CO_FTNP_ROMO_11(4)_Beaver_Meadows_Road_Pavement_Report_Signed.pdf

ROCKY MOUNTAIN NATIONAL PARK

BEAVER MEADOWS ROAD

LARIMER COUNTY, COLORADO

CO FTNP ROMO 11(4)

PAVEMENT AND MATERIALS REPORT

JUNE 2019

Report prepared by:

U.S. Department of Transportation

Federal Highway Administration

Central Federal Lands Highway Division

Lakewood, Colorado http://www.google.com/imgres?sa=X&biw=1280&bih=819&tbm=isch&tbnid=gtpyJEKxSQX6SM:&imgrefurl=http://portal.hud.gov/hudportal/HUD?src=/press/press_releases_media_advisories/2010/HUDNo.10-242&docid=0hzyuk4oobnONM&imgurl=http://portal.hud.gov/hudportal/images/hudimg?id=dot_logo_41193.jpg&w=520&h=528&ei=uGw7Uoy6Ksjk4AOC_IDQBw&zoom=1&iact=hc&vpx=567&vpy=131&dur=635&hovh=226&hovw=223&tx=151&ty=150&page=1&tbnh=154&tbnw=162&start=0&ndsp=30&ved=1t:429,r:26,s:0,i:171

CO FTNP ROMO 11(4) Beaver Meadows Road ii

Written by: ________________________________________________________

Robert Norick, Staff Pavements & Materials Engineer

Reviewed by: ________________________________________________________

Mike Voth, Pavements & Materials Team Lead

Approved for distribution by:

Mike Voth, Pavements & Materials Team Lead Date

Electronic Distribution:

Construction Project Development Project Management Technical Services iii

TABLE OF CONTENTS

I. INTRODUCTION

II. CLIMATE

III. PREVIOUS INVESTIGATIONS AND REPORTS

IV. EXISTING PAVEMENT AND SOILS

V. PAVEMENT DESIGN INPUTS

VI. PAVEMENT RECOMMENDATIONS AND DISCUSSION

VII. MATERIALS RECOMMENDATIONS

APPENDICES

A – Site Map & Memorandum

B – Site Photos

C – Design Calculations & Traffic Counts

D – Asphalt Binder & Climate Data

E – Project Specific SCRs

I. INTRODUCTION

This report is written to document the existing road conditions and provide pavement recommendations for the planned CO FTNP ROMO 11(4) Beaver Meadows Road project in Rocky Mountain National Park, Colorado. Beaver Meadows Road is

US Highway 36 between its intersection with State Highway 66 at Estes Park, west for approximately 5 miles to its intersection with US Highway 34 at Deer Ridge Junction within the park. The Bear Lake Road Junction is located towards the center of this 5 mile long section of road. West of Deer Ridge Junction, US Highway 34 becomes Trail Ridge

Road, the highest continuous paved highway in the United States. Being within the national park, the road is used primarily for recreational purposes with the vast majority of the vehicles being passenger cars, pickups, and SUVs. The project consists of a full depth reclamation with overlay for the majority of the project’s 5 mile length with reconstruction and superelevation correction for a half dozen locations along the alignment. The Site Map for the project is provided in Appendix A.

II. CLIMATE

Climate data was obtained from the Western Regional Climate Center for the Estes Park, Colorado weather station. The data is summarized in Table 1 below and provided in

Appendix D. The average precipitation for this area is approximately 15.76 inches. The project is located at an elevation that receives both snow and rain, dependent upon the time of year. The project ranges in elevation from ≈7,680 feet to ≈8,950 feet.

Table 1. Weather Data

Month Average

HIGH

Record

HIGH

Average

LOW

Record

LOW

Average

PRECIP.

January 37.7 61 15.5 -38 0.42”

February 39.9 67 16.8 -39 0.66”

March 44.3 70 20.1 -26 1.09”

April 53.0 83 26.5 -19 1.80”

May 62.4 90 33.9 4 2.11”

June 72.4 95 40.4 22 1.64”

July 78.2 98 46.0 31 2.42”

August 75.9 96 44.7 29 1.94”

September 69.5 89 37.5 3 1.33”

October 59.5 85 30.0 -13 1.00”

November 46.1 75 22.3 -29 0.76”

December 39.5 66 17.6 -30 0.60”

Temperatures are in °F and precipitations are in inches.

III. PREVIOUS INVESTIGATIONS AND REPORTS

Previous projects at Rocky Mountain National Park (ROMO) have documented the traffic, pavement section, and subgrade conditions along Beaver Meadows Roads. The following reports were reviewed as part of the pavement investigation.

1. 1999 ROMO 10(3) Pavement Report for Beavers Meadows Road at the Beaver

Meadows Visitor Center and Deer Ridge Junction: The subgrade soils in both areas were silty sands derived from decomposed granite (ASTM SM soil /

AASHTO A-1-b soil). The subgrade sample from Deer Ridge Junction had a R-

Value of 67. The subgrade sample from the Beaver Meadows parking lot was mixed with topsoil and had a R-Value of 20. An R-Value of 50 was used for the pavement design. The pavement design used ADTs of 2,000 and 5,000 vehicles per day for the years of 2000 and 2020, respectively. The report’s soil borings show 3 to 4½ inches of asphalt over 3 to 4 inches of road base.

2. 2000 ROMO 12(1) Geotechnical Report for Bear Lake Road: Bear Lake Road passes through terrain similar to Beaver Meadows Road. This report includes

Boring BH-18 at the intersection with Beaver Meadows Road. The Bear Lake

Road subgrade soils are generally classified as silty sands and gravels (AASHTO

A-1-a, A-1-b, and A-2-4 soils). The R-Values ranged from 52 to 70 with a design

R-Value of 58.

