Pavement Report.pdf

Page 1 of 3 Pages

Form FHWA-201 (Rev. 11-67)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

MINUTE-MEMO

Use this form in lieu of transmittal slips within Dept. of Trans. When message comment is to be retained as file material. Do not prepare carbons. Not to be used in lieu of Form FHWA- 121 for informal correspondence.

M:\Projects\nama\500(2)\techserv\pavement\Correspondence\PRA-NAMA 500(2) Preliminary Pavement Memo.doc

SUBJECT: Preliminary Pavement Recommendation for PRA-NAMA 500(2)

TO MESSAGE/COMMENT FROM/DATE

T. Shifflett PS&E Project Manager

Through:

A. Teikari Highway Design Engineer

To support developing PS&E plans for the project, we’re submitting our preliminary pavement recommendations for the project PRA-NAMA 500(2).

The project site is located in the National Mall in Washington, DC (attached section map). Please note that upon completion of further analyses, this preliminary recommendation is subjected to change; and the changes will be included in the pending pavement report.

Based on the pavement condition survey on April 17th, 2009, Madison Ave (NPS Route 500), Sections B-G (attached section map) is experiencing severe rutting and shoving (attached photos). According to the Final Construction Report for project PRA-NACC 500(1), several sections were constructed with poor quality asphalt binder and surface course materials. While some sections were repaired at the time of construction, others remain as failing sections that require the full removal of the existing asphalt concrete (AC) layers. Based on the current conditions, we are recommending the existing AC pavement be fully removed to a depth of 7-inches and reconstructed according to the minimum requirements laid out below in Table 1.

Table 1. Preliminary Reconstruction Recommendations for Madison Drive

Layer Minimum Thickness

(in)

Comments

AC Surface Course 1 ½

Superpave Asphalt Concrete Pavement (SACP), 3 to <30 x 106 Equivalent

Single Axle Loads (ESAL), ½” Nominal Maximum Size Aggregate (NMSA) as per Section 401 of the

FP-03 Specifications

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the

FP-03 Specifications

AC Binder Course 2 ½

SACP, 3 to < 30 x 106 ESAL’s, ¾” NMSA as per Section 401 of the FP-03

Specifications

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the

FP-03 Specifications

AC Base Course 3 SACP, 3 to < 30 x 106 ESAL’s, 1”

NMSA as per Section 401 of the FP-03 Specifications

S. O’Brien Pavement Engineer

J. Dietz Pavements Team Leader

L. Lineman Technical Services Engineer

04/22/2009

Page 2 of 3 Pages

M:\Projects\nama\500(2)\techserv\pavement\Correspondence\PRA-NAMA 500(2) Preliminary Pavement Memo.doc

Alternatively, the existing AC pavement may be milled and overlaid to a depth of 3-inches according to the minimum requirements laid out below in Table 2. It should be noted at this time that while this is a lower cost alternative to full-depth AC reconstruction, there are much higher potential risks involved. Due to the presence of unsuitable AC base materials, this alternative will significantly reduce the performance life of the proposed pavement, while considerably increasing the potential for high severity premature rutting and shoving.

Table 2. Preliminary Pavement Recommendations for Mill and Overlay

Layer Minimum Thickness

Asphalt Concrete (AC) Surface

Course 1 ½

SACP, 3 to <30 x 106 ESAL’s, ½” NMSA as per Section 401 of the FP-03

Specifications

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the

FP-03 Specifications

AC Binder Course 1 ½

SACP, 3 to < 30 x 106 ESAL’s, ½” NMSA as per Section 401 of the FP-03

Specifications

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the

FP-03 Specifications

In order to expedite our recommendations as a result of the condensed American Recovery and Reinvestment Act (ARRA) design process, we are basing our preliminary recommendations on our observations during the scoping field review, pavement condition survey, and previous construction reports.

According to the Design Scoping Report, the Park has requested a colored (pigmented) concrete pad be constructed at the tour bus stop in front of the National Gallery of Art. A 9-inch joint reinforced Portland cement concrete (PCC) pad should be constructed over a 6-inch aggregate base course according to the minimum requirements laid out below in Table 3. In order to minimize faulting, 1 ¼-inch in diameter by 17-inch long dowel reinforcements should be used at 12-inches on center. Transverse joint spacing should not exceed 15 feet.

