Arlington_Memorial_Bridge_Phase_1_(Bascule_Span_Abutments).pdf

FINAL GEOTECHNICAL ENGINEERING

REPORT

Arlington Memorial Bridge Project GWMP 11(4) Phase 1 (Bascule Span Abutments)

Washington, DC

Schnabel Reference 14615006.01 October 2, 2015

Mr. William Schaub, PE Johnson, Mirmiran & Thompson, Inc.

72 Loveton Circle Sparks, MD 21152

Subject: Project 14615006.01, Geotechnical Engineering Report, Arlington Memorial Bridge Project GWMP 11(4) – Phase 1 (Bascule Span Abutments), Washington, DC

Dear Mr. Schaub:

SCHNABEL ENGINEERING CONSULTANTS, INC. (Schnabel) is pleased to submit our geotechnical engineering report for this project. This study was performed in accordance with the Eastern Federal Lands Highway Division’s Order for Supplies or Services dated November 11, 2014.

We appreciate the opportunity to be of service for this project. Please call us if you have any questions regarding this report.

Sincerely, SCHNABEL ENGINEERING CONSULTANTS, INC.

Emily Evans Staff Engineer

Qamar A. O. Kazmi, PE Principal

George Wirth, PE

Greenhorne & O'Mara, Inc.

Anacostia Streetcar M&O Facility

Project 10214012.00 Page 12 Schnabel Engineering, LLC December 6, 2010 Copyright 2010

We appreciate the opportunity to be of service for this project. Please call us if you have any questions regarding this report.

Sincerely, SCHNABEL ENGINEERING, LLC

Steve Fung, PE Associate

Qamar A. O. Kazmi, PE

Figures Appendix A: Soil Laboratory Test Data Appendix B: Subsurface Exploration Data Appendix C: Computations Appendix D: Subsurface Data from PB Study Appendix E: Design Concept Plans

October 2, 2015 Page i Schnabel Engineering Consultants, Inc.

Project 14615006.01 ©2015 All Rights Reserved

GEOTECHNICAL ENGINEERING REPORT

ARLINGTON MEMORIAL BRIDGE PROJECT GWMP 11(4) – PHASE 1 (BASCULE SPAN

ABUTMENTS)

WASHINGTON, DC

TABLE OF CONTENTS

1.0 EXECUTIVE SUMMARY

2.0 SCOPE OF SERVICES

DESCRIPTION

3.0 OF SITE AND PROPOSED CONSTRUCTION

3.1 Site Description

3.2 Proposed Construction

3.3 Regional Geology

4.0 SUBSURFACE EXPLORATION PROGRAM

4.1 Subsurface Exploration and Field Testing

5.0 LABORATORY TESTING

5.1 Concrete Testing

5.2 Rock Compressive Strength Testing

6.0 SITE GEOLOGY AND SUBSURFACE CONDITIONS

6.1 Generalized Subsurface Stratigraphy

6.2 Groundwater

7.0 FOUNDATION RECOMMENDATIONS

7.1 Rock Bearing Pressure Analysis

7.2 Settlement Analysis

7.3 Summary of Calculations

8.0 LIMITATIONS

G:\2014 Projects\West Chester\14615006.01 Arlington Memorial Bridge\Phase I\03-SE Products\03-Reports\Schnabel Engineering - Memorial Bridge - Phase I - Final.docx

October 2, 2015 Page ii Schnabel Engineering Consultants, Inc.

LIST OF FIGURES

Figure 1: Site Vicinity Map Figure 2: Boring Location Plan Figure 3: Subsurface Cross Sections

LIST OF TABLES

Table 1: Summary of Rock and Concrete Properties Table Table 2A: Summary of ASD Calculation Results Table 2B: Summary of LRFD Calculation Results

APPENDICES

Appendix A: Subsurface Exploration Data Appendix B: Core Photographs Appendix C: In Situ Test Results Appendix D: Soil Laboratory Test Data Appendix E: Petrographic Analysis Results Appendix F: Calculations

Johnson, Mirmiran & Thompson Arlington Memorial Bridge Project GWMP 11(4) – Phase 1 (Bascule Span Abutments)

October 2, 2015 Page 1 Schnabel Engineering Consultants, Inc.

1.0 EXECUTIVE SUMMARY

This report presents the results of subsurface exploration, laboratory testing, and geotechnical engineering analysis for the evaluation of the bearing capacity of the bedrock for the abutments of the existing Arlington Memorial Bridge in Washington, DC.

We are providing this executive summary solely for purpose of overview. Any party that relies on this report must read the full report. This executive summary omits several details, any one of which could be very important to the proper application of the report.

Arlington Memorial Bridge is located between the Lincoln Memorial and the Arlington National Cemetery in Washington, DC.

Our scope of work consisted of evaluating the bearing capacity of the bedrock to determine its suitability to support the concrete footings which are currently supporting Abutment Nos. 2 and 3 of the bascule draw span.

Two test borings were performed under the observation of a Schnabel Engineering representative.

The bridge deck consisted of 2 to 4 inches of asphalt overlying 6 to 7 inches of concrete. The top of the abutments were encountered 35 feet below the top of the bridge deck.

The bedrock, Hornblende Gneiss, was encountered at a depth of 82.2 ft and 83.1 ft below the bridge deck at Abutment No. 2 and Abutment No. 3, respectively.

The unfactored bearing pressure on the bascule span abutments is 10,000 psf (10 ksf) at each abutment and is due mainly to the dead load.

The factored service load bearing pressure on the bascule span abutments, due to the dead loads and live loads, is 13,000 psf (13ksf) at each abutment.

