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Report of Geotechnical Consulting Services
Bridge Foundation Report
Bridge #32 Widening
I-59/20 Superstructure Replacement from South of 15th Avenue to North of CSX RR
Birmingham, Jefferson County, Alabama ALDOT PE Project No.: IM-I059 (367) CN Project No.: ACIM- I059 (383)
Thompson Engineering Project No.: 15-1101-0099
Submitted By:
Thompson Engineering June 26, 2015
TABLE OF CONTENTS 1.0 SCOPE OF SERVICES ................................................................................................. 1 2.0 PROJECT DESCRIPTION ............................................................................................ 1 3.0 HISTORICAL INFORMATION ....................................................................................... 2 4.0 GEOLOGIC SETTING ................................................................................................... 2 5.0 OBSERVED SITE CONDITIONS .................................................................................. 2 6.0 SUBSURFACE EXPLORATION PROGRAM ................................................................ 3
6.1 Standard Penetration Test Borings ............................................................................ 3 7.0 LABORATORY TESTING ............................................................................................. 4 8.0 SUBSURFACE FINDINGS ............................................................................................ 4
8.1 Subsurface Conditions .............................................................................................. 4 8.2 Groundwater Conditions ............................................................................................ 4 8.3 Electrochemical Testing ............................................................................................ 5
9.0 BRIDGE FOUNDATION RECOMMENDATIONS .......................................................... 6 9.1 General ..................................................................................................................... 6 9.2 Pile Foundations........................................................................................................ 6 9.3 Soil Design Parameters ............................................................................................. 6 9.4 Pile Installation .......................................................................................................... 6 9.5 Pile Settlement .......................................................................................................... 7 9.6 Storm Runoff and Surface Water Control .................................................................. 7 9.7 Sinkholes (Limesinks) ............................................................................................... 7
10.0 BRIDGE APPROACHES ............................................................................................. 7 10.1 Slope Stability Analyses ............................................................................................ 7 10.2 Recommendations .................................................................................................... 8 10.3 Settlement ................................................................................................................. 8
11.0 REPORT LIMITATIONS ................................................................................................ 8 PLATE Plate 1 – Bridge #32 over 15th Avenue with the immediate surrounding area ........................... 1 TABLE Table 1 – Boring Locations ...................................................................................................... 3 Table 2 – Groundwater Measurements .................................................................................... 5 Table 3 – Summary of Electrochemical Test Results ............................................................... 5 APPENDICES Figure 1 – Topographic Map Figure 2 – County Highway Figure 3 – Geology Map Figure 4 – Sinkhole Map Appendix A – Pile Tip Elevations and Soil Design Parameters (LPILE) Appendix B – Plan and Profile Drawings Appendix C – Test Boring Records Appendix D – Laboratory Test Results ALDOT Lab Summary One Dimensional Consolidation Report Unconsolidated Undrained (U.U.) Triaxial Report ALDOT BMT-5’s Total Sulfates/Total Chlorides/pH/Resistivity
Report of Geotechnical Consulting Services Birmingham Central Business District (Bridge #32), Jefferson County, AL June 26, 2015 TE Project No.: 15-1101-0099 Page 1 of 8
1.0 SCOPE OF SERVICES
The scope of work includes geotechnical engineering evaluations and development of bridge foundation design and construction recommendations, in satisfaction of the contracted scope of work between the Alabama Department of Transportation (ALDOT) and Thompson Engineering (TE). 2.0 PROJECT DESCRIPTION The project site is located at the overpass of I-65 and 15th Avenue North in Birmingham, Jefferson County, Alabama. The project includes widening the existing I-65 bridge on its eastern side. In addition the project includes a retaining wall approximately 465 feet in length will be required at the southern end of the bridge. The bridge and retaining wall are identified as Bridge #32 and Retaining Wall #16. This report covers the geotechnical recommendations for Bridge #32, only. The geotechnical recommendations for Retaining Wall #16 are provided in a separate report.
We understand that plans are to construct new single column piers adjacent to the existing piers to support the additional lane on I-65. A TS&L for Bridge #32 was provided which indicated two (2) abutments and two (2) bent locations which will incorporate two additional pile footings for the 12 ft. lane widening. The overall bridge length is 180’-10”. Plate 1 below depicts the existing bridge and immediate surrounding areas. Figures 1 and 2 are appended for reference purposes.
Plate 1 – Bridge 32 and Immediate Surrounding Area
Bridge #32
Report of Geotechnical Consulting Services Birmingham Central Business District (Bridge #32), Jefferson County, AL June 26, 2015 TE Project No.: 15-1101-0099 Page 2 of 8
Structural loading information was not available at the time of this report; however the TS&L drawings indicate that the foundations at the abutments and intermediate bents are planned to be constructed with steel H-piles. 3.0 HISTORICAL INFORMATION
The following historical document regarding the project site was provided by the ALDOT bridge division.
BIN No. 14396 Bridge Card (2263)
BIN No. 14396 Foundation (2262) From historical information provided through ALDOT, the existing bridge over 15th Avenue is supported on 35 ton HP 10x42 steel pilings with tip elevations ranging between +522 and +555 feet. 4.0 GEOLOGIC SETTING
The project site is located in Birmingham, Jefferson County, Alabama which is within the Warrior Basin Physiographic District of the Cumberland Plateau Physiographic Section. The district has an altitude range from 350 feet near the Black Warrior River to over 700 feet along several ridges in the basin. Drainage within the basin is primarily west to Locust Fork of the Black Warrior River and to the main channel of Black Warrior River. According to the Geologic Map of Alabama, the project site is overlying the Ketona Dolomite and Copper Ridge Dolomite formations of Cambrian age. The Ketona Dolomite is light-to-medium gray thick bedded coarsely crystalline dolomite. The Copper Ridge Dolomite is light-gray finely to coarsely crystalline, thick-bedded siliceous dolomite. A review of the sinkhole map for Jefferson County, Alabama indicates the project site falls within the area of carbonate rock where sinkholes have been known to occur. Additionally, based on the sinkhole map, the project area is located near known active subsidence or sinkhole activity. Figures 3 and 4 provides excerpts of the Geological Map of Alabama and sinkhole map of Jefferson County representing the project area. 5.0 OBSERVED SITE CONDITIONS
The project site was visited by TE geotechnical engineering personnel as part of the field data collection activities. At the I-65 Bridge and along 15th street, utilities within the immediate vicinity included overhead power lines, underground communication, sewer, storm water and water lines. The majority of the underground lines extend beneath the existing roadway or along the shoulders. Areas immediately located on the east and west sides of the I-65 bridge, were observed to be grassed and steeply sloping away from the edge of the highway. A guardrail extended the full project length along the shoulder of the highway. The bridge slopes beneath the existing bridge were armored with on-grade concrete panels. Fifteenth Avenue is a two-lane, two-way asphalt surfaced roadway. Fencing extends parallel to 15th street and on both sides beneath the bridge. From visual examination, the original bridge structure has already seen a widening of a single lane.
Report of Geotechnical Consulting Services Birmingham Central Business District (Bridge #32), Jefferson County, AL June 26, 2015 TE Project No.: 15-1101-0099 Page 3 of 8
6.0 SUBSURFACE EXPLORATION PROGRAM
Geotechnical drilling crews from Thompson Engineering, and TTL, Inc. (a subcontractor to Thompson Engineering) performed soil test borings and sampling operations on April 20, 2015 through April 23, 2015 and on April 29, 2015. Boring locations were selected by TE, and located in the field by ALDOT. Offsets for the borings were made due to drill rig access and terrain. Due to site terrain restraints at the existing abutment, Bridge Boring BR32-1 was not drilled. Therefore, Retaining Wall Boring RW16-4 is included with this report. Boring locations are shown on the appended Plan and Profile drawings located in Appendix B. ALDOT provided northings, eastings and elevations for the borings as well as stations and offsets per the existing control line for the roadway alignment. Notably, the TS&L Drawings provided abutment and bent stationing for the bridge alignment. Table 1, below, provides comparative boring locations in northing, eastings and both the Roadway and Bridge Stationing.
Table 1: Boring Locations
Boring No. Northing Easting Elevation
(feet)
Roadway Alignment
Station
Approximate Bridge
Alignment Station
Offset*
RW16-4 1284161.63 2173765.82 600.7 175+12.5 269+30.2 RT 45.0
BR32-2 1284336.61 2173858.83 571.4 177+13.6 271+28.3 RT 53.2
BR32-3 1284361.50 2173880.82 572.7 177+45.7 271+61.0 RT 61.8
BR32-4 1284422.90 2173899.78 592.1 178+09.1 272+23.8 RT 51.3
Note: Both Station offsets are taken from the existing control line; therefore, station offsets are the same for both the Roadway Alignment and the Bridge Alignment
CME 75 and Diedrich D-50 geotechnical drilling rigs, equipped with automatic standard penetration test hammers, were utilized to advance the borings, using hollow stem auger drilling techniques. All boreholes were backfilled to grade upon field work completion. The overall intent of the subsurface exploration program was to establish a site-specific subsurface conditions database. Brief descriptions of the testing protocols are presented below. 6.1 Standard Penetration Test Borings
SPT borings were performed in general accordance with AASHTO T-206 guidelines. Recovered samples were initially examined and visually classified in the field by TE personnel. Samples were returned to TE’s geotechnical laboratory for review by a geotechnical engineer and for additional laboratory testing. The results of the classification and stratification are shown on the appended Test Boring Records.
Report of Geotechnical Consulting Services Birmingham Central Business District (Bridge #32), Jefferson County, AL June 26, 2015 TE Project No.: 15-1101-0099 Page 4 of 8
6.2 Undisturbed Sampling Undisturbed soil specimens were recovered utilizing thin-wall “Shelby” tube sampling equipment at select depths within soft to firm cohesive soil zones. Undisturbed samples were collected in general accordance with AASHTO T-207. The recovered soil samples were sealed and transported to the TE geotechnical laboratory. 6.3 Rock Core Sampling Rock cores were recovered utilizing the NQ wireline system with a diamond cutting head. Rock coring was initiated when the limestone unit was encountered prior to boring termination. Samples were collected per AASHTO T-225 and returned to TE’s geotechnical laboratory. 7.0 LABORATORY TESTING
Samples selected for laboratory testing included soils that were deemed to be within the depths of influence beneath the proposed structures. Laboratory tests included moisture contents, Atterberg Limits, sieve, hydrometer analyses, unconsolidated undrained (U.U.) triaxial and one dimensional consolidation. In addition, soil corrosion tests were performed on select soil samples. Test results are included in the Appendix D of this report. 8.0 SUBSURFACE FINDINGS While establishment of generalized subsurface conditions is useful for the geotechnical engineering evaluation process, such generalizations should be reviewed with caution as they promote extrapolation of recovered data between soil test boring locations. The stratifications shown on the Test Boring Records represent the conditions only at the actual boring locations. The actual transition between soil types may be more gradual than those depicted. Boring Plan and Profile sheets showing the boring locations and subsurface profile information are included in Appendix B. Test Boring Records are included in Appendix C.
8.1 Subsurface Conditions The following soil profile was encountered at the boring locations:
From existing ground surface to depths ranging between 7 and 8 feet, very loose to medium dense sands (SM, SC) and gravels (GP, GC) were sampled. A near surface stiff clay (CL) lens was also encounter in this zone at two of the boring locations.
Below and extending to depths ranging between 38 and 73 feet, very soft to hard clay (CL, CH) and gravel (GC) were encountered. At Boring BR32-2, medium dense to dense sand (SC) and hard silt (ML) was also encountered just above the underlying rock.
Beneath and extending to boring termination depths ranging between 94 and 129 feet, Very Poor to Good Dolomite rock was encountered. Sporadic voids were also encountered in this zone. Please reference the boring logs.
8.2 Groundwater Conditions Due to relatively impermeable characteristics of the soils within the upper horizon on this project site, perched groundwater conditions may develop during the project and temporary dewatering may be required, particularly during the construction of below grade structures.
Report of Geotechnical Consulting Services Birmingham Central Business District (Bridge #32), Jefferson County, AL June 26, 2015 TE Project No.: 15-1101-0099 Page 5 of 8
At the time of the field activities, groundwater was encountered at approximate depths ranging from 15.0 feet to 48.0 feet below existing ground surface. Groundwater was not encountered at Boring RW16-4. Groundwater measurements at the time of borehole completion may be higher or not obtained due to the drilling method used to advance the borehole. Additional delayed groundwater measurements were obtained, whenever possible.
Table 2: Groundwater Measurements
Boring No.
Completion of Borehole
Groundwater Depth, ft.
Delayed Groundwater
Depth, ft.
RW16-4 Not Encountered Not Obtained
BR32-2 18.0 Not Obtained
BR32-3 15.0 18.0
BR32-4 48.0 Not Obtained
Fluctuations of the groundwater level on this project may be expected to occur seasonally as a result of rainfall, surface runoff, and immediate area construction activities. 8.3 Electrochemical Testing
Electrochemical series soil testing was performed on select samples for environment classification and involves total chlorides, total sulfate, resistivity and pH. ALDOT provided the following soil limit conditions for corrosive environments for steel piles based upon the corrosive environment classification as presented below. Steel Piles:
Resistivity less than 3,000 ohm-cm
pH less than 5 or greater than 10
Chlorides greater than 50 ppm
Sulfates greater than 100 ppm
Summary of the electrochemical test results are summarized in Table 3 below and appended in Appendix D of this report.
Table 3: Summary of Electrochemical Test Results
Boring No.
