Braun Intertec Corporation 11001 Hampshire Avenue S Minneapolis, MN 55438 Phone: 952.995.2000 Fax: 952.995.2020 Web: braunintertec.com TO: FROM: Becky Haydon, PE Washington County Public Works Neil Lund, PE Senior Engineer, Braun Intertec Corporation DATE: March 24, 2015 SUBJECT: MATERIALS DESIGN RECOMMENDATION SP # 8206-47 (Braun Intertec Project Number B1500082) Highway # 61 Project Limits From approximately 1,250 feet south to 1,250 feet north of CR 50 (202nd Street North) RP 158+00.003 to RP 158+00.804 Length of Project Funding Category 2,500 feet RC (MnDOT Cooperative Agreement) Programmed Letting Date July 2015 (earliest) Project Information Project Scope Type of Work Benefit LCCA Process Alternate Bid Widening for turn-lane construction and reconstruction of existing mainline pavements. CR 50 provides an important access to Forest Road West which connects directly south to the Washington County North Service and Transit Centers. There is also a large future commercial and residential development, known as the Headwaters Development, which has primary access to TH 61 at a signalized intersection 1/2 mile south of CR 50/202nd Street. Construction of a dedicated turn lanes to access CR 50 at TH 61 is intended to improve traffic safety and capacity for the area in light of these new and existing access requirements. None No AA/EOE
TH 61 at CR 50 Project SP 8206-47 / B1500082 March 24, 2015 Page 2 Pavement Design Segments Segment # Highway # or Street/Facility Name From To Design Type 1 TH 61 1,250 feet south of CR 50 1,250 feet north of CR 50 Reconstruction and Widening Existing Facilities Highway TH 61 From 1,250 feet south of CR 50 To 1,250 feet north of CR 50 Number of Lanes Mainline Pavement Type Mainline Pavement Lane Width (ft) Shoulder Type Two through lanes; two turn lanes HMA 12 Shoulder Width (ft) 10 Seasonal Load Restriction (tons) Speed Limit (mph) HMA 10 55 MPH Highway CR 50 From At TH 61 To --- Number of Lanes Mainline Pavement Type Mainline Pavement Lane Width (ft) Shoulder Type Two through lanes; one right turn lane HMA 12 HMA Shoulder Width (ft) 5/10 Seasonal Load Restriction (tons) Speed Limit (mph) 10 50 MPH
Roadway Construction History South County Line to Jct. TH 8 - TH 61 (Section 8206) TH 61 at CR 50 Project SP 8206-47 / B1500082 March 24, 2015 Page 3 Year SP Activity Width Net HMA Depth (in.) 1925 61: 1-36-2B Original Grading 32 --- 1957 8206-06 Grade Widening and Plant-Mixed HMA 44-76 3 (min) 1968 8206-12 HMA, gravel shoulders Var. 2 1/2 1978 8206-19 HMA surfacing 24 1 HMA shoulders 10 1 1/2 1994 8206-26 HMA mill (unknown depth); HMA overlay --- 6-7 2012 8206-36 HMA mill and overlay (3 ½ inches) 24 0 Based on info available from Washington County, CR 50 has the following in-place section: 1 1/2 inches HMA (2006) 3 inches HMA (1992) 12 inches Class 5 aggregate base (1992) 24 inches Select Granular subbase (1992) Soil Borings Five power auger borings ( R- designation) were taken for the project to nominal depths of 5 feet below existing grade within the paved roadway. Eleven additional standard penetration borings ( ST- designation) were taken outside the existing roadway where embankment widening is proposed. A location sketch and boring logs can be found attached to this report. Measured bituminous pavement thickness averaged 4.3 inches and ranged from 3 to 6 inches in R-1 through R-5. It appears likely the borings were performed inadvertently in the paved shoulders. Additional coring was performed to verify mainline pavement and shoulder thickness as described below. The thickness of the apparent aggregate base was measured to be between 9 and 15 inches and averaged 12.4 inches. Topsoil penetrated in borings ST-1 through ST-11 ranged in thickness from 8 inches to 6 1/2 feet and averaged approximately 21 inches. The following soil types were encountered within the borings (upper 5 feet only). The roadway borings generally encountered loamy sand (LS), slightly plastic and plastic sandy loam (sl pl or pl SL) in the upper 5 feet, with more limited silty clay loam (SiCL) and loam (L). The upper 5 feet of borings in the widening area consisted of topsoil (TS) over clay (C), clay loam (CL), sandy clay loam (SCL) and loamy sand (LS).