Abutment settlement under existing loads is calculated to be less than 0.1 inches per ASD and less than 0.2 inches per LRFD.

Based on our analysis, the current concrete abutment and subsurface rock are suitable for a bearing pressure of 13 ksf, considering the factored service loads using both the LRFD and ASD calculations methods and potential increase in the existing loads as indicated herein.

2.0 SCOPE OF SERVICES

The Eastern Federal Lands Highway Division’s Order for Supplies or Services, dated November 12, 2014 and the revised Statement of Work received on April 15, 2015, defines the scope of services for this project. The scope of services for Phase 1 includes the following:

Subsurface exploration including two borings from the bridge deck through the bridge Abutment Nos. 2 and 3 (on either side of the bascule span) and extending into bedrock.

Field engineering services during the subsurface exploration.

Laboratory testing of materials encountered in the subsurface exploration.

Preparation of a Phase 1 geotechnical engineering report including:

o A description of the exploration and sampling methods, as well as logs of the test borings. Logs have been prepared using gINT software.

o Subsurface profiles.

o Down-hole imaging results.

o Petrographic analysis results.

October 2, 2015 Page 2 Schnabel Engineering Consultants, Inc.

o Bearing capacity of the bedrock and an evaluation of its suitability to support the abutment footings.

3.0 DESCRIPTION OF SITE AND PROPOSED CONSTRUCTION

3.1 Site Description

The Arlington Memorial Bridge spans the Potomac River between the Lincoln Memorial and the Arlington National Cemetery in Washington, DC. Phase 1 of the project included borings at Abutment Nos. 2 and 3 located on either side of the bascule span. The existing grade on the bridge deck at the bascule span is at about EL 45.

We obtained the site information from the contract drawings dated April 7, 1928, prepared by W.J.

Douglas Consulting Engineer, and through our site visits. A Vicinity Map is included as Figure 1.

3.2 Proposed Construction

We understand that the bridge is in need of rehabilitation and that the design of the rehabilitation is ongoing. We also understand from Eastern Federal Lands (EFL) that the rehabilitation will increase the bearing pressure of the bedrock below the bascule span abutments. The unfactored applied pressure on the bascule span abutments due to the existing dead load plus the live load is understood to be 10,000 psf at both abutments. The factored service load bearing pressure applied on the bascule span abutments is understood to be 13,000 psf at both abutments. However, the increase in the bearing pressure due to the proposed rehabilitation is not known at this time.

3.3 Regional Geology

Review of existing geologic data in our files including the Geologic Map of the Washington West Quadrangle, District of Columbia, Montgomery and Prince Georges Counties, Maryland, and Arlington and Fairfax Counties, Virginia by Anthony H. Fleming, Avery Ala Drake Jr., and Lucy McCartan and our subsurface exploration indicate that the site is generally underlain by alluvium deposits, Cretaceous age Potomac Group soils, and rock.

Alluvial deposits were accumulated by the deposition of sediment by flowing water and are located adjacent to and within the Potomac River. Potomac Group consists of a sequence of sediments deposited by streams. Geologic maps indicate that the rock is schistose gneiss: Hornblende gneiss.

4.0 SUBSURFACE EXPLORATION PROGRAM

We performed a subsurface exploration and field testing program to explore the subsurface conditions underlying the Abutment Nos. 2 and 3 and to evaluate the geotechnical properties of the materials encountered. This program included two test borings, down-hole imaging, and rock and concrete core laboratory testing. Exploration methods used are discussed below. The appendices to this report contain the results of our exploration.

October 2, 2015 Page 3 Schnabel Engineering Consultants, Inc.

4.1 Subsurface Exploration and Field Testing

4.1.1 Test Borings

Our subcontractor, Connelly and Associates, drilled two test borings under our observation between April 20 and May 5, 2015. Boring B-4 was drilling at Abutment No. 2 and Boring B-5 was drilled in Abutment No. 3 of the Arlington Memorial Bridge. Appendix A includes specific observations, remarks, and logs for the borings, classification criteria, drilling methods, and sampling protocols. Figure 2 indicates the approximate test boring locations. The core samples will be shipped to the Eastern Federal Lands Highway Division in Sevierville, Tennessee after our testing is completed.

4.1.2 In Situ Testing

In addition to concrete and rock coring in the test borings, down-hole imaging was performed. Our subcontractor, Hager-Richter Geoscience, Inc., (Hager-Richter) performed down-hole imaging (geophysical logging) at both locations on the site. The geophysical logging consisted of both optical televiewer (OTV) and acoustic televiewer (ATV) methods. The results of the geophysical logging are included in Appendix C as Hager-Richter’s report titled “Borehole Geophysical Logging Results,” dated June 2015.

Based on the geophysical logging discrete fractures are present at boring B-4 in the bedrock at and below the concrete-bedrock interface. The interface of the concrete and bedrock at boring B-5 appeared to contain large open fractures in the bedrock at and below the interface of the concrete and bed rock.

Bedrock structures detected in the OTV and ATV data are grouped into five categories (Fracture Rank 1, Fracture Rank 2, Fracture Rank 3, Fracture Rank 4, and Foliation/Veins) and are shown as color-coded lines and symbols on the structure projection plots and “tadpole” plots. Figure 1 of the Hager-Richter report, Key to Bedrock Structure Categories, describes the bedrock structure categories and associated colors and tadpole shapes. Figure 2, Tadpole Plot Explanation, included in the same report in Appendix C explains how to "read" the tadpole plots. The Fracture Rank 1 category consists of minor fractures that are not distinct and may not be continuous around the borehole. The Fracture Rank 2 category consists of intermediate fractures that are distinct and continuous around the borehole with little or no apparent aperture. The Fracture Rank 3 category consists of intermediate fractures that are distinct and continuous around the borehole with some apparent aperture. The Fracture Rank 4 category consists of major fractures that are distinct with continuous apparent aperture around the borehole. The Foliation/Veins category consists of planar geologic structures in the bedrock interpreted as foliation and veins.