3. 2001 ROMO 10(3) Geotechnical Report for Trail Ridge Road: This report provided ROMO’s weekday and weekend traffic counts for August 1999. For

Beaver Meadows Road, the traffic west of the Bear Lake Road junction is 33% less than the traffic east of the junction. Beaver Meadows Road’s traffic data also shows the east bound and west bound traffic distribution is 55% and 45% of the

ADT, respectively. These traffic counts are included in Appendix C.

4. 2004 ROMO 10(4) Pavement Report for Trail Ridge Road: This report references subgrade R-values between 50 and 60 and utilizes a design resilient modulus value of 17,000 psi. The report documents five sections of 6 inch deep foamed asphalt installed by the national park. Beaver Meadows Road includes a

4,400 foot length of 6 inch foamed asphalt with a 2 inch overlay immediately east of the Deer Ridge Junction. The report included a FWD (falling weight deflectometer) analysis of Beaver Meadows Road between the Bear Lake Road

Junction and the Deer Ridge Junction. This FWD analysis indicates very good subgrade conditions along Beaver Meadows Road. This report also provides the vehicle classifications and distributions for Trail Ridge Road: 84% Class 2-3 cars/pickups, 15% Class 5 motor homes and delivery trucks, and 1% Class 4 & 6 buses, garbage trucks, and dump trucks.

IV. EXISTING PAVEMENT AND SOILS

The existing pavement width averages 23 feet with two 11 foot lanes, one in each direction. The existing asphalt pavement is in fair condition with transverse, longitudinal, block, edge, and alligator cracking that comes with an old age hardened road. The pavement thickness along Beaver Meadows Road ranges between 4 and 8 inches, while the base thickness ranges between 1 and 4 inches.

V. PAVEMENT DESIGN INPUTS

The pavement design for the Beaver Meadows Road project utilized design criteria established in the Federal Lands Highway (FLH) Project Development Design Manual

(PDDM). The criteria shown in Table 2 below were selected based on the project’s scope and traffic levels.

Table 2. Design Criteria

Design Performance Period (3R) 20 years

Initial Serviceability 4.2

Terminal Serviceability 2.5

Design Reliability Level 75%

Overall Standard Deviation 0.49

Annual Traffic Volume Growth Rate 2.0%

Directional Distribution 60%

Traffic

Beaver Meadows Road is used primarily for recreational purposes. The vast majority of vehicles that use this route are passenger vehicles, pickups, and SUVs. There are occasional delivery trucks, garbage trucks, and dump trucks that service the campgrounds in the area, in addition to, a few buses. Based upon site visit observations and google earth imagery, the following vehicle classifications and distributions are assumed for the project’s pavement design: 90% Class 2-3 cars/pickups, 9% Class 5 motor homes and delivery trucks, and 1% Class 4 & 6 buses, garbage trucks, and dump trucks. The

National Park Service website provides traffic counts for the vehicles entering the Beaver

Meadows Gate (westbound traffic); 487,420 vehicles in 1997 (1,335 vehicles per day) and 705,420 vehicles in 2017 (1,935 vehicles per day). This represents nearly a 2% annual traffic volume growth rate. The August 1999 traffic counts indicate that the traffic exiting the Beaver Meadows Gate is significantly greater than the traffic entering the gate. In accordance with the 1999 traffic counts, the westbound traffic (1,935 vehicles per day) represents 45% of the two-way ADT. As such, the eastbound traffic (55% of the two-way ADT) calculates to be 2,365 vehicles per day with a resulting two way ADT of

4,300 vehicles per day. This 4,300 ADT is representative of the traffic at the Beaver

Meadows Gate and east of the Bear Lake Road Junction. In accordance with the August

1999 traffic counts, the traffic west of the Beaver Lake Road Junction is 33% less than the traffic east of the junction or an ADT of 2,900 vehicles per day.

Accurate traffic load estimates expressed as 18-kip equivalent single axle loads (ESAL) are critical for the pavement design. Load estimates are based on vehicle counts and classifications with a 20-year, 2% growth factor of 24.3. Standard load equivalency truck factors are used to convert the various vehicle axle loads to an 18-kip ESAL. The vehicle truck factors used for the project’s pavement design are in accordance with PDDM

Exhibit 11.2-A, Pg 11-11 (0.004 for Class 2-3, 0.5 for Class 5, and 1.0 for Class 4 & 6).

Based on the design criteria and assumptions shown above and the 1993 AASHTO pavement design procedure, the 20-year-18-kip equivalent single axle loads (ESAL) for

ROMO’s Beaver Meadows Road are estimated to be 1,350,000 east of the Bear Lake

Road Junction and 900,000 west of the Bear Lake Road Junction.

Subgrade Soil Resilient Modulus

Based upon the subgrade information from previous investigations, the Beaver Meadows

Road’s subgrade soils are silty sands and gravels derived from decomposed granite.

An R-Value of 58 was used for the project’s pavement design (see Section III. Previous

Investigations and Reports). For sands and gravels, the subgrade Resilient Modulus (MR) is calculated from the R-Value using the following correlation equation. Based upon an

R-Value of 58, the Beaver Meadows Road silty sands and gravel have a calculated resilient modulus of 17,000 psi.

Resilient Modulus, MR (psi) = 10[ ( S

+ 18.72 ) / 6.24 ] where the S1 factor = [(R-Value – 5) / 11.29] + 3

Structural Layer Coefficients

Standard CFLHD structural layer coefficients were selected for asphalt concrete pavement (0.44), crushed aggregate base (0.12), and full depth reclamation / recycled asphalt pavement (0.12) in accordance with Exhibit 11.2-C of the PDDM. A drainage coefficient of 1.0 was utilized for all proposed layers.

