December 20, 2017 (Revised from December 15, 2017) Project No

Size: px

Start display at page:

Download "December 20, 2017 (Revised from December 15, 2017) Project No"

Clinton Smith
6 years ago
Views:

December 20, 2017 (Revised from December 15, 2017) Project No. 92270.02 Ms. Laura Krusinski, P.E.

1 to Geotechnical Design Report North Parish Bridge No. 2619 North Parish Road over Nezinscot River Turner, Maine WIN 18749.00 Dear Ms.

1 December 20, 2017 (Revised from December 15, 2017) Project No Ms. Laura Krusinski, P.E. Senior Geotechnical Engineer Maine Department of Transportation State House Station 16 Augusta, Maine Re: Addendum No. 1 to Geotechnical Design Report North Parish Bridge No North Parish Road over Nezinscot River Turner, Maine WIN Dear Ms. Krusinski, We are pleased to provide this addendum to our Geotechnical Design Report (GDR) dated November 6, 2017 to MaineDOT for the North Parish Bridge No which carries the North Parish Road (State Route 117) over the Nezinscot River in Turner, Maine. This report has been completed in accordance with the Project-Specific Task Order No dated October 26, 2016, and our proposals dated October 24, 2016 and September 8, This addendum is subject to the limitations contained in Appendix A of the GDR dated November 6, SUPPLEMENTAL SUBSURFACE EXPLORATIONS New England Boring Contractors, of Hermon, Maine drilled an additional test boring (BB- TNR-108) within the footprint of the north abutment on October 30 and 31, The test boring was advanced using drive and wash methods with an automatic hammer, and was observed and logged by Nobis personnel. The boring was drilled to depths of 40 feet below existing grades including a 5-foot long bedrock core. The boring log and photo log of the rock core sample are included in the Appendix, and the approximate test boring location is shown on the updated Figure 3, Boring Location Plan. LABORATORY TESTING Samples of rock/soil were selected by Nobis and submitted to GeoTesting Express of Acton, Massachusetts for laboratory testing. Laboratory testing included: Client-Focused, Employee-Owned Nobis Engineering, Inc. 585 Middlesex Street Lowell, MA T (978)

Two (2) grain size analyses sieve only (in accordance with ASTM D422); One (1) compressive strength and elastic moduli of rock test (in accordance with ASTM D7012).

SUBSURFACE CONDITIONS The additional boring BB-TNR-108 completed at the proposed north abutment encountered 5 inches of asphalt, overlying approximately 3 feet of fill, overlying approximately 6 feet

2 Two (2) grain size analyses sieve only (in accordance with ASTM D422); One (1) compressive strength and elastic moduli of rock test (in accordance with ASTM D7012). The laboratory test results are included in the Appendix. SUBSURFACE CONDITIONS The additional boring BB-TNR-108 completed at the proposed north abutment encountered 5 inches of asphalt, overlying approximately 3 feet of fill, overlying approximately 6 feet of alluvium deposits, overlying approximately 2.5 feet of cobbles/boulders, overlying approximately 23 feet of glacial till. Bedrock was encountered at a depth of approximately 35 feet below grade. The rock quality designation (RQD) of the collected metasandstone rock core was 35%. The laboratory uniaxial compressive strength (UCS) test was performed on the rock core resulting in a peak value of 7,003 psi. GEOTECHNICAL DESIGN RECOMMENDATIONS We believe that the subsurface information obtained from the additional test boring does not change our geotechnical design recommendations provided in our geotechnical design report dated November 6, However, it does provide additional information for a contractor to prepare a bid. It has been a pleasure serving the MaineDOT and HNTB on this project. Please let us know if you have any questions regarding this report. Very truly yours, Nobis Engineering, Inc. Brien Waterman Project Manager Kurt Jelinek, P.E. Director, Transportation Services Attachments: Figures 3. Boring Location Plan Appendix Boring Log Photo Log of Rock Core Laboratory Test Results Nobis File North Parish Bridge (#2619), Turner, Maine Page 2 of 2

