21771 Camden Geotechnical Data Report 99%€¦ · 81,),(' 62,/ &/$66,),&$7,21 6

MAINE DEPARTMENT OF TRANSPORTATIONHIGHWAY PROGRAM

GEOTECHNICAL SECTIONAUGUSTA, MAINE

GEOTECHNICAL DATA REPORT

For Drainage Improvements on:ROUTE 1

CAMDEN, MAINE

Prepared by:Cody Russell, P.E.

Geotechnical Engineer

Reviewed by:Kathleen Maguire, P.E.

Senior Geotechnical Engineer

Knox County Soils Report 2020-17WIN 21771.00 May 20, 2020

Closed Drainage ImprovementsCamden, MaineWIN 21771.00

INTRODUCTION

The purpose of this data report is to document subsurface information collected and make geotechnical and construction recommendations for closed drainage improvements on Route 1 in Camden. The project is needed to improve the existing closed drainage system. This report presents the results of a limited geotechnical investigation performed along a proposed drainage outfall and the results of a limited laboratory testing program conducted on soils recovered during the geotechnical investigation. Route 1 is a Highway Corridor Priority 1 road.

GEOLOGIC SETTING

The project begins at Union Street and extends north approximately 0.25 of a mile. The proposed drainage outfall runs along the Harbor Walkway Alleyway connecting Route 1 to the public landing parking lot as shown on Sheet 1 – Location Map.

According to the Maine Geologic Survey (MGS) map titled Surficial Geology, CamdenQuadrangle, Maine, Open-File No. 10-06 (2010) the surficial soils along the project consist of Presumpscot Formation glaciomarine silt, clay, and sand.

According to the map titled Bedrock Geologic Map of Maine (1985) published by the MGS, the bedrock in the vicinity of the site consists of interbedded pelite and sandstone of the Ogier Point Formation.

SUBSURFACE INVESTIGATION

Three (3) borings and one (1) probe were drilled along a proposed drainage outfall by the MaineDOT drill crew using a trailer mounted drill rig. Exploration locations are shown on Sheet 2 – Boring Location Plan. Details and sampling methods used, field data obtained, and soil and groundwater conditions encountered are presented in the attached Boring Logs.

Borings HB-CAM-101, HB-CAM-103, and HB-CAM-104 were drilled to depths ranging from 6.4 feet to 23.7 feet using solid stem auger, cased wash boring, and rock core drilling techniques, including a 5-foot bedrock core in each. Soil samples were obtained in the boringsat 5-foot intervals (where possible) using Standard Penetration Test (SPT) methods. The MaineDOT drill rig is equipped with an automatic hammer to drive the split spoon. The MaineDOT calibrated automatic hammer delivers approximately 42 percent more energy during driving than the standard rope and cathead system. All N-values discussed in this report are corrected values (N60) computed by applying an average energy transfer factor of 0.854 to the raw field N-values. The bedrock was cored in the borings using an NQ 2-inch core barrel.Probe HB-CAM-102 was drilled using solid stem auger techniques. No soil samples were obtained in the probe.

The MaineDOT Geotechnical Team member selected the boring and probe locations, drilling methods, designated type and depth of sampling, reviewed field logs for accuracy and identified field and laboratory testing requirements. An experienced Northeast Transportation Training and Certification Program (NETTCP) certified subsurface inspector logged the


subsurface conditions encountered. The boring and probe were located in the field by taping to surveyed site features after completion of the drilling program.

LABORATORY TESTING

A laboratory testing program was conducted on select soil samples obtained in the borings to assist in soil classification. Laboratory testing consisted of seven (7) standard grain size analyses with natural water content. The results of the laboratory tests are summarized in the attached Laboratory Testing Summary Sheet. Laboratory test results for the samples obtained in the borings are also summarized on the attached boring logs.