Subgrade Soil Types TH 61 at CR 50 Project SP 8206-47 / B1500082 March 24, 2015 Page 4 Roadway Boring Subgrade Soils (Upper 5 feet, from Top to Bottom in Soil Column) TH 61 R-1 LS, sl pl SL, SiCL R-2 LS, sl pl SL R-3 LS, sl pl SL, L, sl pl SL R-4 LS, pl SL, LS R-5 LS ST-1 ST-2 ST-3 ST-4 ST-5 ST-6 ST-7 ST-8 ST-9 ST-10 ST-11 TS, CL, L TS, C, CL TS, SCL, CL TS, CL TS, CL TS, SCL, C TS TS, CL, C SC, CL TS, C TS, LS, C Soils at depths of 5 to 10 feet in ST-1 through ST-11 included slightly plastic sandy loam (sl pl SL), clay loam (CL), silty clay loam (SiCL), loam (L), clay (C) and loamy sand (LS). Pavement Cores Pavement cores performed adjacent to borings R-2, R-3 and R-4 each encountered 10 inches of HMA over a possible 2 to 3 inches of AGG. The AGG layer was difficult to identify due to the frozen conditions at the time of coring. We also verified the BIT section of the west shoulder with cores at locations shown in Figure 1. Thicknesses were as follows. All BIT materials appeared to be in good or very good condition. West Shoulder Cores Core Thickness (inches) CORE 1 4 CORE 2 4 CORE 3 3 1/2 CORE 4 2 CORE 5 3 3/4 CORE 6 4 1/2 CORE 7 2
TH 61 at CR 50 Project SP 8206-47 / B1500082 March 24, 2015 Page 5 FIGURE 1. LOCATIONS OF WEST SHOULDER CORES R-Value We did not perform Hveem stabilometer R-value tests for this project. Based on the predominant soil types in the upper portions (top 5 feet) of the current embankment, and assuming the soils used to construct the widened embankment will be similar, we have assumed a design R-value of 12 for pavement thickness design purposes. Traffic Trunk Highway (TH) 61 is a north-south roadway which has a functional classification of A-Minor Arterial. The 2012 AADT is 9,200 vpd on this stretch of TH 61. An official MnDOT traffic forecast was not available for this project; unofficially, we estimate approximately 1,013,000 equivalent single axle loads (ESALs) over a 20-year design period. County Road (CR) 50 has a functional classification of a collector and a 2012 AADT of 1,550 vpd.
TH 61 at CR 50 Project SP 8206-47 / B1500082 March 24, 2015 Page 6 Pavement Recommendations New HMA Facility Segment # From To Design Type TH 61 Widening 1 ALL New HMA (Widened) Mainline Pavement Thickness (inches) Lifts Mix Design/ Material Spec. Wear 4 2 SPWEB340C 2360 Non-Wear 4 2 SPNWB330B 2360 Smoothness Mainline Subsurface Special Provision 2399, Equation HMA-C Thickness (inches) Lifts Material Spec. Base 11 Class 5 or 6 2211 Subbase 16 Select Granular 2105 Subgrade Prep. 6 2112 Compaction Testing Maximum Density Method (2360.3.D1) Maximum Density Method (2360.3.D1) Compaction Testing Penetration Index Method (2211.3.D.2.c) Penetration Index Method (2105.3F3) Specified Density (2105.3F1) The section as provided is intended to approximately match the existing mainline TH 61 per MnDOT recommendations, including the loamy sand shown in the soil borings to between 2 and 2 1/2 feet in depth. Width (ft) 12 12 Width (ft) Notes Recommended shoulder section: TEMPORARY PAVEMENTS 4 inches SPWEB240B 15 inches Class 5 or 6 aggregate base 16 inches Select Granular subbase We understand mainline southbound traffic may be routed to the west shoulder for approximately two (2) months during construction. Information on BIT thickness for possible temporary pavements is provided above.
TH 61 at CR 50 Project SP 8206-47 / B1500082 March 24, 2015 Page 7 Miscellaneous Pavement Recommendations and Instructions to Designers Bituminous Pavement Provide tack coat between all bituminous layers and prior to placing any bituminous mixtures on existing pavement in accordance with Specification 2357. Use Joint Adhesive on longitudinal construction joints in accordance with Special Provision 2331 Pavement Joint Adhesive. Excavation and Embankment Construction Grading grade is defined as the bottom of aggregate base, typically Classes 3 through 6 (Standard Specification 3138). Construct embankment in accordance with Specification 2105. All new embankment and embankmentwidening material shall be Select Grading Material or Common Embankment in accordance with other requirements provided in Specification 2105. In any proposed widening construction, match the existing soil in the upper 5 feet of roadways to be widened with soil of a similar class, color, moisture content and performance characteristics. Do not place granular backfill adjacent to existing non-granular soils. Suitable grading material on the Project shall consist only of soils similar to those encountered below the upper portions of the roadway, including sandy loam and loamy sand. Non-granular soils shall only be considered suitable grading materials for widening where it can be verified that they substantially match those exposed in the upper portions of the existing embankment. Topsoil, debris, silt, organic material and other potentially unstable materials are not acceptable for grading. However, slightly organic soils (2 to 5 percent organic content by weight) may be used below the upper 3 feet of the embankment. In any case where granular embankments or backfill join non-granular soil embankments or backfill, provide a 1:20 (V:H) transition between the change in material to prevent an abrupt soils differential. Construct the 1:20 (V:H) transition such that the granular backfill material overlays the adjacent nongranular soil backfill. Where connecting new surfacing adjacent to any existing pavements to be widened, cut vertically to the bottom of the existing surfacing or to the bottom of the new surfacing design, whichever is deeper, then at a 2:1 (V:H) slope to the bottom of the recommended subgrade excavation.