Summary of Bedrock Structure Results

The bedrock structure orientations and statistics are plotted and reported on the bedrock structure statistics plots. Based on the televiewer (OTV & ATV) data from the logged boreholes, the most prominent orientation of bedrock fractures detected in the logged borehole is approximately parallel to the bedrock foliation. The bedrock structure statistics, number of bedrock fractures and foliation/veins detected in the logged boreholes and the most prominent orientations (dip azimuth and dip angle) of these bedrock fractures and foliation/veins, are summarized below.

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Boring Structure

Type Number of Structures

Most Prominent Dip Azimuths

Most Prominent Dip Angles

B-4 Fractures 73 west (255° - 270°) 30° - 65° from horizontal Foliation 13 west (255° - 270°) 40° - 55° from horizontal

B-5 Fractures 52 west (285° - 300°) 0° - 30° from horizontal Foliation 8 west (255° - 270°) 15° - 65° from horizontal

Concrete Abutment Comments

Cracks were identified in the concrete intersected by both boreholes based on the OTV and ATV image logs as reported on the borehole geophysical logs. In general, the concrete appears in the OTV and ATV image logs to be unfractured and free of significant weathering. The fractures were primarily hairline with little to no aperture and weathering at the surface of the boreholes.

The concrete and bedrock interface in borehole B-4 was detected at a depth of approximately 81.9 feet. The interface is near horizontal and is free of major weathering and significantly open bedrock fractures. There are a number of discrete hairline and partially open fractures at and below the interface from 81.9 feet to 83.5 feet.

The concrete and bedrock interface in borehole B-5 was detected at a depth of approximately 82.3 feet. The interface is moderately dipping and there are large open and weathered bedrock fractures at the interface from 82.3 feet to 83.1 feet. There are also large open and weathered bedrock fractures from

83.5 to 83.9 feet. However, as discussed in section 6.1.2, from samples recovered during drilling, we believe that stone and gravels were possible used for leveling the surface of the bedrock before pouring the concrete. Many types of gravel and various stones were found at the interface of the concrete and bedrock that did not resemble the bedrock and showed little to no signs of weathering.

Details of the down-hole imaging results are included in Appendix C.

5.0 LABORATORY TESTING

Our laboratory performed unconfined compression testing of concrete and rock samples obtained during the subsurface exploration. Petrographic analyses of selected samples were performed by our subcontractor, Lucideon. The test results for unconfined compression testing and petrographic analyses are included in Appendix D and Appendix E, respectively.

5.1 Concrete Testing

5.1.1 Compression Testing

We performed compression testing on 6 concrete specimens, 3 from each abutment, to evaluate the strength of the two concrete abutments at the site. The testing was done in accordance with ASTM C42.

The test results are presented in Appendix D and summarized in Table 1.

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5.1.2 Petrographic Analyses

Our subcontractor, Lucideon, performed petrographic analyses on 6 concrete samples, 3 from each abutment in accordance with ASTM C856. The test results are presented in Appendix E.

5.2 Rock Compressive Strength Testing

We performed unconfined compression testing on 6 rock core specimens, 3 from each abutment representing Stratum D to evaluate the strength of the rock encountered on site. The testing was done in accordance with ASTM D7012. The test results are presented in Appendix D and are summarized in Table 1.

October 2, 2015 Page 6 Schnabel Engineering Consultants, Inc.

Table 1. Summary of Rock and Concrete Properties

Location B-4, Abutment No. 2 on Memorial Bridge

B-5, Abutment No. 3 on Memorial Bridge

Eye St., Washington

Stations 35 to 96 (WMATA Metro

Borings)

Potomac River Station 96 to 127 (WMATA Metro borings)

Rosslyn Area Station 127 to 175 (WMATA Metro borings)

Principal Rock Type Hornblende gneiss Hornblende gneiss Schistose gneiss (Hornblende gneiss)

Schistose gneiss (Hornblende to V-25, Hornbelnd gneiss beyond V-25)

Schistose gneiss (Hornblende gneiss)

Structural Conditions Joint spacing <2 in.

in some areas, Several joints open

0.05 to 0.2 in.

Joint spacing <2 in.

in some areas, Several joints open

0.05 to 0.2 in.

Mod. Jointed, mod.

Weathered in upper

10' to 15'

Highly jointed, Stations 98 to 107, and at V-30. Relatively sound from 107 to 123

Weathered down to Elev. +40 in Rossyln Station

Median and Low Unconfined

Compressive Strength, p.s.i. (Rock)

Median: 6,599 Low: 4,899

Median: 11,336 Low: 7,234

Median: 4,100 Median: 5,300 (low strengths in V-20 to V-23)

Median: 8,100

Median and Low Compressive

Strength, p.s.i.

(Concrete)

Median: 7,520 Low: 6,570

Median: 7,450 Low: 5,560

Typical Elastic Modulus of elasticity, p.s.i.

-- -- 1 x 106 (single value)

8 x 106 8 x 106

Typical Moh's scale hardness

-- -- 3 3 (hornblende) 5 (hornblende - quartz)

7 (single value)

Typical total hardness -- -- 16 (single value) 94 109

RQD value (%), average and low average = 67, low = 35 average = 92.7 low = 88

-- 0 in V-21, 10 to 40 in V-23, average = 50

35 in V-31, 45 in V-32, average = 60

October 2, 2015 Page 7 Schnabel Engineering Consultants, Inc.

