LINEAR SOILS SURVEY AND RECOMMENDATIONS - …€¦ · · 2017-10-23linear soils survey and recommendations . project no. ss-7-023(050)910 . pcn 21172 . county mckenzie . highway

LINEAR SOILS SURVEY AND RECOMMENDATIONS

PROJECT NO. SS-7-023(050)910

PCN 21172

COUNTY McKenzie

Highway 23 RP 910.000 to RP 911.526

PREPARED BY: Colter Schwagler

NORTH DAKOTA DEPARTMENT OF TRANSPORTATION MATERIALS AND RESEARCH DIVISION

May 2016

Hwy 68

Hwy 73

Hwy 23

Hwy 85

Hwy 85

Hwy 85

Hwy 22

Hwy 23

Hwy 1806

Hwy 1806

Hwy 1804

Arnegard

Alexander

Williston

Watford City

0 7 143.5 Miles

Minot

BismarckDickinson

Williston

Fargo

Devils Lake

Valley City

Grand Forks

Linear Soils Survey and Recommendations

Project: SS-7-023(050)910PCN: 21172Scope: Storm Sewer, Turn Lanes, Widening, PCC PavementLength: 1.526 MilesLocation: Junction US 85B to Junction ND 23B Watford CityDrilled 1000' Interval

³

Table of Contents Existing Roadway Section ....................................................................................................... 1

Construction History ............................................................................................................. 1 Existing Roadway Condition .................................................................................................. 2

Distress Data ........................................................................................................................... 2 Ride Data .................................................................................................................................. 2

Maintenance Review ................................................................................................................. 2 Summary of Soil Analysis ....................................................................................................... 3

Soil Sample Distribution ...................................................................................................... 3 Moisture .................................................................................................................................... 4 Atterberg Limits ...................................................................................................................... 4 Swell Potential ........................................................................................................................ 5 Frost Susceptibility ............................................................................................................... 5 Group Index ............................................................................................................................. 6

Existing Roadway Section ....................................................................................................... 6 Design Recommendations ...................................................................................................... 6

Design Information ................................................................................................................ 6

List of Figures Figure 1 - Existing Typical Section 910.000 to 911.526 ........................................................ 1 Figure 2 - Soil Sample Distribution ............................................................................................ 3 Figure 3 - Frost Susceptibility Distribution ................................................................................ 5

List of Tables Table 1 - Construction History RP 910.000 to RP 911.526 ................................................... 1 Table 2 – 2015 Distress Data ..................................................................................................... 2 Table 3 – 2015 Ride Data ........................................................................................................... 2 Table 4 - Boring Locations Summary ........................................................................................ 3 Table 5 - Summary of In-Place and Optimum Moisture Contents ........................................ 4 Table 6 - Summary of In-Place versus Optimum Moisture Content .................................... 4 Table 7 - Summary of Atterberg Limits ..................................................................................... 4 Table 8 - Swell Potential ............................................................................................................. 5 Table 9 - Group Indices ............................................................................................................... 6 Table 10 - Asphalt and Base Thickness ................................................................................... 6 Table 11 - Design Recommendations Table ........................................................................... 6

Appendices Appendix A – Soil Classification and Frost Susceptibility Appendix B – Pavement Evaluation Log Appendix C – Boring Locations Appendix D – Summary of Soils Analysis Appendix E – Lab Results

Linear Soils Report and Recommendations SS-7-023(050)910 Page 1 Introduction Location: Junction US 85B to Junction ND 23B Watford City Reference Points: 910.000 to 911.526 Project Length: 1.526 Proposed Project Scope: Storm Sewer, Turn Lanes, Widening, PCC Pavement Investigation Scope: 1000’ Interval and Identified Areas

Existing Roadway Section

Construction History

Table 1 - Construction History RP 910.000 to RP 911.526 Construction History

Year Construction Depth (in) Width (ft) Oil 1977 Grade 28.0 1977 Traffic Service Grade 24.0 1980 Aggregate Base 6.0 25.0 1980 Hot Bituminous Pavement 2.0 24.0 1988 Contract Chip Seal 24.0 HFMS-2 1998 Hot Bituminous Pavement 2.7 24.0 PG 58-28 2002 Federal Aid Chip Seal 24.0 HFMS-2 2011 Milling -3.0 24.0 2011 HBP – Superpave – FAA 45 3.5 24.0 PG 64-28