TH 61 at CR 50 Project SP 8206-47 / B1500082 March 24, 2015 Page 8 Where connecting to existing roadways at the termini of proposed construction, cut vertically to the bottom of the existing surfacing or to the bottom of the new surfacing design, whichever is deeper, then at a 1:20 (V:H) taper to the bottom of the recommended subgrade excavation. Where matching into in-place crossroads, cut vertically to the bottom of the in-place surfacing, then at a 1:4 (V:H) slope to the bottom of the recommended subgrade excavation. Provide for 1:20 (V:H) tapers when changing subcut depths and subgrade materials. As a precautionary measure from a soils standpoint, traffic lanes to be used during construction must be delineated to keep vehicles a safe distance away from the adjacent excavation. The delineation should coincide with points established by projecting a 2(H):1(V) or flatter slope between the edge of the traffic surface and the bottom of the excavation. Provide a saw cut where placing new pavement next to inplace pavement to ensure a uniform joint. The level of compaction of the in-place soil is likely to vary along the length of the Project, and exposed soils should be made uniform and surface-compacted per the construction requirements of Specification 2105.3 to reduce the potential for excessive post-construction settlement or differential settlement of the embankment. Removals and Salvage When removing bituminous pavements adjacent to materials that will remain in place, full-depth sawcuts should be made perpendicular to the roadway centerline and along existing longitudinal pavement joints. Place sawcuts and longitudinal joints to avoid wheelpaths for the reconfigured lanes in the intersection. Recycle or reuse materials where feasible. Per Specification 2105.3I, all surplus materials become the property of the Contractor. Dispose of these materials in accordance with a disposal plan approved by the Engineer. The disposal plan must comply with all applicable environmental regulations, permit requirements and Specification 2104 (Removing Pavement and Miscellaneous Structures). Disposal of materials before acceptance of the disposal plan is unauthorized work in accordance with Specification 1512 (Unacceptable and Unauthorized Work). Strip all topsoil and in-place slope dressing in areas to be disturbed by construction and if practical, stockpile for reuse as slope dressing. Slope dressing on this project is defined as the in-place topsoil or other soil placed during construction to provide a medium for establishing turf.
TH 61 at CR 50 Project SP 8206-47 / B1500082 March 24, 2015 Page 9 Geotechnical Recommendations Groundwater, Drainage, and Dewatering To facilitate drainage through the widened portion of the embankment, the Select Granular subbase in the widened embankment shall be graded and daylighted to allow for positive drainage to the adjacent ditches. Groundwater was encountered during drilling at a single location (ST-7, approximate elevation 922) in what appears to be a local condition near the low point of the existing profile. For most small and shortterm excavations within the soils present on site, sumps and pumps will generally be a suitable means to remove groundwater or additional water entering excavations. Special Treatments Based on the conditions encountered in the soil borings, swamp treatments or significant subgrade corrections are not expected to be necessary for this project. Some subcutting may be necessary to remove excessive topsoil in the vicinity of Boring ST-7. Wet conditions near this boring also provide the potential for unstable soils that will require removal and replacement to facilitate embankment construction. Topsoil and Turf Establishment Existing topsoil thicknesses range from 8 inches to 6 1/2 feet, with the average thickness being about 21 inches; excluding the deep topsoil at ST-7, the average thickness is approximately 16 inches. Strip all existing topsoil and slope dressing in areas to be disturbed by construction and reuse as slope dressing. Utilize all topsoil present on the project within the project limits. Smooth grade prior to placing sod, so there is no air gap between the bottom of the sod root system and the topsoil. Follow the Turf Establishment Recommendations for Metro District memo (http://www.dot.state.mn.us/environment/erosion/pdf/metro.pdf) for seed type and placement recommendations. Borrow Shrinkage Factor Not used. Aggregate and Borrow Sources Not used. Additional Plan Notes Not used.
