8_-_4_2 __ 0_s_c_e_o_l_a_C_o_. _____________________ _

100% AATl-592 Job Mix Formul.1 i\ggrrr..ite Proportions: ___________ -----------·-·------------··-- ··- ----------·--------·------~---··---------·-- ------=-==------

JOH MIX FORMULA - COMBINED GllADATION

.. ""' '-~-3/4''

100 ----Toleranc:r

Asph.ilt Source .ind Approximate Viscosity

l-----·

~~ Asph. In Mix

Y1'' ... 3/H"

98 90

____ ,, ______________________ _ Nunibrr of Marshall blows I

~----------- ------------·--··--·-·-·-·-·-1

M.irsh.ill Sta.bili1y - Lbs. -----·---- -·----------·-------------

Flow - 0.01 In. ~---------------------1

Sp. Gr. By Oispl.iccrnent (lab Dens.) ------

Bulk Sp. Gr. Comb. Ory Agg. ------------------------1

Sp. Gr. Asph. l·'' 77 f. -----------.. ------------1

Cale:. 5'1licl Sp. Gr. ----------------

':!.Voids - Cale. 1----·-----------------------1

---------- ---------------i

'%,Voids - Rire

Y. W.1;pr Ab~nrption ·Ap,grrp,,1te

'.1• Voids in thC' Mineral Aggregate

------·-------------·-----<

'%. V ,\\.A. Filled with Asph.ilr ·------ -·----'~------------------i

Calculated A~ph. Film Thick.ness (Microns)

A Content of 5.25% MC-3000

114 #18 #11 6 tl30 #ISO

69 56 42 26 14

Algona - MC-3000

5.0

50

3180

10

2.10

2.641

l. 020

2.45

14.2

Mixing Temp. Cure - 16 Hr. Molding Temp. Testing Temp.

24.5

42.1

7.6

6.0

50

3480

14

2. 11

2.641

l. 020

2.41

12.5

180° F. @ 140° F. 140° F. 77° F.

24.9

49.8

9.2

#100 #200

8.7 7.3

is recommende~- --~'.?.: ~:t;g.rt th~-~~ . SIGNED:,<-:;....---~'-~ ..

-40- ~EERI ·

Form 9flti 1-75

Asph. Mix Design Ill WA f1[P ARTMU1 T Ofi• TRAN·SPOR-TA TION SN- 2 9- (3) - - 51- 72

HIGMW,l!.V DIVISION -S-N"'i'--69 (3) --51-72'-IMAHHIAI; il[PARTMe.Nr1 _ FM.;..-72 (7) --55-72, osceola

A·SPHAU·CO~JCREJLMIX:OESl.GN;:. J~ Bump, schwart"ing AMES-L(\BORA-TORY D .. Jordison, R. Shelquist

L. zearley, Rohlin

Mix, TnH' and Cl.iss:_Typ~ ___ ]3 __ _g_1,~ss 2 s· 314" b ABDl-160 ·----.- 1ze ________ la .No. __________ _

Intended use :_---1lE'.MS.= 2 CO ld Mi=-· ~x'---_ ------- Spec . No. o--c--------- D;ite Re ported __ 9_-_2_8_-_8-'--l __ _ SN-:-2:9 (3) --frl-72

County Osceola ~--Proj. No. SN-69(3)--51-'----72 Contractor Rohlin FM.;-7'2 (7) --55:"'""72'

Proj. Local ion:

Agg. S.nirces: 3/4" Gr~vel --- 28--88-42_ O:sceo'.J:a:. Co.