GEOTECHNICAL RECOMMENDATIONS

Bedrock RemovalShallow bedrock is an area of geotechnical concern on this project. Shallow refusal surfaces were encountered at the following locations:

Exploration Approximate Station Approximate Depth Below Ground Surface

to Refusal(feet)

HB-CAM-101 100+37 5.9HB-CAM-102 100+79 5.5HB-CAM-103 101+49 1.4HB-CAM-104 102+40 18.7

Rock excavation for the proposed 36-inch diameter Option III pipe drainage outfall will be necessary. Additional shallow rock may be encountered at other locations during construction of the drainage system. 5-foot bedrock cores were taken in borings HB-CAM-101, HB-CAM-103, and HB-CAM-104. The exact nature of the refusal surface was not determined in probe HB-CAM-102. The Rock Quality Designation (RQD) of the bedrock was determined to range between 47% and 98% which correlates to a Rock Quality ranging from poor to excellent. The nature, slope and degree of fracturing in the rock surface will not be evident until the excavations are made and rock is exposed.

It should be anticipated that shallow rock encountered during excavation work will require removal. Machinery capable of removing intact rock, such as heavy-duty backhoes with rock ripping teeth, hydraulic thumbs or pneumatic rock breaking equipment, should be anticipated for this work at a minimum. There is also a possibility that rock excavation will require blasting. Construction activities should not be permitted to disturb the rock mass or to create any rock falls or any open fissures.

Blasting should be conducted in accordance with MaineDOT Standard Specification Sections105.2.7 and 203. The Contractor is required to conduct pre-blast surveys as well as blast vibration monitoring at any nearby structures in accordance with industry standards at the time of the blast. Pre-blast surveys shall be provided to the Resident prior to blasting at the site.


Strict measures should be implemented to control flyrock. The method of flyrock control shall be subject to approval by the Department. Such approval will not relieve the Contractor from adequately protecting adjacent property and work areas.

CLOSURE

This Geotechnical Data Report has been prepared for the use of the MaineDOT Highway Program for specific application to the proposed Route 1 closed drainage improvements in Camden, Maine in accordance with generally accepted geotechnical and foundation engineering practices. No other intended use or warranty is expressed or implied.

MaineDOT conducted a limited number of soil explorations at discrete locations along the project and a limited number of laboratory tests. MaineDOT shall not be responsible for the Bidder’s or Contractor’s interpretations, estimates, or conclusions derived from the geotechnical information. Data provided may not be representative of the subsurface conditions between boring locations.

In the event that any changes in the nature, design, or location of the proposed project are planned, this report should be reviewed by a geotechnical engineer to assess the appropriateness of the conclusions and recommendations and to modify the recommendations as appropriate to reflect the changes in design. These analyses and recommendations are based in part upon a limited subsurface investigation at discrete exploratory locations completed at the site. If variations from the conditions encountered during the investigation appear evident during construction, it may also become necessary to re-evaluate the recommendations made in this report.

It is recommended that a geotechnical engineer be provided the opportunity for a review of the design and specifications in order that the earthwork and foundation recommendations and construction considerations presented in this report are properly interpreted and implemented in the design and specifications.

Attachments:

Location MapBoring Location PlanKey to Soil and Rock Descriptions and TermsBoring LogsLaboratory Testing Summary SheetGrain Size Distribution Curves

OuOuOuutftftffffffalalala llll LoLoLoLocacacatitionon

Maine Department of TransportationGeotechnical Section

0

5

10

15

20

25

1D

2DR1

24/16

10.8/10.860/60

0.50 - 2.50

5.00 - 5.905.90 - 10.90

2/5/5/5

5/45(4.8")RQD = 47%

10

---

14 SSA

NQ-2

25.8

23.0

20.1

15.1

3" HMA.0.3

Brown, moist, medium dense, fine to coarse SAND, some gravel, littlesilt, (Fill).

3.0

Olive, wet, fine to coarse Sandy SILT, little gravel.

5.9Top of Bedrock at Elev. 20.1 ft.R1: Bedrock: Interbedded PELITE and SANDSTONE, [OgierFormation].R1: Core Times (min:sec)5.9-6.9 ft (1:42)6.9-7.9 ft (1:36)7.9-8.9 ft (1:30)8.9-9.9 ft (1:45)9.9-10.9 ft (1:57)100% Recovery

10.9Bottom of Exploration at 10.9 feet below ground surface.

