4 Landside Paving Gulden

7/30/2019 4 Landside Paving Gulden

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DESIGNINGPCC

PAVEMENTS

DESIGNING

PCC

PAVEMENTS

FORECONOMYANDLONGEVITYFORECONOMYANDLONGEVITY

WOUTERGULDENP.E.WOUTERGULDENP.E.

DIR.OF

ENGINEERING

AND

TRAININGDIR.

OF

ENGINEERING

AND

TRAINING

,,

SOUTHEASTCHAPTERSOUTHEASTCHAPTER

NOVEMBER45,

2009

ATLANTA,

GEORGIA


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Economize Concrete Pavement?

Thickness Design

Longitudinal joints

Transverse joints

Shoulder

Concrete materials?

Subgrade

Subbase/Drains


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Concrete Pavement Design

Geometrics

Thickness(es)

Materials


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Geometrics

`Thickness Most Often Influence Cost& Selection of Projects

JointsMaterials C

O

S


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Geometrics

Thickness

Materials

Real-world Performance

PERFORMANCE


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Design Procedures for Roads

Empirical Design Procedures

ase on o serve per ormance

AASHO Road Test

Mechanistic Design Procedures

Based on mathematically calculated pavement responses

PCA Design Procedure (PCAPAV).Revised as StreetPave

-

AASHTO MEPDG


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Principles of Design

Load stresses

Curling/Warping stressesThickness

J ointing


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Load Transfer(slabs ability to share its load with neighboring slabs)

L= x

U = 0

L= x/2 U= x/2

Widened lane

Tied concrete shoulder


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Aggregate Interlock

Shear between aggregate particles


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AASHTO Pavement Design Guide

Empirical methodology based onAASHO Road Test in the late

Several versions:, , ,

1993

1986 Guide highlights the need for

Design GuideDesign Guide


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AASHO Road Test

1958-1960

Third lar e scale road test

1st

: Maryland Road Test (1950-51)Rigid pavements Only

nd -

Flexible pavements only

Included both rigid and flexiblepavement test sections

Included a wide range of axle

-

sections


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1986-93 Rigid Pavement Design

E uation

Change in Serviceability

* * -= +

Log PSI

4.5 - 1.5

StandardNormal Deviate Standard Deviation Depth

. .R o

( )

1 +1.624 * 10

D

7

+

18 46.

DrainageModulus ofRu tur

- *S' C D 1.132

c d0.75

* *

ermnaServiceability

oe cent

. .t

215.63 * J * D -18.42

E / k

0.75

025.

Transfer Modulus

of Elasticity

Modulus of

Subgrade Reaction


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1986-93 Rigid Pavement Design

Rigid pavement design parameters

ThicknessServiceability (po, pt)

Traffic (ESALs, E-18s)

Load transfer (J)

c, c

Subgrade strength (k, LS)

Draina e

Reliability (R, So)


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Traffic Characterization

E uivalent Number of 18k Sin le Axle Loads


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AASHTO Design Traffic

Load E uivalenc Factor LEF

The ratio of the effect (damage) of a specific axle load onpavement serviceability to the effect produced by an 18-kip

axle load at the AASHO Road Test

Change for each:avemen ype

Thickness

Terminal Serviceability.


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AASHTO Design - Traffic

-

The number and weight of all axle loads from the

design life - expressed in 18-kip (80 kN) Equivalent

Rigid ESALs or E-18s

Flexible ESALs or E-18s


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18 kip ESALs

VEHICLE NUMBERRIGID

ESALs

FLEXIBLE

ESALs

Single Units 2 Axle 20 6.38 6.11

Busses 5 13.55 8.73

Panel Trucks 10 10.89 11.11

Semi-tractor Trailer 3 Axles 10 20.06 13.41

Semi-tractor Trailer 4 Axles 15 39.43 29.88

- . .Automobile, Pickup, Van 425 1.88 2.25

. .


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ree ave

Pavement Design

roce ure

.


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StreetPave Design Procedure

ACPA Desi n Procedure

used in StreetPaveA pavement design tool for

low volume roads (streets &

local roads

pavement thickness design

methodology

PCA assesses adequacy ofconcrete thickness using both


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Fatigue Analysis

Allowable number of

Fatigueoa repe ons oreach axle group is

Transverse joint

% Fatigue is

calculated for eachaxle group

Total fatigue

transverse joint produces critical

edge stressesnot exceed 100%.


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Erosion Analysis

Repetitions of heavy axle

loads cause:

pumping; erosion of

sub rade subbase and Erosion

shoulder materials; voids

under and adjacent to the Transverse joint

pavement joints.