Sample No.
pH Chlorides
(ppm) Sulfates (ppm)
Resistivity (ohms-cm)
Classification
BR32-4 S-2 8.9 <21 <21 4,500,000 Non-Aggressive
BR32-4 S-10 5.9 <26 <26 26,000,000 Non-Aggressive
BR32-4 S-16 8.5 <25 <25 6,00,000 Non-Aggressive
Report of Geotechnical Consulting Services Birmingham Central Business District (Bridge #32), Jefferson County, AL June 26, 2015 TE Project No.: 15-1101-0099 Page 6 of 8
The test results indicate the site is a non-aggressive environment within the depths of the proposed foundations. 9.0 BRIDGE FOUNDATION RECOMMENDATIONS
9.1 General
We understand that Steel H-Piles are the preferred foundation types for the abutments and bents, respectively. Shallow foundations are not considered appropriate due to the existence of very soft and soft clays within the soil profile. Drilled shafts were not chosen due to increased cost, and because steel H-piles are consistent with the foundations for the existing bridge. Structural loading information was not available at the time of this report. 9.2 Pile Foundations The recommended pile tip elevations for the H-piles have been selected based upon ALDOT Bridge Bureau guidelines, ALDOT Procedure 398, FHWA NHI-05-042 Design and Construction of Driven Pile Foundations, NAVFAC DM-7, and TE experience in these formations. Recommended pile tip elevations have been based on a Factor of Safety of 2.0. We recommend that the steel H-piles be driven until refusal on top of the rock formation at approximate elevations as presented in Table A-1, and Appendix A. HP 10x42 piles are not recommended for designs where “drive to refusal” criteria is specified for pile installation. We recommend an allowable load of 45 tons compression for HP 12x53. We recommend Pay Item 505G-0993 Pile Points (Type A, 12”) be welded to the H-pile prior to installation. We do not recommend a compression pile load test for H-pile driven to refusal on top of the rock formation. 9.3 Soil Design Parameters Lateral analysis will be performed by the bridge designers for the piles. Soil design parameters for the abutment and bent locations are provided in Table A-2 in Appendix A. Lateral pile efficiencies may need to be accounted for by the bridge designer and will be dependent on the actual pile spacing. 9.4 Pile Installation Pile installation shall be performed by conventional impact hammer driving to refusal at the top of the rock formation. A pile drivability analysis should be performed based on equipment information provided by the successful piling contractor in order to establish a recommended pile penetration set (minimum blows per foot) criteria for the project, and to ensure that the piles are not damaged from driving operations. Penetration set (blow count) data shall be recorded by a qualified soils inspector during the installation procedures to provide a pile-by-pile correlation of dynamically formulated (empirical) capacities.
Report of Geotechnical Consulting Services Birmingham Central Business District (Bridge #32), Jefferson County, AL June 26, 2015 TE Project No.: 15-1101-0099 Page 7 of 8
9.5 Pile Settlement
Based upon the anticipated structural loadings, soil consistency and pile tip bearing elevations, we estimate total pile settlements of less than 1/4 inch. 9.6 Storm Runoff and Surface Water Control
We recommend positive drainage measures be established and maintained on the project site during construction. Temporary site dewatering measures may be required during excavations for the pile cap or seasonal rain; however this should be determined by the contractor based on field conditions during construction. 9.7 Sinkholes (Limesinks) The project is located in an area of known sinkhole activity and karst topography. Karst topography is characterized by soluble limestone. Over geologic time the limestone dissolves forming cavities. Soil located above the soluble limestone ravels into these cavities forming depressions or holes at the surface. Sinkholes will not always be evident during the field exploration and may be encountered during construction activities. We recommend the following pay items be included for remediation in the event a sinkhole is encountered during construction. If encountered, the lime sink should be constructed in accordance with Section 224 of the Alabama Department of Transportation Standard Specifications for Highway Construction, Latest Edition. Pay Item No. 224A, Lime Sink Excavation – per cubic yard Pay Item No. 224C, Special Backfill for Lime Sink, Class 2 Riprap - per ton Pay Item No. 260A, Cement Mortar Flowable Backfill, Mix 3 – per cubic yard 10.0 BRIDGE APPROACHES Typical bridge foundation reports include stability and recommendations for the 50 feet of the approaches on either end of the bridge. 10.1 Slope Stability Analyses We understand that embankment soils on this project will consist of imported A-4 or better material, in accordance with the ALDOT Standard Specifications for Highway Construction Section 210. In addition, we understand the north abutment which will be constructed with 3:1 (H:V) slopes. Based on the type of select fill, the planned side slopes and the recommendations provided below, the factor of safety for slope stability is greater than 1.5. Please reference the Retaining Wall #16 Report for conditional and recommendations for slope stability at the south abutment.
Report of Geotechnical Consulting Services Birmingham Central Business District (Bridge #32), Jefferson County, AL June 26, 2015 TE Project No.: 15-1101-0099 Page 8 of 8
10.2 Recommendations We recommend embankment slopes on this project be constructed with 3:1 (H:V) or flatter slopes to help control surface erosion and facilitate maintenance. We also recommend that prior to fill placement, surface vegetation and topsoil should be removed along with any soft or deleterious materials. Placement of fill on the existing slope should be constructed from the bottom to the top and using a benched approach with minimum of 5 foot wide benching into the existing slope. We recommend the slope should be constructed extending a minimum of five (5) feet beyond the proposed fill limits for uniform compaction. Subsequent to compaction, the overbuilt slope can be cut to the proposed slope design limits. Embankment construction should be constructed in accordance with the Alabama Department of Transportation Standard Specifications for Highway Construction, Latest Edition and the project plans. Further, the embankment soils used for the construction of the slopes should be classified as A-4 or better material. We recommend sodding and planting of exposed slopes (permanent and temporary slopes) to mitigate the potential for shallow slope sloughing. It is recommended that rip rap be placed around the flow areas of the embankments to protect against erosion. 10.3 Settlement Considering the anticipated surface loadings on this project, up to 15 feet of embankment at the north abutment, medium to hard clay sub-soils, and the recommended geotechnical site preparation activities, we estimate the total settlement of the embankment slope at the north abutment to be on the order of 1 inch. A significant portion of the settlements should be anticipated to occur coincidental with or shortly after dead load (embankment placement and compaction) application during construction. We recommend construction of the embankments occur during the early phases of the construction process to prevent any potential delays in the construction schedule. 11.0 REPORT LIMITATIONS This Geotechnical Report has been prepared for the exclusive use of the Alabama Department of Transportation for the specific project discussed herein. This Geotechnical Report has been prepared in accordance with generally accepted local geotechnical engineering practices; no other warranty is expressed or implied. Our description of the project’s design parameters represents our understanding of the significant aspects relevant to soil and foundation characteristics. In the event that any changes in the design or location or elevation of any of the project elements as outlined in this report are planned, or if any structures are included or added that are not discussed in this report, the conclusions and recommendations contained herein shall not be considered valid unless the changes are reviewed and the conclusions modified or approved by Thompson Engineering.
FIGURES
PROJECT NO.: DATE:
³1:24,000
0 2,000 4,000Feet
15-1101-0099 APRIL 2015
FIGURE 1 TOPOGRAPHIC MAP
BRIDGE #32 WIDENING OVER 15th AVENUE NORTH
IM-1059(367)BIRMINGHAM, JEFFERSON COUNTY,
ALABAMA
Copyright:© 2011 National Geographic Society, i-cubed - Birmingham North Quadrangle 1 inch = 2,000 feet
BRIDGE WIDENING OVER 15th AVENUE NORTH
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PROJECT NO.: DATE:
³1:24,000
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15-1101-0099 APRIL 2015
FIGURE 2 HIGHWAY MAP
BRIDGE #32 WIDENING OVER 15th AVENUE NORTH
IM-1059(367)BIRMINGHAM, JEFFERSON COUNTY,
ALABAMA
© OpenStreetMap (and) contributors, CC-BY-SA 1 inch = 2,000 feet
BRIDGE WIDENING OVER 15th AVENUE NORTH
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PROJECT NO.: DATE:
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15-1101-0099 APRIL 2015
FIGURE 3 GEOLOGIC MAP
BRIDGE #32 WIDENING OVER 15th AVENUE NORTH
IM-1059(367)BIRMINGHAM, JEFFERSON COUNTY,
ALABAMA
1 inch = 2,000 feet
BRIDGE WIDENING OVER 15th AVENUE NORTH
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Mpm - Pride Mountain FormationMtfp - Tuscumbia Limestone &Fort Payne ChertPMpw - Parkwood FormationPpv1l - Pottsville Formation,Appalachian PlateausSrm - Red Mountain Formation
APPENDIX A
Table A-1: Pile Tip Elevations
Table A-2: Soil Design Parameters (LPILE)
TABLE A-1: Minimum and Recommended Pile Tip Elevations Bridge No 32 Widening Over 15th Avenue North Jefferson County, Alabama
TE Project No.: 15-1101-0099
Abutments 1 & 4, Bents 2 & 3
Bridge Structure
Station on Centerline(1)
Pile Type
Allowable Compression
Capacity, Tons/Pile
Approximate Proposed
Finish Ground Elevation, (ft.)(2)
Approximate Design Tip Elevation, (ft.)(3)(4)(5)
Abutment 1 (TH-RW16-4
& TH-BR32-2) 270+13
12”x53 H-PILE
45 +599 +520
Abutment 1 (TH-RW16-4
& TH-BR32-2) 270+13
14”x73 H-PILE
60 +599 +520
Abutment 1 (TH-RW16-4
& TH-BR32-2) 270+13
14”x89 H-PILE
75 +599 +520
Abutment 1 (TH-RW16-4
& TH-BR32-2) 270+13
14”x102 H-PILE
90 +599 +520
Abutment 1 (TH-RW16-4
& TH-BR32-2) 270+13
14”x117 H-PILE
100 +599 +520
Bent 2 (TH-RW16-4
& TH-BR32-2) 270+76
12”x53 H-PILE
45 +585 +525
Bent 2 (TH-RW16-4
& TH-BR32-2) 270+76
14”x73 H-PILE
60 +585 +525
Bent 2 (TH-RW16-4
& TH-BR32-2) 270+76
14”x89 H-PILE
75 +585 +525
Bent 2 (TH-RW16-4
& TH-BR32-2) 270+76
14”x102 H-PILE
90 +585 +525
TABLE A-1: Minimum and Recommended Pile Tip Elevations Bridge No 32 Widening Over 15th Avenue North Jefferson County, Alabama
TE Project No.: 15-1101-0099
Bridge Structure
Station on Centerline(1)
Pile Type
Allowable Compression
Capacity, Tons/Pile
Approximate Proposed
Finish Ground Elevation, (ft.)(2)
Approximate Design Tip Elevation, (ft.)(3)(4)(5)
Bent 2 (TH-RW16-4
& TH-BR32-2) 270+76
14”x117 H-PILE
100 +585 +525
Bent 3 (TH-BR32-2 & TH-BR32-3 )
271+42 12”x53 H-
PILE 45 +582 +525
Bent 3 (TH-BR32-2 & TH-BR32-3 )
271+42 14”x73 H-
PILE 60 +582 +525
Bent 3 (TH-BR32-2 & TH-BR32-3 )
271+42 14”x89 H-
PILE 75 +582 +525
Bent 3 (TH-BR32-2 & TH-BR32-3 )
271+42 14”x102 H-
PILE 90 +582 +525
Bent 3 (TH-BR32-2 & TH-BR32-3 )
271+42 14”x117 H-
PILE 100 +582 +525
Abutment 4 (TH-BR32-3 & TH BR32-4 )
271+94 12”x53 H-
PILE 45 +592 +525
Abutment 4 (TH-BR32-3 & TH BR32-4 )
271+94 14”x73 H-
PILE 60 +592 +525
Abutment 4 (TH-BR32-3 & TH BR32-4 )
271+94 14”x89 H-
PILE 75 +592 +525
Abutment 4 (TH-BR32-3 & TH BR32-4 )
271+94 14”x102 H-
PILE 90 +592 +525
TABLE A-1: Minimum and Recommended Pile Tip Elevations Bridge No 32 Widening Over 15th Avenue North Jefferson County, Alabama
TE Project No.: 15-1101-0099
Bridge Structure
Station on Centerline(1)
Pile Type
Allowable Compression
Capacity, Tons/Pile
Approximate Proposed
Finish Ground Elevation, (ft.)(2)
Approximate Design Tip Elevation, (ft.)(3)(4)(5)
Abutment 4 (TH-BR32-3 & TH BR32-4 )
271+94 14”x117 H-
PILE 100 +592 +525
Notes: (1) Bridge Stations were taken from TS&L Drawings provided by ALDOT. Please reference Table 1 in the Bridge Foundation Report.. (2) Based on proposed soil finished grade as provided by ALDOT.
(3) Factor of Safety = 2.0 based on ALDOT Procedure. (4) Note that tip elevations are approximate and may vary due to presence of pinnacle rock. (5) Piles shall be driven to refusal. Drive to refusal criteria is defined as 5 blows per ¼ inch as specified in Section 505 of the ALDOT Standard Specifications for Highway Construction. General Notes: Tip elevations may change based upon conditions encountered at the proposed pile location during construction. In addition, we recommend Pay Item 505G-0993 Pile Points (Type A, 12”) be welded to the H-pile prior to installation.
TABLE A-2: GENERALIZED SOIL PARAMETERS FOR LPILE DESIGN Bridge No 32 Widening Over 15th Avenue North, Jefferson County, Alabama
TE Project No.: 15-1101-0099
Abutment 1 (Station 270+13 CL*)
Borings Stratum Description Stratum
Thickness
Approximate Existing Elevation
Soil Design Parameters
Top Bottom 𝛾 𝛾eff cu ϕ k ε50
TH-RW16-4 & TH-BR32-
2 Generalized
Loose to Medium Dense Silty Sand, (fill)
6 feet +601 +595 115 pcf 50 pcf -- 28° 30 pci --
Very Soft to Stiff Clay 16 feet +595 +579 110 pcf 45 pcf 1,200 psf -- -- 0.005
Very Loose to Dense Clayey Gravel
15 feet +579 +564 125 pcf 60 pcf -- 34° 180 pci --
Stiff to Very Stiff Fat Clay
20 feet +564 +544 115 pcf 50 pcf 1,500 psf -- -- 0.005
Firm to Stiff Lean Clay 20 feet +544 +524 115 pcf 50 pcf 1,300 psf -- -- 0.005
Medium Dense Clayey Gravel
7 feet +524 +517 120 pcf 55 pcf -- 32° 60 pci --
Bents 2 and 3 (Station 270+76 CL and 271+42 CL*)
Borings Stratum Description Stratum
Thickness
Approximate Existing Elevation
Soil Design Parameters
Top Bottom 𝛾 𝛾eff cu ϕ k ε50
TH-RW16-4, TH-
BR32-2 & TH-BR32-3 Generalized
Very Loose to Medium Dense Gravel, Clayey Gravel, Clayey Sand,
& Stiff Lean Clay
12 feet +575 +563 115 pcf 50 pcf -- 26° 25 pci --
Very Soft to Very Stiff Fat Clay
27 feet +563 +536 110 pcf 45 pcf 500 psf -- --- 0.015
Loose to Very Dense Clayey Sand, Clayey Gravel, & Hard Sandy
Silt
11 feet +536 +525 120 pcf 55 pcf -- 32° 80 pci --
TABLE A-2: GENERALIZED SOIL PARAMETERS FOR LPILE DESIGN Bridge No 32 Widening Over 15th Avenue North, Jefferson County, Alabama
TE Project No.: 15-1101-0099
Abutment 4 (Station 271+94 CL*)
Borings Stratum Description Stratum
Thickness
Approximate Existing Elevation
Soil Design Parameters
Top Bottom 𝛾 𝛾eff cu ϕ k ε50
TH-BR32-3 & TH BR32-
4 Generalized
Loose to Medium Dense Clayey Sand &
Stiff Clay (fill) 6 feet +592 +586 120 pcf 55 pcf -- 28° 30 pci --
Stiff to Hard Fat Clay 26 feet +586 +560 115 pcf 50 pcf 1,500 psf -- -- 0.005
Very soft to Stiff Fat Clay
30 feet +560 +530 110 pcf 45 pcf 1,000 psf -- -- 0.005
Loose to Very Dense Clayey Gravel
10 feet +530 +520 120 pcf 55 pcf -- 32° 80 --
Note: Bridge Stations were taken from TS&L Drawings provided by ALDOT. Please reference Table 1 in the Bridge Foundation Report.