Job Mix Formul.1 Ag)\regate l'roporlinns: __ 1:0:0% AA-Tl;,.-5'91.'-, -----------····-----------· --·-----------·-·------ -···------- ·----_=:-_::::-_ -_-_ -_-___ ::·-=-:-. :_--_-:::::::::::::::_-__:__-_-_-_=--=--------- --,--------'---

JOB MIX FORMULA - COMB,l_NEO•GRAD/Vr10N·-

1 Yz'' , ... ·v.···· 318'' 114- 118: 1116-- ·11-30- ·11so #100 #200

100' 95_ 8.T 71 14 8. 2,1 6'.;. 5 ·----~--- ------

Tolerance -

A~phalr Source and -Approximate Viscosity

Number of Marsh.Ill blows ~---------------~---'

M.irsh.-ill Stability· Lbs. ------------------------'

Flow· 0.01 In.

Sp. Cr. Oy Displacemenf<(Lab Qi~ns.)_

Aul~ Sp. Gr. Comb. Dry Ag)<:. ~-- ---------------·------------~-

Sp. Cr. Asph. ~' 77 F. t----- ·------------------------'

C.1lc. Solid Sp. Gr. --·----------

% Voids - C.-ilr.

Alg9nea: .. HFMS.-::'-L ( 6 5. 6%. Res·idue)

6 •. 5~

5:0: 50

2.M70

12_. lL

2·. ow; 2.08

2.634

L020

2 .. 3~9

S. 5%- wate.rc added: to agg:;. be fore' mixing Rice Sp. Gr. Mixing temp"'._ l30°F·.

r--ured 16, hrg.-~ @ 13-0°-P. %Voids-Rice Molding temp. 130°F.

--------- - ------·- ------·-- ----------Testing temp. 7 7 ° F. % v. al er Absorption ·Aggregate

~~ Vuids in the Mineral Aggrrgi\le 25. 7.· 26'. 2

~~\'M.A. Fillt'd with Asphalt 43'. 4-~ so-. 7 ------- ·--------·--·----·-------'

Calculated Asph. film Thicklless (Microns} 10;3

f Orrll H1)1l

1·/!1

'·•. -

101'/A !)[l'ARTM[t: I or TRANSPORTATION HIGllW 1\V OIVISION

IM/\f!J1l/11 (JfP/\RfMffHI

ASPHALT cm 1CRETE MIX DESIGN AMES lJ\BORA TORY

Asph. Mix Design SN-29(3)--51-72

.. ..&NC69 (3) --51-72 FM-72(7)--55-72~ Osceola J. Bump

Mix, Typl' and Class: __ T_y_p~ _J3_ <;)_?_SS 2 _____ . ____ Size

Schwarting, D. Jordison R. r0elquist, L. Zearley

1/2" Roh in ABDl 163 ___ Lab. No. -.

lntendPd Us1!: HFMS-2 Cold M,-=--i_x ________ Spec. No. ·-------- o~te Re ported_9_-_2_8_-_8_1 _ _.. __ SN-29(3)--51-72

county . _Q s ~ eo 1 a------ rroj . No. _S_N_-_6_9-'('-3__,),__-_-_5_1_-_7_2 ____ Contractor Roh 1 in FM-72(7)--55-72

Proj. Lor .ir ion: ___ ·---·------·--·

Agg. Sourc('s: 1/2" gravel - 28-98-42 Osceola co.

Job Mix Formula A1;grega1e Proportions:·-· 100% AATl-592 ---·----·-------:-:-·:·::..:..-_-_..:_-._-__ -_.:=--==~--.:.-==:...-=:.- ·--- --============

JOB MIX FORMULA - COMBINED GRADATION

1%'' 1" 314"

,..___ ____ .___. ___ Toi Nance

Asphalt Source and Approximate Viscosity

100

Yi''-· 3/8"

98 90

j~-~f o ta l Efnu li_1_o_n·---1-n_M_1_x___. ~X:'HNN.~.K ------·---------- -----·-

Nun1ber of Marsh<lll hlows

Mar~hall Stahility ·Lbs. -------·-·--------------<

Flow - 0.01 In. >------------------~

Sp. Gr. By Di,·placement (Lah Dens.)