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Location DEPTH 5 10 0.7 943.7 4.0 940.4 6.0 938.4 11.0 933.4 Bridge No. or Job Desc. Co. Coordinate: X=461349 Y=280171 Latitude (North)= No Station-Offset Information Available Depth Elev. Lithology 8 inches of Topsoil. CLAY LOAM, fibers and roots, brown, moist, stiff. LOAM, brown, moist, stiff. Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification SLIGHTLY PLASTIC SANDY LOAM, brown, moist, medium dense. (ft.) Bottom of Hole - 11 feet Water not observed while drilling. Water not observed to cave-in depth of 8 feet immediately after withdrawal of auger. Boring then backfilled. Drill Machine 7504 Hammer Drilling Operation SPT N60 REC 9 11 15 16 MC (%) RQD 16 Boring No. ST-1 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 944.4 (Surveyed) SHEET 1 of 1 Drilling Completed P200=46% Other Tests Or Remarks Formation or Member 1/8/15 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Location DEPTH 5 0.8 941.1 4.0 937.9 Bridge No. or Job Desc. Co. Coordinate: X=461327 Y=280433 Latitude (North)= No Station-Offset Information Available Depth Elev. Lithology 10 inches of Topsoil. CLAY, brown to gray, moist, firm. Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification (ft.) Drill Machine 7504 Hammer Drilling Operation SPT N60 REC 6 7 MC (%) RQD Boring No. ST-2 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 941.9 (Surveyed) SHEET 1 of 1 Drilling Completed Other Tests Or Remarks Formation or Member 1/8/15 CLAY LOAM, light brown to gray, moist, firm to stiff. 9 10 11.0 930.9 Bottom of Hole - 11 feet Water not observed while drilling. Water not observed to cave-in depth of 7 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 13 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Location DEPTH 5 10 1.0 937.6 4.0 934.6 6.0 932.6 9.0 929.6 11.0 927.6 Bridge No. or Job Desc. Co. Coordinate: X=461305 Y=280702 Latitude (North)= No Station-Offset Information Available Depth Elev. Lithology 12 inches of Topsoil. SANDY CLAY LOAM, roots, sample from cuttings dark brown, moist, firm. CLAY LOAM, brown, moist, firm. SILTY CLAY LOAM, brown, moist, firm. CLAY LOAM, brown, moist, stiff. Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification (ft.) Bottom of Hole - 11 feet Water not observed while drilling. Water not observed to cave-in depth of 7 1/2 feet immediately after withdrawal of auger. Boring then backfilled. Drill Machine 7504 Hammer Drilling Operation SPT N60 REC 7 6 7 10 MC (%) RQD 24 Boring No. ST-3 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 938.6 (Surveyed) SHEET 1 of 1 Drilling Completed Other Tests Or Remarks Formation or Member 1/8/15 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Location DEPTH 5 1.5 933.0 4.0 930.5 6.0 928.5 Bridge No. or Job Desc. Co. Coordinate: X=461289 Y=280964 Latitude (North)= No Station-Offset Information Available Depth Elev. Lithology 18 inches of Topsoil. CLAY LOAM, roots and fibers, dark gray brown, moist, firm. CLAY LOAM, light brown, moist, firm. LOAM, brown, moist, firm to stiff. Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification (ft.) Drill Machine 7504 Hammer Drilling Operation SPT N60 REC 6 7 8 MC (%) RQD Boring No. ST-4 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 934.5 (Surveyed) SHEET 1 of 1 Drilling Completed Other Tests Or Remarks Formation or Member 1/8/15 10 11.0 923.5 Bottom of Hole - 11 feet Water not observed while drilling. Water not observed to cave-in depth of 7 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 11 17 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Bridge No. or Job Desc. Trunk Highway/Location TH 61 and CR 50 Location Co. Coordinate: X=461272 Y=281190 (ft.) Latitude (North)= Longitude (West)= No Station-Offset Information Available DEPTH Depth Elev. Lithology Classification Drill Machine 7504 Hammer Drilling Operation SPT N60 REC MC (%) RQD Boring No. ST-5 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 933.2 (Surveyed) SHEET 1 of 1 Drilling Completed Other Tests Or Remarks Formation or Member 1/8/15 5 2.0 931.2 6.0 927.2 24 inches of Topsoil. CLAY LOAM, fibers and roots, gray and brown, moist, firm to stiff. 6 12 LOAM, brown and gray, moist, stiff to very stiff. 15 10 11.0 922.2 Bottom of Hole - 11 feet Water not observed while drilling. Water not observed to cave-in depth of 8 feet immediately after withdrawal of auger. Boring then backfilled. 