G#336648A-1-b, SMWC=10.1%

G#336649A-4, SM

WC=13.1%

Maine Department of Transportation Project: Route 1 Closed Drainage Improvements Boring No.: HB-CAM-101Soil/Rock Exploration Log Location: Camden, MaineUS CUSTOMARY UNITS WIN: 21771.00

Driller: MaineDOT Elevation (ft.) 26.0 Auger ID/OD: 5" Soild Stem

Operator: Daggett/Niles Datum: NAVD88 Sampler: Standard Split Spoon

Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"

Date Start/Finish: 4/24/2018; 09:30-11:30 Drilling Method: Cased Wash Boring Core Barrel: NQ-2"

Boring Location: 100+37.2, 0.4 ft Rt. Casing ID/OD: NW-3" Water Level*: None Observed

Hammer Efficiency Factor: 0.854 Hammer Type: Automatic Hydraulic Rope & Cathead Definitions: R = Rock Core Sample Su = Peak/Remolded Field Vane Undrained Shear Strength (psf) Tv = Pocket Torvane Shear Strength (psf)D = Split Spoon Sample SSA = Solid Stem Auger Su(lab) = Lab Vane Undrained Shear Strength (psf) WC = Water Content, percentMD = Unsuccessful Split Spoon Sample Attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid LimitU = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw Field SPT N-value PL = Plastic LimitMU = Unsuccessful Thin Wall Tube Sample Attempt WOH = Weight of 140lb. Hammer Hammer Efficiency Factor = Rig Specific Annual Calibration Value PI = Plasticity IndexV = Field Vane Shear Test, PP = Pocket Penetrometer WOR/C = Weight of Rods or Casing N60 = SPT N-uncorrected Corrected for Hammer Efficiency G = Grain Size AnalysisMV = Unsuccessful Field Vane Shear Test Attempt WO1P = Weight of One Person N60 = (Hammer Efficiency Factor/60%)*N-uncorrected C = Consolidation Test

Remarks:

Stratification lines represent approximate boundaries between soil types; transitions may be gradual.

* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions otherthan those present at the time measurements were made. Boring No.: HB-CAM-101

Dep

th (f

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Sam

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Sample Information

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Log Visual Description and Remarks

LaboratoryTesting Results/

AASHTO and

Unified Class.

Page 1 of 1

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SSA

15.9

Probe, no soil samples taken.


REFUSAL


Drilling Contractor: MaineDOT Elevation (ft.) 21.4 Auger ID/OD: 5" Dia.

Operator: Daggett/Niles Datum: NAVD88 Sampler: N/A

Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: N/A

Date Start/Finish: 4/24/2018; 09:30-11:30 Drilling Method: Solid Stem Auger Core Barrel: N/A

Boring Location: 100+79.1, 5.2 ft Lt. Casing ID/OD: N/A Water Level*: None ObservedDefinitions: D = Spilt Spoon Sample MU = Unsuccessful Thin Wall Tube Sample Attempt WO1P = Weight of 1 PersonS = Sample off Auger Flights R = Rock Core Sample Su = Peak/Remolded Field Vane Undrained Shear Strength (psf)B = Bucket Sample off Auger Flights SSA = Solid Stem Auger Su(lab) = Lab Vane Undrained Shear Strength (psf) LL = Liquid LimitMD = Unsuccessful Split Spoon Sample Attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) PL = Plastic LimitU = Thin Wall Tube Sample RC = Roller Cone N-value = Raw Field SPT N-value PI = Plasticity IndexMV = Unsuccessful Field Vane Shear Test Attempt WOH = Weight of 140lb. Hammer Tv = Pocket Torvane Shear Strength (psf) G = Grain Size AnalysisV = Field Vane Shear Test, PP= Pocket Penetrometer WOR/C = Weight of Rods or Casing WC = Water Content, percent = Similar or Equal too C = Consolidation Test

Remarks:



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AASHTO and

Unified Class.