Figure 1 - Existing Typical Section 910.000 to 911.526

Linear Soils Report and Recommendations SS-7-023(050)910 Page 2 Existing Roadway Condition

Distress Data

Table 2 – 2015 Distress Data

Reference Point

Alligator Cracking

Longitudinal Cracking

Transverse Cracking

Block Cracking

Bituminous Patching Rutting

(0-18) (0-9) (0-9) (0-9) (0-18) (0-12) 910 3 0 4 0 0 6 911 0 1 7 0 0 6

Average 1.5 0.5 5.5 0 0 6

Ride Data Table 3 – 2015 Ride Data

Reference

Point

Distress Score Rut (inches) International Roughness

Index (inches/mile)

Excellent ≥ 98 Excellent < 0.25 Excellent < 61

Good 88 - 97 Good 0.25 - 0.375 Good 61 - 99

Fair 77 - 87 Fair 0.376 - 0.50 Fair 100 - 145

Poor ≤ 76 Poor > 0.50 Poor >145 910 86 0.20 67 911 85 0.25 80

Average 85.5 0.23 73.5

Maintenance Review

Date of Maintenance Review: 2/22/2016 Materials and Research Person Conducting the Review: Jamie Naumann District Maintenance Person Conducting Review: Michael Dyer Transportation Technician II There was no identified maintenance areas drilled in conjunction with this project. The evaluation log indicating all areas that were evaluated can be found in Appendix B.

Linear Soils Report and Recommendations SS-7-023(050)910 Page 3 Summary of Soil Analysis A summary of the locations that were drilled is shown in following table. A map of the boring locations is shown in Appendix C.

Table 4 - Boring Locations Summary Location RP + Feet Boring Interval, Depth and Method Reason for Boring

910+0000 to 911+2000

Every 1000 feet, 5 feet deep using a solid flight auger.

Obtain subgrade information throughout the area

Soil Sample Distribution

Figure 2 - Soil Sample Distribution

-

1.00

2.00

3.00

4.00

5.00

6.00

A-1 A-2 A-3 A-4 A-5 A-6 A-7-5 A-7-6

Numb

er of

Samp

les

AASHTO Soil Type Granular Materials Silt-Clay Materials

Linear Soils Report and Recommendations SS-7-023(050)910 Page 4

Moisture

The moisture contents provided in this report and summarized below have been obtained from samples taken on 4/11/2016. Table 5 - Summary of In-Place and Optimum Moisture Contents

Quantity AASHTO Classification

In-Place Moisture

Range (%)

In-Place Moisture

Average (%)

T-180 Optimum Moisture

Average (%)

Difference Between

Average In-Place and T-180 Optimum Moistures (%)

1 A-2-4 4.0-13.8 8.0 7.4 0.6 5 A-6 5.0-28.1 17.4 10.1 7.3 3 A-7-6 11.2-32.4 24.0 11.4 12.6

Table 6 - Summary of In-Place versus Optimum Moisture Content In-Place Moisture vs. Optimum Moisture

Quantity

AASHTO

Classification

Below Optimum

Optimum to

Moderate (0 to 6%

over optimum)

Moderate to

High (6 to 10%

over optimum)

High (10 to

16% over optimum)

Very High

(> 16% over

optimum) 1 A-2-4 0% 100% 0% 0% 0% 5 A-6 0% 40% 40% 20% 0% 3 A-7-6 0% 33% 0% 33% 33%

Atterberg Limits

Table 7 - Summary of Atterberg Limits

AASHTO Classification

Liquid Limit Range

(%)

Liquid Limit

Average (%)

Plastic Limit

Range (%)

Plastic Limit

Average (%)

Plasticity Index Range

(%)

Plasticity Index

Average (%)