Structural Number Calculations

The 1993 AASHTO pavement design procedure is used to determine the required pavement structural numbers (SN) for the CO FTNP ROMO 11(4) project. Based upon the ESALs, the subgrade Resilient Modulus, and the aforementioned design criteria, the following required 20-year pavement design structural numbers are calculated.

Required SN for Beaver Meadows Road east of Bear Lake Road Junction = 2.43”

Required SN for Beaver Meadows Road west of Bear Lake Road Junction = 2.27”

VI. PAVEMENT RECOMMENDATIONS AND DISCUSSION

Project Recommendations

In accordance with the 1993 AASHTO pavement design procedure and the required pavement structural numbers, the following flexible pavement structural sections are proposed for the Beaver Meadows Road project:

Full Depth Reclamation (FDR) with Overlay Section

4 inches of Asphalt Pavement (SN = 4” x 0.44 = 1.76”)

8 inches of FDR - Pulverize (SN = 8” x 0.12 = 0.96”)

TOTAL SN = 2.72 inches

Reconstruction Section for Superelevation Correction

4 inches of Asphalt Pavement (SN = 4” x 0.44 = 1.76”)

6 inches of Recycled Pulverized Asphalt or Crushed Aggregate Base (SN = 6” x 0.12 = 0.72”)

TOTAL SN = 2.48 inches

Further, Portland cement concrete (PCC) is recommended for the west bound lanes at the

Beaver Meadows entrance station and at the park entrance sign pullout. In accordance with PDDM Exhibit 11.5-A, Pg 11-36, the following PCC sections are recommended for the two locations.

PCC Structural Section for Entrance Station

8 inches of Reinforced Portland Cement Concrete Pavement

4 inches of Crushed Aggregate Base

PCC Structural Section at Park Entrance Sign Pullout

6 inches of Reinforced Portland Cement Concrete

4 inches of Crushed Aggregate Base

VII. MATERIALS RECOMMENDATIONS, SCRs, AND

CONSTRUCTION CONSIDERATIONS

Selection of Asphalt Binder

LTPPBind On-line and the CDOT binder selection criteria were utilized for the selection of the asphalt binder for the project (See Appendix D). LTPPBind On-line recommends a

PG 52-34 which is not available in Colorado. Based on these considerations, a PG 58-34 binder should be used. This binder grade is readily available and commonly used by the

Colorado DOT.

Pavement Roughness

It is recommended that pavement roughness be evaluated as Type III-B in accordance with FP-14 Section 401.16(d) and Table 401-5.

Prime and Tack Coats, Fog Seal and Blotter

For this project, a Prime Coat and Blotter applied to the base prior to asphalt placement, a

Tack Coat applied between asphalt lifts, and a Fog Seal applied to the final pavement surface are recommended.

Subexcavation

Site visit observations indicate poor subgrade conditions in a handful of areas along the road. A limited quantity of subexcavation should be included in the contract to be used at the discretion of the CO.

Drainage

There is some potential for water under the road in some areas. Ditch maintenance and construction may be needed to prevent water from saturating the roadbed.

SCRs and Construction Concerns

CFLHD standard SCRs for pavements and materials are expected to be used apart from

SCRs for the following FP-14 sections as provided in Appendix E: Section 302 Minor

Crushed Aggregate; Section 501 Minor Concrete Pavement; Section 601 Minor Concrete

Structures; and Section 615 Sidewalks, Drive Pads, and Paved Medians. The 302 SCR to address the use of recycled pulverized asphalt as crushed aggregate base for the reconstruction areas. This pulverized material to be generated from the reconstruction areas and will need to be bladed, windrowed, and stockpiled to permit the regrading of the subgrade for superelevation correction. The pulverization cost will not be paid for separately but will be included in the cubic yard price for Section 302 Roadway

Aggregate, Method 2 (Recycled Pulverized Asphalt). The 501 SCR to specify a minimum cement content (611 pounds per cubic yard), a range for air content (4.5% to 7.5%), reinforcing fibers, and transverse tine finish for the Portland cement concrete pavement and to provide limitations regarding opening to traffic (concrete strength), curing (no white pigmented curing compound), and weather. The 601 SCR to provide the 501 SCR concrete mix requirements for minor concrete structures. The 615 SCR to provide the requirements for reinforcing fibers and jointing for PCC sidewalks, drive pads, and medians, as well as, cast iron truncated dome warning fields for sidewalk ramps.

Bid Items

Suggested FP-14 pay items for the proposed structural section are shown in Table 3.

Table 3: Recommended Pay Items

Item

Number Item Description Unit

20402-0000 Subexcavation CUYD

20425-1000 Ditch Excavation LNFT

30201-2000 Roadway Aggregate, Method 2 (Recycled Pulverized Asphalt) CUYD

30202-2000 Roadway Aggregate, Method 2 TON

30302-1000 Ditch Reconditioning LNFT

30401-5500 Full Depth Reclamation, Method 2, 8-Inch Depth MILE

40101-5600 Asphalt Concrete Pavement, Gyratory Mix, 1/2-Inch or 3/4-Inch

Nominal Maximum Size Aggregate, 0.3 To <3 Million ESAL

TON

40105-3000 Antistrip Additive, Type 3 TON

40601-0000 Fog Seal TON

41101-1000 Prime Coat, Method 1 TON

41105-0000 Blotter TON

41201-0000 Tack Coat TON

50101-0800 Minor Concrete Pavement, Reinforced, 8-Inch Depth SQYD

61502-1000 Drive Pad, Concrete SQYD

APPENDICES

A – Location Map & Memorandum

B – Site Photos

C – Design Calculations & Traffic Counts

D – Asphalt Binder & Climate Data

E – Project Specific SCRs

APPENDIX A – Site Map & Memorandum

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BEAVER MEADOWS ROAD

CO FTNP ROMO 11(4)