19 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Location DEPTH 5 10 1.0 929.0 4.0 926.0 9.0 921.0 11.0 919.0 Bridge No. or Job Desc. Co. Coordinate: X=461248 Y=281463 Latitude (North)= No Station-Offset Information Available Depth Elev. Lithology 12 inches of Topsoil. SANDY CLAY LOAM, fine- grained, brown, moist, firm. CLAY, gray and brown, moist, soft to firm. LOAM, brown, moist, stiff. Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification (ft.) Bottom of Hole - 11 feet Water not observed while drilling. Water not observed to cave-in depth of 7 1/2 feet immediately after withdrawal of auger. Boring then backfilled. Drill Machine 7504 Hammer Drilling Operation SPT N60 REC 7 4 7 12 MC (%) RQD 19 Boring No. ST-6 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 930.0 (Surveyed) SHEET 1 of 1 Drilling Completed P200=46% Other Tests Or Remarks Formation or Member 1/8/15 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Bridge No. or Job Desc. Trunk Highway/Location TH 61 and CR 50 Location Co. Coordinate: X=461225 Y=281692 (ft.) Latitude (North)= Longitude (West)= No Station-Offset Information Available DEPTH Depth Elev. Lithology Classification Drill Machine 7504 Hammer Drilling Operation SPT N60 REC MC (%) RQD Boring No. ST-7 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 928.2 (Surveyed) SHEET 1 of 1 Drilling Completed Other Tests Or Remarks Formation or Member 1/8/15 6 1/2 feet of Topsoil. 4 5 10 6.5 921.7 9.0 919.2 11.0 917.2 LOAMY SAND, fine- to medium-grained, brown, waterbearing, very loose. CLAY, gray, waterbearing, firm. Bottom of Hole - 11 feet Water observed at 6 1/2 feet with 6 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 6 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 4 4 5 24 OC=4% Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Location DEPTH 5 1.0 926.8 4.0 923.8 6.0 921.8 Bridge No. or Job Desc. Co. Coordinate: X=461214 Y=281834 Latitude (North)= No Station-Offset Information Available Depth Elev. Lithology 12 inches of Topsoil. CLAY LOAM, gray and reddish brown, moist, firm. CLAY, gray and brown, wet, firm. CLAY LOAM, brown, moist, stiff. Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification (ft.) Drill Machine 7504 Hammer Drilling Operation SPT N60 REC 8 6 10 MC (%) RQD 19 Boring No. ST-8 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 927.8 (Surveyed) SHEET 1 of 1 Drilling Completed Other Tests Or Remarks Formation or Member 1/8/15 10 11.0 916.8 Bottom of Hole - 11 feet Water not observed while drilling. Water not observed to cave-in depth of 7 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 11 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Location DEPTH 5 1.0 926.5 4.0 923.5 6.0 921.5 Bridge No. or Job Desc. Co. Coordinate: X=461205 Y=281947 Latitude (North)= No Station-Offset Information Available Depth Elev. Lithology 12 inches of Topsoil. SANDY CLAY, trace fibers and roots, brown, moist, firm. CLAY LOAM, brown and gray, moist, stiff. LOAM, brown, moist, stiff. Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification (ft.) Drill Machine 7504 Hammer Drilling Operation SPT N60 REC 6 9 13 MC (%) RQD Boring No. ST-9 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 927.5 (Surveyed) SHEET 1 of 1 Drilling Completed Other Tests Or Remarks Formation or Member 1/8/15 10 11.0 916.5 Bottom of Hole - 11 feet Water not observed while drilling. Water not observed to cave-in depth of 7 1/2 feet immediately after withdrawal of auger. Boring then backfilled. 14 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Bridge No. or Job Desc. Trunk Highway/Location TH 61 and CR 50 Location Co. Coordinate: X=461187 Y=282175 (ft.) Latitude (North)= Longitude (West)= No Station-Offset Information Available DEPTH Depth Elev. Lithology Classification Drill Machine 7504 Hammer Drilling Operation SPT N60 REC MC (%) RQD Boring No. ST-10 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 926.9 (Surveyed) SHEET 1 of 1 Drilling Completed Other Tests Or Remarks Formation or Member 1/8/15 3 feet of Topsoil. 5 3.0 923.9 6.0 920.9 CLAY, gray, moist, firm. 10 5 CLAY LOAM, dark gray, moist, firm to stiff. 5 10 11.0 915.9 Bottom of Hole - 11 feet Water not observed to cave-in depth of 7 feet immediately after withdrawal of auger. Boring then backfilled. 9 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Location DEPTH 5 1.0 925.1 4.0 922.1 6.0 920.1 Bridge No. or Job Desc. Co. Coordinate: X=461166 Y=282432 Latitude (North)= No Station-Offset Information Available Depth Elev. Lithology 12 inches of Topsoil. LOAMY SAND, fine- grained, brown and gray, moist, loose. CLAY, brown and gray, wet, soft. Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification CLAY LOAM, brown and gray, moist, firm to stiff. (ft.) Drill Machine 7504 Hammer Drilling Operation SPT N60 REC 6 4 8 MC (%) RQD 16 Boring No. ST-11 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 926.1 (Surveyed) SHEET 1 of 1 Drilling Completed P200=46% Other Tests Or Remarks Formation or Member 1/8/15 10 11.0 915.1 Bottom of Hole - 11 feet Water not observed while drilling. Water not observed to cave-in depth of 7 feet immediately after withdrawal of auger. Boring then backfilled. 11 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Location DEPTH 5 0.3 945.0 1.5 943.7 2.5 942.7 4.0 941.2 5.0 940.2 Bridge No. or Job Desc. Co. Coordinate: X=461288 Y=280337 Latitude (North)= No Station-Offset Information Available Depth Elev. Lithology Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification (ft.) 3 inches of bituminous. 15 inches of aggregate base. LOAMY SAND, fine- grained, trace Gravel, brown, moist, frozen. SLIGHTLY PLASTIC SANDY LOAM, fine- grained, gray, moist. SILTY CLAY LOAM, slightly organic, trace roots, black, moist. Bottom of Hole - 5 feet Water not observed while drilling. Water not observed to cave-in depth of 4 feet immediately after withdrawal of auger. Drill Machine 7514 Hammer Drilling Operation SPT N60 REC MC (%) RQD Boring No. R-1 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 945.2 (Surveyed) SHEET 1 of 1 Drilling Completed Other Tests Or Remarks Formation or Member 1/12/15 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Location DEPTH 5 0.5 939.1 1.4 938.2 2.5 937.1 5.0 934.6 Bridge No. or Job Desc. Co. Coordinate: X=416274 Y=280855 Latitude (North)= No Station-Offset Information Available Depth Elev. Lithology 6 inches of bituminous. 11 inches of aggregate base. LOAMY SAND, fine- grained, brown, moist, frozen. SLIGHTLY PLASTIC SANDY LOAM, fine- grained, dark gray and brown, moist. Bottom of Hole - 5 feet Water not observed while drilling. Boring then backfilled. Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification (ft.) Drill Machine 7514 Hammer Drilling Operation SPT N60 REC MC (%) RQD Boring No. R-2 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 939.6 (Surveyed) SHEET 1 of 1 Drilling Completed Other Tests Or Remarks Formation or Member 1/12/15 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
State Project Location DEPTH 5 MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION 0.3 931.2 1.1 930.4 2.0 929.5 3.0 928.5 4.5 927.0 5.0 926.5 Bridge No. or Job Desc. Co. Coordinate: X=461188 Y=281580 Latitude (North)= No Station-Offset Information Available Depth Elev. LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION Lithology UNIQUE NUMBER U.S. Customary Units Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification (ft.) 4 1/2 inches of bituminous. 9 inches of aggregate base. LOAMY SAND, fine- grained, trace Gravel, brown, moist, frozen. SLIGHTLY PLASTIC SANDY LOAM, fine- grained, dark brown, moist, frozen. LOAM, trace Gravel, gray, moist. SLIGHTLY PLASTIC SANDY LOAM, fine- grained, black and dark brown, moist. Bottom of Hole - 5 feet Water not observed while drilling. Water not observed to cave-in depth of 4 feet immediately after withdrawal of auger. Boring then backfilled. Drill Machine 7514 Hammer Drilling Operation SPT N60 REC MC (%) RQD 16 Boring No. R-3 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 931.5 (Surveyed) SHEET 1 of 1 Drilling Completed P200=40% Other Tests Or Remarks Formation or Member 1/12/15 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Location DEPTH 5 0.3 928.9 1.3 927.9 2.0 927.2 3.5 925.7 4.5 924.7 5.0 924.2 Bridge No. or Job Desc. Co. Coordinate: X=461177 Y=282057 Latitude (North)= No Station-Offset Information Available Depth Elev. Lithology Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification (ft.) 4 inches of bituminous. 12 inches of aggregate base. LOAMY SAND, fine- grained, trace Gravel, brown, moist, frozen. PLASTIC SANDY LOAM, fine- grained, dark brown, moist. SLIGHTLY PLASTIC SANDY LOAM, slightly organic, finegrained, black, moist. LOAMY SAND, fine- grained, dark brown, moist. Bottom of Hole - 5 feet Water not observed while drilling. Water not observed to cave-in depth of 4 feet immediately after withdrawal of auger. Boring then backfilled. Drill Machine 7514 Hammer Drilling Operation SPT N60 REC MC (%) RQD 21 Boring No. R-4 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 929.2 (Surveyed) SHEET 1 of 1 Drilling Completed OC=4% Other Tests Or Remarks Formation or Member 1/12/15 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION LABORATORY LOG & TEST RESULTS - SUBSURFACE EXPLORATION UNIQUE NUMBER U.S. Customary Units State Project Location DEPTH 5 0.3 927.3 1.6 926.0 5.0 922.6 Bridge No. or Job Desc. Co. Coordinate: X=461111 Y=282542 Latitude (North)= No Station-Offset Information Available Depth Elev. Lithology 4 inches of bituminous. 