A thin pavement with its

s or er e ec on asnreceives a faster load

punch than a thicker slab.Corner loading produces critical

pavement deflections


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Project Specific Global Inputs in

ree ave

Project information.

Design life.*.

Failure criteria*.Terminal serviceability.

Percent cracked slabs.

*These values should be selected based on policyand experience.


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Reliability

Levels of Reliability for Pavement Design

Functional Classification ofRoadway

ecommen e e a y

Interstates, Freeways, and

85 - 99 80 99

Principal Arterials 80 - 99 75 95

Collectors 80 - 95 75 95

Residential & Local Roads 50 - 80 50 80


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Failure Criteria (Cracked Slabs)

Recommended Levels of Slab Cracking by Roadway Type

Roadway Type

Recommended Percent of

Slabs Cracked at End of

(Default) 15%

Interstate Highways, Expressways,

Tollways, Turnpikes5%

State Roads, Arterials 10%

Collectors, County Roads 15%

Residential Streets 25%


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Combined Effects of Reliability and

a ure r er a


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Site Condition Inputs in StreetPave

The following StreetPave input data is needed for

.

Traffic category.

oa num er o anes.

Directional distribution.

esgn ane s r u on.

ADTT or ADT plus % trucks.

Truck traffic growth.Subgradesupport value (k).


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Street Classifications

Street Class Description Two-way AverageDaily Traffic

(ADT)

Two-way Average

Daily Truck Traffi c

(ADTT)

Typical Range of

Slab Thickness

Light

Residential

Short streets in subdivisions and similar

residential areas often not through-streets.

Less than 200 2-4 4.0 - 5.0 in.

(100-125 mm)

Residential Through-streets in subdivisions and similar 200-1,000 10-50 5.0 -7.0 in.res en a areas a occasona y carry a

heavy vehicle (truck or bus).

- mm

CollectorStreets that collect traffic from several

residential subdivisions, and that may serve

1,000-8,000 50-500 5.5 - 9.0 in.

(135-225 mm)uses an ruc s.

Business Streets that provide access to shopping andurban central business districts.

11,000-17,000 400-700 6.0 - 9.0 in.

(150-225 mm)

IndustrialStreets that provide access to industrial areas

or parks, and typically carry heavier trucks than

the business class.

2,000-4,000 300-800 7.0 - 10.5 in.

(175-260 mm)

Streets that serve traffic from major 4,000-15,000 (minor) 300-600 6.0 - 9.0 in.

expressways and carry traffic through

metropolitan areas. Truck and bus routes are

primarily on these roads.

4,000-30,000

(major)

700-1,500

(150-225 mm)

7.0 -11.0 in.

(175-275 mm)


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Subgrade Properties

Type of Soil Support k value range)

Fine-grained soils in which

silt and clay-size Low75 -120 pci

(20 -34 MPa/m)

Sands and sand-gravel

mixtures with moderate Medium130 - 170 pci

amounts of silt and clay

-

Sands and sand-gravel180 - 220 ci

mxures rea vey ree

of plastic fines

g(50 -60 MPa/m)


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Subgrade Properties

Typical composite k-values for unbound granular, aggregate, or crushed stone subbase

Subgrade k-

Thickness of Unbound Granular or Crushed StoneSubbase

va ue pc 1

100 130 140 160 190

150 176 185 215 255

200 220 230 270 320


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Subgrade and Subbase

Subgradestrength is not a critical element in the

thickness design.Has little im act on thickness.

Need to know if pavement is on:

.

Granular subbase(k 150 psi/in.)

sp a reae su ase ps n.Cement treated subbase(k (500 psi/in.)


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Subbases as a Design Element

Assuming that a plain jointed doweled concretepavemen was esgne w ese vaues

reliability, 10 million ESALS), the effect on concrete

No subbase, PCC thickness = 10.23 in.

4-in. dense-graded aggregate, 10.18 in.6-in. dense-graded aggregate, 10.14 in.

12-in. dense-graded aggregate, 10.01 in.

- . , . .

6-in. cement stabilized subbase, 9.79 in.

S b d d S bb


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Subgrade and Subbase

necessary if the pavement is to perform.Must be uniform throu hout avements life.

Subbasescan contribute to the constructability of a

Poor subgrade/subbasepreparation can not be

overcome w c ness.


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WWW.TRB.ORG/MEPDG


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PavementDesi nFactorsClimate Traffic

MaterialsStructure

Damage

Time

FieldDistressResponse Damage

Accumulation

JPCP Raw Input (Level 1 2 or 3)


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JPCP Raw Input (Level 1, 2, or 3)

Environment Materials Traffic

Precipitation Base

Subgrade

Axle loads

ra e sgn

Process raw input for PCC distress modeling

Bottom-up cracking Faulting

n

Top-down cracking

Calculate damage

Predict bottom-upcracking

Calculate diff. energy

Predict joint faulting

trialdesi

Calculate damage

Predict top-downcracking

Compute IRI over Design Period RequirementsRevise

n a , s ress, ma e,Subgrade)

Design completed

Yes No


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-Considerations

Type of facilityType of facility

Design expectationsDesign expectationsBudget constraintsBudget constraints


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Wh w m n

economizing...?