6.0 SITE GEOLOGY AND SUBSURFACE CONDITIONS

6.1 Generalized Subsurface Stratigraphy

During our exploration, we encountered the following stratigraphy based on the exploration and laboratory test data included in the appendices:

6.1.1 Bridge Deck

The bridge deck consisted of a 2 to 4 inches thick layer of asphalt overlying a 6 to 7 inches thick concrete deck. The concrete in the bridge deck for boring B-5, at Abutment No. 3, contained reinforcement at depths of about 2, 3.5, and 7 inches. There was also a horizontal crack in the concrete at a depth of about 3.5 inches which extended around about three-quarter of the core hole circumference. There was no reinforcing in the bridge deck core for boring B-4, at Abutment No. 2.

6.1.2 Stratum A: Abutment Concrete

Abutment concrete was encountered at a depth of 35 feet below the bridge deck surface to depths of 82.2 feet (Abutment No. 2) to 83.1 feet (Abutment No. 3) below the bridge deck. The concrete abutments were thought to be about 40 feet thick, however from the drilling information the abutments were determined to be about 47 to 48 feet thick. In boring B-5, Abutment No.3, there was also a layer of gravel and other stone about 3 to 4 inches thick that was encountered on top of the concrete-rock interface at a depth of

83.1 feet below the bridge deck. Photographs of the concrete cores are included in Appendix B.

6.1.3 Stratum B: Alluvial Soils

Alluvial soils were not encountered in borings B-4 or B-5.

6.1.4 Stratum C: Potomac Group

Potomac Group soils were not encountered in borings B-4 or B-5.

6.1.5 Stratum D: Hornblende Gneiss

Hornblende Gneiss was encountered in both borings below the concrete abutments and extends to the termination depths of the borings, 112.5 and 115 feet for borings B-4 and B-5, respectively. The rock cores encountered ranged from weak to strong, highly weathered to slightly weathered, highly fractured to moderately fractured, gray Hornblende Gneiss. Three highly weathered rock seams between 2 inches and 3 inches thick were encountered in test boring B-4 between about 83.5 ft to 99.5 feet below the top of the bridge deck. The rock core recoveries ranged from 97 to 100 percent. Rock Quality Designation (RQD) ranged from 35 to 97 percent. The rock was generally highly fractured near the rock surface and moderately fractured as the depth increased. Photographs of the cores are included in Appendix B.

October 2, 2015 Page 8 Schnabel Engineering Consultants, Inc.

6.2 Groundwater

Reliable groundwater levels could not be obtained during drilling because water was used for coring of the concrete and rock.

The test boring logs in Appendix A include water level observations obtained during our subsurface exploration. These data include depths to water levels recorded during drilling, upon drilling completion, and following completion of the boring.

We obtained long-term water level readings after completion of the boring in Boring B-4 at a depth of 42 ft below the bridge deck, (EL 3), which is approximately same as the river level at the site. The groundwater levels on the logs indicate our estimate of the hydrostatic water table at the time of our subsurface exploration. The final design should anticipate the fluctuation of the hydrostatic water table depending on variations in precipitation, surface runoff, pumping, tidal action, evaporation, leaking utilities, stream levels, and similar factors. We expect that the groundwater levels will reflect the river water levels.

7.0 FOUNDATION RECOMMENDATIONS

We based our geotechnical engineering analysis on the information developed from our subsurface exploration and laboratory testing, along with the project structural loading furnished to our office. We determined that the unfactored bearing pressure of 10,000 psf (for ASD) and the factored service load bearing pressure of 13,000 psf (for LRFD) at Abutment Nos. 2 and 3 of the bascule draw span should result in negligible settlement of the underlying rock. The down-hole imaging results indicate that there are large fractures and a large section of weathered rock at the concrete-bedrock interface at boring B-5.

However, our visual evaluation of the concrete and rock samples from the coring performed at boring B-5 indicates presence of gravel at the concrete-rock interface. This may be a result of some river gravel present at the bottom of the footing excavation or a thin layer of gravel possibly placed to create a level surface for concrete placement. Accordingly, it is our opinion that the weathered rock zone indicated on OTV and ATV logs at the concrete-rock interface is not representative of the actual rock quality. The following sections of the report present the results of our analyses for bearing capacity and settlement.

The calculations are included in Appendix F.

7.1 Rock Bearing Pressure Analysis

We used the 2002 AASHTO ASD Design Specifications as well as the 2010 AASHTO LRFD Design Specifications to evaluate the bearing capacity of the bedrock. Table 1, included in Section 5.2 of this report, summarizes the rock and concrete properties of borings B-4 and B-5 as well as the rock properties of borings that were completed for WMATA metro in the areas nearby.

Based on our calculations, both the concrete and rock meet and surpass the 10,000 psf (10 ksf) unfactored applied pressure (ASD) and the 13,000 psf (13 ksf) factored service load bearing pressure (LRFD) on the existing abutment of each bascule span. In addition, the ASD Design Specifications indicate that the allowable bearing pressure should not exceed the unconfined compressive strength of the rock or 0.595f’c (where f’c is the compressive strength of the concrete at 28 days). Using the 10 ksf for the allowable bearing pressure, the minimum compressive strength of the concrete that is needed is

October 2, 2015 Page 9 Schnabel Engineering Consultants, Inc.

117 psi. Since the concrete strength is more than one order of magnitude greater, the allowable bearing pressures will be governed by the rock properties rather than concrete.