15 inches of aggregate base. Trunk Highway/Location TH 61 and CR 50 Longitude (West)= Classification LOAMY SAND, fine- grained, trace Gravel, brown, moist, frozen. (ft.) Bottom of Hole - 5 feet Water not observed while drilling. Water not observed to cave-in depth of 4 feet immediately after withdrawal of auger. Boring then backfilled. Drill Machine 7514 Hammer Drilling Operation SPT N60 REC MC (%) RQD Boring No. R-5 COH (psf) (%) (%) (ft) (pcf) ACL Core Breaks Soil Rock Ground Elevation 927.6 (Surveyed) SHEET 1 of 1 Drilling Completed Other Tests Or Remarks Formation or Member 1/12/15 Index Sheet Code Soil Class:N. Lund Rock Class: Edit: Date: 2/18/15 N:\GINT\PROJECTS\AX PROJECTS\2015\00082.GPJ
Minnesota Department of Transportation Geotechnical Section Boring Log Descriptive Terminology (English Units) USER NOTES, ABBREVIATIONS AND DEFINITIONS - Additional information available in Geotechnical Manual. This boring was made by ordinary and conventional methods and with care deemed adequate for the Department's design purposes. Since this boring was not taken to gather information relating to the construction of the project, the data noted in the field and recorded may not necessarily be the same as that which a contractor would desire. While the Department believes that the information as to the conditions and materials reported is accurate, it does not warrant that the information is necessarily complete. This information has been edited or abridged and may not reveal all the information which might be useful or of interest to the contractor. Consequently, the Department will make available at its offices, the field logs relating to this boring. Since subsurface conditions outside each borehole are unknown, and soil, rock and water conditions cannot be relied upon to be consistent or uniform, no warrant is made that conditions adjacent to this boring will necessarily be the same as or similar to those shown on this log. Furthermore, the Department will not be responsible for any interpretations, assumptions, projections or interpolations made by contractors, or other users of this log. Water levels recorded on this log should be used with discretion since the use of drilling fluids in borings may seriously distort the true field conditions. Also, water levels in cohesive soils often take extended periods of time to reach equilibrium and thus reflect their true field level. Water levels can be expected to vary both seasonally and yearly. The absence of notations on this log regarding water does not necessarily mean that this boring was dry or that the contractor will not encounter subsurface water during the course of construction. WATER MEASUREMENT AB...After Bailing AC...After Completion AF...After Flushing w/c...with Casing w/m...with Mud WSD...While Sampling/Drilling w/aug...with Hollow Stem Auger MISCELLANEOUS NA...Not Applicable w/...with w/o...with out sat...saturated DRILLING OPERATIONS AUG...Augered CD...Core Drilled DBD...Disturbed by Drilling DBJ...Disturbed by Jetting PD...Plug Drilled ST...Split Tube (SPT test) Index Sheet No. 3.0 March 2003 G:\geotech\Public\Forms\INDEX30.doc TW...Thinwall (Shelby Tube) WS...Wash Sample NSR...No Sample Retrieved WH...Weight of Hammer WR...Weight of Rod Mud...Drilling Fluids in Sample CS...Continuous Sample SOIL/CORE TESTS SPT N 60...ASTM D1586 Modified Blows per foot with 140 lb. hammer and a standard energy of 210 ft-lbs. This energy represents 60% of the potential energy of the system and is the average energy provided by a Rope & Cathead system. MC...Moisture Content COH...Cohesion?...Sample Density LL...Liquid Limit PI...Plasticity Index F...Phi Angle REC...Percent Core Recovered RQD...Rock Quality Description (Percent of total core interval consisting of unbroken pieces 4 inches or longer) ACL...Average Core Length (Average length of core that is greater than 4 inches long) Core Breaks...Number of natural core breaks per 2-foot interval. DISCONTINUITY SPACING Fractures Distance Bedding Very Close...