NM FLAP 159(1)-Catwalk Access Pavement Report Final.pdf

NM FLAP 159(1)

Catwalk Access Road

PAVEMENT Report

January 2020 iii

TABLE OF CONTENTS

I. INTRODUCTION

II. CLIMATE

III. EXISTING PAVEMENT

IV. EXPLORATION

V. TESTING RESULTS

VI. RECOMMENDATIONS & DISCUSSION

APPENDICES

A – Location Map B – Laboratory Test Results C – Photographs D – Pavement Design Calculations

I. INTRODUCTION

During the week of April 17th, 2017, a pavement and subgrade soil investigation was completed at NM FLAP 159(1) Catwalk Access Project project. The purpose of the pavement investigation was to determine current pavement and base thickness, as well as the classify the soil below.

NM FLAP 159(1) Catwalk Access, currently NM 174 / Catwalk Road provides the only access to Catwalk National Recreation Area. This roadway crosses Whitewater Creek in two locations and has numerous side drainages that cross the roadway. The existing width of NM174 is approximately 18ft-22ft. The existing structural section consists of pavement depths ranging from 1”-2”, and aggregate base depths ranging from 1” to 3”.

9 bore holes were drilled through the existing pavement on the project route. See Table 1 for a summary of layer thicknesses and soil description. Materials testing reports and photos are shown in the Appendix.

II. CLIMATE

Climate/Weather

NM FLAP 159(1) experiences warm and dry weather most of the year. During winter, the temperatures ranges from 25°F to 67°F. During summer, the temperatures range from 52°F to 91°F. Most months are typically dry with rain in the July and August.

Month High/Low (°F) Rainfall (in)

January 57° / 25° 1.2

February 61° / 28° 1.2

March 67° / 32° 1.0

April 74° / 36° 0.4

May 82° / 43° 0.6

June 91° / 52° 0.6

July 91° / 60° 2.8

August 89° / 59° 2.8

September 85° / 52° 2.0

October 76° / 41° 1.5

November 65° / 30° 1.0

December 57° / 25° 1.6

III. EXISTING PAVEMENT

Existing Pavement

The existing pavement on NM 174 is asphalt pavement. The major distress in the pavement throughout the road is alligator cracking along with general distress due to debris flows during rain events. Due to the existing conditions and the expectation of a limited roadway bench, it is recommended to pulverize the existing asphalt and base layer and construct a new aggregate base course and pavement surface section.

IV. EXPLORATION

On April 18th, 2017, a three-person crew from Enviro-Drill from Albuquerque, NM was on-site with CFL staff to conduct the drilling. A truck-mounted drill rig was used to auger drill 9 locations. The borings were drilled to a depth of approximately 5 feet. All borings were drilled within the roadway. The holes were recorded by CFL. The pavement thickness and base thickness can be found in the results table below. The typical soil sample taken was of soils classified as A-1-a and A-2-4 using the AASHTO Soil Classification system. See Tables 1 for a summary of the soils.

V. TEST RESULTS

Table 1 provides a summary of the drill locations and soil properties.

Investigation Sampling & Request for Laboratory Tests

Project: NM FLAP 159(1) Account Number:

15A6060337001 M10.PE.15G0.06 1606000000

Submitted By: Dan Sorensen Sampled By:

Dan Sorensen Date Submitted: 18-Apr-17

Pavement Investigation - Shallow Borings

Sample Number

Station or Location

Offset (from c/l)

Date Sampled

Depth of Bore

Boring Observations R Value

Comments

B-1 MP 0.0 N/A 4/18/2017 N/A No drilling due to utilities Did not drill due to utilities