Bui k Sp. Gr. Comb. Dry Agg. ---···-···----------------4

S1i. Gr. A~ph. ~' 77 F. -----·--·----------------'

CJlc. Solid Sµ. Gr. 0---------------·

% Voi.ds - Cale. --·-·-------·-·--·---·------___,

Ric•· ~p. Gr •. ·----------·-··· -------·------

·~. \':1ids ~ Ri<·c~ --- - -·----·--··-··--··--·----· -··-····!--. ·---·· ·---

\

% W:11er Absorption -Aggregate

~----------··-····-------

% Voids in the Mineral AggrPgate

--·- - ---------·-·---·-··---------

% V M.A. Filled with Asphalt -- ·----------- ------------<

Calculated Asph. Film Thickness (Microns)

114 118 #116 #130 1150 11100 11200

69 56 42 26 14 8.7 7.3

Algona - HFMS-2 (65.6% residue).

5.5 6. 5,0

50 50

2060 2362

11 11

2.04 2.09

2.641 2.641

1.020 1.020

2.43 2. 3 9

16.0 12.7

5.5% water added to Agg. before mixing Mixing Temp. 130°F cured 16 hrs. @ 130°F Molding temp. 130°F T§sting Temp. 77°F

27.0 26.0

40.7 51. 2

R L1 10.0 A content of 7.0% HFMS-2 emulsion

-42-

Form ~l~f1

1.-7b

llJW'/\ [)[J>AR!Mrn r ()f TRANSl'OR·l-1\ now Hl.GHW0W OWl·SION

IMAH:JHll.i :, flf Pll;R!Ml:N:lJ

A.SPHA·LT COt"CRET:E MIX DESIGN, AMES L\-BORA-TORY:'

Asph. -Mix Design SN'-29(3)--51.:..72 ~69(3)--51-72 FM~72(7)--55-72, Osceola J. Bump, Schwarting n .. Jordison I R .. Shelquist L. zearley, Rohlin

Mix, Tn"' and Class: ___ '!'_yf'.e --~----~~~-~~- ______ Size __ ~l4'~ __ Lab.No. ABDl-161 ---------Intended Use: ___ CSS-1 cold Mix

----=8 =-N_.:..""":2"'"'9'<". ,~('3...-)s~~st~ 'T'"T------- Date· Re port~d 9- 2 8.- 81

county : __ O_s_ce __ o_l_a ______ Pfoi. No,, SN-69(3)--51-72 FM-72(7) -.:..-55-72.

contractor. Rohl in

Proj. Local ion:

A S 3/4" Gravel: - 28--'-98-42 gg .. ources: ____ _ Osceola Co~-

Job Mix Formuia Aggregate Proportions: __ 10'0% AA·Tl,,,.591 -----------·--------------

)QB· MIX FORMULA C0MBINED· GRADATION -- j.:

1%" r" 314" : Yz'' ... --

31a''

100 95 87 -

Tolerance

-- -

Asphalt Source and Approximate Viscosity

~r-To~ETiluTs'lon in Mix. ~Mi'>f:X!JOlli

Number of Marshall blows ~------------------·---

M;ir,;hall Stability - Lbs. >----·

Flow - 0.01 In.

Sp. Cr. B~· Displacement (Lab•P'ens .. )

Bulk Sp. Gr. Comb. Dry Af;g. ~---·--~------------~

Sp. Gr. Asph .. ;;i 77 F. ---------------~-----'

Cale. Solid Sp. Gr. --·---------

% Voids - Cale.

Rice Sp, Gr.

~:.Voids - Rici'

% W.lll'r Absorption -Aggregate

------~--------------~

~~Voids in the M'incral N;greg.lle _ .. ....:.. __

~(.Viii.A. Filler! with Asphalt ~----------------~---------'

ll4 118. 1116 UJO 1150 11100 H200

7T 58: 4:5' .29 14 8 •. 2 6.5

Algona: - cs·s: ... :i.:. (-67': 3% Residue)

5.5 6~5

50'. 50

232'0. 2ff25

16 15·

2.03 2~07'

2 . 634!'. 2'-.634

L 02:0' l.020

2 ~ .¢2" 2 .• 3 9

16'~ 2;: 13. .3 5. 5% wa:.be·r added to ag_g. before testin.c mixing Temp. l30"F. Cured 16 hrs. @ l~0°F. Molding Temp. 1~0°F. Testing temp. 77°F.

