2011 update on ride quality specifications frank palise advanced infrastructure design, inc. 1...

2011 Update on Ride Quality Specifications

Frank Palise

Advanced Infrastructure Design, Inc.

1 Crossroads Drive, Hamilton, NJ 08691

Phone: 609.838.2216

NJDOT IRI Based Ride Quality Specification

NJTA Profilograph Specification

FAA Profilograph Specification

Update on Selected Ride

Quality Specifications

NJDOT IRI Based Ride Quality Specification

Profiler

Lasers

Video Camera

Walking ProfilerFull Size Profiler

SurPRO

SurPro uses a rolling inclinometer to measure longitudinal and transverse profiles

Used for many years Measures PDL

(>1/8 inch in 10 feet) Simple, inexpensive Several drawbacks

1. Slow, labor intensive

2. Safety issues3. Reliability issues4. Sensitivity issues

ROLLING STRAIGHTEDGE (RSE)

Rainhart

Profilograph

California Profilograph

Third Specification - 2011

PROPOSED REVISIONS TO

NJDOT’S PAVEMENT AND BRIDGE

RIDE QUALITY SPECIFICATIONS

Submitted by AID in August 2010

(Currently under review by the NJDOT)

Proposed Specification - 2011 -

In the case of an overlay on bare PCC pavement, AID recommends establishing a maximum thickness of 4" for an overlay that would require using a composite pavement factor.

Also, if an existing overlay is to be resurfaced with or without milling, the composite pavement factor should not be applied if the final HMA layer is >4".


For pavements designated to receive a thin lift overlay of less than <1½"

A percent (%) improvement specification should be considered. The following is recommended:


Acceptance. The Department will determine acceptance and make payment adjustments based on the following:

Pay Adjustment. The pay equations in Table 401.03.03-7(A) and Table 401.03.03-7(B) express the pay adjustment in dollars per lot of 0.01 mile and 0.005 mile for pavements and bridges, respectively.


.

The number of lots for final pay adjustment has been reduced by (number to be inserted by designer). This includes:

Exempted bridge and approach/transition slabs

50′ before and after the approach and transition slabs, if not being overlaid with the pavement resurfacing operation or is being overlaid in a separate operation



Locations where the traffic striping includes turn lanes that cause the through traffic lane to cross over a longitudinally paved joint will be treated in the following manner:

Rideability testing will follow the paving pass and will occur prior to application of permanent traffic striping.


Impediments located in the lane and in shoulders within 5′ of the lane are excluded from pay adjustment, unless the impediments are reset as an item in the contract.

The exclusion area will include pavement within 10′ longitudinally before and after the impediment.

Impediments include: utility covers,

manholes, catch basins, inlets, transverse

joints, intersections, railroad crossings

And any other features in the pavement

deemed to be a potential impediment to

achieving a smooth ride quality.


Proposed Specification - 2011-

Projects of lengths less than one mile will be excluded

Pavement segments in projects that are long enough to contain ride quality requirements with less than 2500′ of continuous through travel lane construction will be excluded from the ride quality provisions.


Do not test Ramps less than 1,000′ AID recommended not testing ramps

unless otherwise specified by the NJDOT on a project specific basis, if it is deemed that the length is sufficiently long to justify the inclusion of a ride quality requirement.


If the preconstruction IRI is already in bonus territory

Then the target IRI will be adjusted such that the project’s IRI target range upper limit starts at the preconstruction IRI value.

Proposed Specification - 2011 Bridge -

Test the longitudinal profile of the bridge deck surface for ride quality with a Class 1 Inertial Profiling System

According to AASHTO MP 11 and AASHTO PP 49.

If jobsite conditions preclude the use of the Class 1 Inertial Profiling System, the Department will use a walking profiler or lightweight profiler.

The Department will use the measured IRI to compute the appropriate pay reduction as indicated in Table 507.03.02-2 below

Pay reduction lots consist of 0.005 mile lengths for each Wheelpath in each lane.


Table 507.03.02-2 Reduction Per Lot of Bare Concrete Deck Slab Due to

Nonconformance with Ride Requirements for 0.005 Mile

IRI on Bare Concrete (in/mi.)

Reduction Per Lot, Percent

≤ 160

none

> 160 ≤ 190

> 190 ≤ 260

> 260

1.0

7.0

15.0


The Department will determine conformance to the ride quality for concrete deck slabs in 0.005mile lots

Each lot being equal to the number of cubic yards of deck concrete placed per 0.005 miles in the designated traffic lanes

The RE will calculate such lot quantity using the specified nominal deck thickness

Proposed Specification

- 2011 Bridge -

The Department will test the full extent of each wheel path of each lane in the longitudinal direction of travel

The average IRI value of both wheel paths reported for each 0.005-mile lot of the deck is the average of 3 runs.


The proposed model is of the following form:

IRISPECIFIED = (IRIBASELINE) • (A1) • (A2) • (A3) • … • (Ak)

Where,

IRIBASELINE = standard level of IRI desirable for limited-access highway with pay-adjustment = $0.0

IRISPECIFIED = adjusted level of IRI to be specified by the Designer based on project-specific conditions

Ai = factors (variables) that are project specific (see below for further explanation)

k = Number of different factors in the equation


- 2011 -


Factor Symbol

Speed Limit (MPH) AS

No. of Operations Ao

Existing Roughness (IRI) AE

Composite Pavement AC

Generalized (Ai) Factors


Table 6. AS Factors

Note – Projects with less than 35 MPH speed limits, IRI Pay Adjustments will not apply.

Number of Operations (AO)

Number of operations is defined as the number of improvement events allowed

For example, milling 2" followed by an overlay of 2" is considered to be 2 operations.

Or, milling 2" followed by placing 2" of base and 2" of overlay is considered to be 3 operations.


- 2011 -

Existing Roughness (in terms of IRI) (AE)

This factor recognizes the difficulties in achieving a smooth pavement when the existing pavement is rough.

It is observed that the “number of operations” (AO) and the “existing roughness” (AE) are inter-connected factors and consideration of both factors contribute to a fair and equitable pay adjustment.


- 2011 -


Table 7. (AO. AE) Factor

Note: Increase the above factor by 1.0 for bridge structures that will be overlaid in one continuous fashion.

Composite Pavement (AC) If the overlay on bare PCC pavement is > 4",

exclude using a composite pavement factor

If an existing overlay is to be resurfaced with or without milling, the composite pavement factor should not be applied if the final HMA layer is >4"

Table 8. AC Factors


Localized Factors


Joe Beke - NJDOT609-530-2316

[email protected]

Frank Palise – AID609-838-2216

[email protected]

mailto:[email protected]

mailto:[email protected]

The ENDThe ENDThank you!Thank you!

2011 update on ride quality specifications frank palise advanced infrastructure design, inc. 1...

Documents

proposed specification

bridge slide

njdot slide

njdot iri

mile iri

rainhart profilograph

california profilograph

iri baseline