SITE MAP

Scale in Feet

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Bear L ake R oad

Trail Ridge Road

F a ll R iv e r R o a d

Beaver

Meadows

Entrance

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Meadows

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Beaver Meadows Road

CO FTNP ROMO 11(4)

Station 2787+50

Begin Schedule A

Beaver Meadows Road

CO FTNP ROMO 11(4)

Station 3052+77

End Schedule A

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Entrance Station

Beaver Meadows

Memorandum

Subject: CO FTNP ROMO 11(4)

Beaver Meadows Road Pavement Recommendations

Date: December 12, 2018

From: Robert Norick

Staff Pavements/IA/Materials Engineer

To: James Kerrigan, PM/COE Doug Smith, Lead Designer

Background:

This memorandum provides the pavement structural section recommendation for the CO FTNP ROMO 11(4) Beaver Meadows Road Project in Rocky Mountain National Park. The project is located immediately west of the Town of Estes Park in Larimer County, Colorado. Beaver Meadows Road is US Highway 36 between its intersection with State Highway 66 at Estes Park, west for approximately 5 miles to its intersection with US Highway 34 at Deer Ridge Junction within the park. The Bear Lake Road Junction is located towards the center of this 5 mile long section of road. Being within the national park, the road is used primarily for recreational purposes with the vast majority of the vehicles being passenger cars, pickups, and SUVs.

Recommendations:

Previous projects at Rocky Mountain National Park have documented the pavement sections, subgrade conditions, and traffic distributions along Beaver Meadows Road.

Based upon previous investigations, the pavement thickness along Beaver Meadows Road ranges between 4 and 8 inches, while the base thickness ranges between 1 and 4 inches.

There is a 4,400-foot length of the road west of the Bear Lake Road Junction that consists of a 6-inch depth of foamed asphalt with a 2-inch asphalt overlay. This foamed asphalt section was installed by a contractor as a demonstration section for the National Park Service (NPS). Previous investigations indicate that the underlying subgrade soils are silty sands and gravels derived from decomposed granite; a good subgrade material. Prior to April 2019, the pavement thickness along Beaver Meadows Road should be verified at quarter mile increments using CFL’s core drilling trailer. Prior investigations indicate that the traffic west of the Bear Lake Road Junction is 33 percent less than the traffic east of the junction and that the vehicle distribution consists of 84 percent Class 2-3 cars/pickups, 15 percent Class 5 motor homes and delivery trucks, and 1 percent Class 4 & 6 buses, garbage trucks, and dump trucks. The NPS website provided current traffic counts for vehicles entering the Beavers Meadows Gate (westbound traffic). Based upon these traffic counts and the aforementioned traffic distributions, Beaver Meadows Road’s AADT is

3,200 vehicles per day west of the Bear Lake Road Junction and 4,800 vehicles per day east of the junction.

The pavement design for Beaver Meadows Road utilized the 1993 AASHTO pavement design procedure in concert with current NPS traffic counts, data from previous pavement and geotechnical investigations (subgrade properties and traffic distributions), and design criteria established in the FLH PDDM. Based upon the aforementioned information, the following structural sections is recommended:

4-inch HACP placed in two lifts (Section 401) 8-inch full depth reclamation - pulverize (Section 304)

For economic considerations, the asphalt thickness for Beaver Meadows Road west of the Bear Lake Road Junction may be reduced to 3½ inches with a corresponding $150K reduction in construction cost.

A PG 58-34 binder should be used for the project’s asphalt concrete pavement. This binder grade is readily available and commonly used by the Colorado DOT. It is recommended that pavement roughness be evaluated as Type III-B in accordance with FP- 14 Section 401.16(d) and Table 401-5. Additional recommendations include a prime coat and blotter applied to the base prior to asphalt placement, a tack coat applied between asphalt lifts, and a fog seal applied to the final pavement surface.

Recommended Pay Items for this Project:

Item Number Item Description Unit

30202-2000 Roadway Aggregate, Method 2 Ton 30401-5500 Full Depth Reclamation, Method 2, 8-Inch Depth Mile

40101-5600 Asphalt Concrete Pavement, Gyratory Mix, ½” or ¾” Nominal Maximum Size Aggregate, , 0.3 To

<3 Million ESAL Ton

40105-3000 Antistrip Additive, Type 3 Ton 40601-0000 Fog Seal Ton 41102-1000 Prime Coat, Method 1 Sqyd 41105-0000 Blotter Ton 41201-0000 Tack Coat Ton

The pay items above are to be constructed using the FP-14. Any changes to these items should be reflected in an addendum email or within the final report. There is some potential for water under the road in some areas. Ditch maintenance and underdrains may be needed to prevent water from saturating the roadbed. Any applicable Special Contract Requirements will follow at a later time and under separate cover.

If you have any questions, please let us know.

CC: CFLHD Pavements & Materials Project Files: N:\CO\romo11(4)\Pavements\3. Reports-Tech Momos file://cflcadd3.cflhd.local/projects/CO/romo11(4)/Pavements/3.%20Reports-Tech%20Momos

APPENDIX B – Site Photos

Station 2795+00 at Deer Ridge Junction Looking Ahead and East

Station 2873+00 Looking Back at Transverse Cracking, Rutting, & Chip Seal Bleeding