APPENDIX B
Plan and Profile Drawings
LEGEND
Boring Number
Boring Location
TH-BR32-4
1677
N
| 15TH AVE. N.
PLAN VIEW
63’-0" 65’-10" 52’-0"
35’-
9"
79’-
2�
"
1’-
2�
"
15’-0"
32’-
0"
32’-
0"
46’-
4�
"1’-
4�
"
79’-
9"
SPAN 1 SPAN 2 SPAN 3
OVERALL BRIDGE LENGTH= 180’-10"
10’-
3"
APPROACH SLAB APPROACH SLAB
LINE N.B.L.ORIGINAL CONTROL
CLR.=
9’-1
0�"
MIN. H
ORZ.
59°05’59"
CLR.= 12’-1�"MIN. HORZ.POVC
STA. 271+41.97| BENT 3
STA. 270+76.14| BENT 2STA. 270+13.14
BEGIN BRIDGEBACK OF ABUT. 1
& | I-65| CONSTRUCTION
LINE S.B.L.ORIGINAL CONTROL
N 85°44’ 4
6" E
| 15TH AVE. N.STA. 270+95.29
SCALE: 1" = 30’-0"
13’-5"
15TH AVE. N.STA. 175+98.46, B I-65 LINE I-65 N.B..L.= 9.94’ RT. STA. 270+13.14, EXISTING CONTROL BACKFACE ABUT. 1 BEGIN BRIDGE
P.T. 176+15.16
N 26°31’54" E
15TH AVE. N.STA. 177+79.40, B I-65 LINE I-65 N.B..L.= 10.55’ RT. STA. 271+93.97, EXISTING CONTROL BACKFACE ABUT. 4 END BRIDGE
L
OF DECKEXISTING EDGE
STA. 271+93.97END BRIDGEBACK OF ABUT. 4
L
TH-RW16-4
TH-BR32-2
TH-BR32-3
TH-BR32-4
PROJECT NUMBER
REFERENCE
YEAR
FISCAL
NUMBER
SHEET
Alabama Department of Transportation
APPROVED :
DATE :
GEOTECHNICAL ENGINEER
2970 COTTAGE HILL RD.
MOBILE, AL 36606
PLAN SHEET
JEFFERSON COUNTY, ALABAMA
BRIDGE # 32
I-65 WIDENING AT I-59 ROUTE INTERCHANGE
BRIDGE FOUNDATION REPORT
PROJECT NO.
5/8/2015
Bridge Sheet of
TH-BR32-3A
Sheet 1 of 9
MATTHEW WAHN, P.E.
Preliminary Project No: IM-I059(367)
STRATA SYMBOLS
S - SPT Sample
T - Shelby Tube Sample
Ground Water, ATD
Rock Core Sample
MR - Mud Rotary
NE - Not Encountered
SSA - Solid Stem Auger
NO - Not Obtained
HSA - Hollow Stem Auger
REC Recovery
pp - Pocket Penetrometer
24 Hr./Delayed Ground Water RQD Rock Quality Designation
8
8
4
2
4
9
12
5
18
35
40
18
NUSCS
GP
CH
CH
SC
ML
SC
B.T. at 94.0 ft.
12
9
16
WOR
WOH
WOH
WOH
15
78
93
CL
SC
CH
GC
TH-BR32-3NUSCS
13
13
10
8
17
20
35
38
28
26
14
11
4
WOH
5
9
8
35
B.T. at 117.0 ft.
CL
SC
CH
CL
CH
CH
CH
GC
N
TH-BR32-4USCS
1
NUSCS
B.T. at 129.0 ft.
TH-BR32-3ATH-BR32-2
25107214147
13
41
41
33
22
15
17
16
14
8
7
15
13
SM
CL
CL
GC
CH
CH
CL
GC
NTH-RW16-4USCS
B.T. at 109.0 ft.
DOLOMITE
DOLOMITE
RQD = 0.0%
REC = 22.2%
RQD = 75.4%
REC = 100.0%
RQD = 42.4%
REC = 80.8%
DOLOMITE
B.T. at 50.0 ft.
RQD = 13.0%
REC = 39.0%
RQD = 0.0%
REC = 19.0%
RQD = 0.0%
REC = 15.0%
RQD = 63.0%
REC = 65.0%
RQD = 20.0%
REC = 44.0%
RQD = 58.0%
REC = 91.0%
RQD = 0.0%
REC = 52.0%
RQD = 13.0%
REC = 48.0%
RQD = 65.0%
REC = 84.0%
RQD = 15.0%
REC = 38.0%
RQD = 15.0%
REC = 38.0%
RQD = 0.0%
REC = 20.0%
RQD = 0.0%
REC = 30.0%
RQD = 0.0%
REC = 40.0%
RQD = 0.0%
REC = 40.0%
RQD = 24.0%
REC = 62.0%
RQD = 0.0%
REC = 36.0%
RQD = 24.0%
REC = 46.0%
RQD = 10.0%
REC = 60.0%
RQD = 0.0%
REC = 16.0%
RQD = 0.0%
REC = 12.0%
RQD = 0.0%
REC = 46.0%RQD = 33.0%
REC = 80.0%
DOLOMITE
RQD = 17.0%
REC = 42.0%
RQD = 20.0%
REC = 100.0%
RQD = 38.3%
REC = 72.0%
RQD = 42.0%
REC = 100.0%
RQD = 2.5%
REC = 50.0%
RQD = 0.0%
REC = 10.0%
RQD = 12.0%
REC = 82.0%
C-1
C-2
C-3
C-1
C-2
C-3
C-4
C-6
C-5
C-8
C-7
C-9
C-1
C-2
C-3
C-4
C-5
C-6
C-7
C-8
C-9
C-10
C-11
C-12
C-14
C-13
C-1
C-2
C-3
C-4
C-5
C-6
C-7RQD = 0.0%
REC = 10.0%
ELEVATIONSCALE: 1" = 30’-0"
600
590
580
570
610
65’-10"63’-0" 52’-0"
SPAN 3SPAN 2SPAN 1
ABUT. 1 ABUT. 42 3
OVERALL BRIDGE LENGTH = 180’-10"
3’-8"
EJ
EJ
F FE F
EJEJ
E
E
20’-0"
20’-0"
(MEASURED ALONG ORIGINAL NBL CONTROL LINE)
15th AVENUE
CLR. = 19’-10�"
MIN. VERT.
NO. B-614) (TYP.)(SEE SPEC. DWG.MATCH EXISTINGSLOPE PAVING
STA. 270+13.14BEGIN BRIDGEBACKFACE ABUT. 1
| BENT 2
EL.
| BENT 3
ROLLED STEEL GIRDERS3 SIMPLE SPAN W36X150
TYP.)(ROADWAY ITEMREQUIRED FILL
GROUND LINEAPPROX. EXIST.
STA. 271+93.97END BRIDGEBACKFACE ABUT. 4
560
550
540
530
520
510
500
490
480
470
460
450
440
600
590
580
570
610
560
550
540
530
520
510
500
490
480
470
460
450
440
SAND (SP)
SILT (ML) TOPSOIL
CLAYEY SAND (SC)
CLAYEY SILTY SAND (SC-SM)SILTY SAND (SM)
ORGANIC SOILS (OL)
Paving
GRAVEL (GP)
POORLY GRADED SAND
with SILT (SP-SM)
LEAN CLAY (CL)
FAT CLAY (CH)
SILTY CLAY (CL-ML)
WELL GRADED SAND WITH
SILT AND GRAVEL (SW-SM)
CLAYEY GRAVEL (GC)
PROJECT NUMBER
REFERENCE
YEAR
FISCAL
NUMBER
SHEET
Alabama Department of Transportation
APPROVED :
DATE :
GEOTECHNICAL ENGINEER
2970 COTTAGE HILL RD.
MOBILE, AL 36606
Sheet of
PLAN SHEET
JEFFERSON COUNTY, ALABAMA
BRIDGE # 32
I-65 WIDENING AT I-59 ROUTE INTERCHANGE
BRIDGE FOUNDATION REPORT
PROJECT NO.
5/8/2015
Bridge Sheet of
Preliminary Project No: IM-I059(367)
MATTHEW WAHN, P.E.
DOMOLITE
APPENDIX C
Test Boring Records
STRATA SYMBOLS
S - SPT Sample
T - Shelby Tube Sample
Ground Water, ATD
Rock Core Sample
MR - Mud Rotary
NE - Not Encountered
SSA - Solid Stem Auger
NO - Not Obtained
HSA - Hollow Stem Auger
REC Recovery
pp - Pocket Penetrometer
24 Hr./Delayed Ground Water RQD Rock Quality Designation
2 9
REFERENCE
PROJECT NUMBER
FISCAL
YEAR
SHEET
NUMBER
TEST BORING RECORD Sheet of
Alabama Department of Transportation
APPROVED :
DATE :
GEOTECHNICAL ENGINEER
Bridge Sheet of
2970 COTTAGE HILL RD.
MOBILE, AL 36606
SAND (SP)
SILT (ML) TOPSOIL
CLAYEY SAND (SC)
CLAYEY SILTY SAND (SC-SM)SILTY SAND (SM)
ORGANIC SOILS (OL)
Paving
GRAVEL (GP)
POORLY GRADED SAND
with SILT (SP-SM)
LEAN CLAY (CL)
FAT CLAY (CH)
SILTY CLAY (CL-ML)
WELL GRADED SAND WITH
SILT AND GRAVEL (SW-SM)
JEFFERSON COUNTY, ALABAMA
BRIDGE # 32
I-65 WIDENING AT I-59 ROUTE INTERCHANGE
BRIDGE FOUNDATION REPORT
PROJECT NO.
5/21/2015
Preliminary Project No: IM-I059(367)
MATTHEW WAHN, P.E.
A-1-b(0)
A-6(3)
A-7-6(18)
A-6(4)
NP
13
32
17
17.4
50.9
64.3
46.3
4.1
18.4
23.2
13.3
NP
28
49
33
25
10
7
2
14
14
7
13
41
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
S-9
ASPHALT
SILTY SAND
with GRAVEL
(SM)
GRAVELY
LEAN CLAY
with SAND
(CL)
SANDY
LEAN CLAY
(CL)
CLAYEY
GRAVEL with
SAND (GC)
Approximately 19 inches of asphalt.
Medium dense, moist, brown, fine to medium
grained
Loose, brown and red
Firm, moist, red and brown, SANDY CLAY (CL),
with trace gravel
Very soft, wet, red and brown
Stiff, moist
Stiff
Firm
At approximately 17 feet below existing ground
surface, encountered a concrete drain pipe. Offset
boring 7 feet south and continued boring.
Stiff, moist, red
Medium dense, brown and gray
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:1284161.63
2173765.82 T 206
175+12.5 RT 45.0
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
5/6/2015
ALDOT
D50
Automatic
Ele
vation
(ft)
600.0
595.0
590.0
585.0
580.0
Depth
(ft)
0.0
5.0
10.0
15.0
20.0
25.0
TH-RW16-4
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
600.7 ft.
MATERIAL DESCRIPTION
A-7-6(33)
A-7-6(40)
82
40
55
80.1
72.4
38.4
28.7
33.3
108
61
78
41
33
22
15
17
S-10
S-11
S-12
S-13
S-14
CLAYEY
GRAVEL with
SAND (GC)
(continued)
FAT CLAY
with GRAVEL
(CH)
FAT CLAY
with SAND
(CH)
Dense
Dense, brown and light brown
Very stiff, brown, red and tan
Stiff, red, brown, light brown, and tan
Very stiff, moist, red, brown and tan, with gravel
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:1284161.63
2173765.82 T 206
175+12.5 RT 45.0
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
5/6/2015
ALDOT
D50
Automatic
Ele
vation
(ft)
575.0
570.0
565.0
560.0
555.0
Depth
(ft)
25.0
30.0
35.0
40.0
45.0
50.0
TH-RW16-4
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
600.7 ft.
MATERIAL DESCRIPTION
A-7-6(17) 23 74.639.8 47
16
14
8
7
15
S-15
S-16
S-17
S-18
S-19
FAT CLAY
with SAND
(CH)
(continued)
LEAN CLAY
with GRAVEL
(CL)
Very stiff, moist, brown, red and tan
Stiff, with sand
Firm
Firm
Stiff
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:1284161.63
2173765.82 T 206
175+12.5 RT 45.0
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
5/6/2015
ALDOT
D50
Automatic
Ele
vation
(ft)
550.0
545.0
540.0
535.0
530.0
Depth
(ft)
50.0
55.0
60.0
65.0
70.0
75.0
TH-RW16-4
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
600.7 ft.
MATERIAL DESCRIPTION
N.O.
N.O.
N.O.
N.O.
N.O.
N.O. TTLTTLTTL
Clayey Gravel (GC)
DOLOMITE
STRATA SYMBOLS
S - SPT Sample
T - Shelby Tube Sample
Ground Water, ATD
Rock Core Sample
MR - Mud Rotary
NE - Not Encountered
SSA - Solid Stem Auger
NO - Not Obtained
HSA - Hollow Stem Auger
REC Recovery
pp - Pocket Penetrometer
24 Hr./Delayed Ground Water RQD Rock Quality Designation
3 9
REFERENCE
PROJECT NUMBER
FISCAL
YEAR
SHEET
NUMBER
TEST BORING RECORD Sheet of
Alabama Department of Transportation
APPROVED :
DATE :
GEOTECHNICAL ENGINEER
Bridge Sheet of
2970 COTTAGE HILL RD.
MOBILE, AL 36606
SAND (SP)
SILT (ML) TOPSOIL
CLAYEY SAND (SC)
CLAYEY SILTY SAND (SC-SM)SILTY SAND (SM)
ORGANIC SOILS (OL)
Paving
GRAVEL (GP)
POORLY GRADED SAND
with SILT (SP-SM)
LEAN CLAY (CL)
FAT CLAY (CH)
SILTY CLAY (CL-ML)
WELL GRADED SAND WITH
SILT AND GRAVEL (SW-SM)
JEFFERSON COUNTY, ALABAMA
BRIDGE # 32
I-65 WIDENING AT I-59 ROUTE INTERCHANGE
BRIDGE FOUNDATION REPORT
PROJECT NO.