B-2 MP 0.5 6'RT 4/18/2017 5' 0 to 1.0" ACP R=17 Sample #1

1.0" to 5' Clayey Sand A-2-4

B-3 MP 1.0 5'RT 4/18/2017 5' 0 to 2" ACP Sample #2

2" to 5' Clayey Sand with cobbles

A-2-4

B-4 MP 1.5 5'LT 4/18/2017 5' 0 to 1.5" ACP Sample #3

1.5" to 5' Silty Sand with gravel

A-1-a

B-5 MP 2.0 6'RT 4/18/2017 5' 0 to 1.5" ACP R=43 Sample #4

1.5" to 5' Clayey sand with gravel

A-2-4

B-6 MP 2.5 5'LT 4/18/2017 5' 0 to 1.5" ACP No Sample

1.5" to 5' Clayey sand with gravel

B-7 MP 3.0 5'RT 4/18/2017 5' 0 to 1.5" ACP Sample #5

1.5" to 5' Silty Sand with gravel and cobbles

A-1-a

B-8 MP 3.5 4'RT 4/18/2017 5' 0 to 1.5" ACP No Sample

1.5" to 5' Silty Sand with

B-9 MP 4.0 4'LT 4/18/2017 5' 0 to 1.5" ACP No Sample

B-10 MP 4.5 5'LT 4/18/2017 5' 0 to 1.5" ACP R=32 Sample #6

A-2-4

VI. PAVEMENT RECOMMENDATIONS AND DISCUSSION

The structural sections were designed using the 1993 AASHTO Pavement Design DARWin Pavement Design and Analysis System program. The traffic on this road is low and composed of cars, light duty trucks, SUV’s, RV’s, with minimal truck traffic. The design period is 20 years, A reliability level of 85% was used to calculate the soil support value for each road. Each structural section was designed using traffic data, existing pavement conditions, and soil conditions. Those values can be found in the appendix.

The design R-Value was converted to a soil resilient modulus (Mr) using the following equation:

29.11

)5(

ValueR

S

24.6

72.181

S rM

1) NM FLAP 159(1): The resilient modulus, Mr, for design is 18,760 psi, corresponding to an R-value of 32. The Mr and the traffic data equates to a required structural number (SN) of 2.10 based on DARWin program. The recommended structural section is 3” of hot mix asphalt concrete pavement (HACP) over 6” of pulverized pavement base (4” of aggregate base course pulverized together with 2” of existing HACP). Recommend placing the 4” of Roadway Aggregate on top of existing pavement prior to the full depth reclamation. see figure 1:

Minor Widening Typical Sections 3R segments (See Sheet Number A7 and A8 of plans for station ranges)

3" of HACP

4" of Aggregate Base Course to be pulverized

2" of Pulverized Pavement Base

Existing Subbase

Figure 1 – Flexible Pavement Design

2) NM FLAP 159(1): The resilient modulus, Mr, for design is 18,760 psi, corresponding to an R-value of 32. The Mr and the traffic data equates to a required structural number (SN) of 2.14 based on DARWin program. The recommended structural section is 3” of hot mix asphalt concrete pavement (HACP) over 6” of pulverized pavement base (4” of aggregate base course pulverized together with 2” of existing HACP). Recommend placing the 4” of Roadway Aggregate on top of existing pavement prior to the full depth reclamation. Note: Due to constrictions in town including existing driveways, drainage structures and various other elements, the team has elected to keep the elevation of the final pavement the same as existing. To accomplish the same elevation, it is recommended to mill the existing 3” of HACP, recondition the existing roadway, then place 3” of new HACP. see figure 2:

Overlay Typical Section Sta 10+10 to Sta 49+40

Mill 3” Existing HACP and Place 3" of new HACP

Roadway Recondition Subgrade

Figure 2 – Flexible Pavement Design

3) NM FLAP 159(1): The resilient modulus, Mr, for design is 24,865 psi, corresponding to an R-value of 43. The Mr and the traffic data equates to a required structural number (SN) of 1.88 based on DARWin program. The recommended structural section is 3” of hot mix asphalt concrete pavement (HACP) over 6” of aggregate base course on top of the subgrade, see figure 3:

Reconstruction Typical Sections 4R Segments (See Sheet Number A7 and A8 of plans for station ranges)

3" of HACP

6" of Aggregate Base Course

Subgrade

Figure 3 – Flexible Pavement Design

4) NM FLAP 159(1): For low water crossing concrete pavement sections, it is recommended to use standard typical section of 8” of Minor Concrete Pavement over 6” of Roadway Aggregate Base. See figure 4:

Typical Section Concrete Pavement

8" of HACP

6" of Aggregate Base Course

Figure 4 – Concrete Pavement Design

Pavement Materials Recommendations:

LTPP Bind recommends the asphalt cement a PG 64-22. The approved 401 mix should use asphalt from local source.