Page 3 of 3 Pages

M:\Projects\nama\500(2)\techserv\pavement\Correspondence\PRA-NAMA 500(2) Preliminary Pavement Memo.doc

Table 3. Preliminary Pavement Recommendations for PCC Bus Pad

Minimum Thickness

Portland Cement Concrete (PCC)

Pavement

Joint Reinforced Concrete Pavement (JRCP) as per Section 501 of the FP-03

Specifications

Aggregate Base Course 6

Base Aggregate, Grading C or D, as per Subsection 703.05 (b) of the FP-03

Specifications

Attached are a copy of the preliminary design analysis, existing typical sections from previous construction reports, and photographs depicting existing pavement conditions.

cc: Pavement (S. O’Brien), Highway Design (R. Reyes), TS Reading w/ attachments

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Overlay Design Module

Madison Drive NW (NPS Route 500) 3" Mill and AC Overlay with Spot Reconstruction

AC Overlay of AC Pavement

Structural Number for Future Traffic 3.97 in

Design Method

Effective Existing Structural Number (in)

Overlay Structural Number (in)

Component Analysis 2.72 1.25 Remaining Life - -

Non-Destructive Testing - -

Structural Number for Future Traffic

Future 18-kip ESALs Over Design Period 8,030,730 Initial Serviceability 4.2 Terminal Serviceability 3 Reliability Level 90 % Overall Standard Deviation 0.49 Subgrade Resilient Modulus 17,000 psi

Calculated Structural Number for Future Traffic 3.97 in

Effective Pavement Thickness - Component Analysis Method

Material Description

Structural Coefficient

Drainage Coefficient

Thickness (in)

1 AC Surface Course 0.35 1 2 2 AC Base Course 0.4 1 5 3 Aggregate Base Course 0.14 1 8

Milling Thickness 3 in

Calculated Results

Calculated Pavement Structural Number Before Milling 3.82 in Calculated Effective Pavement Structural Number 2.72 in

Future Simple ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 10,933 Number of Lanes in Design Direction 2 Percent of All Trucks in Design Lane 80 %

Percent Trucks in Design Direction 100 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater - % Average Initial Truck Factor (ESALs/truck) - Annual Truck Factor Growth Rate - % Annual Truck Volume Growth Rate - % Growth Simple

Total Calculated Cumulative ESALs - *

*Note: This value is not represented by the inputs or an error occurred in calculation.

Future Rigorous ESAL Calculation

Two-Way Traffic (ADT) 10,933 Number of Lanes in Design Direction 2

Vehicle Class

Percent of

ADT

Annual

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

1 89 2 0.0007 0 47,368 2 10 2 1 0 7,603,202 3 1 2 0.5 0 380,160

Total 100 - - - 8,030,730

Total Calculated Cumulative ESALs 8,030,730

Specified Layer Design

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in) 1 AC Overlay 0.44 1 3 12 1.32

Total - - - 3.00 - 1.32

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

AC replacement of Rutted/Shoved Locations

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 8,030,730 Initial Serviceability 4.2 Terminal Serviceability 3 Reliability Level 90 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 17,000 psi Stage Construction 1

Calculated Design Structural Number 3.97 in

Simple ESAL Calculation

Two-Way Traffic (ADT) 10,933 Number of Lanes in Design Direction 2 Percent of All Trucks in Design Lane 80 % Percent Trucks in Design Direction 100 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater - % Average Initial Truck Factor (ESALs/truck) - Annual Truck Factor Growth Rate - % Annual Truck Volume Growth Rate - %

Total Calculated Cumulative ESALs - *

Rigorous ESAL Calculation

Two-Way Traffic (ADT) 10,933 Number of Lanes in Design Direction 2

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

1 89 2 0.0007 0 47,368 2 10 2 1 0 7,603,202 3 1 2 0.5 0 380,160

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

Total 100 - - - 8,030,730

Total Calculated Cumulative ESALs 8,030,730

Specified Layer Design

Coef.