5/21/2015
Preliminary Project No: IM-I059(367)
MATTHEW WAHN, P.E.
A-7-6(57)
A-7-6(57)
57
58
89.0
88.9
38.3
35.8
81
81
8
8
4
2
4
9
12
5
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
ASPHALT
POORLY
GRADED
GRAVEL
(GP)
FAT CLAY
(CH)
Loose, dry, gray, fine grained
Loose
Very loose
Very loose
Soft, moist, brown, red, light brown
Stiff
Stiff, wet
Firm, brown, with trace gravel
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:
N.O.
1284336.61
2173858.83
177+13.6 RT 53.2
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/29/2015
18.0 ft.
ALDOT
CME 75
TTL
Automatic
Ele
vation
(ft)
570.0
565.0
560.0
555.0
550.0
Depth
(ft)
0.0
5.0
10.0
15.0
20.0
25.0
TH-BR32-2
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
571.4 ft.
MATERIAL DESCRIPTION
T206,T207,T225
A-7-6(9) 43 38.044.1 6613S-20
C-1
C-2
LEAN CLAY
with GRAVEL
(CL)
(continued)
CLAYEY
GRAVEL with
SAND (GC)
DOLOMITE
DOLOMITE
DOLOMITE
Medium dense, wet, brown, fine to medium grained
Auger refusal encountered at 83.0 feet. Began
rock coring.
DOLOMITE, light gray, fine grained, thin bedded,
weathered, very poor rock recovery, very poor rock
quality RQD(%)=0.0 Rec(%)=22.2
DOLOMITE, light gray, very fine grained, thickly
bedded, moderately weathered and altered, strong,
excellent recovery, good rock quality
RQD(%)=75.4 Rec(%)=100.0
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:1284161.63
2173765.82 T 206
175+12.5 RT 45.0
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
5/6/2015
ALDOT
D50
Automatic
Ele
vation
(ft)
525.0
520.0
515.0
510.0
505.0
Depth
(ft)
75.0
80.0
85.0
90.0
95.0
100.0
TH-RW16-4
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
600.7 ft.
MATERIAL DESCRIPTION
C-3DOLOMITE
(continued)
DOLOMITE, light gray, very fine grained, thickly
beeded, highly weathered and altered, with clay
seam, medium strong, good rock recovery, poor
rock quality RQD(%)=42.4 Rec(%)=80.8
Boring Terminated at 109.0 feet.
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:1284161.63
2173765.82 T 206
175+12.5 RT 45.0
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
5/6/2015
ALDOT
D50
Automatic
Ele
vation
(ft)
500.0
495.0
Depth
(ft)
100.0
105.0
TH-RW16-4
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
600.7 ft.
MATERIAL DESCRIPTION
N.O.
N.O.
N.O.
N.O. TTLTTL
Clayey Gravel (GC)
DOLOMITE
STRATA SYMBOLS
S - SPT Sample
T - Shelby Tube Sample
Ground Water, ATD
Rock Core Sample
MR - Mud Rotary
NE - Not Encountered
SSA - Solid Stem Auger
NO - Not Obtained
HSA - Hollow Stem Auger
REC Recovery
pp - Pocket Penetrometer
24 Hr./Delayed Ground Water RQD Rock Quality Designation
4 9
REFERENCE
PROJECT NUMBER
FISCAL
YEAR
SHEET
NUMBER
TEST BORING RECORD Sheet of
Alabama Department of Transportation
APPROVED :
DATE :
GEOTECHNICAL ENGINEER
Bridge Sheet of
2970 COTTAGE HILL RD.
MOBILE, AL 36606
SAND (SP)
SILT (ML) TOPSOIL
CLAYEY SAND (SC)
CLAYEY SILTY SAND (SC-SM)SILTY SAND (SM)
ORGANIC SOILS (OL)
Paving
GRAVEL (GP)
POORLY GRADED SAND
with SILT (SP-SM)
LEAN CLAY (CL)
FAT CLAY (CH)
SILTY CLAY (CL-ML)
WELL GRADED SAND WITH
SILT AND GRAVEL (SW-SM)
JEFFERSON COUNTY, ALABAMA
BRIDGE # 32
I-65 WIDENING AT I-59 ROUTE INTERCHANGE
BRIDGE FOUNDATION REPORT
PROJECT NO.
5/21/2015
Preliminary Project No: IM-I059(367)
MATTHEW WAHN, P.E.
A-7-6(48)
A-4(0)
A-4(0)
44
NP
NP
96.0
36.1
71.0
40.5
14.3
20.5
68
NP
NP
18
35
40
18
T-1
S-9
S-10
S-11
S-12
C-1
FAT CLAY
(CH)
(continued)
SANDY FAT
CLAY (CH)
CLAYEY
SAND (SC)
SANDY SILT
(ML)
CLAYEY
SAND (SC)
Dolomite
Dolomite
Wet
Very stiff, wet, brown, with gravel
Dense, wet, brown and gray, fine to medium
grained, with gravel
Hard, wet, brown, with gravel
Medium dense, wet, brown, fine to medium
grained,, with trace gravel
Began rock coring at 48.0 feet.
DOLOMITE, dark gray and light brown, very fine
grained, thickly bedded, highly weathered and
altered, good rock recovery, very poor rock quality
RQD(%)=33.0 Rec(%)=80.0
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING:
N.O.
1284336.61
2173858.83
177+13.6 RT 53.2
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION:
GR. WATER DEPTH (ATD):
PROJECT NO.: 24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING:
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/29/2015
18.0 ft.
Ele
vation
(ft)
545.0
540.0
535.0
530.0
525.0
Depth
(ft)
25.0
30.0
35.0
40.0
45.0
50.0
TH-BR32-2
TE PROJECT NO.:15-1101-0099
571.4 ft.
MATERIAL DESCRIPTION
C-2
C-3
C-4
C-5
Dolomite
(continued)
Dolomite
Dolomite
Dolomite
Dolomite
DOLOMITE, dark gray and pale brown, fine
grained, thick to thinly bedded, highly weathered
and altered, poor rock recovery, very poor rock
quality RQD(%)=0.0 Rec(%)=46.0
DOLOMITE, pale brown and gray, fine frained,
thick bedded, highly weathered and altered,
fractures filled with sandy soil, very poor rock
recovery, very poor rock quality RQD(%)=0.0
Rec(%)=12.0
DOLOMITE, pale brown and dark gray, fine
grained, thick bedded, highly weathered and
altered, very poor rock recovery, very poor rock
quality RQD(%)=0.0 Rec(%)=16.0
DOLOMITE, pale brown and gray, very fine
grained, thick bedded, highly weathered and
altered, med strong, fair rock recovery, very poor
rock quality RQD(%)=10.0 Rec(%)=60.0
Void encountered from approximately 72.0 to 74.0
feet.
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING:
N.O.
1284336.61
2173858.83
177+13.6 RT 53.2
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION:
GR. WATER DEPTH (ATD):
PROJECT NO.: 24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING:
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/29/2015
18.0 ft.
Ele
vation
(ft)
520.0
515.0
510.0
505.0
500.0
Depth
(ft)
50.0
55.0
60.0
65.0
70.0
75.0
TH-BR32-2
TE PROJECT NO.:15-1101-0099
571.4 ft.
MATERIAL DESCRIPTION
HAMMER TYPE:
DRILL RIG:
DRILLER:
DRILLING METHOD:
CLIENT:
AASHTO METHOD(S):
ALDOT
CME 75
TTL
Automatic
3 1/4" HSA
T206,T207,T225
HAMMER TYPE:
DRILL RIG:
DRILLER:
DRILLING METHOD:
CLIENT:
AASHTO METHOD(S):
ALDOT
CME 75
TTL
Automatic
3 1/4" HSA
T206,T207,T225
C-6
C-7
C-8
C-9
Dolomite
(continued)
Dolomite
Dolomite
Dolomite
DOLOMITE, pale brown and gray, fine grained,
thick bedded, moderately weathered and altered,
medium strong rock, poor rock recovery, very poor
rock quality RQD(%)=24.0 Rec(%)=46.0
DOLOMITE, pale brown, fine grained, thick
bedded, highly weathered (chalky) and altered,
moderately strong, poor rock recovery, very poor
rock quality RQD(%)=0.0 Rec(%)=36.0
DOLOMITE, pale brown, fine grained, thick
bedded, highly weathered (chalky) and altered,
moderately strong, fair recovery, very poor quality
RQD(%)=24.0 Rec(%)=62.0
DOLOMITE, pale brown and dark gray, very fine
grained, thick bedded, highly weathered and
altered, medium strong, poor rock recovery, very
poor rock quality RQD(%)=0.0 Rec(%)=40.0
Boring Terminated at 94.0 feet.
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING:
N.O.
1284336.61
2173858.83
177+13.6 RT 53.2
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION:
GR. WATER DEPTH (ATD):
PROJECT NO.: 24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING:
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/29/2015
18.0 ft.
Ele
vation
(ft)
495.0
490.0
485.0
480.0
Depth
(ft)
75.0
80.0
85.0
90.0
TH-BR32-2
TE PROJECT NO.:15-1101-0099
571.4 ft.
MATERIAL DESCRIPTION
HAMMER TYPE:
DRILL RIG:
DRILLER:
DRILLING METHOD:
CLIENT:
AASHTO METHOD(S):
ALDOT
CME 75
TTL
Automatic
3 1/4" HSA
T206,T207,T225
Clayey Gravel (GC)
DOLOMITE
STRATA SYMBOLS
S - SPT Sample
T - Shelby Tube Sample
Ground Water, ATD
Rock Core Sample
MR - Mud Rotary
NE - Not Encountered
SSA - Solid Stem Auger
NO - Not Obtained
HSA - Hollow Stem Auger
REC Recovery
pp - Pocket Penetrometer
24 Hr./Delayed Ground Water RQD Rock Quality Designation
5 9
REFERENCE
PROJECT NUMBER
FISCAL
YEAR
SHEET
NUMBER
TEST BORING RECORD Sheet of
Alabama Department of Transportation
APPROVED :
DATE :
GEOTECHNICAL ENGINEER
Bridge Sheet of
2970 COTTAGE HILL RD.
MOBILE, AL 36606
SAND (SP)
SILT (ML) TOPSOIL
CLAYEY SAND (SC)
CLAYEY SILTY SAND (SC-SM)SILTY SAND (SM)
ORGANIC SOILS (OL)
Paving
GRAVEL (GP)
POORLY GRADED SAND
with SILT (SP-SM)
LEAN CLAY (CL)
FAT CLAY (CH)
SILTY CLAY (CL-ML)
WELL GRADED SAND WITH
SILT AND GRAVEL (SW-SM)
JEFFERSON COUNTY, ALABAMA
BRIDGE # 32
I-65 WIDENING AT I-59 ROUTE INTERCHANGE
BRIDGE FOUNDATION REPORT
PROJECT NO.
5/21/2015
Preliminary Project No: IM-I059(367)
MATTHEW WAHN, P.E.
A-7-6(5)
A-7-6(36)
A-7-6(29)
29
41
37
36.6
83.0
77.3
32.0
30.3
43.5
48
62
58
12
9
16
1
WOR
WOH
S-1
S-2
S-3
S-4
S-5
S-6
LEAN CLAY
(CL)
CLAYEY
SAND (SC)
FAT CLAY
(CH)
Approximately 2 inches of topsoil.
Stiff, moist, red and orange
Loose, moist, tan and brown, with gravel
Very stiff, moist, red and orange into red and white,
with gravel
Very soft, moist to wet, orange and red, with gravel
Very soft, orange, with trace gravel
Very soft, with trace gravel
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:
N.O.
1284361.5
2173880.82 T206
177+45.7 RT 61.8
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/20/2015
15.0 ft.
ALDOT
CME 75
TTL
Automatic
Ele
vation
(ft)
570.0
565.0
560.0
555.0
550.0
Depth
(ft)
0.0
5.0
10.0
15.0
20.0
25.0
TH-BR32-3
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
572.7 ft.
MATERIAL DESCRIPTION
A-7-6(30)
A-6(2)
36
18
80.2
37.7
20.7
44.8
28.7
14.6
57
37
WOH
WOH
15
78
93
S-7
S-8
S-9
S-10
S-11
FAT CLAY
(CH)
(continued)
CLAYEY
GRAVEL
(GC)
Very soft, with trace gravel
Very soft
Medium dense, wet, orange, with sand
Very Dense
Very dense, no recovery
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:
N.O.
1284361.5
2173880.82 T206
177+45.7 RT 61.8
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/20/2015
15.0 ft.
ALDOT
CME 75
TTL
Automatic
Ele
vation
(ft)
545.0
540.0
535.0
530.0
525.0
Depth
(ft)
25.0
30.0
35.0
40.0
45.0
50.0
TH-BR32-3
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
572.7 ft.
MATERIAL DESCRIPTION
Boring Terminated at 50.0 feet. Broke casing in
borehole.
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:
N.O.
1284361.5
2173880.82 T206
177+45.7 RT 61.8
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/20/2015
15.0 ft.
ALDOT
CME 75
TTL
Automatic
Ele
vation
(ft)
Depth
(ft)
TH-BR32-3
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
572.7 ft.