27 •. 2 26.5

40.3 49. 7

I nrni '11,1; 1-/!,

Mix, Type and Cl.1ss: ___ }:'yp_e B

l<JWA Dll'ARTMf!'.T ()r TRAN~l'ORTATl!JN lllGtlWf\Y lllVISION

Asph. Mix Design SN-29(3)--51-72 ~69 (3) --51-72

IMJ\l!ltl/I 1111 1/\RJMI Ntl

ASPHALT cm~CRETE MIX DESIGN FM-72 (7) --55-72, Osceola AMES LABORATORY J. Bump, Schwarting

D. Jordison, R. Shelquist L. Zearley, Rohlin

Class 2 --·· ----·- Size __ _l[2 '~----Lab. No. _AB..D1--:-_1_6.=2 ____ _

1 ""''" 1 ., 11 M'v 1n11~1w1 .. ,1 lh ... :•,'.·.'..-:-_____ ..... ~··D -~---- L_._. _____ --·------sN"=-2 9

(3)s~~s~'~'l2 ------ O;ile Ke port,d __ 9_-_2_8_-_8_l __ _

Coun1y : ___ (2._SC~...Q]:5~. .Proj.No. SN-69(3)--51-72 Contractor __ R_o_h_l_i_· n _______ _ FM-72(7)--55-72

Proj. Loe. JI ion: __ _

Agg. sources: _____ l I 2 _'.'..__gr a vc::;_}. - 2 8- 98_-_4_2 __ 0_s_c_e_o_l_a __ C_o_. --------------------'--

Job Mix •ormula Ar,gregJte Proportions: 100% AATl-592

JOB MIX FORMULA - COMBINED GRADATION 1 'h', 1 " 3/•1" Y," ... 3/11" 114 118 1116 1130

·--··

--- ··----Tnler.rncl'

Asphalt Source and Ap.,nn.imate Viscosity

'.I. As;ih. rn Mix

100

Nu1:1ht'r of Mar~hall blows

Ma1shall S1.1bility - Lbs.

Fluw - 0.01 In.

98 90

-···------------------~

Sp. Gr. lly Di~!ilacl.'!nent (L.1h Oens.)

Aul k Sp. Gr. Comb. Dry A!';g.

Sp, Gr. Asph. (·•· 77 F.

CJlc Solid Sp. Gr.

% Voids - Cale. -------·--··--------1

69 56 42 26

Algona - CSS-1

5.5

50

2190

17

2.03

2.641

1.020

2.43

16.4

5.5% water added to RiceSp.Gr. · · T 130oF ----------------------1 ix in :i. emp. .

~~.Voids - Riel'

·;~ Waler Ahsorpt ion -Aggregate

'Y. Voids in lhl' Mineral Agp;rl'f;ate

'i~ V M.A. Fill1·d wilh A~ph,111

CalrulJled Asph. Film Thickn:•ss (Microns)

Cured 16 hrs. @ 130° olding Temp. 130°F. esting Temp. 77°F.

27.4

40.0

8

1150 #100 #200

14 8.7 7.3

( 6 7. 3% Residue)

6.5

50

2392

22

2.03

2. 641 .

1.020

2. 3 9

15.2

agg. before mixing

F.

28.1

46.0

10.0 l\ Content of 7. 0°0 CSS- emu sion is recommen e o s ar e JO •

-44-Fe~~~ ~ ---=:::::::>

SIGNED: -..:..:________ ~ ~~ IT EST I N0ENGil'J I\ I

Form D~ .. ; l ~ 1r,

l!lWADEl'ARlMltil or TRANSPORTATION. 7\sph. Mix Design SN:-29(3)--51-72

HlGHW''.V· DI.VISION IMATERJ/,;_; lll.PARTMfNr·I

ASPHALT CDriCRETE MIX DESIGN ~69(3)--51-72 FM-72(7)--55-72; Osceola J. Bump,_ Schwarting AMES LABORATORY .

