Report of Geotechnical Consulting...

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


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.


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.


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.


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




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.


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.


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:

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15-1101-0099 APRIL 2015

FIGURE 2 HIGHWAY MAP



ALABAMA

© OpenStreetMap (and) contributors, CC-BY-SA 1 inch = 2,000 feet


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PROJECT NO.: DATE:

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15-1101-0099 APRIL 2015

FIGURE 3 GEOLOGIC MAP



ALABAMA

1 inch = 2,000 feet


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Ccr

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US 11

US 78

I 65

19th St

6th Ave

4th Ave

I 20

5th Ave

2nd Ave

18th St

23rd St

Finley Blvd

16th St US 31

14th St

20th St 9th Ct

3rd St

11th Ct

25th St

1st Ave

7th St

15th St

26th Ave

10th Ct

5th St

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24th St

14th Ct

6th St

27th St

12th Ave

Morris Ave

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Ave

27th Ave

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12th Ct

9th Ave

29th St

11th Ave

4th Ter

CR 77

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11th St

28th St 22nd Ave

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7th Ave

15th Ave

Finley Ave W

1st S

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Weatherly Rd 30th St

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24th Ave

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13th Ave

3rd Aly

3rd Pl

8th Ter

17th Ave

Graymont Ave W

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19th

Ave

15th Ct

23rd Ave

Druid

Hill D

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18th Pl

2nd Aly4th Aly

5th Ln

Jasper Rd

Carraway Blvd

8th St

Village Ct W

3rd Ave

Bankhead Hwy

6th Pl

19th Ct

11th Ter 5th Ct

15th Ter

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Pl

9th Aly

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LEGENDNHDFlowlineCc - Conasauga FormationCcr - Copper Ridge DolomiteCk - Ketona DolomiteMf - Floyd ShaleMh - Hartselle Sandstone

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


& TH-BR32-2) 270+13

14”x73 H-PILE

60 +599 +520


& TH-BR32-2) 270+13

14”x89 H-PILE

75 +599 +520


& TH-BR32-2) 270+13

14”x102 H-PILE

90 +599 +520


& 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


TE Project No.: 15-1101-0099

Bridge Structure


Pile Type


Capacity, Tons/Pile




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


271+94 14”x73 H-

PILE 60 +592 +525


271+94 14”x89 H-

PILE 75 +592 +525


271+94 14”x102 H-

PILE 90 +592 +525


TE Project No.: 15-1101-0099

Bridge Structure


Pile Type


Capacity, Tons/Pile





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*)


Thickness




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*)


Thickness




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


APPROVED :

DATE :



MOBILE, AL 36606

Sheet of

PLAN SHEET


BRIDGE # 32



PROJECT NO.

5/8/2015

Bridge Sheet of


MATTHEW WAHN, P.E.

DOMOLITE

APPENDIX C

Test Boring Records

STRATA SYMBOLS

S - SPT Sample


Ground Water, ATD

Rock Core Sample

MR - Mud Rotary



NO - Not Obtained


REC Recovery



2 9

REFERENCE

PROJECT NUMBER

FISCAL

YEAR

SHEET

NUMBER

TEST BORING RECORD Sheet of


APPROVED :

DATE :


Bridge Sheet of


MOBILE, AL 36606

SAND (SP)

SILT (ML) TOPSOIL

CLAYEY SAND (SC)


ORGANIC SOILS (OL)

Paving

GRAVEL (GP)

POORLY GRADED SAND

with SILT (SP-SM)

LEAN CLAY (CL)

FAT CLAY (CH)

SILTY CLAY (CL-ML)




BRIDGE # 32



PROJECT NO.

5/21/2015


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



2173765.82 T 206

175+12.5 RT 45.0

IM-I059(367)

WC

(%)LL

N V

alu

e

Sa

mple

No.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


600.7 ft.


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



2173765.82 T 206

175+12.5 RT 45.0

IM-I059(367)

WC

(%)LL

N V

alu

e

Sa

mple

No.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


600.7 ft.


N.O.

N.O.

N.O.