<2 inches...very Thin Close...2-12 inches...thin Mod. Close...12-36 inches...medium Wide...>36 inches...thick Vane Shear Test DRILLING SYMBOLS Washed Sample WS (Collected during plug drilling) PD CS A/J Jet A/P Augered Plug Drilled Split Tube Sample (SPT N60 2 in. spilt tube with liners) Thin Wall Sample (3 in. Shelby Tube) Core Drilled (NV Core Barrel unless otherwise noted) Continuous Soil Sample Augered & Jetted Jetted Augered & Plug Drilled 100% 90 % Sand 80 S 70 10 60 LS RELATIVE DENSITY Compactness - Granular Soils BPF very loose...0-4 loose...5-10 medium dense...11-24 dense...25-50 very dense...>50 Consistency - Cohesive Soils BPF very soft...0-1 soft...2-4 firm...5-8 stiff...9-15 very stiff...16-30 hard...31-60 very hard...> 60 COLOR blk...black wht...white grn...green brn...brown orng...orange yel...yellow dk...dark lt...light IOS...Iron Oxide Stained GRAIN SIZE /PLASTICITY VF...Very Fine pl...plastic F...Fine slpl...slightly Cr...Coarse Plastic SOIL/ROCK TERMS C...Clay Lmst...Limestone L...Loam Sst...Sandstone S...Sand Dolo...Dolostone Si...Silt wx...weathered G...Gravel (No. 10 Sieve to 3 inches) Bldr...Boulder (over 3 inches) T...till (unsorted, nonstratified glacial deposits) Mn/DOT Triangular Textural Soil Classification System 50 20 40 SC SCL 30 (plastic) SL 30 20 10 (slightly plastic) C CL L 40 50 % Silt 100 % 90 60 80 70 Si L SiC SiCL 70 60 % Clay 50 80 40 Si 30 90 20 10 100%
MinniESAL Traffic Forecast Program -for use on County and City projects GENERAL INFORMATION Date: Forecasted by: City or County: Project #: Project Description: Route: Base Year (i.e., opening to traffic): Number of Lanes (both directions): February 20, 2015 NGL Washington SP 8206-47 Widening for Turn Lane TH 61 2015 2 HISTORICAL AADT (minimum of two years) Year AADT 2008 8,500 Regression 0.94 Results: 2010 8,700 R 2 = 1.8% 0.9 2012 9,200 Growth 4 Rate = 1.8 % Base Year AADT 2015 9680 20-year AADT 2035 13180 VEHICLE CLASSIFICATION Please select one of the following: TRUE Site Specific VCC Data Vehicle Type URBAN (2005 Default VC Data - 3.9% HCADT) RURAL (2005 Default VC Data - 8.9% HCADT) "A" Segment Forecast Vehicle Class % Truck ESAL Factors Base Year Volume FLEXIBLE RIGID 2AX-6TIRE SU 1.5% 147 0.25 0.24 3AX+ SU 0.5% 44 0.58 0.85 3AX TST 0.1% 8 0.39 0.37 4AX TST 0.1% 11 0.51 0.53 5AX+ TST 0.9% 86 1.13 1.89 TR TR, BUSES 0.5% 45 0.57 0.74 TWIN TRAILERS 0.0% 1 2.40 2.33 3.6% "20" Year Flexible Forecast 1,013,000 ESALs "20" Year Rigid Forecast 1,437,000 ESALs "35" Year Rigid Forecast 2,748,000 ESALs Questions? Please contact Mn/DOT's Traffic Forecasting Section (651-297-1194)
MnPAVE Design Summary MnPAVE 6.202 Simulation Input File: TH61 Confidence and Reliability do not necessarily agree. All layer values are reduced based on Confidence. Monte Carlo Reliability randomly selects values for each layer. Use Reliability for final design. Preliminary Life Estimate 20-Year Reliability Fatigue Rutting Fatigue Rutting >50 years >50 years 100% 100% Project Information District County City Metro Washington Forest Lake Project Number Route Reference Post 8206-47 61 from 158+00.003 to 158+00.804 Letting Date Construction Type 02/20/15 RC Climate Information Season Mode Days Designer Washington County Soils Engineer Braun Intertec Location 45 1 Latitude, 92 49 Longitude Structural Information (Design Level: Intermediate) Layer Type Subtype Height (in.) 1 (lift 1) HMA PG58-34 4.00 1 (lift 2) HMA PG58-28 4.00 2 Aggregate Base Mn/DOT Class 5 11.00 3 Aggregate Subbase Mn/DOT Select Granular 16.00 4 Engineered Soil R-Value = 12 (CL) 6.00 5 Undisturbed Soil Engineered Soil Modulus/2 Traffic Information Load Type Total Repetitions ESALs 1,012,999 Notes Cooperative agreement project; embankment widening and turn lane construction Braun Intertec project B1500082 The Minnesota Department of Transportation makes no guarantee or warranty, either express or implied, with respect to the reuse of the data provided herewith, regardless of its format or means of its transmission. The user accepts the data "as is", and assumes all risks associated with its use. By accepting this data, the user agrees not to transmit this data or provide access to it or any part of it to another party unless the user shall include with the data a copy of this disclaimer. The Minnesota Department of Transportation assumes no responsibility, actual or consequential, for damage that results from any user s reliance on this data. Printed Tuesday, March 24, 2015 at 12:44:09