Class 2. __ --. Si-ze.

R. Shelquist, D •. Jo rd is on·

314 .. L. zearley, _H.ohlin

____ Lab. No. ~BD1-_J.:_6_5_B ____ _

Intended u~e:_ Cold-Mix S N . 9-28-81 SN- 2 9 ( 3_-) _£is1-°J ..--------- O;ate lte p:>rted--------

County : Osceola Proj. No.SN-69 (3)--51-72 FM-72(7)--55-72

Contractor Roh 1 in

Proj. Location:

Agg. sources:~ggreqate ·From roadway after milling and addition of new aggregate

Job Mix ~ormula Af;greg.i,te l'rnportions: _ ··- 100% AB:Cl-2.93. (Co.nta,ins 3. 0% Aspha 1 t)

====·-~- .. - -·------·--=-----:··---·----J 011 MIX FORMU.LA - COMBINED. GR'ADA Tl.ON

1Yz'' 1" :l/4" 'lz"·• J/8" 114 118 · 1116 113.0 #SO 11100 #200

100 94 86. 66 5.0 3'8 26 15 11 9.2 r-----~----·· ---·1---t---1----t----t----+----+----+--__ji----l

Tolerancl'

Asphalt Source and Approximate Viscosity

Nu111ber of Mar>h.lll blmvs !------·-----·-----------

Marshall Stability· Lbs. 1---------------------l

Flow· 0.01 !n. ~·-·----------·------<

Sp. Gr. By Displacement (lab D,ens.) --

Bulk Sp. Gr. Comb. Dry Agg. ~--··-·-------·-----------<

Sp, Gr. Asph. 1& 77 F. f--·-·

C.ilc. Solid:-.:;, Gr ..

% \/1oiJs - C.ilc. ···-·· -··-·---------·-···- -·--·-----!

Riu• Sp. Gr.

1-------------~-----

% v'c1ids ·Rice ·-----·-

% W.lter Absorption ·Aggrrgale·

~~Voids in the Mineral Agpl'gate -·-·-----------------l

% V M.A. Filled with Asphalt >-----· ------------l

CJlculated Asph. Film Thiclwes.s (Microns).

css·1-u

6 .. 5 5. 0.

5.0

680.

21

2.11

2. 65

1 •. 02

2. 3 9

11.8:

25.5

53.7

9.0

Emul~ion

7.2 7.9 6,~0 7.0

5.01 50

65.0 540

]l 9 19·

2.10 2.12

2'. 65 2.65

l. 0:2· 1. 0.2

2· •. 3:7 2.34

ll .. 3: 9·. 6

26 •. 5 26.3

57 .1. 63.6

11.0

Emu ls ion & Agg .. nnxed at room temp. - Mixture cured 20 hrs. at room ~<~---~- ·.·.~ ,,..,,</

Temp. and compa.cted at room Temp.. SIGNED;:~~ C ~ -45- ITESTINhlNGfNEERI k · ~

·----·--- ---

r """ 1 ,, ·'~ 1·/'..

. .. · .. i"~' ,; ·.,._ ·, ;, .• '

IOWA Drl'f\RTM[l.f Clf lRMJ'.PflRfATIO"l lllC.ltW·'.Y DIVISION

(V.ATI lt!/l , 1JLP/\HT~r1·~1 1

Asph. Mix Design SN-29(3)--51-72

. .,.,,.s-N - 6 9 ( 3 ) - - 51- 7 2 ASPHALT cm:CRETE MIX DESIGN FM-72 (7) --55-72,· Osceola