3 FIGURES

4 NOTES: 1. THE BASE PLAN WAS DEVELOPED FROM.DGN FILES PROVIDED BY HNTB ON SEPTEMBER 1, LOCATIONS AND SITE FEATURES DEPICTED ARE APPROXIMATE AND GIVEN FOR ILLUSTRATIVE PURPOSES. 3. SOIL BORINGS BB-TNR-101 THROUGH BB-TNR-107 WERE DRILLED BY NEW ENGLAND BORING CONTRACTORS OF DERRY, NEW HAMPSHIRE, AND OBSERVED BY NOBIS BETWEEN DECEMBER 8 AND DECEMBER 15, SOIL BORING BB-TNR-108 WAS DRILLED BY NEW ENGLAND BORING CONTRACTORS OF HERMON, MAINE, AND OBSERVED BY NOBIS BETWEEN OCTOBER 30 AND OCTOBER 31, LEGEND BB-TNR-101 APPROXIMATE BORING LOCATION OBSERVED BY NOBIS BB-TNR-104 BB-TNR-108 BB-TNR-106 BB-TNR-101 BB-TNR-102 BB-TNR-103 BB-TNR-105 BB-TNR ' 80' GRAPHIC SCALE FIGURE 3 Engineering a Sustainable Future Nobis Engineering, Inc. 585 Middlesex Street Lowell, MA T(978) Client - Focused, Employee - Owned BORING LOCATION PLAN NORTH PARISH BRIDGE (#2619) NORTH PARISH ROAD OVER NEZINSCOT RIVER TURNER, MAINE DRAWN BY: PROJECT NO. KAK CHECKED BY: BTW DATE: DECEMBER 2017

5 APPENDIX

6 0 Maine Department of Transportation 1D 24/6 Soil/Rock Exploration Log /9/8/ Project: North Parish Bridge (#2619) over Nezinscot River Location: Turner, Maine RC Boring No.: Medium-coarse grained asphalt, (PAVEMENT) (6"): Brown-gray, moist-wet, fine to coarse SAND, little fine gravel, little silt, several asphalt fragments, (FILL). BB-TNR-108 US CUSTOMARY UNITS WIN: Driller: New England Boring Contractors Elevation (ft.) Auger ID/OD: N/A Operator: M. Porter Datum: NAVD-88 Sampler: 1-3/8" Split-Spoon Logged By: K. Kocia (Nobis) Rig Type: B-59 Mobile Truck Hammer Wt./Fall: 140#/30" Date Start/Finish: Oct. 30, 2017 Drilling Method: Cased Wash Boring Core Barrel: NQ2 Boring Location: Sta 11+13, 25 feet Lt. Casing ID/OD: 4"/4.5"; 3"/3.5" Water Level*: 15.6 feet Hammer Efficiency Factor: Hammer Type: Automatic Hydraulic Rope & Cathead Definitions: R = Rock Core Sample S u = Peak/Remolded Field Vane Undrained Shear Strength (psf) T v = Pocket Torvane Shear Strength (psf) D = Split Spoon Sample SSA = Solid Stem Auger S u(lab) = Lab Vane Undrained Shear Strength (psf) WC = Water Content, percent MD = Unsuccessful Split Spoon Sample Attempt HSA = Hollow Stem Auger q p = Unconfined Compressive Strength (ksf) LL = Liquid Limit U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw Field SPT N-value PL = Plastic Limit MU = Unsuccessful Thin Wall Tube Sample Attempt WOH = Weight of 140lb. Hammer Hammer Efficiency Factor = Rig Specific Annual Calibration Value PI = Plasticity Index V = Field Vane Shear Test, PP = Pocket Penetrometer WOR/C = Weight of Rods or Casing N 60 = SPT N-uncorrected Corrected for Hammer Efficiency G = Grain Size Analysis MV = Unsuccessful Field Vane Shear Test Attempt WO1P = Weight of One Person N 60 = (Hammer Efficiency Factor/60%)*N-uncorrected C = Consolidation Test Depth (ft.) Sample No. Pen./Rec. (in.) Sample Depth (ft.) Sample Information Blows (/6 in.) Shear Strength (psf) or RQD (%) N-uncorrected N 60 Casing Blows Elevation (ft.) Graphic Log Visual Description and Remarks Laboratory Testing Results/ AASHTO and Unified Class. 5 2D 3D 24/12 24/ /3/3/3 4/3/3/ D-A: (8"): Brown-grey, wet, fine to coarse SAND, little fine gravel, trace silt, several asphalt fragments, (FILL) D-B: (4"): Tan, wet, fine to medium SAND, little silt, (SAND). (6"): Tan-brown, wet, fine to coarse SAND, little silt, little medium to coarse gravel, (SAND). A-4, SM/GM 4D 24/ /11/7/ (8"): Tan-brown, wet, fine to coarse SAND, little fine to coarse gravel, trace silt, (SAND). A-4, SM-GM Heavy resistance, due to inferred cobbles/boulders (COBBLES/ BOULDERS) D 4/ (4"): Grey-brown, wet, fine to coarse SAND, some fine to coarse gravel, little clayey silt, few wooden pieces/fragments, very few pulverized rock, minor redoximorphic staining present, (TILL). 15 6D 24/ /38/27/ (9"): Grey-brown, wet, fine to coarse SAND and CLAYEY SILT, some fine to coarse gravel, few rock fragments, heavy redoximorphic staining present, (TILL) Wash color changed to strong grey coloring D 24/ /15/16/ (14")": Grey, wet, SILT & CLAY and fine to coarse SAND, trace fine gravel, (TILL). 25 Remarks: -Borehole backfilled with native soils, 3 bags of filter sand, and 3 bags of crushed stone. Topped with approximately 10 inches of cold asphalt patch. -bgs = below ground surface. -No Casing Blow Counts were recorded. -Automatic Hammer ID# B-24. 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 other than those present at the time measurements were made. Page 1 of 2 Boring No.: BB-TNR-108