Page 1 of 1

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S1

R1 60/59

0.80 - 1.40

1.40 - 6.40 RQD = 98%

SSA

NQ-2

12.7

11.5

6.5

3" HMA.0.3

Brown, damp, Gravelly fine to coarse SAND, trace silt, (Fill). (Sampletaken from auger flights)

1.4Top of Bedrock at Elev. 11.5 ft.R1: Bedrock: Interbedded PELITE and SANDSTONE, [OgierFormation].R1: Core Times (min:sec)1.4-2.4 ft (1:58)2.4-3.4 ft (2:10)3.4-4.4 ft (2:21)4.4-5.4 ft (1:57)5.4-6.4 ft (1:53)98% Recovery


G#336650A-1-a, SWWC=3.7%






Boring Location: 101+49.2, 7.8 ft Lt. Casing ID/OD: HW-4" Water Level*: None Observed


Remarks:



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AASHTO and

Unified Class.

Page 1 of 1

0

5

10

15

20

25

1D

2D

3D

4D

R1

24/17

24/13

24/6

24/13

60/54

0.50 - 2.50

5.00 - 7.00

9.00 - 11.00

14.00 - 16.00

18.70 - 23.70

4/5/7/7

5/6/5/5

3/3/2/1

9/6/9/9

RQD = 58%

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11

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15

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16

7

21

SSA

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81

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a110NQ-2

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2.3

-3.7

-9.4

-14.4

3" HMA.0.3

Brown, moist, medium dense, fine to coarse SAND, little silt, tracegravel, brick fragments, (Fill).

Brown, wet, medium dense, GRAVEL, some fine to coarse sand, tracesilt, brick and wood fragments, (Fill).

Wood from 6.5-7.0 ft bgs.7.0

Brown, wet, loose, fine to coarse Sandy GRAVEL, trace silt, littlewood.

13.0

Brown, wet, medium dense, Gravelly fine to coarse SAND, trace silt.

a110 blows for 0.7 ft.18.7

Top of Bedrock at Elev. -9.4 ft.R1: Bedrock: Interbedded PELITE and SANDSTONE, [OgierFormation].R1: Core ATimes (min:sec)18.7-19.7 ft (1:51)19.7-20.7 ft (1:49)20.7-21.7 ft (1:54)21.7-22.7 ft (1:28) 3" Drop, no water return.22.7-23.7 ft (3:00) 2" Drop.90% Recovery


G#336651A-2-4, SMWC=8.0%

G#336652A-1-a, GP-GM

WC=41.3%

G#336653A-1-a, GP-GM

WC=77.4%

G#336654A-1-a, SP-SMWC=45.3%






Boring Location: 102+39.9, 0.7 ft Lt. Casing ID/OD: NW-3" Water Level*: None Observed


Remarks:



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AASHTO and

Unified Class.

Page 1 of 1

Station Offset Depth Reference G.S.D.C. W.C. L.L. P.I.

(Feet) (Feet) (Feet) Number Sheet % Unified AASHTO Frost

100+37.2 0.4 Rt. 0.5-2.5 336648 1 10.1 SM A-1-b II100+37.2 0.4 Rt. 5.0-5.9 336649 1 13.1 SM A-4 III101+49.2 7.8 Lt. 0.8-1.4 336650 1 3.7 SW A-1-a 0102+39.9 0.7 Lt. 0.5-2.5 336651 2 8.0 SM A-2-4 II102+39.9 0.7 Lt. 5.0-7.0 336652 2 41.3 GP-GM A-1-a 0102+39.9 0.7 Lt. 9.0-11.0 336653 2 77.4 GP-GM A-1-a 0102+39.9 0.7 Lt. 14.0-16.0 336654 2 45.3 SP-SM A-1-a 0

Classification of these soil samples is in accordance with AASHTO Classification System M-145-40. This classification

is followed by the "Frost Susceptibility Rating" from zero (non-frost susceptible) to Class IV (highly frost susceptible).