(Ai)

Drain Coef.

(Mi)

(Di)(in)

1 AC Overlay 0.44 1 7 12 3.08 2 Existing Aggregate Base Course 0.14 1 8 12 1.12

Total - - - 15.00 - 4.20

Layered Thickness Design

Thickness precision Actual

Coef.

(Ai)

Drain Coef.

(Mi)

Spec Thickness (Di)(in)

Min Thickness (Di)(in)

Elastic Modulus

(psi)

Calculated

Total - - - - - - - - -of Survey &

Vz" Preformed non-extruding expansion Joint f i l ler

Existing steps to Museum of Natural History to remain

Remove & replace sidewalk as Indicated on plans

7'-0" 9'-6"

5" Exposed aggregate cone, sidewalk

4" Bed course material

Yz*Preformed non-extruding expansion Joint fi l ler

6'Curb

Granite curb M ^ + w : a., t v p e A ( + y p J — Match existlncsee detail 609A on sheet no. 99- See note l7'-6"

35'-0* l7'-6"

6' Curb-

• Joint fil ler (typ.)

P.G.E.

8"Aggregate base grading C

PAVEMENT RECONSTRUCTION TYPICAL SECTION

St a. 20+16 to,: Sta. 21+63

'-0'

Y2' Preformed non-extruding expansion Joint f i l ler const ruc t ion Notes:

REG

NC DC

PROJECT

PRA-NACC 500(1)

SHEET

NO.

TOTAL

SHEETS

Existing gravel border remove and replace as required (grade to match proposed edge o f sidewalk).

5" Exposed aggregate cone, sidewalk

4" Bed course material

2" Hot asphalt cone, pavement t y p e JUL Asphalt tack coat

1. For o f f s e t distance, curb and pavement elevation data see sheet nos. 45-48

2. Removal of existing subgrade varies • from 1/2' ± to 6" ±. See sheet no. 91 f o r detail on excavation f o r storm drain pipes.

3. Quantities have been provided f o r removal of unsuitable material below limit of roadway excavation and replacement with select borrow f o r topping. See sheet no. 16.

class A, grading D, 5" Hot asphalt cone, pavement, (2 l i f ts) !

Aophalt .primp coo4 "V3«A«-*"«<| Variable amount of select borrow class A, grading C, (See note 3)

Notes:

'/V Preformed non-extruding expansion Joint filler

Ex. grass border (See note 3)

1. For o f f s e t distance, curb and pavement elevation data see sheet nos. 45-48.

2. Remove existing PCC sidewalk and replace with exposed aggregate concrete sidewalk.

3. Existing grass border shall be resodded 2'fcTehind granite curb. Existing area around t rees shall be refi l led with 4" topsoil and sod.

4. Removal of existing subgrade varies from 0" to 5* +. See sheet

no. 91 f o r detail on excavation f o r storm drain pipe.

5. Quantities have been provided f o r removal o f unsuitable material below limit of roadway excavation and replacement with select borrow f o r topping. See sheet no. 16.

6. Remove and replace sidewalk as follows:

Sta. 14+22 to Sta.S+67 - 23'-Q" width Sta. 15 + 75 to Sta. 20+16 - lO'-O" width Sta. 21+86 to Sta. 23+36 - 23'-0" width Sta. 23 + 36 to Sta.24+64 - varies 23'~0- to 34'-0" width Sta. 24+64 to Sta.26+96 - 23'-0" width

7. Remove and replace sidewalk, Sta. 15+67 t n Sto. 20+06 - l5'-0" width

Remove and replace sidewalk as indicated on plans

Remove and replace sidewalk as Indicated on plans

/—'/V Preformed non-extruding expansion joint f i l ler ) of Survey & const ruc t ion

5" Exposed aggregate cone, sidewalk (as shown on plans)

4" Bed course material (as shown on plans)

Existing gravel border remove and replace as required (grade to match proposed edge o'f sidewalk)