7.2 Settlement Analysis

We estimated settlements of the bridge abutments using both ASD and LRFD methods.

Settlements were calculated for the existing shallow foundations supported on bedrock using the 2002 AASHTO ASD Design Specifications. An unfactored applied pressure on the bascule span of 10 ksf provided by Eastern Federal Lands Highway Division (EFL) was used. The dimensions of the footing were estimated to be 60 by 100 feet from the contract drawings dated April 7, 1928, prepared by W.J.

Douglas Consulting Engineer. Based on the calculations, the settlements under the existing 10 ksf pressures are estimated not exceed 0.1 inches.

Settlements were also estimated for the existing shallow foundations supported on bedrock using the 2010 AASHTO LRFD Bridge Design Specifications – Fifth Edition. A factored service load bearing pressure on the bascule span of 13 ksf provided by EFL was used. The dimensions of the footing were estimated to be 60 by 100 feet from the contract drawings dated April 7, 1928, prepared by W.J. Douglas Consulting Engineer and provided by EFL. Based on our calculations, the settlements at the two abutments under the factored service load bearing pressure of 13 ksf are estimated not exceed 0.2 inches.

We have estimated additional settlement due to the new loads after rehabilitation is completed. Since the new loads are not known, the anticipated additional settlements are presented in terms of percentage increase in existing loads.

7.3 Summary of Calculations

The results of our calculations for bearing capacity and settlements are summarized in Tables 2A and 2B, below:

Table 2A: Summary of ASD Calculation Results

Test Boring/ Abutment No.

Service Load Bearing Pressure

(ksf)

Allowable Bearing Capacity

(ksf)

Estimated Settlement Due to 10 ksf Bearing

Pressure (inches)

Additional Settlement Due to Increased Load (in.)

25% 50% 75%

B-4/ Abutment No. 2

10 19

0.10 0.025 0.050 0.075

B-5/ Abutment No. 3

10 28

October 2, 2015 Page 10 Schnabel Engineering Consultants, Inc.

Table 2B: Summary of LRFD Calculation Results

Test Boring/ Abutment No.

Factored Load Bearing Pressure

(ksf) Factored Bearing Resistance (ksf)

Estimated Settlement Due to 13 ksf Service

Load Bearing Pressure (inches)

Additional Settlement Due to Increased Service

Load (in.)

25% 50% 75%

B-4/ Abutment No. 2

13 32 0.19 0.041 0.088 0.134

B-5/ Abutment No. 3

13 48 0.12 0.035 0.065 0.096

As seen from the above tables, the maximum additional settlement, even with a 75 percent increase in load is expected to be on the order of 0.1 inches. Therefore, it is our opinion that the anticipated additional settlements of the abutments should be acceptable.

8.0 LIMITATIONS

We based the analyses and recommendations submitted in this report on the information revealed by our exploration.

This report has been prepared to aid in the evaluation of this site and to assist in the design of the project.

It is intended for use concerning this specific project. We based our recommendations on information on the site and proposed construction as described in this report. Substantial changes in loads, locations, or grades should be brought to our attention so we can modify our recommendations as needed. We would appreciate an opportunity to review the plans and specifications as they pertain to the recommendations contained in this report, and to submit our comments to you based on this review.

We have endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report, or other instrument of service.

October 2, 2015 Schnabel Engineering Consultants, Inc.

FIGURES

Figure 1: Site Vicinity Map Figure 2: Test Boring Location Plan (1 sheet) Figure 3: Subsurface Cross Sections (1 sheet)

³ ar cg is

6/ 4/

T hi s M ap w as C re at ed In

S ch na be l E ng in ee rin gs

S ite

V ic in ity

M ap

A pp lic at io n

NOT TO SCALE

PROJECT NO. 14615006.01

SITE VICINITY

MAP

FIGURE 1

ARLINGTON MEMORIAL BRIDGE PROJECT GWMP 11(4)

PHASE 1 (BASCULE SPAN ABUTMENTS)

WASHINGTON, DC

Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community Sources: Esri, HERE, DeLorme, USGS, Intermap, increment P Corp., NRCAN, Esri Japan, METI, Esri China (Hong Kong), Esri (Thailand), TomTom, MapmyIndia, © OpenStreetMap contributors, © Schnabel Engineering, 2015. All Rights Reserved.

ARLINGTON MEMORIAL BRIDGE PROJECT GWMP 11(4)

PHASE 1 (BASCULE SPAN ABUTMENTS)

Washington, DC

PROJECT 14615006.01 FIGURE 2

© Schnabel Engineering 2015 All Rights Reserved

TEST BORING LOCATION PLAN

LEGEND

- APPROXIMATE TEST BORING LOCATION

Note: B-5 is located on the west end of the bascule span at the same location as B-4 (Not shown on this plan).

Plan is symmetrical about the center line of the span.