7 25 Maine Department of Transportation 8D 24/21 Soil/Rock Exploration Log /57/63/ Project: North Parish Bridge (#2619) over Nezinscot River Location: Turner, Maine RC Boring No.: (21"): Dark grey, wet, fine to coarse SAND and CLAYEY SILT, little fine to coarse gravel, (TILL). BB-TNR-108 US CUSTOMARY UNITS WIN: Driller: New England Boring Contractors Elevation (ft.) Auger ID/OD: N/A Operator: M. Porter Datum: NAVD-88 Sampler: 1-3/8" Split-Spoon Logged By: K. Kocia (Nobis) Rig Type: B-59 Mobile Truck Hammer Wt./Fall: 140#/30" Date Start/Finish: Oct. 30, 2017 Drilling Method: Cased Wash Boring Core Barrel: NQ2 Boring Location: Sta 11+13, 25 feet Lt. Casing ID/OD: 4"/4.5"; 3"/3.5" Water Level*: 15.6 feet Hammer Efficiency Factor: Hammer Type: Automatic Hydraulic Rope & Cathead Definitions: R = Rock Core Sample S u = Peak/Remolded Field Vane Undrained Shear Strength (psf) T v = Pocket Torvane Shear Strength (psf) D = Split Spoon Sample SSA = Solid Stem Auger S u(lab) = Lab Vane Undrained Shear Strength (psf) WC = Water Content, percent MD = Unsuccessful Split Spoon Sample Attempt HSA = Hollow Stem Auger q p = Unconfined Compressive Strength (ksf) LL = Liquid Limit U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw Field SPT N-value PL = Plastic Limit MU = Unsuccessful Thin Wall Tube Sample Attempt WOH = Weight of 140lb. Hammer Hammer Efficiency Factor = Rig Specific Annual Calibration Value PI = Plasticity Index V = Field Vane Shear Test, PP = Pocket Penetrometer WOR/C = Weight of Rods or Casing N 60 = SPT N-uncorrected Corrected for Hammer Efficiency G = Grain Size Analysis MV = Unsuccessful Field Vane Shear Test Attempt WO1P = Weight of One Person N 60 = (Hammer Efficiency Factor/60%)*N-uncorrected C = Consolidation Test Depth (ft.) Sample No. Pen./Rec. (in.) Sample Depth (ft.) Sample Information Blows (/6 in.) Shear Strength (psf) or RQD (%) N-uncorrected N 60 Casing Blows Elevation (ft.) Graphic Log Visual Description and Remarks Laboratory Testing Results/ AASHTO and Unified Class. 30 9D 24/ /49/62/ (23"): Dark grey. wet. fine to coarse SAND and CLAYEY SILT, little fine to coarse gravel, (TILL) R1 60/ RQD = 35% NQ R1 (21"): Bedrock: Dark grey, fine to coarse-grained, METASANDSTONE, moderately hard, fresh to slightly weathered, horizontal to moderately-dipping joints, very close to moderately close joints. Sangerville Formation. Rock Mass Quality = Poor. R1: Core Times (min:sec) feet (2:30) feet (1:30) feet (2:15) feet (1:15) feet (1:30) Bottom of Exploration at feet below ground surface. UCT q p = 7,003 psi Remarks: -Borehole backfilled with native soils, 3 bags of filter sand, and 3 bags of crushed stone. Topped with approximately 10 inches of cold asphalt patch. -bgs = below ground surface. -No Casing Blow Counts were recorded. 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 other than those present at the time measurements were made. Page 2 of 2 Boring No.: BB-TNR-108