MATERIAL DESCRIPTION
Clayey Gravel (GC)
DOLOMITE
STRATA SYMBOLS
S - SPT Sample
T - Shelby Tube Sample
Ground Water, ATD
Rock Core Sample
MR - Mud Rotary
NE - Not Encountered
SSA - Solid Stem Auger
NO - Not Obtained
HSA - Hollow Stem Auger
REC Recovery
pp - Pocket Penetrometer
24 Hr./Delayed Ground Water RQD Rock Quality Designation
6 9
REFERENCE
PROJECT NUMBER
FISCAL
YEAR
SHEET
NUMBER
TEST BORING RECORD Sheet of
Alabama Department of Transportation
APPROVED :
DATE :
GEOTECHNICAL ENGINEER
Bridge Sheet of
2970 COTTAGE HILL RD.
MOBILE, AL 36606
SAND (SP)
SILT (ML) TOPSOIL
CLAYEY SAND (SC)
CLAYEY SILTY SAND (SC-SM)SILTY SAND (SM)
ORGANIC SOILS (OL)
Paving
GRAVEL (GP)
POORLY GRADED SAND
with SILT (SP-SM)
LEAN CLAY (CL)
FAT CLAY (CH)
SILTY CLAY (CL-ML)
WELL GRADED SAND WITH
SILT AND GRAVEL (SW-SM)
JEFFERSON COUNTY, ALABAMA
BRIDGE # 32
I-65 WIDENING AT I-59 ROUTE INTERCHANGE
BRIDGE FOUNDATION REPORT
PROJECT NO.
5/21/2015
Preliminary Project No: IM-I059(367)
MATTHEW WAHN, P.E.
C-3
C-4
C-5
C-6
C-7
DOLOMITE
(continued)
DOLOMITE
DOLOMITE
DOLOMITE
DOLOMITE
DOLOMITE
DOLOMITE
DOLOMITE
DOLOMITE, pale brown, fine grained, thick
bedded, highly weathered and altered, strong rock,
very poor rock recovery, very poor rock quality
RQD(%)=0.0 Rec(%)=15.0
Advanced casing to 57 feet.
DOLOMITE, pale brown and dark gray, fine to
medium grained, thick bedded, moderately
weathered and altered, strong, fair rock recovery,
fair rock quality RQD(%)=63.0 Rec(%)=65.0
DOLOMITE, light gray, fine grained, thin bedded,
moderately weathered and altered, strong, poor
rock recovery, very poor rock quality RQD(%)=20.0
Rec(%)=44.0
DOLOMITE, dark gray and gray, fine to medium
grained, thick bedded, slightly weathered and
altered (bottom is highl altered), strong, excellent
rock recovery, fair rock quality RQD(%)=58.0
Rec(%)=91.0
DOLOMITE, pale yellow and light gray, fine
grained, thick bedded, highly weathered and
altered, medium strong, fair rock recovery, very
poor rock quality RQD(%)=0.0 Rec(%)=52.0
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:
N.O.
1284361.5
2173880.82 T225
177+45.7 RT 61.8
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/20/2015
N.O.
ALDOT
CME 75
TTL
Automatic
Ele
vation
(ft)
520.0
515.0
510.0
505.0
500.0
Depth
(ft)
50.0
55.0
60.0
65.0
70.0
75.0
TH-BR32-3A
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
572.7 ft.
MATERIAL DESCRIPTION
AUGER
Offset boring TH-BR32-3 and augered to rock.
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:
N.O.
1284361.5
2173880.82 T225
177+45.7 RT 61.8
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/20/2015
N.O.
ALDOT
CME 75
TTL
Automatic
Ele
vation
(ft)
570.0
565.0
560.0
555.0
550.0
Depth
(ft)
0.0
5.0
10.0
15.0
20.0
25.0
TH-BR32-3A
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
572.7 ft.
MATERIAL DESCRIPTION
C-1
C-2
AUGER
(continued)
DOLOMITE
DOLOMITE
Offset boring TH-BR32-3 and augered to rock.
Began rock coring at 39.0 feet.
DOLOMITE, pale brown and gray, very fine
grained, thick bedded, moderately weathered and
altered, strong rock, poor rock recovery, very poor
rock quality, chalk filled seams RQD(%)=13.0
Rec(%)=39.0
Void encountered from 40.8 to 43.5 feet.
DOLOIMTE, pale brown and gray, fine grained,
thick bedded, moderately weathered, and altered,
strong rock, very poor rock recovery, very poor
rock quality RQD(%)=0.0 Rec(%)=19.0
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:
N.O.
1284361.5
2173880.82 T225
177+45.7 RT 61.8
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/20/2015
N.O.
ALDOT
CME 75
TTL
Automatic
Ele
vation
(ft)
545.0
540.0
535.0
530.0
525.0
Depth
(ft)
25.0
30.0
35.0
40.0
45.0
50.0
TH-BR32-3A
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
572.7 ft.
MATERIAL DESCRIPTION
Clayey Gravel (GC)
DOLOMITE
STRATA SYMBOLS
S - SPT Sample
T - Shelby Tube Sample
Ground Water, ATD
Rock Core Sample
MR - Mud Rotary
NE - Not Encountered
SSA - Solid Stem Auger
NO - Not Obtained
HSA - Hollow Stem Auger
REC Recovery
pp - Pocket Penetrometer
24 Hr./Delayed Ground Water RQD Rock Quality Designation
7 9
REFERENCE
PROJECT NUMBER
FISCAL
YEAR
SHEET
NUMBER
TEST BORING RECORD Sheet of
Alabama Department of Transportation
APPROVED :
DATE :
GEOTECHNICAL ENGINEER
Bridge Sheet of
2970 COTTAGE HILL RD.
MOBILE, AL 36606
SAND (SP)
SILT (ML) TOPSOIL
CLAYEY SAND (SC)
CLAYEY SILTY SAND (SC-SM)SILTY SAND (SM)
ORGANIC SOILS (OL)
Paving
GRAVEL (GP)
POORLY GRADED SAND
with SILT (SP-SM)
LEAN CLAY (CL)
FAT CLAY (CH)
SILTY CLAY (CL-ML)
WELL GRADED SAND WITH
SILT AND GRAVEL (SW-SM)
JEFFERSON COUNTY, ALABAMA
BRIDGE # 32
I-65 WIDENING AT I-59 ROUTE INTERCHANGE
BRIDGE FOUNDATION REPORT
PROJECT NO.
5/21/2015
Preliminary Project No: IM-I059(367)
MATTHEW WAHN, P.E.
C-14DOLOMITE
(continued)
DOLOMITE, pale gray, fine grained, thick and thin
bedded, highly weathered and altered, moderately
strong, poor recovery, very poor quality
RQD(%)=0.0 Rec(%)=40.0
Boring Terminated at 129.0 feet.
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:
N.O.
1284361.5
2173880.82 T225
177+45.7 RT 61.8
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/20/2015
N.O.
ALDOT
CME 75
TTL
Automatic
Ele
vation
(ft)
445.0
Depth
(ft)
125.0
TH-BR32-3A
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
572.7 ft.
MATERIAL DESCRIPTION
C-8
C-9
C-10
C-11
DOLOMITE
(continued)
DOLOMITE
DOLOMITE
DOLOMITE
DOLOMITE, pale yellow and light brown, fine
grained, thick bedded, highly weathered and
altered, medium strong, poor rock recovery, very
poor rock quality RQD(%)=13.0 Rec(%)=48.0
DOLOMITE, light gray and pale brown, fine
grained, thick and thin bedded, moderately
weathered and altered, strong, good rock recovery,
fair rock quality RQD(%)=65.0 Rec(%)=84.0
DOLOMITE, pale brown and light gray, very fine
and fine grained, thin and thick bedded,
moderately weathered and altered, strong, poor
rock recovery, very poor rock quality RQD(%)=15.0
Rec(%)=38.0
Clay layer and void encountered in the bottom 5 to
6 feet.
DOLOMITE, jpale yellow and gray, very fine and
fine grained, thin bedded, highly weathered and
altered, very weak, poor rock recovery, very poor
rock quality RQD(%)=15.0 Rec(%)=38.0
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:
N.O.
1284361.5
2173880.82 T225
177+45.7 RT 61.8
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/20/2015
N.O.
ALDOT
CME 75
TTL
Automatic
Ele
vation
(ft)
495.0
490.0
485.0
480.0
475.0
Depth
(ft)
75.0
80.0
85.0
90.0
95.0
100.0
TH-BR32-3A
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
572.7 ft.
MATERIAL DESCRIPTION
C-12
C-13
DOLOMITE
(continued)
DOLOMITE
DOLOMITE
DOLOMITE
DOLOMITE, jpale yellow and gray, very fine and
fine grained, thin bedded, highly weathered and
altered, very weak, poor rock recovery, very poor
rock quality RQD(%)=15.0 Rec(%)=38.0
Soil or highly weathered rock, washed out, no
recovery
DOLOMITE, light brown, very fine and fine grained,
thin bedded, highly weathered and altered, very
weak rock, very poor rock recovery, very poor rock
quality RQD(%)=0.0 Rec(%)=20.0
DOLOMITE, pale gray and pale brown, fine
grained, thin bedded, highly weathered and
altered, weak, poor recovery, very poor quality
RQD(%)=0.0 Rec(%)=30.0
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:
N.O.
1284361.5
2173880.82 T225
177+45.7 RT 61.8
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/20/2015
N.O.
ALDOT
CME 75
TTL
Automatic
Ele
vation
(ft)
470.0
465.0
460.0
455.0
450.0
Depth
(ft)
100.0
105.0
110.0
115.0
120.0
125.0
TH-BR32-3A
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
572.7 ft.
MATERIAL DESCRIPTION
Clayey Gravel (GC)
DOLOMITE
STRATA SYMBOLS
S - SPT Sample
T - Shelby Tube Sample
Ground Water, ATD
Rock Core Sample
MR - Mud Rotary
NE - Not Encountered
SSA - Solid Stem Auger
NO - Not Obtained
HSA - Hollow Stem Auger
REC Recovery
pp - Pocket Penetrometer
24 Hr./Delayed Ground Water RQD Rock Quality Designation
8 9
REFERENCE
PROJECT NUMBER
FISCAL
YEAR
SHEET
NUMBER
TEST BORING RECORD Sheet of
Alabama Department of Transportation
APPROVED :
DATE :
GEOTECHNICAL ENGINEER
Bridge Sheet of
2970 COTTAGE HILL RD.
MOBILE, AL 36606
SAND (SP)
SILT (ML) TOPSOIL
CLAYEY SAND (SC)
CLAYEY SILTY SAND (SC-SM)SILTY SAND (SM)
ORGANIC SOILS (OL)
Paving
GRAVEL (GP)
POORLY GRADED SAND
with SILT (SP-SM)
LEAN CLAY (CL)
FAT CLAY (CH)
SILTY CLAY (CL-ML)
WELL GRADED SAND WITH
SILT AND GRAVEL (SW-SM)
JEFFERSON COUNTY, ALABAMA
BRIDGE # 32
I-65 WIDENING AT I-59 ROUTE INTERCHANGE
BRIDGE FOUNDATION REPORT
PROJECT NO.
5/21/2015
Preliminary Project No: IM-I059(367)
MATTHEW WAHN, P.E.
A-2-6(1) 14 32.523.0 31
5
9
8
35
S-15
S-16
S-17
S-18
FAT CLAY
(CH)
(continued)
CLAYEY
GRAVEL
(GC)
DOLOMITE
Very soft, wet, brown
Firm, with trace gravel
Stiff, with gravel
Loose dense, wet, brown
Dense
Began rock coring at 72.0 feet.
DOLOMITE, pale yellowish gray, very fine grained,
thick bedded, moderately weathered and altered,
medium strong, poor rock recovery, very poor rock
quality RQD(%)=17.0 Rec(%)=42.0
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING:
N.O.
1284422.9
2173899.78
178+09.1 RT 51.3
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION:
GR. WATER DEPTH (ATD):
PROJECT NO.: 24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING:
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/22/2015
48.0 ft.
Ele
vation
(ft)
540.0
535.0
530.0
525.0
520.0
Depth
(ft)
50.0
55.0
60.0
65.0
70.0
75.0
TH-BR32-4
TE PROJECT NO.:15-1101-0099
592.1 ft.
MATERIAL DESCRIPTION
A-7-6(23)
A-7-6(44)
36
58
9.4
67.5
72.9
6.1
20.2
29.6
54
86
13
13
10
8
17
20
35
38
28
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
S-9
SANDY
CLAY (CL)
CLAYEY
SAND (SC)
SANDY FAT
CLAY (CH)
SANDY
CLAY (CL)
FAT CLAY
(CH)
Approximately 3 inches of topsoil.
Stiff, moist, light brown and dark brown, with trace
organics
Medium dense, moist, brown, gray, black, fine to
medium grained, with gravel
Loose, No Recovery
Loose
Very stiff, moist, red, brown and gray
Very stiff
Hard, moist, brown, red, gray and black, with trace
gravel
Hard, moist, red and brown, with gravel
Very stiff, red, brown, gray and white, with trace
gravel
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING:
N.O.
1284422.9
2173899.78
178+09.1 RT 51.3
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION:
GR. WATER DEPTH (ATD):
PROJECT NO.: 24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING:
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/22/2015
48.0 ft.
Ele
vation
(ft)
590.0
585.0
580.0
575.0
570.0
Depth
(ft)
0.0
5.0
10.0
15.0
20.0
25.0
TH-BR32-4
TE PROJECT NO.:15-1101-0099
592.1 ft.
MATERIAL DESCRIPTION
A-7-6(89)
A-7-6(14)
81
28
95.0
59.9
40.1
40.4
107
50
26
14
11
4
WOH
S-10
S-11
S-12
S-13
T-1
S-14
FAT CLAY
(CH)
(continued)
SANDY FAT
CLAY (CH)
FAT CLAY
(CH)
Very stiff, moist, red, brown and gray, with gravel
Stiff, brown, red and white
Stiff, reddish brown
Soft
Wet, brown, with trace gravel
Very soft, wet, brown
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING:
N.O.
1284422.9
2173899.78
178+09.1 RT 51.3
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION:
GR. WATER DEPTH (ATD):
PROJECT NO.: 24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING:
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/22/2015
48.0 ft.
Ele
vation
(ft)
565.0
560.0
555.0
550.0
545.0
Depth
(ft)
25.0
30.0
35.0
40.0
45.0
50.0
TH-BR32-4
TE PROJECT NO.:15-1101-0099
592.1 ft.