Station 2915+00 Looking Back at Transverse, Longitudinal, and Edge Cracking

Station 2956+00 Looking Back at Alligator Cracking at Entrance Station

Station 2990+00 Looking Back at Rutting and Chip Seal Bleeding

Station 2990+00 Looking Ahead at Rutting, Edge Cracking, & Chip Seal Bleeding

APPENDIX C – Design Calculations & Traffic Counts

ESAL Calculations

Project: Date: 3/5/2019

Location: Rocky Mountain Nationa Park, Larimer County, Colorado

East of Bear Lake Junction

Performance Period (years) 20

Two-Way Traffic (ADT) 4,300

Number of Lanes in Design Direction 1

Percent of Trucks in Design Lane 100%

Percent of Trucks in Design Direction 60%

Accumulated

Average Initial 18-kip ESALs for

Vehicle Percent Annual % Growth Truck Factor Performance

Class of ADT Growth Factor (ESALs/Truck) Period

2-3 90% 2% 24.30 0.004 82,371

5 9.0% 2% 24.30 0.5 1,029,637

4 & 6 1.0% 2% 24.30 1 228,808

Total 1,340,817

West of Bear Lake Junction

Performance Period (years) 20

Two-Way Traffic (ADT) 2,900

Number of Lanes in Design Direction 1

Percent of Trucks in Design Lane 100%

Percent of Trucks in Design Direction 60%

Accumulated

Average Initial 18-kip ESALs for

Vehicle Percent Annual % Growth Truck Factor Performance

Class of ADT Growth Factor (ESALs/Truck) Period

2-3 90% 2% 24.30 0.004 55,553

5 9% 2% 24.30 0.5 694,407

4 & 6 1% 2% 24.30 1 154,313

Total 904,272

CO FTNP ROMO 11(4) - Beaver Meadows Road

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Rocky Mountain NP Bookmark this report: https://irma.nps.gov/Stats/SSRSReports/Park%20Specific%20Reports/Traffic%20Counts

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

TRAFFIC COUNT AT BEAVER MEADOWS

2018 19,370 14,912 28,798 25,834 52,409 104,557 122,313 115,079 121,821 57,996

2017 15,519 15,576 25,767 29,066 46,681 110,003 133,387 116,200 110,922 58,070 23,159 21,070

2016 21,633 18,332 24,677 23,424 49,700 98,569 123,203 105,785 108,942 69,336 29,748 14,517

2015 17,800 13,543 24,119 19,740 41,928 94,840 121,341 106,460 100,327 62,918 18,578 15,435

2014 12,791 12,791 16,887 15,562 37,693 80,329 101,266 88,195 90,198 54,159 16,240 13,125

2013 13,064 10,993 16,029 13,740 36,566 73,631 97,775 84,829 32,158 10,800 14,737 13,849

2012 13,649 11,132 19,166 22,538 38,903 68,506 85,444 76,898 82,840 33,386 15,333 10,953

2011 13,399 9,219 14,075 15,034 31,010 89,667 123,532 105,617 93,715 52,576 14,243 13,580

2010 13,421 9,339 14,929 14,565 33,615 76,245 108,614 98,128 83,970 45,968 13,728 13,417

2009 13,224 11,679 15,000 11,716 41,176 74,387 104,859 92,618 79,340 33,088 13,080 9,449

2008 11,993 11,173 13,448 12,846 32,421 71,301 99,466 89,386 78,381 40,650 13,750 11,365

2007 8,637 9,861 13,910 14,803 34,430 76,338 101,846 87,939 79,231 36,190 13,369 8,838

2006 11,052 10,199 11,577 14,552 34,578 71,827 97,843 79,935 70,671 30,358 12,298 8,931

2005 11,395 10,431 11,644 11,775 30,120 64,555 98,938 81,087 65,804 35,874 10,946 11,235

2004 10,691 10,676 14,000 10,474 33,023 63,632 92,135 79,599 67,072 36,844 10,035 12,120

2003 11,313 8,724 11,778 11,384 31,826 68,002 95,197 85,216 69,224 40,621 10,955 10,664

2002 10,261 10,443 13,179 12,728 33,858 72,583 92,471 81,366 67,445 32,199 11,185 11,360

2001 11,733 13,071 14,347 15,571 36,057 73,853 107,681 86,109 69,040 30,777 14,718 10,109

2000 11,311 12,370 14,060 15,251 34,973 72,143 103,420 86,882 68,782 44,676 16,774 13,452

1999 10,801 11,740 14,052 10,303 31,764 71,409 104,438 93,667 70,525 43,186 16,076 11,161

1998 10,270 9,415 12,699 12,364 34,525 71,767 105,014 97,476 72,952 38,830 12,888 9,330

1997 9,971 10,175 15,608 10,172 33,757 73,098 104,448 98,672 73,952 34,420 12,963 10,184

1996 7,780 10,066 12,087 12,523 30,348 68,994 100,698 99,191 71,727 33,490 11,541 10,608

TRAFFIC COUNT AT FALL RIVER

2018 9,412 7,360 15,491 12,372 28,276 55,555 71,988 63,651 80,410 32,385

2017 7,532 7,678 12,687 13,813 24,557 55,457 68,558 58,909 64,026 34,731 14,109 10,954

2016 8,793 8,172 11,258 12,125 25,156 57,224 72,961 60,887 68,351 37,792 12,949 9,190

2015 7,684 6,425 12,497 11,880 22,802 46,936 64,947 58,664 64,688 40,197 9,415 7,501

2014 5,853 5,853 8,688 8,799 19,027 38,103 48,409 44,477 49,346 30,195 8,586 5,803

2013 6,858 5,762 8,751 8,319 22,591 40,567 54,533 47,981 19,040 5,827 8,577 6,427

2012 6,543 4,721 10,734 12,355 23,528 42,166 50,581 41,512 52,734 25,078 8,963 6,007

2011 6,192 4,434 7,913 10,659 16,981 40,753 57,845 48,293 49,814 30,262 7,841 6,194

2010 5,976 4,361 8,066 9,010 19,065 38,880 55,126 48,174 54,591 31,811 8,945 7,137