AMES U\BORATORY J. Bump, Schwarting D. Jordison, R. Shelquist

Mix, Type and Class:--1:.¥12.e. B Class 2 ----· · L. Zearley, Rohlin

-···-----. Size_Jft' __ Lab.No. ABD1-165A

lntehdPd Use: cold-Mix S N 9-28-81 SN- 2 9 ( 3 )':_c_: 51°- 7 2=-------- D;ite fie JXJrtt'd _______ _

County . _ Osceola _____ l'roj.Nn. SN-69 (3)--51-72 FM-72(7)--55-72

Contractor Roh 1 in

Proj. location: ________ . ______________________________________ _

Agg. sources: __ J\qgrcgate from roadway after milling and addition of new aggregate

Job Mix Formul;i Aggregatt' rroportions: ___ l_O_O_"/c_o_A_B __ C_l_-_2_9_3 ____ (C_o_n_t_a_i_n_s_3. 0% Asphalt)

JOH MIX FORMULA - COMBINED GllADATION 1 %', 1" 3/4" Yz, '~'" . 3/8" U4 #18 #116 #130 #SO H100 H200

100 94 BG 66 50 38 26 15 11 9.2 ----·- -·---~-----

Toler.me!'

Asphalt Source and MC-800 SC-800 HFMS-2 Emulsj Approximate Viscosity on

"· .. -'•·"·h-,'n '.!1;ix . 4.9 5.25 5.5 6.0 6.5 7.2

----'fo:I a ~muJ s ·1 on or_]tE}~~a~ k 2.5 3.0 2.5 3.0 5.0 6.0

Nun1b('r of M.1rshall blows 50 50 50 50 ------·------···----------

Marshall Stahility ·Lbs. 680 515 650 640 540 460 -·----------

Flow - 0.01 In. 21 23 20 19 19 19

Sp. Gr. By Displacl'!11ent (lab Dens.) 2.02 2.08 2.06 2.07 2.14 2.15 '----

Uulk Sp. Gr. Comb. Dry Agg. 2.65 2.65 2.65 2.65 2.65 2.65 "---·----

Sp, Gr. Asph. "' 77 F. 1.00 1.00 1.00 1.00 1.02 1.02 '--·----------·

c.ilr. Solid Sp. Gr. 2 ._45 2.44 2.43 2.41 2.39 2.37 ·-------~-

\, % Void~ - (.ale. 17.6 14.7 15.2 14.2 10.6 9.2 ---------·---· .•. ------------

Ric(' Sp. Gr. ----------· -------·-

'.~ Voids · RkC' ·---- -------· .... -------·-··-·- - --------------·-

% l'talC'r Absorp: ion -Aggregate -- -- -- -- -- ---·----------··

~~Voids in the Mineral Aggregate 27.5 25.6 26.5 26.6 24.5 24.7 '-· ---·-

% V .~.A. Filled wiih Asphalt 35.9 42.6 42.7 46.7 56.8 62.6 ------ ------

Calculated Asph. Film Thickness (Microns) 6.6 7.1 7.5 8.2 9.0 10.0

- 0 - m em . Emul.si on cutbacks hcc.1ted to 160 F before mixing with Agg. @ i:oo T P & agg. m ixccJ at t.oom tem _ - mixture c~,3t~~o: 21_;~E~_:yt ro,91'/temp and comp<wU'd r;c· room temp. _46_ ;..- ms-i-;t.iAfGT~~~

Appendix t

-A's.p;'ha~t· Penetnati'0ns;; -air.rel Vfl·s·on:sfti-'es-

-47-

L -

Asphalt

AC-5

MC-3000

SC-800

HFMS-2

CSS-1

Asphalt

MC-3000

SC-800

HFMS-2

CSS-1

Asphalt

PENETRATtON/VISCOSITY TEST RESULTS

Extracted Binder From 3/4 11 Mixes

Extracted

Penetration

126

148

-* 133

78

Binder from 1/2 11

Penetration

139

-*

108

83

Mixes

Extracted Binder from Road Mix

Penetration

Existing Asphalt 40

MC-800 68

SC-800 145

HFMS_.:2 64

CSS-1 56

*To soft to test

Absolute Viscosity

891

763

-*

767

1610

Absolute Viscosity

777

-*

l 050

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)

-48-

Appendix F

Density Test :Res:u l ;t.s

-49,-

Density1 Dens it/

Percent Section No·. Binder Lab Field 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

l. 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.