MATERIAL DESCRIPTION
HAMMER TYPE:
DRILL RIG:
DRILLER:
DRILLING METHOD:
CLIENT:
AASHTO METHOD(S):
ALDOT
CME 75
TTL/TE
Automatic
3 1/4" HSA
T206,T207,T225
HAMMER TYPE:
DRILL RIG:
DRILLER:
DRILLING METHOD:
CLIENT:
AASHTO METHOD(S):
ALDOT
CME 75
TTL/TE
Automatic
3 1/4" HSA
T206,T207,T225
HAMMER TYPE:
DRILL RIG:
DRILLER:
DRILLING METHOD:
CLIENT:
AASHTO METHOD(S):
ALDOT
CME 75
TTL/TE
Automatic
3 1/4" HSA
T206,T207,T225
Clayey Gravel (GC)
DOLOMITE
STRATA SYMBOLS
S - SPT Sample
T - Shelby Tube Sample
Ground Water, ATD
Rock Core Sample
MR - Mud Rotary
NE - Not Encountered
SSA - Solid Stem Auger
NO - Not Obtained
HSA - Hollow Stem Auger
REC Recovery
pp - Pocket Penetrometer
24 Hr./Delayed Ground Water RQD Rock Quality Designation
9 9
REFERENCE
PROJECT NUMBER
FISCAL
YEAR
SHEET
NUMBER
TEST BORING RECORD Sheet of
Alabama Department of Transportation
APPROVED :
DATE :
GEOTECHNICAL ENGINEER
Bridge Sheet of
2970 COTTAGE HILL RD.
MOBILE, AL 36606
SAND (SP)
SILT (ML) TOPSOIL
CLAYEY SAND (SC)
CLAYEY SILTY SAND (SC-SM)SILTY SAND (SM)
ORGANIC SOILS (OL)
Paving
GRAVEL (GP)
POORLY GRADED SAND
with SILT (SP-SM)
LEAN CLAY (CL)
FAT CLAY (CH)
SILTY CLAY (CL-ML)
WELL GRADED SAND WITH
SILT AND GRAVEL (SW-SM)
JEFFERSON COUNTY, ALABAMA
BRIDGE # 32
I-65 WIDENING AT I-59 ROUTE INTERCHANGE
BRIDGE FOUNDATION REPORT
PROJECT NO.
5/21/2015
Preliminary Project No: IM-I059(367)
MATTHEW WAHN, P.E.
C-1
C-2
C-3
C-4
C-5
DOLOMITE
(continued)
DOLOMITE
DOLOMITE
DOLOMITE
DOLOMITE
DOLOMITE
DOLOMITE
DOLOMITE, pale yellowish gray, very fine grained,
thick bedded, moderately weathered and altered,
medium strong, poor rock recovery, very poor rock
quality RQD(%)=17.0 Rec(%)=42.0
DOLOMITE, pale yellowish gray, very fine grained,
thick bedded, moderately weathered and altered,
moderately strong, excellent rock recovery, very
poor rock quality RQD(%)=20.0 Rec(%)=100.0
DOLOMITE, pale yellowish gray, very fine grained,
thick bedded, moderately weathered (chalky) and
altered, moderately strong, good rock recovery,
poor rock quality RQD(%)=38.3 Rec(%)=72.0
DOLOMITE, pale yellowish gray, very fine grained,
thick bedded, moderately weathered and altered,
moderately strong, excellent rock recovery, poor
rock quality RQD(%)=42.0 Rec(%)=100.0
DOLOMITE, pale yellowish gray, very fine to fine
grained, thick to thinly bedded, moderately
weathered and altered, weak rock, poor rock
recovery, poor rock quality RQD(%)=2.5
Rec(%)=50.0
Void encountered from approximately 88.5 to 93.0
feet.
DOLOMITE, pale yellowish gray, very fine grained,
thinly bedded, highly weathered and altered, good
rock recovery, very poor rock quality RQD(%)=12.0
Rec(%)=82.0
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING:
N.O.
1284422.9
2173899.78
178+09.1 RT 51.3
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION:
GR. WATER DEPTH (ATD):
PROJECT NO.: 24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING:
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/22/2015
48.0 ft.
Ele
vation
(ft)
515.0
510.0
505.0
500.0
495.0
Depth
(ft)
75.0
80.0
85.0
90.0
95.0
100.0
TH-BR32-4
TE PROJECT NO.:15-1101-0099
592.1 ft.
MATERIAL DESCRIPTION
C-6
C-7
DOLOMITE
(continued)
DOLOMITE
DOLOMITE
DOLOMITE, pale yellowish gray, very fine grained,
thinly bedded, highly weathered and altered, good
rock recovery, very poor rock quality RQD(%)=12.0
Rec(%)=82.0
dark gray
DOLOMITE, pale yellowish gray, very fine grained,
thinly bedded, highly weathered and altered, very
poor recovery, very poor quality RQD(%)=0.0
Rec(%)=10.0
Boring Terminated at 117.0 feet.
Sa
mple T
ype
AASHTO (GI) PI % #200
NORTHING: HAMMER TYPE:
N.O.
1284422.9
2173899.78
178+09.1 RT 51.3
IM-I059(367)
WC
(%)LL
N V
alu
e
Sa
mple
No.
BORING NO.: GROUND ELEVATION: DRILL RIG:
DRILLER:GR. WATER DEPTH (ATD):
PROJECT NO.: DRILLING METHOD:24 HR. GR. WATER DEPTH:
PROJECT:
RECORD OF TEST BORING
CLIENT:
This record of Test Boring is part of the project Geotechnical Report. Actual strata changes may be gradual over depth.
EASTING: AASHTO METHOD(S):
STATION:
DATE DRILLED:
USCS
Gra
phic
Log
I-65 Bridge #32 Widening over 15th Avenue North
4/22/2015
48.0 ft.
ALDOT
CME 75
TTL/TE
Automatic
Ele
vation
(ft)
490.0
485.0
480.0
Depth
(ft)
100.0
105.0
110.0
115.0
TH-BR32-4
3 1/4" HSA
TE PROJECT NO.:15-1101-0099
592.1 ft.
MATERIAL DESCRIPTION
T206,T207,T225
HAMMER TYPE:
DRILL RIG:
DRILLER:
DRILLING METHOD:
CLIENT:
AASHTO METHOD(S):
ALDOT
CME 75
TTL/TE
Automatic
3 1/4" HSA
T206,T207,T225
Clayey Gravel (GC)
DOLOMITE
APPENDIX D
Laboratory Test Results
ALDOT Lab Summary
One Dimensional Consolidation Test Results
Unconsolidated Undrained (U.U.) Triaxial Results
ALDOT BMT-5’s
Total Sulfates/Total Chlorides/pH/Resistivity
Station & Offset Boring No. Sample ID Depth (ft)Water
Content (%)Liquid Limit Plastic Limit
Plasticity
Index% Gravel % Sand D50 (mm) USCS
AASHTO
Classification
175+12.5 RT 45.0 TH-RW16-4 S-1 0 4.1 NP NP NP 29.7 52.9 1.8372 SM A-1-b(0)
S-4 4.5 18.4 28 15 13 31.5 17.6 --- CL A-6(3)
S-5 6 23.2 49 17 32 13.8 21.9 --- CL A-7-6(18)
S-9 23.5 13.3 33 16 17 37.4 16.3 0.3311 GC A-6(4)
S-12 38.5 28.7 61 21 40 13.3 6.6 --- CH A-7-6(33)
S-14 48.5 33.3 78 23 55 11.8 15.8 --- CH A-7-6(40)
S-16 58.5 39.8 47 24 23 17.8 7.6 --- CL A-7-6(17)
S-20 78.5 44.1 66 23 43 38.3 23.7 2.4408 GC A-7-6(9)
177+13.6 RT 53.2 TH-BR32-2 S-5 8.5 38.3 81 24 57 4.9 6.1 --- CH A-7-6(57)
S-7 18.5 35.8 81 23 58 2.0 9.1 --- CH A-7-6(57)
T-1 25 40.5 68 24 44 0.4 3.6 9.3 86.7 --- CH A-7-6(48)
S-10 33.5 14.3 NP NP NP 6.6 57.3 0.3513 SM A-4(0)
S-11 38.5 20.5 NP NP NP 7.1 21.9 --- ML A-4(0)
177+45.7 RT 61.8 TH-BR32-3 S-2 3.5 32 48 19 29 16.0 47.4 17.0 19.6 0.2322 SC A-7-6(5)
S-3 8.5 30.3 62 21 41 5.1 11.9 8.4 74.6 0.0012 CH A-7-6(36)
S-5 18.5 43.5 58 21 37 4.9 17.8 --- CH A-7-6(29)
S-7 28.5 44.8 57 21 36 1.5 18.3 --- CH A-7-6(30)
S-9 38.5 28.7 37 19 18 33.6 28.7 0.9178 GC A-6(2)
S-11 48.5 14.6 --- --- --- 48.0 31.3 11.7 9.0 4.2358 --- ---
178+09.1 RT 51.3 TH-BR32-4 S-2 1.5 6.1 --- --- --- 53.3 37.3 5.9312 --- ---
S-6 8.5 20.2 54 18 36 14.8 17.7 --- CH A-7-6(23)
S-8 18.5 29.6 86 28 58 16.4 10.7 --- CH A-7-6(44)
S-11 33.5 40.1 107 26 81 0.9 4.1 --- CH A-7-6(89)
T-1 46 40.4 50 22 28 8.7 31.4 22.5 37.4 0.0143 CH A-7-6(14)
S-17 63.5 23 31 17 14 21.5 46.0 1.4251 SC A-2-6(1)
72.9
95.0
32.5
80.2
37.7
9.4
67.5
36.1
71.0
77.3
Sheet 1 of 1% Pass 200
% Silt % Clay
88.9
89.0
17.4
50.9
64.3
46.3
80.1
72.4
74.6
38.0
ALDOT PE Project No.: IM-I059 (367)
Jefferson County, Alabama
Soil Classification Summary
Alabama Department of Transportation
Project Name: CBD Bridge #32 Widening
I-59/20 Superstructure from South of 15th Street N of CSX RR
Before After Liquid Limits: 50 Test Date: 5-14-15
36.31 30.92 Plastic Limits: 22
Dry Density (pcf): 84.08 92.72 Plasticity Index (%): 28
Saturation (%): 96.80 101.07
Void Ratio: 1.0172 0.8408 Specific Gravity: 2.722 Measured
Sample Description: Reddish brown, CLAY trace gravel
Project Number: 7411 Depth: 46.0-48.0 ft. Remarks:
Sample Number: T-1 Boring Number: TH-BR32-4
Project: IM-1059(367)
Client: ALDOT
Location: Soils Lab
Consolidation Test
Test Results
Moisture (%):
0.17
2.17
4.17
6.17
8.17
10.17
12.17
14.17
16.17
0.100 1.000 10.000 100.000
Str
ain
(%
)
Pressure (tsf)
Thompson Engineering
Mobile, Alabama
Before After Liquid Limits: 50 Test Date: 5-14-15
36.31 30.92 Plastic Limits: 22
Dry Density (pcf): 84.08 92.72 Plasticity Index (%): 28
Saturation (%): 96.80 101.07
Void Ratio: 1.0172 0.8408 Specific Gravity: 2.722 Measured
Soil Description: Reddish brown, CLAY trace gravel
Project Number: 7411 Depth: 46.0-48.0 ft. Remarks:
Sample Number: T-1 Boring Number: TH-BR32-4
Project: IM-1059(367)
Client: ALDOT
Location: Soils Lab
Consolidation Test
Test Results
Moisture (%):
0.7387
0.7887
0.8387
0.8887
0.9387
0.9887
1.0387
0.10 1.00 10.00 100.00
Vo
id R
ati
o
Pressure (tsf)
Thompson Engineering
Mobile, Alabama
Before After Liquid Limits: 50 Test Date: 5-14-15
36.31 30.92 Plastic Limits: 22
Dry Density (pcf): 84.08 92.72 Plasticity Index (%): 28
Saturation (%): 96.80 101.07
Void Ratio: 1.0172 0.8408 Specific Gravity: 2.722 Measured
Soil Description: Reddish brown, CLAY trace gravel
Project Number: 7411 Depth: 46.0-48.0 ft. Remarks:
Sample Number: T-1 Boring Number: TH-BR32-4
Project: IM-1059(367)
Client: ALDOT
Location: Soils Lab
Consolidation Test
Test Results
Moisture (%):
0.0000
100.0000
200.0000
300.0000
400.0000
500.0000
600.0000
700.0000
800.0000
0.10 1.00 10.00 100.00
t90
Cv (
ft2/y
ear)
Pressure (tsf)
t90 Cv
Thompson Engineering
Mobile, Alabama
Before After Liquid Limits: 50 Test Date: 5-14-15
36.31 30.92 Plastic Limits: 22
Dry Density (pcf): 84.08 92.72 Plasticity Index (%): 28
Saturation (%): 96.80 101.07
Void Ratio: 1.0172 0.8408 Specific Gravity: 2.722 Measured
Soil Description: Reddish brown, CLAY trace gravel
Project Number: 7411 Depth: 46.0-48.0 ft. Remarks:
Sample Number: T-1 Boring Number: TH-BR32-4
Project: IM-1059(367)
Client: ALDOT
Location: Soils Lab
Consolidation Test
Test Results
Moisture (%):
0.0000
50.0000
100.0000
150.0000
200.0000
250.0000
300.0000
350.0000
400.0000
450.0000
500.0000
0.10 1.00 10.00 100.00
t50
Cv (
ft2/y
ear)
Pressure (tsf)
t50 Cv
Thompson Engineering
Mobile, Alabama
Graph Values
Xmin
Xmax
Ymin 0.8627053
Ymax
Before After Liquid Limits: 50 Test Date: 5-14-15
36.31 30.92 Plastic Limits: 22
Dry Density (pcf): 84.08 92.72 Plasticity Index (%): 28
Saturation (%): 96.80 101.07
Void Ratio: 1.0172 0.8408 Specific Gravity: 2.722 Measured
Soil Description: Reddish brown, CLAY trace gravel
Project Number: 7411 Depth: 46.0-48.0 ft. Remarks:
Sample Number: T-1 Boring Number: TH-BR32-4
Project: IM-1059(367)
Client: ALDOT
Location: Soils Lab
Consolidation Test
Test Results
Moisture (%):
0.863
0.883
0.903
0.923
0.943
0.963
0.983
1.003
1.023
0.100 1.000 10.000 100.000
Heig
ht
Perc
en
t C
ha
ng
e
Pressure (tsf)
Thompson Engineering
Mobile, Alabama
Project: IM-1059(367) Project Number: 7411
Location: Soils Lab
Job Number: 15-1101-0099
Sample Number: T-1 Sample Description:
Boring Number: TH-BR32-4 Reddish brown, CLAY trace gravel
Depth: 46.0-48.0 ft. Remarks: Test Number:
Sample Type: Undisturbed Test Date: 5-14-15
Load
Sequence
Cummulative
Change in
Height
Specimen
Height
Height of
Void
Vertical
Strain Void Ratio
t90 Fitting
Time
t50 Fitting
Time t90 Cv t50 Cv
(tsf) (in) (in) (in) (%) (min) (min) (ft2/year) (ft2/year)
0.000 0.0000 1.0010 0.5048 0.00 1.0175 0.000 0.000 0.000 0.000
0.125 0.0017 0.9993 0.5031 0.17 1.0140 0.000 0.000 0.000 0.000
0.250 0.0047 0.9963 0.5001 0.47 1.0079 5.062 0.409 151.714 436.710
0.500 0.0100 0.9910 0.4949 0.99 0.9974 1.586 0.405 479.207 436.234
1.000 0.0194 0.9816 0.4855 1.94 0.9784 1.489 0.718 500.810 241.429
2.000 0.0345 0.9665 0.4703 3.45 0.9480 0.994 0.554 727.548 303.220
4.000 0.0578 0.9432 0.4470 5.78 0.9010 1.277 0.856 539.125 186.829
8.000 0.0956 0.9054 0.4092 9.55 0.8248 1.804 1.036 351.717 142.308