92270.02 North Parish Bridge (#2619) Turner, ME Photo Log No.

Core Sample R-1 (Row 1); top-section of each sample.

8 North Parish Bridge (#2619) Turner, ME Photo Log No. 4 Boring BB-TNR-108 Rock Core October 31, 2017 Photo 1: Boring BB-TNR-108 Rock Core Sample R-1 (Row 1); top-section of each sample. Photo 2: Boring BB-TNR-108 Rock Core Sample R-1 (Row 1); mid-section of each sample. Photo 3: Boring BB-TNR-108 Rock Core Sample R-1 (Row 1); end-section of each sample. Client Focused, Employee Owned Nobis Engineering, Inc. 585 Middlesex Street Lowell, MA T (978)

9 Client: Nobis Engineering, Inc. Project: N. Parish Rd Bridge Location: Turner, ME Project No: Boring ID: BB-TNR-108 Sample Type: jar Tested By: Sample ID: S-2A Test Date: 11/16/17 Checked By: Depth : 3-5 ft Test Id: Test Comment: --- Visual Description: Moist, olive gray sand with silt and gravel Sample Comment: --- Particle Size Analysis - ASTM D422 GTX GA emm 0.75 in 0.5 in in #4 #10 #20 #40 #60 # # Percent Finer Grain Size (mm) % Cobble % Gravel Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies 0.75 in 0.5 in in #4 #10 #20 #40 #60 # # % Sand 75.1 D 85 = mm D 60 = mm D 50 = mm % Silt & Clay Size 6.4 Coefficients D 30 = mm D 15 = mm D 10 = mm C u = C c =0.965 Classification ASTM N/A AASHTO Stone Fragments, Gravel and Sand (A-1-b (1)) Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD printed 12/12/2017 1:25:30 PM

10 Client: Nobis Engineering, Inc. Project: N. Parish Rd Bridge Location: Turner, ME Project No: Boring ID: BB-TNR-108 Sample Type: jar Tested By: Sample ID: S-4 Test Date: 11/16/17 Checked By: Depth : 7-9 ft Test Id: Test Comment: --- Visual Description: Moist, olive brown sand with silt and gravel Sample Comment: --- Particle Size Analysis - ASTM D422 GTX GA emm 1.0 in 0.75 in 0.5 in in #4 #10 #20 #40 #60 # # Percent Finer Grain Size (mm) % Cobble % Gravel Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies 1.0 in 0.75 in 0.5 in in #4 #10 #20 #40 #60 # # % Sand 57.0 D 85 = mm D 60 = mm D 50 = mm % Silt & Clay Size 7.7 Coefficients D 30 = mm D 15 = mm D 10 = mm C u = C c =0.170 Classification ASTM N/A AASHTO Stone Fragments, Gravel and Sand (A-1-b (1)) Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD printed 12/12/2017 1:25:31 PM

11 Client: Project Name: Project Location: Nobis Engineering, Inc. N. Parish Rd Bridge Turner, ME GTX #: Test Date: 11/21/2017 Tested By: Checked By: Boring ID: Sample ID: rlc mpd BB-TNR-108 RC-1 Depth, ft: Sample Type: Sample Description: rock core See photographs Discontinuity material failure Compressive Strength and Elastic Moduli of Rock by ASTM D Method D 9000 Stress vs. Strain 8000 Lateral Strain Axial Strain 7000 Vertical Stress (psi) MicroStrain Peak Compressive Stress: 7,003 psi Stress Range, psi Young's Modulus, psi Poisson's Ratio ,070, ,900, ,940, Notes: Test specimen tested at the approximate as-received moisture content and at standard laboratory temperature. The axial load was applied continuously at a stress rate that produced failure in a test time between 2 and 15 minutes. Young's Modulus and Poisson's Ratio calculated using the tangent to the line in the stress range listed. Calculations assume samples are isotropic, which is not necessarily the case.