-50-

Appendix :~G

'Ma fotenance -::Work

.and

Seal ·coat Cons,tn.ucti/on

·-51-

c: 0

.,.; .._, CJ :::> ,... .._, al c: 0

t..l

.-I co

I °' U"I .-I

N I

c: 0

.,.; .._, CJ :::> ,... .._, al c: 0

t..l

N co °' .-I

PROJECT FM-72(7)~55-72 RESEARCH PROJECT NO. HR.229

COUNTY ROUTE NO. A-34

Note: The Type B and Bituminous Mats are ~" Gravel Mixes.

N

t

Nominal

Asphalt

Thickness

Content

N r-l + '° "' .-I . Ql .._,

Ql .._, .Cl)

l~"

6.4

0 ..;r + co ...... .-I

Ql .._, Cf)

0

'° + C"'I

°' r-l .. Ql .._, ti)

0

'° + C"'I

°' r-l

_[Bituminous Cone. Mat ~ot Plant Mix - Paver Laid

l 3/4" 1 1/8" 1 1/8"

6.6% 5.2% 5.3%

0 '° 0 0 ..;r + ...... + .-I + "' ...... N ~ .-I ..;r

N N \0-D C"'I C"'I + +N '° I

°' N • "' < 0 Ql '° Ql + N .._,

N+-' "' .a ti) ~ r-l C"'I ...

Ql "' .._, • Cll Cf) Ql ::::> .._,

ti) .,.i

CSS-1 Bit. Mat Removed by County ~-----1 Type B Cl. 2 . ACC .Base

111 Nom. Thick. (Con_trol Sectitin).

Paver Laid Asphalt Sand Mix To Correct Wheel Distortion

Asphalt Sand Mix To Correct Wheel Distortion

Se 1 Coated (.26 Gal./Sq.Yd. MC-800 & 200 of 3/8" Pea Gravel/Sq. d.)

-- I

I U1 w I

i: 0

"" .... tJ :l .... .u ID r:: 0 u

PROJECT SN-69(3)--51-72

RESEARCH PROJECT NO. HR229

COUNTY ROUTE NO. A-46

"O QJ

"O "O <

Note: The Type B and Bituminous Concrete Materials are 3/4" Gravel Mixes.

N

t II'\ ...... + ...... .....

Type B Cl. 2 Asph. Cone. Mat (Control Section)

6.6%

0 0

i; 11'1

5. 7i.

Type B Cl. 2

2" Bituminous Concrete Mat ~-- Hot Plant Mix - Paver Laid 1---~--------........

5.3% 6.4%

0. 0 + ......

"'

4.7%

...... 0 + ..... II'\

4.9%

11'1 N + CXl ......

6.5% 5. S:t 2.97: 2.8%

~ 0 0 II'\

g ~ :: ~ ~~ ,t ;!; ~ ~ s:::

~!~~~~~~Nh ~ I 0 I ":T ...... <

§ I ~; i~;; Bituiniiious Concrete Mat .; ~ (i~~· Cold Mliled, Material Mixed ~ ... ~h ~laci with j2i Virgin Aggregate and Additional Asphalt)

0 0 + ...... 0 ......

0 +· ...... 0 N . .

Ill Ill Ill .u .,, ~

Paver Laid Asph. Matl--------'--L---L-__J

~:~~1~oa7 ___ . Ul

6.5% AC-5 Asph. Sand Mix Blade Laid llx;" :!: Mat

Seal Coated With 0.22 GaL/Sq.Yd. MC-3000 & 200 of 3/8" Pea Rock/Sq. Yd.