Use 40101-5600, Asphalt Concrete Pavement (HACP). The design unit weight for estimating HACP is 145.2 lb/ft3. The HACP should be placed in 2 lifts.

A fog seal, bid item 40601-1000, should be included in the contract. For determining quantities use an application rate of 0.10 gal/yd2. The emulsion type can be a CSS-1, CSS-1h, SS-1, or SS-1h.

A prime coat bid item 41102-1000 should be applied on the base course material prior to paving.

Tack coat, bid item 41201-0000, is required between each lift and should either be a CSS-1. CSS-1h, SS-1, or SS-1h emulsified asphalt.

An item for blotter material, Bid Item 41105-0000 should be included at 14.75 lb/yd2.

Pulverization, bid item, 30401-5300 by the Mile for the recommended pulverizing depth of 6-inches. Do not begin until the asphalt mix design has been approved.

APPENDICES

A – Location Map

B – Laboratory Test Results

C – Photographs

D – Pavement Design Calculations

APPENDIX A

LOCATION MAP

APPENDIX B

LABORATORY TEST RESULTS

APPENDIX C

PHOTOGRAPHS

Existing Roadway Bore #3 (2” HACP, 2”-5’ of clayey gravel/sand)

Existing Roadway Bore #7 (1.5” HACP, 1.5”-5’ of sandy/gravel with cobble)

Existing Roadway Bore #10 (1.5” HACP, 1.5”-5’ of silty gravel/sand)

APPENDIX D

PAVEMENT DESIGN CALCULATIONS

AASHTO Flexible Pavement Design

Minor Widening Typical Sections 3R segments (See Plan Sheet Number A7 and A8 for station ranges)

Design Parameters:

Standard Normal Deviate -1.037

Combined Standard Error 0.45

Design Serviceability Loss 1.70

Desired Level of Reliability (percent) 85.00

Asphalt Concrete Layer Coefficient 0.44

Aggregate Base Course Layer Coefficient 0.12

Aggregate Base Course Drainage Coefficient 0.90

FDR‐Pulverized Pavement Layer Coefficient 0.12

FDR‐Pulverized Pavement Drainage Coefficient 0.80

Flexible Pavement Structural Design:

Allowable 18‐kip ESAL Repetitions 520,000

Resilient Modulus (psi) 18,760

Asphalt Concrete Thickness (inches) 3

Aggregate Base Thickness (inches) 6

Subbase Thickness (inches) 3

Design Structural Number 2.16

Required Structural Number 2.10

Design Life (years) 20.00

Asphalt Concrete Thickness (inches) 3.00

Aggregate Base Thickness (inches) 6.00

Subbase Thickness (inches) 3.00

AASHTO Flexible Pavement Design

Reconstruction Typical Sections 4R Segments (See Plan Sheet Number A7 and A8 of plans for station ranges)

Design Parameters:

Standard Normal Deviate -1.037

Combined Standard Error 0.45

Design Serviceability Loss 1.70

Desired Level of Reliability (percent) 85.00

Asphalt Concrete Layer Coefficient 0.44

FDR‐Pulverized Pavement Layer Coefficient 0.12

FDR‐Pulverized Pavement Drainage Coefficient 0.90

Subbase Layer Drainage Coefficient 0.08

Subbase Base Drainage Coefficient 0.80

Flexible Pavement Structural Design:

Allowable 18‐kip ESAL Repetitions 520,000

Resilient Modulus (psi) 24,865

Asphalt Concrete Thickness (inches) 3

Aggregate Base Thickness (inches) 6

Subbase Thickness 0

Design Structural Number 1.97

Required Structural Number 1.88

Design Life (years) 20.00

Asphalt Concrete Thickness (inches) 3.00

Aggregate Base Thickness (inches) 6.00

Subbase Thickness (inches) 0.0