The "Frost Susceptibility Rating" is based upon the MaineDOT and Corps of Engineers Classification Systems.

GSDC = Grain Size Distribution Curve as determined by AASHTO T 88-93 (1996) and/or ASTM D 422-63 (Reapproved 1998)

WC = water content as determined by AASHTO T 265-93 and/or ASTM D 2216-98

LL = Liquid limit as determined by AASHTO T 89-96 and/or ASTM D 4318-98

PI = Plasticity Index as determined by AASHTO 90-96 and/or ASTM D4318-98

State of Maine - Department of TransportationLaboratory Testing Summary Sheet

Town(s): CamdenBoring & Sample

HB-CAM-103, S1

HB-CAM-104, 3D

Identification Number

HB-CAM-101, 1D

Work Number: 21771.00

HB-CAM-101, 2D

HB-CAM-104, 4D

Classification

HB-CAM-104, 1DHB-CAM-104, 2D

NP = Non Plastic

1 of 1

Boring/Sample No. Station Offset, ft Depth, ft Description WC, % LL PL PIHB-CAM-101/1D 100+37.2 0.4 RT 0.5-2.5 SAND, some gravel, little silt. 10.1HB-CAM-101/2D 100+37.2 0.4 RT 5.0-5.9 Sandy SILT, little gravel. 13.1HB-CAM-103/S1 101+49.2 7.8 LT 0.8-1.4 Gravelly SAND, trace silt. 3.7

4/30/2020 SHEET 1

WIN021771.00

Town

Reported by/DateWHITE, TERRY A

Camden

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Grain Diameter, mm

3" 1" 3/4" 1/2" 3/8" 1/4" #4 #10 #20 #40 #60 #100 #200

SIEVE ANALYSISUS Standard Sieve Numbers

HYDROMETER ANALYSISGrain Diameter, mm

GRAVEL SAND SILT CLAY

UNIFIED CLASSIFICATION

0.05 0.03 0.010 0.005 0.001

76.2 25.4 19.05 12.7 9.53 6.35 4.75 2.00 0.85 0.426 0.25 0.15 0.075 0.05 0.03 0.005

0.001

2"

50.8

1 1/2"

38.1 2.36

#8 #16

1.18

0.010.1110100

Maine Department of TransportationGrain Size Distribution Curve

Boring/Sample No. Station Offset, ft Depth, ft Description WC, % LL PL PIHB-CAM-104/1D 102+39.9 0.7 LT 0.5-2.5 SAND, lit le silt, trace gravel. 8HB-CAM-104/2D 102+39.9 0.7 LT 5.0-7.0 GRAVEL, some sand, trace silt. 41.3HB-CAM-104/3D 102+39.9 0.7 LT 9.0-11.0 Sandy GRAVEL, trace silt. 77.4HB-CAM-104/4D 102+39.9 0.7 LT 14.0-16.0 Gravelly SAND, trace silt. 45.3

4/30/2020

SHEET 2

WIN021771.00

Town

Reported by/DateWHITE, TERRY A

Camden

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Grain Diameter, mm

3" 1" 3/4" 1/2" 3/8" 1/4" #4 #10 #20 #40 #60 #100 #200

SIEVE ANALYSISUS Standard Sieve Numbers

HYDROMETER ANALYSISGrain Diameter, mm

GRAVEL SAND SILT CLAY

UNIFIED CLASSIFICATION

0.05 0.03 0.010 0.005 0.001

76.2 25.4 19.05 12.7 9.53 6.35 4.75 2.00 0.85 0.426 0.25 0.15 0.075 0.05 0.03 0.005

0.001

2"

50.8

1 1/2"

38.1 2.36

#8 #16

1.18

0.010.1110100

Maine Department of TransportationGrain Size Distribution Curve

21771 Camden Geotechnical Data Report 99%€¦ · 81,),(' 62,/ &/$66,),&$7,21 6

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Transcript of 21771 Camden Geotechnical Data Report 99%€¦ · 81,),(' 62,/ &/$66,),&$7,21 6