N.O.

N.O.

N.O. TTLTTLTTL

Clayey Gravel (GC)

DOLOMITE

STRATA SYMBOLS

S - SPT Sample


Ground Water, ATD

Rock Core Sample

MR - Mud Rotary



NO - Not Obtained


REC Recovery



3 9

REFERENCE

PROJECT NUMBER

FISCAL

YEAR

SHEET

NUMBER



APPROVED :

DATE :


Bridge Sheet of


MOBILE, AL 36606

SAND (SP)

SILT (ML) TOPSOIL

CLAYEY SAND (SC)


ORGANIC SOILS (OL)

Paving

GRAVEL (GP)

POORLY GRADED SAND

with SILT (SP-SM)

LEAN CLAY (CL)

FAT CLAY (CH)

SILTY CLAY (CL-ML)




BRIDGE # 32



PROJECT NO.

5/21/2015


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


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.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


571.4 ft.


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



2173765.82 T 206

175+12.5 RT 45.0

IM-I059(367)

WC

(%)LL

N V

alu

e

Sa

mple

No.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


600.7 ft.


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



2173765.82 T 206

175+12.5 RT 45.0

IM-I059(367)

WC

(%)LL

N V

alu

e

Sa

mple

No.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


600.7 ft.


N.O.

N.O.

N.O.

N.O. TTLTTL

Clayey Gravel (GC)

DOLOMITE

STRATA SYMBOLS

S - SPT Sample


Ground Water, ATD

Rock Core Sample

MR - Mud Rotary



NO - Not Obtained


REC Recovery



4 9

REFERENCE

PROJECT NUMBER

FISCAL

YEAR

SHEET

NUMBER



APPROVED :

DATE :


Bridge Sheet of


MOBILE, AL 36606

SAND (SP)

SILT (ML) TOPSOIL

CLAYEY SAND (SC)


ORGANIC SOILS (OL)

Paving

GRAVEL (GP)

POORLY GRADED SAND

with SILT (SP-SM)

LEAN CLAY (CL)

FAT CLAY (CH)

SILTY CLAY (CL-ML)




BRIDGE # 32



PROJECT NO.

5/21/2015


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


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:



EASTING:

STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


571.4 ft.


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


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


DOLOMITE, pale brown and gray, very fine


altered, med strong, fair rock recovery, very poor


Void encountered from approximately 72.0 to 74.0

feet.

Sa

mple T

ype


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.




PROJECT:



EASTING:

STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


571.4 ft.


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


DOLOMITE, pale brown, fine grained, thick

bedded, highly weathered (chalky) and altered,

moderately strong, poor rock recovery, very poor



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


altered, medium strong, poor rock recovery, very

poor rock quality RQD(%)=0.0 Rec(%)=40.0


Sa

mple T

ype


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.




PROJECT:



EASTING:

STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


571.4 ft.


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


Ground Water, ATD

Rock Core Sample

MR - Mud Rotary



NO - Not Obtained


REC Recovery



5 9

REFERENCE

PROJECT NUMBER

FISCAL

YEAR

SHEET

NUMBER



APPROVED :

DATE :


Bridge Sheet of


MOBILE, AL 36606

SAND (SP)

SILT (ML) TOPSOIL

CLAYEY SAND (SC)


ORGANIC SOILS (OL)

Paving

GRAVEL (GP)

POORLY GRADED SAND

with SILT (SP-SM)

LEAN CLAY (CL)

FAT CLAY (CH)

SILTY CLAY (CL-ML)




BRIDGE # 32



PROJECT NO.

5/21/2015


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



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.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


572.7 ft.


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



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.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


572.7 ft.


Boring Terminated at 50.0 feet. Broke casing in

borehole.

Sa

mple T

ype



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.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


4/20/2015

15.0 ft.

ALDOT

CME 75

TTL

Automatic

Ele

vation

(ft)

Depth

(ft)

TH-BR32-3

3 1/4" HSA


572.7 ft.