16.000 0.1383 0.8627 0.3665 13.82 0.7387 2.445 1.022 235.563 130.979
4.000 0.1234 0.8776 0.3814 12.33 0.7688 0.000 0.000 0.000 0.000
1.000 0.1072 0.8938 0.3976 10.71 0.8014 0.000 0.000 0.000 0.000
0.250 0.0875 0.9135 0.4173 8.74 0.8411 0.000 0.000 0.000 0.000
Predicted value indicated with *
Tested By: B. Hak Checked By: C. Dugger
11
Consolidation Test Results
Summary
Index
1
0
2
3
4
5
6
7
8
9
10
Thompson Engineering
Mobile, Alabama
Project: IM-1059(367) Project Number: 7411
Location: Soils Lab
Job Number: 15-1101-0099 Test Date: 5-14-15
Sample Number: T-1 Sample Description:
Boring Number: TH-BR32-4 Reddish brown, CLAY trace gravel
Depth: 46.0-48.0 ft. Remarks:
Sample Type: Undisturbed
Test Number:
Liquid Limit: 50.0000 Initial Void Ratio: 1.0172 Initial Height (in): 1.0010
Plastic Limit: 22.0000 Plasticity Index (%): 28.0000 Initial Diameter (in): 2.4950
Specific Gravity: 2.7220 Weight of Ring (g): 110.7900
Measured
Tested By: B. Hak Checked By: C. Dugger
101.07
92.72
1.0172
96.80
84.08
Consolidation Test
Consolidation Specimen Information
Parameters Final SpecimenInitial Specimen
Void Ratio
Saturation (%)
Dry Density (pcf)
273.42
239.91
131.55
Moist Weight + Container (g)
Dry Soil + Container (g)
Weight of Container (g)
Moisture Content (%) 30.92
112.61
91.07
31.74
36.31
0.8408
Thompson Engineering
Mobile, Alabama
TRIAXIAL SHEAR TEST REPORT
Thompson EngineeringMobile, Alabama
Client: Alabama Department of Transportation
Project: IM-1059 Jefferson
Source of Sample: TH BR 32-4 Depth: 46.0
Sample Number: T-1
Proj. No.: 1511010099 Date Sampled:
Type of Test:
Unconsolidated Undrained
Sample Type: 3-in. Shelby Tube
Description: Reddish brown, CLAY
LL= 50 PI= 28PL= 22
Specific Gravity= 2.66
Remarks: Compression Failure Mode: Asymmetrical Shear
Plane
Figure
Specimen No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Strain, %
Strain, %
Strain at peak, %
Back Pressure, psf
Cell Pressure, psf
Fail. Stress, psf
Ult. Stress, psf
s1 Failure, psf
s3 Failure, psf
Initia
lA
t T
est
1
37.086.3
106.60.9241
2.7815.566
31.186.389.5
0.92412.7815.566
14.8
14.8
0.0
5176.8
2177.6
2177.6
14.8
5176.8
7354.4
De
via
tor
Str
ess, p
sf
0
500
1000
1500
2000
2500
3000
Axial Strain, %
0 5 10 15 20
1
Sh
ea
r S
tre
ss, p
sf
0
1300
2600
3900
Normal Stress, psf
0 1300 2600 3900 5200 6500 7800
C, psf
f, deg
Tan(f)
Results
1088.8
0
0
Client: Alabama Department of Transportation
Project: IM-1059 Jefferson
Source of Sample: TH BR 32-4 Depth: 46.0 Sample Number: T-1
Project No.: 1511010099 Figure Thompson Engineering
q, p
sf
0
2000
4000
6000
p, psfStress Paths: o indicates peak + indicates end
0 2000 4000 6000 8000 10000 12000
Peak Strength
Total
a=
a=
tan a=
1088.8 psf
0.0 deg
0.00
De
via
tor
Str
ess
psf
0
500
1000
1500
2000
2500
0% 8% 16%
1D
evia
tor
Str
ess
psf
0
500
1000
1500
2000
2500
0% 8% 16%
3
De
via
tor
Str
ess
psf
0
500
1000
1500
2000
2500
0% 8% 16%
2
De
via
tor
Str
ess
psf
0
500
1000
1500
2000
2500
0% 8% 16%
4
BMT-5
Page 1
Client: Alabama Department of Transportation Project No.: 15-1101-0099
Project: I-59/20 Superstructure from South of 15th Street N of CSX RR Region: East Central
ALDOT PE Project No.: IM-I059 (367) Date: 5/17/2015
Boring No. TH-RW16-4 TH-RW16-4 TH-RW16-4 TH-RW16-4 TH-RW16-4 TH-RW16-4
Station 175+24.9 175+24.9 175+24.9 175+24.9 175+24.9 175+24.9
Offset RT 59.2 RT 59.2 RT 59.2 RT 59.2 RT 59.2 RT 59.2
Sample ID S-1 S-4 S-5 S-9 S-12 S-14
Depth (ft) 0.0 4.5 6.0 23.5 38.5 48.5
TOTAL PASSING (%)
3" SIEVE (75mm)
2 1/2" " (63mm)
2 " (50mm)
1 1/2" " (37.5mm) 100.0 100.0 100.0 100.0 100.0 100.0
1" " (25mm) 100.0 81.1 100.0 100.0 100.0 100.0
3/4" " (19mm) 100.0 81.1 100.0 86.4 93.6 100.0
1/2" " (12.5mm) 91.7 75.2 95.1 79.3 93.6 92.6
3/8" " (9.5mm) 83.3 74.2 92.9 74.4 92.7 92.6
#4 " (4.75mm) 70.3 68.5 86.2 62.6 86.7 88.2
#10 " (2.00mm) 51.3 61.2 78.1 56.7 83.7 83.5
#20 " (0.85mm) 38.2 57.1 73.1 53.2 82.3 81.4
#40 " (425um) 30.6 55.0 70.1 50.8 81.7 79.8
#60 " (250um) 26.0 53.5 68.0 49.1 81.2 78.7
#100 " (150um) 21.9 52.3 66.0 47.6 80.6 77.2
#140 " (106um) 19.7 51.6 65.1 46.9 80.2 75.2
#200 " (75um) 17.4 50.9 64.3 46.3 80.1 72.4
Clay
Silt
Total Sand 52.9 17.6 21.9 16.3 6.6 15.8
Total Gravel 29.7 31.5 13.8 37.4 13.3 11.8
ATTERBERG LIMITS
Liquid Limit NP 28 49 33 61 78
Plastic Limit NP 15 17 16 21 23
Plasticity Index NP 13 32 17 40 55
USCS SM CL CL GC CH CH
AASHTO A-1-b(0) A-6(3) A-7-6(18) A-6(4) A-7-6(33) A-7-6(40)
ALABAMA DEPARTMENT OF TRANSPORTATION
SOILS AND BASE COARSE ANALYSIS
72.446.364.350.917.4 80.1
BMT-5
Page 2
Client: Alabama Department of Transportation Project No.: 15-1101-0099
Project: I-59/20 Superstructure from South of 15th Street N of CSX RR Region: East Central
ALDOT PE Project No.: IM-I059 (367) Date: 5/17/2015
Boring No. TH-RW16-4 TH-RW16-4 TH-BR32-2 TH-BR32-2 TH-BR32-2 TH-BR32-2
Station 175+24.9 175+24.9 177+13.6 177+13.6 177+13.6 177+13.6
Offset RT 59.2 RT 59.2 RT 53.2 RT 53.2 RT 53.2 RT 53.2
Sample ID S-16 S-20 S-5 S-7 T-1 S-10
Depth (ft) 58.5 78.5 8.5 18.5 25.0 33.5
TOTAL PASSING (%)
3" SIEVE (75mm)
2 1/2" " (63mm)
2 " (50mm)
1 1/2" " (37.5mm) 100.0 100.0 100.0 100.0 100.0 100.0
1" " (25mm) 100.0 100.0 100.0 100.0 100.0 100.0
3/4" " (19mm) 88.7 100.0 100.0 100.0 100.0 100.0
1/2" " (12.5mm) 83.6 100.0 98.2 100.0 100.0 99.2
3/8" " (9.5mm) 83.6 83.9 98.2 99.0 100.0 99.2
#4 " (4.75mm) 82.2 61.7 95.1 98.0 99.6 93.4
#10 " (2.00mm) 80.4 46.5 92.3 95.5 98.6 81.6
#20 " (0.85mm) 78.8 42.4 91.3 93.8 98.1 66.3
#40 " (425um) 77.4 40.0 90.7 92.4 97.6 52.8
#60 " (250um) 76.4 39.0 90.3 91.4 97.2 45.0
#100 " (150um) 75.6 38.5 89.8 90.4 96.8 40.0
#140 " (106um) 75.1 38.3 89.4 89.7 96.5 37.8
#200 " (75um) 74.6 38.0 89.0 88.9 96.0 36.1
Clay 86.7
Silt 9.3
Total Sand 7.6 23.7 6.1 9.1 3.6 57.3
Total Gravel 17.8 38.3 4.9 2.0 0.4 6.6
ATTERBERG LIMITS
Liquid Limit 47 66 81 81 68 NP
Plastic Limit 24 23 24 23 24 NP
Plasticity Index 23 43 57 58 44 NP
USCS CL GC CH CH CH SM
AASHTO A-7-6(17) A-7-6(9) A-7-6(57) A-7-6(57) A-7-6(48) A-4(0)
89.038.074.6
ALABAMA DEPARTMENT OF TRANSPORTATION
SOILS AND BASE COARSE ANALYSIS
88.9 36.1
BMT-5
Page 3
Client: Alabama Department of Transportation Project No.: 15-1101-0099
Project: I-59/20 Superstructure from South of 15th Street N of CSX RR Region: East Central
ALDOT PE Project No.: IM-I059 (367) Date: 5/17/2015
Boring No. TH-BR32-2 TH-BR32-3 TH-BR32-3 TH-BR32-3 TH-BR32-3 TH-BR32-3
Station 177+13.6 177+45.7 177+45.7 177+45.7 177+45.7 177+45.7
Offset RT 53.2 RT 61.8 RT 61.8 RT 61.8 RT 61.8 RT 61.8
Sample ID S-11 S-2 S-3 S-5 S-7 S-9
Depth (ft) 38.5 3.5 8.5 18.5 28.5 38.5
TOTAL PASSING (%)
3" SIEVE (75mm)
2 1/2" " (63mm)
2 " (50mm)
1 1/2" " (37.5mm) 100.0 100.0 100.0 100.0 100.0 100.0
1" " (25mm) 100.0 100.0 100.0 100.0 100.0 100.0
3/4" " (19mm) 100.0 100.0 100.0 100.0 100.0 86.4
1/2" " (12.5mm) 95.7 92.9 100.0 100.0 100.0 78.2
3/8" " (9.5mm) 95.7 90.3 100.0 98.8 100.0 76.5
#4 " (4.75mm) 92.9 84.0 94.9 95.1 98.5 66.4
#10 " (2.00mm) 86.9 74.8 91.1 88.6 93.7 57.1
#20 " (0.85mm) 80.2 69.1 89.4 84.1 89.5 49.3
#40 " (425um) 75.1 63.2 87.6 81.9 86.7 44.0
#60 " (250um) 73.3 51.3 86.5 80.5 84.6 41.2
#100 " (150um) 72.2 42.3 85.0 79.1 82.6 39.4
#140 " (106um) 71.6 38.8 84.0 78.3 81.5 38.5
#200 " (75um) 71.0 36.6 83.0 77.3 80.2 37.7
Clay 19.6 74.6
Silt 17.0 8.4
Total Sand 21.9 47.4 11.9 17.8 18.3 28.7
Total Gravel 7.1 16.0 5.1 4.9 1.5 33.6
ATTERBERG LIMITS
Liquid Limit NP 48 62 58 57 37
Plastic Limit NP 19 21 21 21 19
Plasticity Index NP 29 41 37 36 18
USCS ML SC CH CH CH GC
AASHTO A-4(0) A-7-6(5) A-7-6(36) A-7-6(29) A-7-6(30) A-6(2)
71.0 77.3
ALABAMA DEPARTMENT OF TRANSPORTATION
SOILS AND BASE COARSE ANALYSIS
37.780.2
BMT-5
Page 4
Client: Alabama Department of Transportation Project No.: 15-1101-0099
Project: I-59/20 Superstructure from South of 15th Street N of CSX RR Region: East Central
ALDOT PE Project No.: IM-I059 (367) Date: 5/17/2015
Boring No. TH-BR32-3 TH-BR32-4 TH-BR32-4 TH-BR32-4 TH-BR32-4 TH-BR32-4
Station 177+45.7 178+09.1 178+09.1 178+09.1 178+09.1 178+09.1
Offset RT 61.8 RT 51.3 RT 51.3 RT 51.3 RT 51.3 RT 51.3
Sample ID S-11 S-2 S-6 S-8 S-11 T-1
Depth (ft) 48.5 1.5 8.5 18.5 33.5 46.0
TOTAL PASSING (%)
3" SIEVE (75mm)
2 1/2" " (63mm)
2 " (50mm)
1 1/2" " (37.5mm) 100.0 100.0 100.0 100.0 100.0 100.0
1" " (25mm) 90.5 72.2 100.0 100.0 100.0 100.0
3/4" " (19mm) 85.8 72.2 100.0 100.0 100.0 100.0
1/2" " (12.5mm) 78.9 57.0 100.0 100.0 100.0 100.0
3/8" " (9.5mm) 69.6 57.0 93.2 94.3 100.0 98.8
#4 " (4.75mm) 52.0 46.7 85.2 83.6 99.1 91.3
#10 " (2.00mm) 36.9 31.7 78.2 79.0 97.8 79.7
#20 " (0.85mm) 30.1 22.3 74.8 77.0 97.1 73.0
#40 " (425um) 26.1 16.9 72.6 75.6 96.5 67.4
#60 " (250um) 24.2 13.9 71.1 74.8 96.1 64.4
#100 " (150um) 22.7 11.7 69.5 74.0 95.7 62.5
#140 " (106um) 21.8 10.7 68.5 73.5 95.3 61.2
#200 " (75um) 20.7 9.4 67.5 72.9 95.0 59.9
Clay 9.0 37.4
Silt 11.7 22.5
Total Sand 31.3 37.3 17.7 10.7 4.1 31.4
Total Gravel 48.0 53.3 14.8 16.4 0.9 8.7
ATTERBERG LIMITS
Liquid Limit --- --- 54 86 107 50
Plastic Limit --- --- 18 28 26 22
Plasticity Index --- --- 36 58 81 28
USCS --- --- CH CH CH CH
AASHTO --- --- A-7-6(23) A-7-6(44) A-7-6(89) A-7-6(14)
9.4 72.967.5
ALABAMA DEPARTMENT OF TRANSPORTATION
SOILS AND BASE COARSE ANALYSIS
95.0
BMT-5
Page 5
Client: Alabama Department of Transportation Project No.: 15-1101-0099
Project: I-59/20 Superstructure from South of 15th Street N of CSX RR Region: East Central
ALDOT PE Project No.: IM-I059 (367) Date: 5/17/2015
Boring No. TH-BR32-4
Station 178+09.1
Offset RT 51.3
Sample ID S-17
Depth (ft) 63.5
TOTAL PASSING (%)
3" SIEVE (75mm)
2 1/2" " (63mm)
2 " (50mm)
1 1/2" " (37.5mm) 100.0
1" " (25mm) 100.0
3/4" " (19mm) 100.0
1/2" " (12.5mm) 100.0
3/8" " (9.5mm) 98.8
#4 " (4.75mm) 78.5
#10 " (2.00mm) 54.0
#20 " (0.85mm) 43.9
#40 " (425um) 38.8
#60 " (250um) 36.4
#100 " (150um) 34.7
#140 " (106um) 33.7
#200 " (75um) 32.5
Clay
Silt
Total Sand 46.0
Total Gravel 21.5
ATTERBERG LIMITS
Liquid Limit 31
Plastic Limit 17
Plasticity Index 14
USCS SC
AASHTO A-2-6(1)
32.5
ALABAMA DEPARTMENT OF TRANSPORTATION
SOILS AND BASE COARSE ANALYSIS
ANALYTICAL REPORTTestAmerica Laboratories, Inc.TestAmerica Pensacola3355 McLemore DrivePensacola, FL 32514Tel: (850)474-1001
TestAmerica Job ID: 400-105265-1Client Project/Site: IM-1059(367) Jefferson/ 15-1101-0099
For:Thompson Engineering Inc2970 Cottage Hill Rd.Suite 190Mobile, Alabama 36606
Attn: Chris Dugger
Authorized for release by:5/18/2015 2:55:15 PM
Mike Nance, Service Center Manager(251)666-6633mike.nance@testamericainc.com
The test results in this report meet all 2003 NELAC and 2009 TNI requirements for accreditedparameters, exceptions are noted in this report. This report may not be reproduced except in full,and with written approval from the laboratory. For questions please contact the Project Managerat the e-mail address or telephone number listed on this page.