I it b t Ch ?


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Is it about Cheap?

Cost Performance

Th ti b


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The question becomes

Performance

os

a s e op mum esgn or e expec e per ormance

S l ti A i t F t


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Selecting Appropriate Features

; Subgrade ; Dowels ompac

Treat/Stabilize; Subbase

u as e

Partial basket; Tiebars

Unstabilized

Cement Stabilized

GAB+ AC

Number

Spacing

; Joint Sealant GAB

; Joint Spacing

None

Hot pour

15 ft Preformed

S l ti A i t F t


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Selecting Appropriate Features

; Thickness

; Shoulder n.

10 in. 12 in.

u - ep oncree

Partial-Depth Concrete Asphalt

14 in. RC

Widened lane

Effect of Base Thickness on PCC Thickness


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Effect of Base Thickness on PCC Thickness

Subgradek value is 150 psi

GAB(inch) Kvalue PCC (inch)

.

10 220 12.06

8 190 12.13

12 GAB+3 AC 290 11.91

Base Thickness


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Base Thickness

GDOT GUIDELINES

SSV GAB THICKNESS

. . -

2.6-3.0 10-8 inches

. - . - nc es


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STREETPAVE


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STREETPAVE


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Desi n Feature

Sensitivity of JPCP Cracking to


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y g

10019 million trucks (TTC 2 [30 million ESALs])

Wet-freeze climate

70

80

racked

8-in slab 9-in slab

8- to 11-in PCP 6-in a re ate base

50

60

s

labs

-

11-in slab

20

30

ercent

010

12 13 14 15 16 17 18 19 20

P

Joint spacing, ft

Effect of Dowel Diameter on Faulting


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Effect of Dowel Diameter on Faulting

0.319 million trucks

0.2

0.25

et- reeze c mate

10-in J PCP; 6-in aggregate base

EROD=4

AC shoulder

15-ft joint spacing

0.15

F

aulting,

i no owe s

d = 1 in

d = 1.25 in

d = 1.375 in

d = 1.5 in

0.05

.

0

0 50 100 150 200 250 300

Age, months


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EXAMPLE PROJECT


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EXAMPLEPROJECT

,

,

Predicted Cracking

90

100

Percent slabs cracked

60

70

d

,%

Cracked at specified reliability

Limit percent slabs cracked

40

50

slabscrack

10

20

Perce

nt

0

0 2 4 6 8 10 12 14 16 18 20 22

Pavement age, years

EXAMPLEPROJECT


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9INCHPCC 8INCHGAB 13FTOSLPredicted Cracking

80

90

100

60

70

ac

ked,

%

Percent slabs cracked

30

40

ercentslabscr

Limit percent slabs cracked

10

20P

0 2 4 6 8 10 12 14 16 18 20 22Pavement age, years


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Performance

os

a s e op mum esgn or e expec e per ormance

Law of Diminishing Returns


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g

w

e

erforman

vementP

Cost of Additional Features

Pa


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ParkingLotsParkingLotsParkingLotsParkingLots

erv ous

oncre e

avemen serv ous

oncre e

avemen serv ous

oncre e

avemen serv ous

oncre e

avemen s


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o- nes

Concrete Mix

Portland Cement

Water Intended for use as

an open-graded


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Commercial parkinglots and driveways.

Residential parkinglots and driveways.

Sidewalks & Streets

J ogging trails

Embankments forerosion control etc.

Pervious Concrete Pavements:


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Environmental Advantages

Percolation rechargesgroundwater

Water resources areconserved

Less need for irrigation

Adjacent vegetation

rainwater

Reduced runoff

Cooler surface hasless impact on airtem erature

Pervious Concrete Properties


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Drainage rate = 3 to 5ga mn

Equivalent of 275 to

Water drains throughpavement and stonebed and infiltratesslowly into underlying

0.1 0.5 in/hr preferred System design may be

conditions


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15% to 30% a r vo content

Field studies show 20-25% average

o s un we g

2500 to 3500 psi strength*

n ro uc on o sma amoun o ne aggrega ecan increase strength to 4000 psi (+/-)

com ressive stren th t icall notused as

acceptance criteria. Air void structure and unitweight are used instead.