5" Exposed aggregate cone, sidewalk 4" Bed course material

2" Hot asphalt cone, paverrjent, class A, grading D, type m Asphalt tack coat 5" Hot asphalt cone, pavement, class A, grading C, (2llfts)

Aophalt prime coat "Dc \eked Variable amount o f select

PAVEMENT RECONSTRUCTION TYPICAL SECTION

Sta. 14+25 to Sta. 20+16 Sta. 21+63 to Sta. 26+96 borrow (See note 5)

MADISON DRIVE

TYPICAL SECTIONS

OATEl AUG.,. '94 SCALEi

NOT TO SCALE

GKENHORK I 01WU.MC.

90BEDU0NSI0N ROM

GRUteaT.uARruND 2ono (M0 982-M0O file:///eked

REG

NC

STATE

DC

PROJECT

PRA-NACC 500(1)

SHEET

NO.

TOTAL

SHEETS

I/2" Preformed non-extruding expansion Joint fil ler

Ex. grass or cobble stone border-

'/V Preformed non-extruding expansion Joint fil ler r of Survey & const ruct ion

3.

4.

5.

5"Exposed aggregate cone, sidewalk (see note 7)

4" Bed course material -^•-Asphalt prime Cj?gt_-=rr-'

J4lie.le.-Ved u e s - t r t ^ -rpjySAct* except % " "tb-^cxctK

Limit of roadway excaval Variable amount o f select borrow (See note 4)

Ex. gravel border | remove and replace as required !

(grade t o match proposed edge o f sidewalk)

5" Exposed aggregate cone, sidewalk f

Bed course material ) 2" Hot asphalt cone, pavement, class A, gradlnjg D •, type HI Asphalt tack coat

5' Hot asphalt cone, pavement, class A, grading C

(2 l i f ts) I

PAVEMENT RECONSTRUCTION T;YPICAL SECTION

t o Sta. 7+39.99"? . TX» -_»-- - ., Sta. 11 + 25.77 to_Stq114+25 5 -to -soM* "** "^*- ^>OUL+Vv Sta. 4 + 35

Sta. 26+96 t o Sta. 31+8 Sta.32+93 t o Sta.44+53 Sta. 45+07 t o Sta. 51+00

Notes:

For o f f s e t distance, curb and pavement elevation data see sheet nos. 45-48.

For detail of t rans i t ion f rom existing sect ion t o reconst ruc t ion section see sheet no. 92.

Removal of existing subgrade varies from I" t o 7l/2"- See sheet no. 91 fo r .de ta i l on excavation f o r storm drain pipes.

Quantities have been provided f o r removal of unsuitable material below limit of roadway excavation and replacement with select borrow f o r topping. See sheet no. 16.

Cont rac tor Is responsible f o r the maintenance of existing cobble stones.

Solid sodding shall be provided f o r a minimum of 2' behind proposed sidewalk, ( left side only) From Sta. 4+35 to Sta. 7+39.99 and Sta. 11+25.77 t o Sta. 14 + 75 width of exposed aggregate sidewalk shall be lO'-O".

From Sta.32+93 to Sta.44+53 and Sta. 45+07 t o Sta. 51+00, the limits of exposed aggregate sidewalk shall be as shown on the plans.

l E ^ c . e p " t . -\\n,c\nel. a r e o ~ C-See •sr.ci.o&e^ s.\ce.4cifesv

? "lo-F- 1ST S C oAso "2 *f * " *•*• cW^\«* i«*.

MADISON DRIVE

TYPICAL SECTIONS

DATEl AUG... "94

SCALEi

NOT TO SCALE

GKBKKKE I 0 -UlM. tC

900EDWONSION ROAD

CRKNBaT.UARYUNO 20)70

(301982-2800

J4lie.le.-Ved

REG

NC

STATE

DC PRA-NACC 500(1)

siefr TOTAL

SHEETS

H4

Grani te c u r b , t ype A ftyp.)