This report has been electronically signed and authorized by the signatory. Electronic signature isintended to be the legally binding equivalent of a traditionally handwritten signature.
Results relate only to the items tested and the sample(s) as received by the laboratory.
1
2
3
4
5
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7
Definitions/GlossaryTestAmerica Job ID: 400-105265-1Client: Thompson Engineering Inc
Project/Site: IM-1059(367) Jefferson/ 15-1101-0099
Glossary
These commonly used abbreviations may or may not be present in this report.
¤ Listed under the "D" column to designate that the result is reported on a dry weight basis
Abbreviation
%R Percent Recovery
CFL Contains Free Liquid
CNF Contains no Free Liquid
DER Duplicate error ratio (normalized absolute difference)
Dil Fac Dilution Factor
DL, RA, RE, IN Indicates a Dilution, Re-analysis, Re-extraction, or additional Initial metals/anion analysis of the sample
DLC Decision level concentration
MDA Minimum detectable activity
EDL Estimated Detection Limit
MDC Minimum detectable concentration
MDL Method Detection Limit
ML Minimum Level (Dioxin)
NC Not Calculated
ND Not detected at the reporting limit (or MDL or EDL if shown)
PQL Practical Quantitation Limit
QC Quality Control
RER Relative error ratio
RL Reporting Limit or Requested Limit (Radiochemistry)
RPD Relative Percent Difference, a measure of the relative difference between two points
TEF Toxicity Equivalent Factor (Dioxin)
TEQ Toxicity Equivalent Quotient (Dioxin)
TestAmerica Pensacola
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Case NarrativeClient: Thompson Engineering Inc TestAmerica Job ID: 400-105265-1Project/Site: IM-1059(367) Jefferson/ 15-1101-0099
Job ID: 400-105265-1
Laboratory: TestAmerica Pensacola
Narrative
Job Narrative400-105265-1
Comments
No additional comments.
Receipt
The samples were received on 5/6/2015 3:55 PM; the samples arrived in good condition, properly preserved and, where required, on ice.
The temperature of the cooler at receipt was 19.7º C.
HPLC/IC No analytical or quality issues were noted, other than those described in the Definitions/Glossary page.
General Chemistry Method(s) 9050A: The procedure for Resistivity by Method 9050A is applicable to liquid samples and has been modified to provide the enclosed results on the soil matrix. The modification involves a DI Leach of the soil followed by electrometric measurement of the leachate. The values provided are a measure of the leachable component’s resistance for a given mass to volume of water, rather than the resistivity of the soil itself.BR-32-4 S-2 (400-105265-1), BR-32-4 S-10 (400-105265-2) and BR-32-4 S-16 (400-105265-3)
No additional analytical or quality issues were noted, other than those described above or in the Definitions/Glossary page.
Lab Admin No analytical or quality issues were noted, other than those described in the Definitions/Glossary page.
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Client Sample ResultsTestAmerica Job ID: 400-105265-1Client: Thompson Engineering Inc
Project/Site: IM-1059(367) Jefferson/ 15-1101-0099
Lab Sample ID: 400-105265-1Client Sample ID: BR-32-4 S-2Matrix: SolidDate Collected: 05/06/15 00:00
Percent Solids: 92.7Date Received: 05/06/15 15:55
Method: 9056 - Anions, Ion Chromatography - SolubleRL MDL
Chloride <21 21 mg/Kg ☼ 05/09/15 02:21 1
Analyte Dil FacAnalyzedPreparedUnit DResult Qualifier
21 mg/Kg 05/09/15 02:21 1☼Sulfate <21
General Chemistry - SolubleNONE NONE
pH 8.90 SU 05/08/15 10:13 1
Analyte Dil FacAnalyzedPreparedUnit DResult Qualifier
RL MDL
Specific Conductance 900 100 umhos/cm 05/13/15 11:01 1
Analyte Dil FacAnalyzedPreparedUnit DResult Qualifier
20 ohm-m 05/13/15 11:01 1Resistivity 4500
Lab Sample ID: 400-105265-2Client Sample ID: BR-32-4 S-10Matrix: SolidDate Collected: 05/06/15 00:00
Percent Solids: 73.2Date Received: 05/06/15 15:55
Method: 9056 - Anions, Ion Chromatography - SolubleRL MDL
Chloride <26 26 mg/Kg ☼ 05/09/15 03:30 1
Analyte Dil FacAnalyzedPreparedUnit DResult Qualifier
26 mg/Kg 05/09/15 03:30 1☼Sulfate <26
General Chemistry - SolubleNONE NONE
pH 5.86 SU 05/08/15 10:13 1
Analyte Dil FacAnalyzedPreparedUnit DResult Qualifier
RL MDL
Specific Conductance 150 100 umhos/cm 05/13/15 11:01 1
Analyte Dil FacAnalyzedPreparedUnit DResult Qualifier
20 ohm-m 05/13/15 11:01 1Resistivity 26000
Lab Sample ID: 400-105265-3Client Sample ID: BR-32-4 S-16Matrix: SolidDate Collected: 05/06/15 00:00
Percent Solids: 80.8Date Received: 05/06/15 15:55
Method: 9056 - Anions, Ion Chromatography - SolubleRL MDL
Chloride <25 25 mg/Kg ☼ 05/09/15 03:52 1
Analyte Dil FacAnalyzedPreparedUnit DResult Qualifier
25 mg/Kg 05/09/15 03:52 1☼Sulfate <25
General Chemistry - SolubleNONE NONE
pH 8.51 SU 05/08/15 10:13 1
Analyte Dil FacAnalyzedPreparedUnit DResult Qualifier
RL MDL
Specific Conductance 580 100 umhos/cm 05/13/15 11:01 1
Analyte Dil FacAnalyzedPreparedUnit DResult Qualifier
20 ohm-m 05/13/15 11:01 1Resistivity 6800
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QC Sample ResultsTestAmerica Job ID: 400-105265-1Client: Thompson Engineering Inc
Project/Site: IM-1059(367) Jefferson/ 15-1101-0099
Method: 9056 - Anions, Ion Chromatography
Client Sample ID: Method BlankLab Sample ID: MB 400-256547/1-AMatrix: Solid Prep Type: SolubleAnalysis Batch: 256660
RL MDL
Chloride <20 20 mg/Kg 05/08/15 18:22 1
MB MB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
<20 20 mg/Kg 05/08/15 18:22 1Sulfate
Client Sample ID: Lab Control SampleLab Sample ID: LCS 400-256547/2-AMatrix: Solid Prep Type: SolubleAnalysis Batch: 256660
Chloride 100 97.5 mg/Kg 97 80 - 120
Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec.
Limits
Sulfate 100 100 mg/Kg 100 80 - 120
Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 400-256547/3-AMatrix: Solid Prep Type: SolubleAnalysis Batch: 256660
Chloride 100 97.2 mg/Kg 97 80 - 120 0 15
Analyte
LCSD LCSD
DUnitResult Qualifier %Rec
Spike
Added
%Rec.
Limits LimitRPD
RPD
Sulfate 100 101 mg/Kg 101 80 - 120 0 15
Method: 9050A - Specific Conductance
Client Sample ID: Method BlankLab Sample ID: MB 400-256986/1-AMatrix: Solid Prep Type: SolubleAnalysis Batch: 256987
RL MDL
Specific Conductance <100 100 umhos/cm 05/13/15 11:01 1
MB MB
Analyte Dil FacAnalyzedPreparedDUnitResult Qualifier
NA 20 Mohm-cm 05/13/15 11:01 1Resistivity
Client Sample ID: Lab Control SampleLab Sample ID: LCS 400-256986/2-AMatrix: Solid Prep Type: SolubleAnalysis Batch: 256987
Specific Conductance 200 201 umhos/cm 100 98 - 102
Analyte
LCS LCS
DUnitResult Qualifier %Rec
Spike
Added
%Rec.
Limits
TestAmerica Pensacola
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Lab ChronicleClient: Thompson Engineering Inc TestAmerica Job ID: 400-105265-1Project/Site: IM-1059(367) Jefferson/ 15-1101-0099
Client Sample ID: BR-32-4 S-2 Lab Sample ID: 400-105265-1Matrix: SolidDate Collected: 05/06/15 00:00
Percent Solids: 92.7Date Received: 05/06/15 15:55
Leach DI Leach 05/08/15 16:06 TAJ256547 TAL PEN
Type
Batch Batch
MethodPrep Type LabAnalystRun
Prepared
or Analyzed
Batch
Number
Dilution
Factor
Soluble
Analysis 9056 1 256660 05/09/15 02:21 TAJ TAL PENSoluble
Leach DI Leach 256459 05/08/15 09:41 LSS TAL PENSoluble
Analysis 9045C 1 256467 05/08/15 10:13 LSS TAL PENSoluble
Leach DI Leach 256986 05/11/15 08:30 CAC TAL PENSoluble
Analysis 9050A 1 256987 05/13/15 11:01 CAC TAL PENSoluble
Analysis Moisture 1 256422 05/07/15 19:57 LEC TAL PENTotal/NA
Client Sample ID: BR-32-4 S-10 Lab Sample ID: 400-105265-2Matrix: SolidDate Collected: 05/06/15 00:00
Percent Solids: 73.2Date Received: 05/06/15 15:55
Leach DI Leach 05/08/15 16:06 TAJ256547 TAL PEN
Type
Batch Batch
MethodPrep Type LabAnalystRun
Prepared
or Analyzed
Batch
Number
Dilution
Factor
Soluble
Analysis 9056 1 256660 05/09/15 03:30 TAJ TAL PENSoluble
Leach DI Leach 256459 05/08/15 09:41 LSS TAL PENSoluble
Analysis 9045C 1 256467 05/08/15 10:13 LSS TAL PENSoluble
Leach DI Leach 256986 05/11/15 08:30 CAC TAL PENSoluble
Analysis 9050A 1 256987 05/13/15 11:01 CAC TAL PENSoluble
Analysis Moisture 1 256422 05/07/15 19:57 LEC TAL PENTotal/NA
Client Sample ID: BR-32-4 S-16 Lab Sample ID: 400-105265-3Matrix: SolidDate Collected: 05/06/15 00:00
Percent Solids: 80.8Date Received: 05/06/15 15:55
Leach DI Leach 05/08/15 16:06 TAJ256547 TAL PEN
Type
Batch Batch
MethodPrep Type LabAnalystRun
Prepared
or Analyzed
Batch
Number
Dilution
Factor
Soluble
Analysis 9056 1 256660 05/09/15 03:52 TAJ TAL PENSoluble
Leach DI Leach 256459 05/08/15 09:41 LSS TAL PENSoluble
Analysis 9045C 1 256467 05/08/15 10:13 LSS TAL PENSoluble
Leach DI Leach 256986 05/11/15 08:30 CAC TAL PENSoluble
Analysis 9050A 1 256987 05/13/15 11:01 CAC TAL PENSoluble
Analysis Moisture 1 256422 05/07/15 19:57 LEC TAL PENTotal/NA
Laboratory References:
TAL PEN = TestAmerica Pensacola, 3355 McLemore Drive, Pensacola, FL 32514, TEL (850)474-1001
TestAmerica Pensacola
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