A-2-4 0 0 0 0 0 0 A-6 30.9-40.4 36.8 14.1-18.7 16.26 14-24.4 20.56

A-7-6 43.9-48 46.4 14.8-17.8 16.7 26.1-33.2 29.7


Swell Potential The swell potential, which is based on the Plasticity Index (PI), is shown in the following table. Table 8 - Swell Potential

Low (Plasticity Index < 25)

Marginal (25 ≤ Plasticity Index ≤ 35)

High (Plasticity Index > 35)

67% 33% 0% Frost Susceptibility

Figure 3 - Frost Susceptibility Distribution

-

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

F1 F2 F3 F4

Numb

er of

Samp

les

Frost Class


Group Index The Group Index is a parameter used to evaluate the quality of a soil as a subgrade material. The group index is always zero for A-1, A-2 and A-3 soils (Granular Soils). A group index of 20 or greater indicates a “very poor” subgrade material. The group indices are summarized in the following table. Table 9 - Group Indices

AASHTO Classification

Group Index Range Group Index Average

A-2-4 0 0 A-6 7-15 12

A-7-6 25-27 26

Existing Roadway Section

Table 10 - Asphalt and Base Thickness

Design Recommendations

Table 11 - Design Recommendations Table

Location RP + Feet Design Recommendation Comment 910+0000 to 911+2777

No Recommendation Based on the soils data and lack of maintenance

areas this project does not require any geotechnical design recommendations

Design Information

Compaction Method: AASHTO T-180

The recommendations in this report are based on the scope specified in the Introduction. If the scope of work, vertical profile or horizontal alignment is changed, in either the conceptual phase or the design phase, the Geotechnical Engineer must be notified as soon as possible to ensure that there is adequate geotechnical information addressing these areas.

910+0200 0.50 910+4000 0.70 910+0400 0.60 911+0061 0.70 910+1000 0.70 911+1000 0.70 910+2000 0.70 911+2000 0.70 910+3000 0.70 -

AVG

EXISTING ASPHALT THICKNESS (FEET)

---0.7

910+0200 0.80 910+4000 6.40 910+0400 0.70 911+0061 3.80 910+1000 0.60 911+1000 0.70 910+2000 0.60 911+2000 5.30 910+3000 0.70 -

EXISTING BASE THICKNESS (FEET)

AVG---

2.2

APPENDIX A

SOIL CLASSIFICATION AND FROST SUSCEPTIBILITY

AASHTO Soil Classification System

Frost Susceptibility Index (Bases on US Army Corps of Engineers)

Frost Class

Frost Susceptibility Soil Type Percent Finer than 0.02 mm by weight %

F1 Negligible to Low • Gravely Soils 3 – 10 F2 Low to Medium • Gravely Soils

• Sands 10 – 20 3 – 15

F3 High • Gravelly Soils • Sands, except very

fine silty sands • Clays, PI > 12

Greater than 20 Greater than 15 ---

F4 Very High • All Silts • Very Fine Silty

Sands • Clays, PI > 12 • Varved Clays and

other fine-grained banded sediments

--- Greater than 15 --- ---

APPENDIX B

PAVEMENT EVALUATION

PAVEMENT EVALUATION LOG FOR LINEAR SOIL SURVEYNorth Dakota Department of Transportation, Materials & ResearchSFN 60472 (9-2013) Sheet

of

Highway Reference Points Surface Typeto

PictureNumber

DrillingRequiredLocation Pavement Distress Description Maintenance Comment

1 1

910+0000 911+2720 Asphalt

910+0000 to910+0780 Other Blade patch done in 2014 Deep rutting due to heavy traffic. No

SS-7-023(050)910Project Number

21172PCN

2/22/2016Date of Survey

Michael DyerSection Maintenance Contact

Jamie NaumannCompleted By

Aligator Cracking910+0030 to910+0080

Small areas near intersection. Heavy traffic area. Hand patched spots2015 1,2,3,4

No

Comments

910+0780 to911+2720

Transv. Cracks Depressed,intermittent longitudinalcracking - non wheel path

Heavy traffic area.