2'

108'

2'3" 2'3"

Curb line

28'

2' B-4 A'A

-70

-60

-50

-40

-30

-20

-10

0 20 40 60 80 100 120 140 160 180 200 220 240

-70

-60

-50

-40

-30

-20

-10

GNEISS

GNEISS

SCALE:

VERTICAL 1" = 18'

HORIZONTAL 1" = 19'

PROJECT NO. 14615006.01

FIGURE 3

TEST BORING

CROSS SECTION A-A Arlington Memorial Bridge Project GWMP 11(4)

Phase 1 (Bascule Span Abutments) Subsurface Exploration Memorial Bridge

Asphalt Concrete Gneiss

E

LE

V A

TI

O

N (f t)

HORIZONTAL DISTANCE (ft)

A A'

REC=98%

REC=100%

REC=100%

REC=95%

REC=100%

REC=81%

REC=100%

REC=98%

REC=100%

REC=100%

REC=100%

RQD=52%

REC=100%

RQD=93%

REC=100%

RQD=35%

REC=100%

RQD=75%

REC=100%

RQD=77%

REC=100%

RQD=72%

A

D

B-4

REC=100%

REC=100%

REC=100%

REC=100%

REC=100%

REC=100%

REC=100%

REC=100%

REC=97%

REC=95%

REC=100%

RQD=92%

REC=100%

RQD=94%

REC=100%

RQD=88%

REC=100%

RQD=92%

REC=100%

RQD=93%

REC=100%

RQD=97%

A

D

B-5

APPENDIX A

SUBSURFACE EXPLORATION DATA

Subsurface Exploration Procedures (1 sheet) General Notes for Subsurface Exploration Logs (1 sheet) Descriptive Criteria for Rock Core Logging (1 sheet) Supplemental Rock Descriptive Terms (2 sheets) Boring Logs, B-4 and B-5 (4 sheets)

SUBSURFACE EXPLORATION PROCEDURES

Rock Core Drilling

The drillers core drilled rock using special core bits set with carbide steel or diamond, depending upon the rock texture. The bit was fitted onto a double-tube, swivel-type core barrel in which an exterior tube and bit rotate, and an interior barrel remains stationary to receive the rock core. Drillers circulated water between the barrels and across the bit face to provide cooling and to flush away cuttings. The size of bits is indicated on individual boring logs.

The length of rock core recovered expressed as a percentage of the total length cored is shown on the logs. Rock Quality Designation (RQD) is also given for rock core drilled with NX-size core drilling equipment. RQD is defined as the total length of NX-size rock fragments recovered which are greater than 4 inches in length, discounting drilling breaks, expressed as a percentage of the total length cored.

RQD is preferred to core recovery as a measure of engineering characteristics of rock.

Boring Locations and Elevations

Boring locations were located by measuring about 28 feet from the curb of the sidewalk on the bridge and about 110.7 feet from the centerline of the bascule span towards the end of the bridge on both side. The approximate boring locations are shown on Figure 2. Ground surface elevations at the boring locations were obtained from the contract drawings dated April 7, 1928, prepared by W.J. Douglas Consulting Engineer and are indicated on the boring logs. Locations and elevations should be considered no more accurate than the methods used to determine them.

GENERAL NOTES FOR

SUBSURFACE EXPLORATION LOGS

1. Numbers in sampling data column next to Standard Penetration Test (SPT) symbols indicate blows required to drive a 2-inch O.D., 1⅜-inch I.D. sampling spoon 6 inches using a 140 pound hammer falling 30 inches. The Standard Penetration Test (SPT) N value is the number of blows required to drive the sampler 12 inches, after a 6 inch seating interval. The Standard Penetration Test is performed in general accordance with ASTM D1586.

2. Visual classification of soil is in accordance with terminology set forth in “Identification of Soil.”

The ASTM D2487 group symbols (e.g., CL) shown in the classification column are based on visual observations.

3. Estimated water levels indicated on the logs are only estimates from available data and may vary with precipitation, porosity of the soil, site topography, and other factors.

4. Refusal at the surface of rock, boulder, or other obstruction is defined as an SPT resistance of 50 blows for 1 inch or less of penetration.

5. The logs and related information depict subsurface conditions only at the specific locations and at the particular time when drilled or excavated. Soil conditions at other locations may differ from conditions occurring at these locations. Also, the passage of time may result in a change in the subsurface soil and water level conditions at the subsurface exploration location.

6. The stratification lines represent the approximate boundary between soil and rock types as obtained from the subsurface exploration. Some variation may also be expected vertically between samples taken. The soil profile, water level observations and penetration resistances presented on these logs have been made with reasonable care and accuracy and must be considered only an approximate representation of subsurface conditions to be encountered at the particular location.

7. Key to symbols and abbreviations:

S-1, SPT Sample No., Standard Penetration Test 5+10+1 Number of blows in each 6-inch increment

Run #1, CORE Core No., Rock Core Run = 5.0 ft Run length in feet REC = 60", 100% Recovery in inches, Percent Recovery RQD = 60", 100% RQD in inches, Percent RQD

DESCRIPTIVE CRITERIA FOR ROCK CORE LOGGING

Rock is defined as natural subsurface material yielding SPT blow counts of N ≥ 100/2 inches (Martin, 1977). Rock descriptions may include the following descriptive elements, as applicable, generally in the order indicated. Supplemental descriptors may also be used, depending on project performance objectives and available information.

ROCK TYPE, strength, weathering, fracturing, color, recovery, RQD

Rock Type General terms are used following the NRCS (2001) rock type classification chart based on visual identification. Some of the NRCS rock types common to our geographic area of practice are listed below. Mineralogical modifiers may be added where they help define distinct units (e.g., Garnet-Muscovite Schist).

Sedimentary: Conglomerate, Sandstone, Mudstone, Siltstone, Claystone, Shale, Limestone, Dolomite, Coal, Chert Igneous: Pegmatite, Granite, Diorite, Gabbro, Diabase, Rhyolite, Monzonite, Andesite, Basalt Metamorphic: Gneiss, Schist, Phyllite, Slate, Quartzite, Marble, Amphibolite, Hornfels

Strength (modified from Hoek, 2001) The estimated Uniaxial Compressive Strength associated with each rock strength term is based on the field strength index test for intact rock samples as follows.

• Extremely Strong >36,000 psi Specimen can only be chipped with a geological hammer.

