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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
Linear Soils Report and Recommendations SS-7-023(050)910 Page 5
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
Linear Soils Report and Recommendations SS-7-023(050)910 Page 6
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?
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 2 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
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|
Scott W. Wutzke, Testing Lab Supervisor#Name?
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 3 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
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|
Scott W. Wutzke, Testing Lab Supervisor#Name?
APPENDIX F
PROCTOR RESULTS