Other911+0040 to911+0060

Blade patch-both lanes New culvert in 2015

No

No

Other911+2260 to911+2720

Blade patch-both lanes

Select One

New utility crossing in 2015

Select One

No

Select One

Select One

Select One

Select One

Select One

Select One

1 2

3 4

APPENDIX C

BORING LOCATIONS

!( !( !( !( !( !(

!(

!(

!(911+2000

911+1000

911+0061

910+4000910+3000910+2000910+1000910+0400910+0200

901

911

911.526

952.486

900.000

901.350

910.000

952.707

Source: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN,IGP, swisstopo, and the GIS User Community

0 1,100 2,200550Feet

Ü

Legend!( Boring Locations

Reference Point Project Number: SS-7-023(050)910

APPENDIX D

SUMMARY OF SOILS ANALYSIS

Low Swell Below Opt.GI < 20 0% to 6% Over Opt.

Moderate Swell 6% to 10% Over Opt.GI > 20 10% to 16% Over Opt.

High Swell More than 16% Over Opt.

2 foot 3 foot 4 foot 5 foot 6 foot 7 foot 8 foot 9 foot 10 foot910+0200 Rt 9 EB 0.7-10 14.8 A-7-6(25) 25 10.1 33 14.7 11.9 11.2 11.8 15.0 24.7 23.9 28.6 27.6 28.2910+0400 Rt 9 EB 0.7-10 14.1 A-6(15) 15 9.5 24 14.4 5.0 5.2 11.0 7.9 16.0 17.8 16.7 21.7 28.1910+1000 Rt 9 EB 0.7-10 16 A-6(14) 14 10 24 11 8.8 7.5 6.5 8.7 7.4 23.6 11.9 9.7 15.1910+2000 Rt 9 EB 0.7-10 0 A-2-4(0) 0 7.4 0 8 13.8 9.3 7.3 7.6 4.0 6.8 5.8 9.0 8.2910+3000 Rt 9 EB 0.7-10 16.9 A-6(7) 7 10.8 14 23.7 22.4 22.7 24.1 24.5 23.7 22.1 25.5 25.4 22.7910+4000 Rt 9 EB 0.7-10 17.8 A-7-6(25) 25 12.4 26 27.4 22.7 21.2 27.3 29.6 29.1 30.5 30.5 29.0 27.6911+0061 Rt 9 EB 0.7-10 17.5 A-7-6(27) 27 11.6 30 24.2 16.3 24.9 14.6 32.4 20.6 26.9 29.2 26.7 26.5911+1000 Rt 9 EB 0.5-10 15.6 A-6(15) 15 10.7 22 19.4 11.7 16.7 17.8 24.0 24.2 20.2 23.0 19.2 17.9911+2000 Rt 9 EB 0.6-10 18.7 A-6(9) 9 9.7 18 18.7 22.2 20.0 16.1 14.4 15.5 19.5 19.5 18.2 23.1

Average In-Place Moisture Content of Sample Depth

SS-7-023(050)910

F4 SoilSTA Swell Potential (PI)Offset

Depth of Sample

(ft)Plastic Limit AASHTO Group

IndexOptimum Moisture

Plastic Limit vs. Moisture Content

Below PLPL to 5% Above

More Than 5% Above

APPENDIX E

LAB RESULTS

Report Number SS-7-2016

Department of Transportation, Materials and Research Division

Project NumberMCKENZIECounty

Date Reported 4/18/2016

Submitted By Naumann

Comments

300 Airport Road, Bismarck ND 58504 (701) 328-6900

District Williston

T-180 Mold Size 4 inchAASHTO Test Method

Page 1 of 3Linear Laboratory Analysis

PCN

SS-7-023(050)910

21172

Plasticity Index (-No. 40)Plastic Limit

Liquid Limit (-No. 40)% Clay (-0.005 mm)% Silt (0.074 - 0.005 mm)% Fine Sand (-No. 40 + No. 200)% Coarse Sand (-No. 10 + No. 40)% Pass. No. 10 Sieve% Pass. No. 4 Sieve% Pass. 3/8" Sieve

% Organic Content

Frost Class

Depth, Ft.