Clayey Gravel (GC)

DOLOMITE

STRATA SYMBOLS

S - SPT Sample


Ground Water, ATD

Rock Core Sample

MR - Mud Rotary



NO - Not Obtained


REC Recovery



6 9

REFERENCE

PROJECT NUMBER

FISCAL

YEAR

SHEET

NUMBER



APPROVED :

DATE :


Bridge Sheet of


MOBILE, AL 36606

SAND (SP)

SILT (ML) TOPSOIL

CLAYEY SAND (SC)


ORGANIC SOILS (OL)

Paving

GRAVEL (GP)

POORLY GRADED SAND

with SILT (SP-SM)

LEAN CLAY (CL)

FAT CLAY (CH)

SILTY CLAY (CL-ML)




BRIDGE # 32



PROJECT NO.

5/21/2015


MATTHEW WAHN, P.E.

C-3

C-4

C-5

C-6

C-7

DOLOMITE

(continued)

DOLOMITE

DOLOMITE

DOLOMITE

DOLOMITE

DOLOMITE

DOLOMITE

DOLOMITE


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


altered, medium strong, fair rock recovery, very


Sa

mple T

ype



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.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


572.7 ft.


AUGER

Offset boring TH-BR32-3 and augered to rock.

Sa

mple T

ype



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.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


572.7 ft.


C-1

C-2

AUGER

(continued)

DOLOMITE

DOLOMITE

Offset boring TH-BR32-3 and augered to rock.


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


Sa

mple T

ype



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.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


572.7 ft.


Clayey Gravel (GC)

DOLOMITE

STRATA SYMBOLS

S - SPT Sample


Ground Water, ATD

Rock Core Sample

MR - Mud Rotary



NO - Not Obtained


REC Recovery



7 9

REFERENCE

PROJECT NUMBER

FISCAL

YEAR

SHEET

NUMBER



APPROVED :

DATE :


Bridge Sheet of


MOBILE, AL 36606

SAND (SP)

SILT (ML) TOPSOIL

CLAYEY SAND (SC)


ORGANIC SOILS (OL)

Paving

GRAVEL (GP)

POORLY GRADED SAND

with SILT (SP-SM)

LEAN CLAY (CL)

FAT CLAY (CH)

SILTY CLAY (CL-ML)




BRIDGE # 32



PROJECT NO.

5/21/2015


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


Sa

mple T

ype



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.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


572.7 ft.


C-8

C-9

C-10

C-11

DOLOMITE

(continued)

DOLOMITE

DOLOMITE

DOLOMITE

DOLOMITE, pale yellow and light brown, fine


altered, medium strong, poor rock recovery, very


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


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


Sa

mple T

ype



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.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


572.7 ft.


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


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


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



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.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


572.7 ft.


Clayey Gravel (GC)

DOLOMITE

STRATA SYMBOLS

S - SPT Sample


Ground Water, ATD

Rock Core Sample

MR - Mud Rotary



NO - Not Obtained


REC Recovery



8 9

REFERENCE

PROJECT NUMBER

FISCAL

YEAR

SHEET

NUMBER



APPROVED :

DATE :


Bridge Sheet of


MOBILE, AL 36606

SAND (SP)

SILT (ML) TOPSOIL

CLAYEY SAND (SC)


ORGANIC SOILS (OL)

Paving

GRAVEL (GP)

POORLY GRADED SAND

with SILT (SP-SM)

LEAN CLAY (CL)

FAT CLAY (CH)

SILTY CLAY (CL-ML)




BRIDGE # 32



PROJECT NO.

5/21/2015


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


DOLOMITE, pale yellowish gray, very fine grained,


medium strong, poor rock recovery, very poor rock


Sa

mple T

ype


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.




PROJECT:



EASTING:

STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


592.1 ft.


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


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.




PROJECT:



EASTING:

STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


592.1 ft.


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


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.




PROJECT:



EASTING:

STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


592.1 ft.