2009 7,508 5,780 9,230 7,697 22,524 39,823 59,147 49,143 50,878 23,218 7,865 5,176

2008 5,367 5,476 8,047 8,048 18,832 37,655 53,940 45,253 45,727 28,103 8,855 5,818

2007 5,323 5,424 8,641 8,556 21,664 44,560 56,699 50,371 52,003 27,405 8,896 5,101

2006 5,900 5,740 7,613 9,401 20,083 38,706 55,466 44,544 50,663 23,990 8,342 4,938

2005 6,228 6,239 8,240 8,054 20,847 38,860 59,794 47,904 45,205 27,168 7,671 6,529

2004 6,233 6,502 9,635 8,178 21,832 39,542 58,071 50,352 50,437 26,873 6,931 7,220

2003 6,857 4,549 7,940 8,515 22,954 42,987 58,135 54,906 51,933 32,863 7,769 6,924

2002 7,473 6,800 9,435 9,628 24,422 44,389 54,096 50,535 51,650 24,676 7,520 7,830

Traffic Counts Page 1 of 4 12/7/2018 12:50:50 PM

APPENDIX D – Asphalt Binder & Climate Data

LTPPBind On-line Data

Colorado Department of Transportation

2019 Pavement Design Manual

Table 6.9 Recommended SuperPaveTM Gyratory Design Revolution (NDES)

CDOT Pavement

Management System

Traffic Classification

(20 Year Design ESAL)

20 Year Total

18k ESAL in the Design

Lane

High Temperature Category

Very Cool Cool Moderate Hot

Low < 100,000 50 50 50 50

100,000 to < 300,000 50 75 75 75

Medium 300,000 to < 1,000,000 75 75 75 75

1,000,000 to < 3,000,000 75 75 75 100

High 3,000,000 to < 10,000,000 75 75 100 100

Very High 10,000,000 to < 30,000,000 --- --- 100 ---

Very Very High ≥ 30,000,000 --- --- 125 ---

Note: Based on Standard Practice for SuperPave™ Volumetric Design for Hot-Mix Asphalt (HMA), AASHTO

Designation R 35-04.

6.12.3 Binder Selection

Performance graded (PG) binders have two numbers in their designation, such as PG 58-34. Both numbers describe the pavement temperatures in degrees Celsius at which the pavement must perform. The first number (58 in the example) is the high temperature standard grade for the pavement, and the second number (minus 34 in the example) is the low temperature standard grade.

PG 64-28 (rubberized) or PG 76-28 (polymerized) or bituminous mixtures should only be placed directly on an existing pavement or milled surface that does not show signs of stripping or severe raveling. Cores should be taken to determine if stripping is present. Because of a limited number of tanks, Colorado local suppliers only have the capacity to supply a limited number of asphalt cement grades. Table 6.10 Available Asphalt Cement Grades in Colorado shows available grades that maybe used and/or available on CDOT projects.

Table 6.10 Available Asphalt Cement Grades in Colorado

Polymer Modified Unmodified

PG 76-28

PG 70-28

PG 64-28

PG 58-34

PG 64-22

PG 58-28

Note: The Region Materials Engineer may select a different gyratory design revolution for the lower HMA lifts.

APPENDIX E – Project Specific SCRs

Section 302. — MINOR CRUSHED AGGREGATE

302.01 Description. Add the following:

Roadway aggregate, Method 2 (Recycled Pulverized Asphalt) consists of recycled pulverized asphalt pavement from the Reconstruction Areas for use as aggregate base. Recycled pulverized asphalt must meet the requirements of Section 304 to be used as Roadway Aggregate, Method 2 and will need to be bladed, windrowed, and stockpiled to permit the regrading of the subgrade for the Reconstruction Areas in accordance with the grades and cross sections on the plans.

The existing asphalt pavement within the Reconstruction Areas to be pulverized to 6-inch depth or to 1-inch below the bottom of the existing pavement, whichever is greater, according to

Section 304. Reprocess or remove larger particles and dispose of them according to Subsection

203.05. All Recycled Pulverized Asphalt from the Reconstruction Areas to be used and placed as

Roadway Aggregate, Method 2 prior to the import of crushed aggregate base. The work of pulverizing, processing, blading, windrowing, hauling, and stockpiling the existing asphalt material from the Reconstruction Areas will not be paid for separately but is included in the contract price per unit of measurement for the Section 302 Roadway Aggregate, Method 2

(Recycled Pulverized Asphalt) pay items in the bid schedule.

302.06 Acceptance. Delete the subsection and substitute the following:

302.06 Acceptance.

See Table 302-1 for crushed aggregate sampling, testing, and acceptance requirements.

Crushed aggregate will be evaluated under Subsections 106.02 and 106.03. Submit a production certification including gradation and quality properties for each source.

See Table 304-1 for recycled pulverized asphalt sampling, testing, and acceptance requirements.

Construction of roadway aggregate courses will be evaluated under Subsections 106.02 and

106.04. Method 2 compaction will be evaluated under Subsection 106.04. Sample material from the windrow or roadbed after processing but prior to compaction at the frequency shown in Table

302-1. Submit samples to the CO for verification. Materials that do not meet the approved certification will be considered unacceptable.

Placement of bedding and backfill aggregate will be evaluated under Subsections 106.02 and

106.04.

Delete Table 302-1 and substitute the following:

Table 302-1

Sampling, Testing, and Acceptance Requirements

Material or

Product

(Subsection)

Type of

Acceptance

(Subsection)

Characteristic

Test

Methods Specifications

Sampling

Frequency

Point of

Sampling S p li t

S a m p le

Reporting

Time Remarks

Production

Crushed aggregate(1)

Measured and tested for conformance

(106.04)

Moisture-

Density

Gradation(2)

AASHTO

T 180, Method D (3)

AASHTO

T11 and T27

1 per aggregate supplied

1 per

500 tons

(450 metric tons)

Production output or stockpile

From the windrow or roadbed after processing.