Depth (Ft.) | Moisture (%)

Distance From CenterLine (Ft.)

Lab Number

Field Sample No.

Soil ColorTextural ClassSoil Class (AASHTO M-145)

Optimum Moisture (%)Maximum Dry Density (pcf)

Avg. Moisture of Sample Depth

Reference Pt + Feet

2216

383639241

99100100

F3

0.5 - 10.0

910+0200

19.4

Rt 9 EB

246

246

BRNCLY

A-6(15)

10.7126.4

2 11.7|3 16.7|4 17.8|5 24.0|6 24.2|7 20.2|8 23.0|9 19.2|

10 17.9|

1819

362343340

100100100

F3

0.6 - 10.0

910+0400

18.7

Rt 9 EB

247

247

BRNCLY LM

A-6(9)

9.7128.5

2 22.2|3 20.0|4 16.1|5 14.4|6 15.5|7 19.5|8 19.5|9 18.2|

10 23.1|

3018

474346101

100100100

F3

0.7 - 10.0

910+1000

24.2

Rt 9 EB

248

248

BRN/BLKCLY

A-7-6(27)

11.6122.7

2 16.3|3 24.9|4 14.6|5 32.4|6 20.6|7 26.9|8 29.2|9 26.7|

10 26.5|

2618

44504370

100100100

F3

0.7 - 10.0

910+2000

27.4

Rt 9 EB

249

249

BRNCLY

A-7-6(25)

12.4121.0

2 22.7|3 21.2|4 27.3|5 29.6|6 29.1|7 30.5|8 30.5|9 29.0|

10 27.6|

Scott W. Wutzke, Testing Lab Supervisor#Name?






Comments


District Williston



PCN

SS-7-023(050)910

21172



% Organic Content

Frost Class

Depth, Ft.



Lab Number

Field Sample No.




Reference Pt + Feet

1417

312641321

100100100

F3

0.7 - 10.0

910+3000

23.7

Rt 9 EB

250

250

BRN/BLKCLY LM

A-6(7)

10.8123.6

2 22.4|3 22.7|4 24.1|5 24.5|6 23.7|7 22.1|8 25.5|9 25.4|

10 22.7|

NP0

010113617738187

F3

0.7 - 10.0

910+4000

8.0

Rt 9 EB

251

251

BRNSNDY LMA-2-4(0)

7.4133.7

2 13.8|3 9.3|4 7.3|5 7.6|6 4.0|7 6.8|8 5.8|9 9.0|

10 8.2|

2416

403731167919899

F3

0.7 - 10.0

911+0061

11.0

Rt 9 EB

252

252

BRNCLY

A-6(14)

10.0127.8

2 8.8|3 7.5|4 6.5|5 8.7|6 7.4|7 23.6|8 11.9|9 9.7|

10 15.1|

3315

483642211

99100100

F3

0.7 - 10.0

911+1000

14.7

Rt 9 EB

253

253

BRNCLY

A-7-6(25)

10.1125.5

2 11.9|3 11.2|4 11.8|5 15.0|6 24.7|7 23.9|8 28.6|9 27.6|

10 -22.0|







Comments


District Williston



PCN

SS-7-023(050)910

21172



% Organic Content

Frost Class

Depth, Ft.



Lab Number

Field Sample No.




Reference Pt + Feet

2414

393635177

949798

F3

0.7 - 10.0

911+2000

14.4

Rt 9 EB

254

254

BRNCLY

A-6(15)

9.5127.4

2 5.0|3 5.2|4 11.0|5 7.9|6 16.0|7 17.8|8 16.7|9 21.7|

10 28.1|


APPENDIX F

PROCTOR RESULTS

Documents

LINEAR SOILS SURVEY AND RECOMMENDATIONS - …€¦ · · 2017-10-23linear soils survey and recommendations . project no. ss-7-023(050)910 . pcn 21172 . county mckenzie . highway