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


Ground Water, ATD

Rock Core Sample

MR - Mud Rotary



NO - Not Obtained


REC Recovery



9 9

REFERENCE

PROJECT NUMBER

FISCAL

YEAR

SHEET

NUMBER



APPROVED :

DATE :


Bridge Sheet of


MOBILE, AL 36606

SAND (SP)

SILT (ML) TOPSOIL

CLAYEY SAND (SC)


ORGANIC SOILS (OL)

Paving

GRAVEL (GP)

POORLY GRADED SAND

with SILT (SP-SM)

LEAN CLAY (CL)

FAT CLAY (CH)

SILTY CLAY (CL-ML)




BRIDGE # 32



PROJECT NO.

5/21/2015


MATTHEW WAHN, P.E.

C-1

C-2

C-3

C-4

C-5

DOLOMITE

(continued)

DOLOMITE

DOLOMITE

DOLOMITE

DOLOMITE

DOLOMITE

DOLOMITE



medium strong, poor rock recovery, very poor rock




moderately strong, excellent rock recovery, very



thick bedded, moderately weathered (chalky) and

altered, moderately strong, good rock recovery,




moderately strong, excellent rock recovery, poor


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.


thinly bedded, highly weathered and altered, good


Rec(%)=82.0

Sa

mple T

ype


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.




PROJECT:



EASTING:

STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


592.1 ft.


C-6

C-7

DOLOMITE

(continued)

DOLOMITE

DOLOMITE


thinly bedded, highly weathered and altered, good


Rec(%)=82.0

dark gray


thinly bedded, highly weathered and altered, very

poor recovery, very poor quality RQD(%)=0.0

Rec(%)=10.0


Sa

mple T

ype



N.O.

1284422.9

2173899.78

178+09.1 RT 51.3

IM-I059(367)

WC

(%)LL

N V

alu

e

Sa

mple

No.




PROJECT:


CLIENT:



STATION:

DATE DRILLED:

USCS

Gra

phic

Log


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


592.1 ft.


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


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




Saturation (%): 96.80 101.07


Soil Description: Reddish brown, CLAY trace gravel




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)


Mobile, Alabama




Saturation (%): 96.80 101.07






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


Mobile, Alabama




Saturation (%): 96.80 101.07






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


Mobile, Alabama

Graph Values

Xmin

Xmax

Ymin 0.8627053

Ymax




Saturation (%): 96.80 101.07






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)


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


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


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




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


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



88.9 36.1

BMT-5

Page 3




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


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



37.780.2

BMT-5

Page 4




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


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



95.0

BMT-5

Page 5




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



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)[email protected]

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

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https://secure.testamericainc.com/TotalAccess/login.aspx

http://www.testamericainc.com/AskTheExpert/Expert_index.htm

http://www.testamericainc.com

mailto:[email protected]

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

Page 2 of 7 5/18/2015

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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.

TestAmerica PensacolaPage 3 of 7 5/18/2015

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Client Sample ResultsTestAmerica Job ID: 400-105265-1Client: Thompson Engineering Inc


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


RL MDL

Specific Conductance 900 100 umhos/cm 05/13/15 11:01 1


20 ohm-m 05/13/15 11:01 1Resistivity 4500




Chloride <26 26 mg/Kg ☼ 05/09/15 03:30 1


26 mg/Kg 05/09/15 03:30 1☼Sulfate <26


pH 5.86 SU 05/08/15 10:13 1


RL MDL







Chloride <25 25 mg/Kg ☼ 05/09/15 03:52 1


25 mg/Kg 05/09/15 03:52 1☼Sulfate <25


pH 8.51 SU 05/08/15 10:13 1


RL MDL





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QC Sample ResultsTestAmerica Job ID: 400-105265-1Client: Thompson Engineering Inc


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


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


Spike

Added

%Rec.

Limits


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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


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




Type

Batch Batch


Prepared

or Analyzed

Batch

Number

Dilution

Factor

Soluble










Type

Batch Batch


Prepared

or Analyzed

Batch

Number

Dilution

Factor

Soluble







Laboratory References:

TAL PEN = TestAmerica Pensacola, 3355 McLemore Drive, Pensacola, FL 32514, TEL (850)474-1001


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