No Before using in work

Before placing next layer

Density AASHTO

T310 or other approved procedures

1 per

500 tons

(450 metric tons)

In-place after compaction

" Before placing next layer

For

Method 2 compaction only

Crushed aggregate

Process control

(153.03)

Moisture content

(in-place)

Finished Product

Crushed aggregate

Measured and tested for conformance

(106.04)

Surface tolerance

& grade

Subsection

301.06

Determined by the CO Surface of final course

No Before placement of next layer or as requested

(1) Sampling and testing required for roadway aggregate.

(2) Use only sieves indicated for the specified gradation.

(3) Minimum of 5 points per proctor.

Section 501. — MINOR CONCRETE PAVEMENT

Construction Requirements

501.03 Composition (Concrete Mix Design). Delete Table 501-1 and insert the following:

Table 501-1

Composition of Concrete

Maximum

Water/

Cementitious

Material

Ratio

Minimum

Cement Content

(lb/cuyd)

Slump

(maximum), AASHTO

T 119

Air Content

Coarse

Aggregate

Size Number

AASHTO

M 43(1)

28-Day

Compressive

Strength

(minimum), AASHTO

T 22

0.45 611 4 inches

(fixed form)

4.5 – 7.5 57 & 67 4000 psi

(1) Meet the processing requirements of AASHTO M 43, Table 1 – Standard Sizes of Processed Aggregate.

Add the following:

All minor concrete paving will include reinforcing fibers.

501.07 Placing Concrete. Delete the Subsection and substitute the following:

501.07 Placing Concrete. At least 14 days before the start of concrete placement operations, arrange a pre-paving conference. Coordinate attendance with the CO and applicable subcontractors. Submit and be prepared to discuss the following:

(a) Proposed pour sequence and placement schedule;

(b) Approved concrete mix design;

(c) Contractor quality control plan;

(d) Equipment, batching, mixing, placing, and curing requirements;

(e) Subsections 106.03 and 106.04;

(f) Jointing plan, joint forming or sawing operations;

(g). Weather plan. Rain protection plan, cold, or hot weather paving plan, and opening to traffic; and

(h) Traffic control plan.

Conform to Subsections 552.04 through 552.08, for handling, storing, batching, mixing material and delivering concrete.

Conform to Subsection 552.10 for weather limitations. Any extra equipment or operations required to conform to the approved cold weather plan are subsidiary to the pay item. Have material and equipment required for protection available at the project before commencing cold weather concreting.

Deposit concrete between the forms to a uniform height. Consolidate concrete to remove voids and air pockets. Do not move concrete horizontally with vibrators.

Strike off and place concrete with a form-riding paving machine or manual fixed form paving equipment. In irregular areas where a paving machine is impractical, place concrete using templates, screeds, or other methods approved by the CO.

Carry a slight excess of concrete in front of the leading edge of the template or screed. After strikeoff and before bleed water appears on the surface, float to the required grade and cross-section. Finish the concrete pavement to minus ¼ inch or plus ⅜ inch of the thickness required.

When concrete is placed adjoining a previously-constructed lane of pavement, do not operate mechanical equipment on the existing lane until the lane has attained:

A minimum flexural strength of 450 pounds per square inch according to AASHTO T 23 and AASHTO T 97; or

A compressive strength 80% of the 28-day compressive strength according to AASHTO T

22 and AASHTO T 23.

Place reinforcing steel according to Section 554. If placing rebar before placing concrete, position the rebar on acceptable supports. If placing rebar after placing concrete, mechanically insert the rebar to the required depth. Reinforcing bars and steel supports are to be epoxy-coated. Keep epoxy-coated reinforcing steel free of damage and distortion. Steel wire fabric and mats are not required to be epoxy-coated.

Submit a reinforcing steel layout drawing to the CO for approval 30 days before placement.

When rain is threatening during paving operations, stop paving operations and protect the concrete pavement from rain with plastic sheeting or other methods approved by the CO. Remove, replace, or repair pavement damaged by rain or hail as directed by the CO at no cost to the Government.

501.09 Surface Finish. After the 3rd paragraph add the following:

Finish surface according to (a) Transverse tine finish.

501.10 Curing. Delete the Subsection and substitute the following:

501.10 Curing. Immediately after finishing and when marring will not occur, cure the surface and exposed sides of concrete for a minimum of 72 hours. Do not leave the concrete exposed for more than one half hour during the curing period. Cure using both of the following methods (a) and (b):

(a) Water method. Cure according to Subsection 552.15(b). Entirely cover the surface of the pavement and the edges of the slab with water saturated mats. Extend mats at least twice the thickness of the pavement beyond the edges of the slab. Place the mats in complete contact with the surface. Use weights or other approved methods to maintain contact.

(b) Liquid membrane curing compound method. White pigmented curing compound is not allowed. Cure according to Subsection 552.15(c). Protect sawed joints from intrusion of foreign material into the joint before sealing. Repair damaged areas immediately with additional compound.

Remove forms when the concrete has hardened sufficiently to resist damage but not earlier than 12 hours after placing concrete. Protect the sides of the exposed slabs immediately with a curing method equal to that provided for the surface. Prevent erosion of the base course beneath the exposed pavement edges until shoulders are constructed.

For temperature and weather conditions follow the requirements of Subsection 552.10.

During cold weather protect concrete exposed in the final construction for at least 72 hours according to Table 552-5. Cold weather protection is included in the cost of the item.