12 Client: Nobis Engineering, Inc. Test Date: 11/17/2017 Project Name: N. Parish Rd Bridge Tested By: trm/rlc Project Location: Turner, ME Checked By: jsc GTX #: Boring ID: BB-TNR-108 Sample ID: RC-1 Depth: ft Visual Description: See photographs UNIT WEIGHT DETERMINATION AND DIMENSIONAL AND SHAPE TOLERANCES OF ROCK CORE SPECIMENS BY ASTM D4543 BULK DENSITY DEVIATION FROM STRAIGHTNESS (Procedure S1) 1 2 Average Specimen Length, in: Maximum gap between side of core and reference surface plate: Specimen Diameter, in: Is the maximum gap < 0.02 in.? YES Specimen Mass, g: Bulk Density, lb/ft Minimum Diameter Tolerence Met? YES Maximum difference must be < in. Length to Diameter Ratio: 2.0 Length to Diameter Ratio Tolerance Met? YES Straightness Tolerance Met? YES END FLATNESS AND PARALLELISM (Procedure FP1) END Diameter 1, in Diameter 2, in (rotated 90 o ) Difference between max and min readings, in: 0 = = END Diameter 1, in Diameter 2, in (rotated 90 o ) Difference between max and min readings, in: 0 = = Maximum difference must be < in. Difference = Flatness Tolerance Met? YES End 1 Diameter 1 y = x End 1 Diameter 2 y = x DIAMETER 1 Dial Gage Reading, in Diameter, in Dial Gage Reading, in Diameter, in End 1: End 2: Slope of Best Fit Line Angle of Best Fit Line: Slope of Best Fit Line Angle of Best Fit Line: Maximum Angular Difference: Parallelism Tolerance Met? Spherically Seated YES End 2 Diameter 1 y = x End 2 Diameter 2 y = x DIAMETER 2 Dial Gage Reading, in Diameter, in Dial Gage Reading, in Diameter, in End 1: End 2: Slope of Best Fit Line Angle of Best Fit Line: Slope of Best Fit Line Angle of Best Fit Line: Maximum Angular Difference: Parallelism Tolerance Met? Spherically Seated YES PERPENDICULARITY (Procedure P1) (Calculated from End Flatness and Parallelism measurements above) END 1 Difference, Maximum and Minimum (in.) Diameter (in.) Slope Angle Perpendicularity Tolerance Met? Maximum angle of departure must be < 0.25 Diameter 1, in YES Diameter 2, in (rotated 90 o ) YES Perpendicularity Tolerance Met? YES END 2 Diameter 1, in Diameter 2, in (rotated 90 o ) YES YES

Test Date: 11/21/2017 Tested By: rlc Checked By: jsc Boring ID:

13 Client: Nobis Engineering, Inc. Project Name: N. Parish Rd Bridge Project Location: Turner, ME GTX #: Test Date: 11/21/2017 Tested By: rlc Checked By: jsc Boring ID: BB-TNR-108 Sample ID: RC-1 Depth, ft: After cutting and grinding After break

B-1 BORE LOCATION PLAN. EXHIBIT Drawn By: 115G BROOKS VETERINARY CLINIC CITY BASE LANDING AND GOLIAD ROAD SAN ANTONIO, TEXAS.

B-1 BORE LOCATION PLAN. EXHIBIT Drawn By: 115G BROOKS VETERINARY CLINIC CITY BASE LANDING AND GOLIAD ROAD SAN ANTONIO, TEXAS. N B-1 SYMBOLS: Exploratory Boring Location Project Mngr: BORE LOCATION PLAN Project No. GK EXHIBIT Drawn By: 115G1063.02 GK Scale: Checked By: 1045 Central Parkway North, Suite 103 San Antonio, Texas 78232