See de ta i l 609A on sheet no. gg

' / ^ "P re fo rmed non -ex t rua ing -expansion jo in t Tjner

Remove & rep lace sidewalk as i nd i ca ted on : | plans !4'-0" i

6"Curb

5" .Exposed a g g r e g a t e conc.sldewaik

4" Bed C o u r s e Mater ia l

Var ies ll'-CV Wax.

Bus pu l l - o f f area

-Joint f i l l e r

'See n o t e I

IT'-6'

( typ.)

P.G.E.

See n o t e I

— Limit o f roadway excav

8" Aggrega t g rad ing C

9" Re in fo rced Por t l and cement c o n c r e t e pavement. C • p > ^ n r " , r i

6 "Agg rega te base, g rad ing C

% o f Survey & c o n s t r u c t i o n x/z P r e f o r m e d n o n - e x t r u d i n g expansion Joint f i l l e r

PAVEMENT RECONSTRUCTION TYPICAL SECTION

Sta . 7+39.99 t o S ta . 11+25.77

Ex. g rave l b o r d e r remove and rep lace as r e q u i r e d (grade t o match p roposed edge o f sidewalk)

5" Exposed a g g r e g a t e c o n c r e t e sidewalk

4" Bed c o u r s e mate r ia l

2" Hot asphal t cone, pavement , class A, g rad ing 0, t y p e I I Asphalt t a c k c o a t 5" Hot asphal t cone, pavement , class A, g rad ing C, (2 l i f t s )

Acphalt -pi line I U U I Variable amount o f se lec t bo r row (See n o t e 3)

JSotes:

I. Eor o f f s e t d i s tance , see c u r b and pavement e levat ion d a t a see shee t nos. 45-48.

2. Removal o f ex i s t i ng subgrade va r fes f r o m 3"+ t o 6"+. See shee t no. 91 f o r deta i l on s t o r m d ra in pipes e x c a v a t i o n .

3. Quant i t i es have been p rov ided - fo r removal o f unsui tab le mater ia l below limit o f roadway excava t i on and rep lacement w i th se lect b o r r o w f o r topp ing. See shee t no. IG.

MADISON DRIVE

TYPICAL SECTIONS

OATEJ AUG.,. "94

SCALEi

NOT TO SCALE

G K W W M 01UM.IC

9OQEDU0N^1ON R o t ( )

•K^lJ-WjtTUND Kin (J00982-M00

J^

AVE.

S T c t/>

1s t

TIDAL

flASIN

SECTION A - JRT) STREET ISTA 50 • 951 10 4TII STREET (STA 45 ^ 05)

SECllON U - 4111 STREET (STA 44 » 55) 10 THE NATIONAL GALLERY OF ART MUSEUM ENTRANCE

(STA .ifH?l.5)

SECTION C • THE NATIONAL f.AI.I.ERY OF ART MUSEUM INIRANCE (STA ;UJ'2I.5) 10

/111 STREET (STA J? • 74)

SECTION D - /Ti l STREET (STA J2 • 04) TO THE 9111 STREET OVERPASS ISTA 2Gi57)

SECTION E - THE 9TII STREET OVERPASS (STA 26*57) TO THE NATIONAL MUSEUM OF

NATURAL HISTORY ENTRANCE (STA 201(17)

SECTION E • THE NATIONAL MUSEUM OF NATURAL HISTORY ENTRANCE ISIA 20i8 'M

TO JUST WEST OF THE NORTIIOOUND 12Til STREET RAMP ISTA 14*94)

SECTtON G - JUST WEST OF THE NOHTIUIOUNO 12111 STREET RAMP (S(A 14(94) TO

THE NATIONAL MUSEUM OF AMERICAN HISTORY ENIRANCE ISTA 9 0 3 )

SECTION II - THE NATIONAL MUSEUM OF AMERICAN HISTORY ENTRANCE (STA 9»33)

TO I4TII STREET (STA 4 « 15)

Core Locations

(j) MC-4, MC-5, MC-11

© MC-6, MC-7

Q MC-i, MC-8

@ MC-9, MC-10

(s) MC-2.MC-3 rt

PJ

O i n> P rt

Figure 1. High Severity Rutting

Figure 2. High Severity Shoving