• Very Strong 15,000 - 36,000 psi Specimen requires many blows of a geological hammer to fracture it.

• Strong 7,500 - 15,000 psi Specimen requires more than one blow of a geological hammer to fracture it.

• Medium Strong 3,500 - 7,500 psi Specimen cannot be peeled with a pocket knife; can be fractured with one blow from a geological hammer.

• Weak 700 - 3,500 psi Specimen can be peeled with a pocket knife with difficulty; shallow indentation made by firm blow with point of a geological hammer.

• Very Weak 150 - 700 psi Material crumbles under firm blows with point of a geological hammer; can be peeled with a pocket knife.

Weathering (modified from ACOE, 1994; and USBR, 2001)

• Fresh Mineral crystals appear bright and show no discoloration. Fractures show little or no staining on their surfaces. Discoloration does not extend into intact rock.

• Slightly Weathered Rock is generally fresh except along fractures. Some fractures are stained and discoloration may extend up to

0.5 inches into rock.

• Moderately Weathered Significant portions of rock appear dull and discolored. Rock may be significantly weaker than in its fresh state near fractures. Soil zones of limited extent may occur along some fractures.

• Highly Weathered Rock appears dull and discolored throughout. Majority of rock mass is significantly weaker than in its fresh state. Isolated zones of stronger rock and/or soil may occur throughout.

• Severely Weathered Significant portions of rock mass essentially weathered to soil. Rock fabric may still be discernable (i.e., saprolite). Isolated zones of stronger rock may occur locally. Quartz may be present as hard, fractured dikes or veins.

Fracturing (from ACOE, 1994)

Very Slightly Fractured > 6.5 ft Slightly Fractured 2 ft - 6.5 ft Moderately Fractured 8 in - 2 ft Highly Fractured 2.5 in - 8 in Intensely Fractured < 2.5 in

Color (from Munsell Color System; and GSA, 1995) Color descriptions include a primary color and up to two shade or secondary color modifiers, and may also include a color pattern term to define the relationship between multiple colors.

Shade: Light, Dark Secondary: Blackish, Brownish, Grayish, Greenish, Reddish, Yellowish, Orangeish Primary: Black, Brown, Gray, Green, Red, Yellow, Orange, White Pattern: and, to, with mottles of, with speckles of, with streaks of, with bands of

Recovery is defined as the total length of recovered core in a core run divided by the total length of the core run, times 100 percent. A core run may be any depth interval of concern. Only natural fractures are considered for determining the length of core pieces.

Mechanical breaks formed during or after coring do not count against the length determination. The length of recovered core pieces is measured along the core axis, between fracture midpoints.

RQD (ASTM D6032, Deere & Deere, 1988, 1989) is defined as the total length of core pieces at least four inches long recovered from a core run divided by the total length of the core run, times 100 percent. A core run may be any depth interval of concern. Only natural fractures are considered for determining the length of core pieces. Mechanical breaks formed during or after coring do not count against the length determination. The length of recovered core pieces should be measured along the core axis, between fracture midpoints. Core pieces that are highly to severely weathered, very weak, or contain numerous pores should not count toward RQD.

SUPPLEMENTAL ROCK DESCRIPTIVE TERMS

In addition to the basic rock descriptive elements provided on the preceding Descriptive Criteria for Rock Core Logging sheet, rock descriptions may include the following supplemental descriptive elements depending on project performance objectives and available information.

Bedding Thickness & Inclination Bedding is defined as the layered arrangement of sediment deposits in sedimentary rock.

Bedding thickness is the average perpendicular distance between bedding surfaces. Bedding thickness intervals follow Bieniawski (1989). Inclination is measured in degrees from a plane perpendicular to the core axis (see Inclination Measurement Figure shown below).

Very Thickly Bedded > 6.5 ft Thickly Bedded 2 ft - 6.5 ft Medium Bedded 8 in - 2 ft Thinly Bedded 2.5 in - 8 in Very Thinly Bedded < 2.5 in

Foliation Character & Inclination Foliation is defined as the planar arrangement of textural features in metamorphic rock. Inclination is measured in degrees from a plane perpendicular to the core axis (see Inclination Measurement Figure).

Strongly Foliated Foliation is easily discernable throughout.

Moderately Foliated Foliation is discernable with some difficulty.

Poorly Foliated Foliation is generally not discernable.

Fracture Set Data Individual fractures or fracture sets may be characterized by the following descriptive elements, when applicable and discernable: fracture type, inclination (as per Inclination Measurement Figure above), average spacing, roughness and infilling condition. An example fracture set data description for an individual stratum is: 4 joints at 80-90°, moderately spaced, slightly rough, with spotty iron staining and partially filled with pyrite. If fractures are rare, they can be described individually by listing the depth, followed by the descriptive terms in this section.

FRACTURE TYPE

Fracture Any natural break in rock; ‘Fracture’ is the general term used for individual breaks that do not fall into any of the following fracture-type categories

Joint A relatively planar fracture without shear displacement; occurs with other similarly oriented joints generally at regularly spaced intervals

Shear A fracture along which differential movement has taken place parallel to the surface (i.e., shear displacement) sufficient to produce slickensides or polishing

Fault A major fracture along which there has been appreciable shear displacement accompanied by gouge and/or a severely fractured zone

Bedding Fracture A fracture along a bedding plane Foliation Fracture A fracture along a foliation plane Vein Fracture A fracture along the contact of an intrusive vein

Average Spacing (NRCS, 2001)

Very Widely Spaced > 6.5 ft Widely Spaced 2 ft - 6.5 ft Moderately Spaced 8 in - 2 ft Closely Spaced 2.5 in - 8 in Very Closely Spaced < 2.5 in

Roughness (Bieniawski, 1989)

Very Rough Rough Slightly rough Smooth Slickensided

Infilling Condition Coverage Type Spotty Filling of (≤ 50% coverage) Calcite Partially Filled with (50 to 100% coverage) Chlorite Filled with (100% coverage) Clay Gypsum Iron Staining Manganese Mica Pyrite Quartz Talc

Inclination Measurement Figure

Fracture Spacing

Inclination

- Most surface asperities extend > 2 mm from the average planar surface.