501.13 Opening to Traffic. Delete the Subsection and substitute the following:

501.13 Opening to Traffic. Do not allow traffic on new concrete pavement earlier than 7 days after concrete placement unless concrete tests indicate one of the following conditions is obtained:

(a) Flexural strength of 450 pounds per square inch according to AASHTO T 97; or

(b) A compressive strength 80% of the 28-day compressive strength according to AASHTO T

22 and AASHTO T 23.

Do not allow traffic on the pavement when joint sealant is tacky and traffic debris would imbed into the sealant.

Measurement

501.15 Add the following:

Do not measure reinforcing steel for payment.

Do not measure cold weather protection for concrete for payment.

Section 601. — MINOR CONCRETE STRUCTURES

Construction Requirements

601.03 Composition (Concrete Mix Design). Delete Table 601-1 and insert the following:

Table 601-1

Composition of Minor Concrete

Maximum

Water/

Cementitious

Material

Ratio

Minimum

Cement Content

(lb/cuyd)

Slump

(maximum), AASHTO

T 119

Air Content

Coarse

Aggregate

Size Number

AASHTO

M 43(1)

28-Day

Compressive

Strength

(minimum), AASHTO

T 22

0.45 611 4 inches

(fixed form)

4.5 – 7.5 57 & 67 4000 psi

(1) Meet the processing requirements of AASHTO M 43, Table 1 – Standard Sizes of Processed Aggregate.

601.07 Acceptance. Add the following:

The concrete mixture’s density, air content, slump, temperature, and compressive strength will be evaluated under Subsections 106.02 and 106.04.

Table 601-2

Sampling, Testing, and Acceptance Requirements

Material or

Product

(Subsection)

Type of

Acceptance

(Subsection)

C h a ra ct er is ti c

Test Methods

Specifications

Sampling

Frequency

Point of

Sampling

Split

Sample

R ep o rt in g im e

R em a rk s

Source

Aggregate

(703.01

& 703.02)

Measured and tested for conformance

(106.04 & 105)

Quality Subsection

703.01 &

703.02

1 per material type

Source of material

Yes Before producing

Mix Design

Concrete

Composition

(601.03)

" All Subsection

601.03

1 per mix design

" If requested

Production

Concrete(1)

Measured and tested for conformance

(106.04)

Density AASHTO

T 121

1 set per

30 yd3

(25 m3), but not less than 1 per day

Discharge stream at point of placing

No Upon completing tests

Air content AASHTO

T 152 or

AASHTO

T 196

" " No " −

Slump AASHTO

T 119

" " No " −

Temperature ASTM

C1064

" " No " −

Compressive strength(2)(3)

(28-day)

AASHTO

T 23 & T 22

1 set per

30 yd3

(25 m3), but not less than 1 per day

Discharge stream at point of placing

No 28 days

Deliver cylinders to the CO or designated laboratory for scheduled testing

(1) Sample according to AASHTO R 60, except composite samples are not required.

(2) Cast at least four compressive strength test cylinders for 6- by 12-inch (150- by 300-millimeter) specimens or six compressive strength cylinders for 4- by 8-inch (100- by 200-millimeter) and carefully transport the cylinders to the job site curing facility.

(3) A single compressive strength test result is the average result from two 6- by 12-inch (150- by 300-millimeter) or three 4- by 8-inch (100- by 200-millimeter) cylinders cast from the same load.

(4) If the point of placement is different from the point of discharge, correlate the discharge tests with the placement tests to document the changes.

Section 615. — SIDEWALKS, DRIVE PADS, AND PAVED MEDIANS

Description

615.01 Delete the text and substitute the following:

This work consists of constructing sidewalks, drive pads, paved medians, and accessibility ramps.

615.04 Concrete Sidewalks, Drive Pads and Medians. Add the following:

Concrete sidewalks, drive pads, medians, and accessibility ramps to include reinforcing fibers.

For drive pads, jointing plan to be submitted at least 14 days before concrete placement.

615.04(a)(1) Delete this subsection.

615.04(a)(2) Contraction Joints. Delete the text and substitute the following:

For sidewalks, place contraction joints at intervals to match sidewalk width and to align with joints in adjacent concrete curbs, when present, but not to exceed 10 feet. For 6 inch thick drive pads, place contraction joints at intervals not exceeding 10 feet. Form joints with a jointing tool or saw joints to a depth of ¼ to ⅓ the thickness of the concrete and about ⅛ inch wide.

Construct sawed joints as follows: After placing concrete, saw joints approximately ⅛ inch wide as soon as equipment can be supported and before uncontrolled cracking occurs. Do not ravel the joints while sawing. Saw longitudinal joints immediately after sawing transverse joints. Protect the sawed concrete faces from drying during the curing period. Saw sealant reservoirs no sooner than

72 hours after placing the concrete. Do not saw a joint if a crack occurs at or near the joint location before sawing. Discontinue sawing when a crack develops ahead of the saw.

Remove and replace newly-placed concrete where uncontrolled cracking occurs. Dowel and tie the replacement slab to the adjacent slab.

615.04(a)(3) Construction Joints. Delete this subsection and substitute the following:

615.04(a)(3) Isolation Joints. Construct isolation joints around all appurtenances such as manholes, utility poles, buildings, walls, other fixed objects, or as indicated in the plans. Place a

½ inch pre-formed joint filler continuously around the structure and to the full depth of the joint.

Seal the joint.

(b) Finishes. Add the following:

(3) Detectable Warning. Construct detectable cast iron truncated dome warning fields on ramps according to ABA requirements. Glue down plastic truncated domes will not be permitted.

615.07 Acceptance. Add the following:

Remove all rejected work to the nearest contraction joint or expansion joint and outside edge.

Attach the replacement slab to the adjacent, non-rejected slabs using a method acceptable to the

CO.

Measurement

615.08 Add the following:

Detectable warning fields will not be measured separately for payment.

Beaver Meadows Traffic Counts