System Hydrological Design


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Considerations

equre npu

Soil permeability oros y o pervous concre e

Thickness of pervious concrete

Adjacent areas that will drain onto pervious


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Cross-section diagram

Compacted SubCompacted Sub--basebase

#57/#67 Stone#57/#67 Stone

Filter FabricFilter Fabric

mum

mum

--

(92% max)(92% max)

Water TableWater Table2feetmini

2feetmini

(wet season level)(wet season level)

Application Selection


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A lication Two Way ADTT Pavement MRc ness

Light Residential(Driveways)

3 6 150-350 Psi

Residential Non Critical

(Side Walks & Jogging 0 4 150 Psi

,

Medium Residential

(Residential & Secondary)

10-30 8 350 Psi

Light Commercial(Parking Lots)

10-30 8 350 Psi


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Tree Protection, Stormwater Management, Run-off Qualitymprovemen , e ec ve oo ur ace o or a e ervous oncre ePavement an Excellent Choice for Parking Lots


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Run-off During Rain Showers

Wilmington, NC: Costco


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Wilmington, NC: Halyburton & Ann


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McCrary City Parks


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ast t anta rary

All parking areas and a pedestrian plaza

System captures all rainfall on site

Features color concrete & under roundstorage chamber

Small site limited arkin

Silver LEED Library- parking area


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University Of Tennessee/ Chattanooga

n ey a um ar ng o


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LEED CREDITS OBTAINED WITH


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rom

SS-C6.1&6.2 Stormwater Design- .

WE C1.1 Water Efficient Landscaping

MR-C4.1&4.2 Recycled Content

MR-C5.1&5.2 Re ional Materials

S t llit I f d I i ATL Ai t


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Satellite Infrared Imaging ATL Airport

Asphalt Parking LotsAsphalt Parking Lots ConcreteConcrete

Concrete RunwaysConcrete Runways

SS Credit 7.1: Heat Island Effect

(N f)


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(Non-roof)

30% of non-roof impervious surfaces on site,

including parking lots, walkways, etc. se g -co ore g a e o matera s

(reflectance of at least 0.3) for 30% of the

- Place a minimum of 50% of parking spaceunderground

se open-gr pavement system net

impervious area less than 50%) for a.


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initial albedo in the range of 0.35 0.45

White Cement concrete has an albedo of0.7 0.8

Slag Cement used in Concrete shouldincrease the albedo value, while Fly ashmay ower .

. .

www.PerviousPavement.org


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Benefits

Applications er ormance

Design Guidelines

Construction

Ins ection &

maintenance

Roller Compacted


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Concrete Pavements

Definition


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o er- ompac e oncre e s a no-s ump

concrete that is compacted by vibratory rollers.

Zero slump (consistency of dense graded aggr.)

No reinforcing steel

No finishin

Consolidated with vibratory rollers

Concrete pavement placed in a different way!

En ineerin Pro erties


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Compressive strength (fc)

4,000 to 10,000 psi

Flexural strength (MR)

500 to 1 000 siMR = C(fc)

1/2 where C = 9 (up to 11)

3,000,000 to 5,500,000 psi

= E c w ere E = , up o ,


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Not as smooth as

conventionalconcrete

Im ortant torecognize difference

to asphalt only light

RCC vs. AC Intermediate Course


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#200 #100 #16 #4 1/2" 1"

80

tPassin

60

Perce 40

00.075 0.150 1.180 2.360 4.750 12.5 25

Sieve Opening (mm)


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Military Facilities


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Ft. Lewis, WA ,1986 Ft. Carsons, CO, 2008

Ft. Drum, NY, 1990


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Central Station, Detroit, MI

Burlington Northern, Denver, CO

Port Terminals


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Port of Houston, TX, 2007

Norfolk International

Terminal, VA, 2006

Port Terminals


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RCC bein load testedPort of Mobile


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18 acre distributioncenter in Austin, TX

10 years after construction

Honda PlantHonda Plant

Lincoln, AlabamaLincoln, Alabama


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Lincoln, AlabamaLincoln, Alabama

MercedesMercedes--Benz PlantBenz Plant

Vance, AlabamaVance, Alabama


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,,

Highway Shoulders


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I-285 Highway

Atlanta, GA

- - ,


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, ,


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. ,


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ene s o avemen s


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Economical (both initial and life-cycle costs)

Hi h load carr in abilit

Eliminates rutting

Simple, fast construction

o orms or n s ng


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QUESTIONS OR COMMENTSQUESTIONS OR COMMENTS


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IN CROP DUSTING YOU KNOW WITH 100% CERTAINTYIN CROP DUSTING YOU KNOW WITH 100% CERTAINTYHOW LOW YOU CAN GOHOW LOW YOU CAN GO

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4 Landside Paving Gulden

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