- Most surface asperities extend 0.5 to 2 mm from the average planar surface.

- Most surface asperities extend < 0.5 mm from the average planar surface.

- Generally smooth to touch with few surface asperities.

- Infilling material contains slickensides.

References for Rock Descriptive Terms:

ASTM D6032, Standard Test Method For Determining Rock Quality Designation of Rock Core

Banks, B.K. (2005). Material Unit-Based Rock Core Logging for Geotechnical Applications. GeoFrontiers

Proceedings

Bieniawski, Z.T. (1989). Engineering Rock Mass Classifications. New York: Wiley

Deere, D.U. and Deere, D.W. (1988). “The Rock Quality Designation (RQD) Index in Practice,” Rock

Classification Systems for Engineering Purposes, ASTM STP 984, Louis Kirkaldie, Ed., ASTM,

pp. 91-101

Deere, D.U. and Deere, D.W. (1989). Rock Quality Designation (RQD) After Twenty Years, US Army

Waterways Experiment Station, Contract Report GL-89-1Geological Society of America, 1995, Rock-Color Chart

Hoek, E., Rock Engineering (Course Notes). (2001).

http://www.rocscience.com/hoek/PracticalRockEngineering.asp

Martin, Ray E. (1977). Estimating Foundation Settlements in Residual Soils. Journal of the Geotechnical

Engineering Division, ASCE. Vol 103. No GT3. Proc. Paper 12806, pp. 197-212

Munsell Color System

U.S. Army Corps of Engineers. (1994). Engineer Manual 1110-1-2908

USBR Engineering Geology Field Manual. (2001). http://www.usbr.gov/pmts/geology/

USDA, NRCS. (2001). National Engineering Handbook, Part 628 Dams, Field Procedures Guide for the

Headcut Erodibility Index, http://www.info.usda.gov/CED/ftp/CED/neh628-ch52.pdf

A

44.7 44.2

10.0

0.3 0.8

35.0

R-1, CORE

Run = 4.5 ft

REC=53", 98%

R-2, CORE

Run = 5.0 ft

REC=60", 100%

R-3, CORE

Run = 5.0 ft

REC=60", 100%

Asphalt; Asphalt = 4-inches Concrete; Concrete = 6-inches Air

Concrete

Change: Concrete shows signs of poor condition below 47 ft to 47.3 ft

Top of Abutment Casing set 5.5 feet into concrete abutment Concrete jammed inside core after 2.5 feet in Run 1

Encountered

Completion

Casing Pulled

Long Term Reading

4/29

4/29

4/29

5/5

3:30 AM

3:59 AM

11:35 AM

35.0'

35.0'

42.0'

112.5'

112.5'

Schnabel Representative: E. Evans

Total Depth: 112.5 ft

Method: NX, NQ Double Barrel

Equipment: CME-55LC (Track)

Ground Surface Elevation: 45± (ft)

Contractor: Connelly and Associates, Inc.

Frederick, Maryland

Contractor Foreman: J. Leatherman

Hammer Type:

Dates Started: 4/20/15 Finished: 4/29/15

Date CavedDepthTime Casing Groundwater Observations

STRA

TUMSYMBOL

Contract Number: 14615006.01 Sheet: 1 of 2

SAMPLING

DEPTH

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

Boring Number:

DATA

B-4Arlington Memorial Bridge Project GWMP 11(4) - Phase 1 (Bascule Span Abutments) Subsurface Exploration Memorial Bridge Washington, D.C.

MATERIAL DESCRIPTION

Project:

REMARKS

TE

S

T B

O R

IN

G

L O

G ; P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R A

R Y

_2

5_

_1 1.

G

LB

; P rin t:9 /2

9/

(continued)

DRK

-37.2

-67.5

82.2

112.5 Bottom of Boring at 112.5 ft.

Boring flush with water to prepare for televiewer logging

R-4, CORE

Run = 5.0 ft

REC=57", 95%

R-5, CORE

Run = 5.0 ft

REC=60", 100%

R-6, CORE

Run = 3.0 ft

REC=29", 81%

R-7, CORE

Run = 5.0 ft

REC=60", 100%

R-8, CORE

Run = 5.0 ft

REC=58.5", 98%

R-9, CORE

Run = 5.0 ft

REC=60", 100%

R-10, CORE

Run = 5.0 ft

REC=60", 100%

R-11, CORE

Run = 5.0 ft

REC=60", 100%

RQD=31", 52%

R-12, CORE

Run = 5.0 ft

REC=60", 100%

RQD=56", 93%

R-13, CORE

Run = 5.0 ft

REC=60", 100%

RQD=21", 35%

R-14, CORE

Run = 5.0 ft

REC=60", 100%

RQD=45", 75%

R-15, CORE

Run = 5.0 ft

REC=60", 100%

RQD=46", 77%

R-16, CORE

Run = 5.0 ft

REC=60", 100%

RQD=43", 72%

Concrete (continued)

Change: Contains several air voids

0.01 to 0.03 ft in diameter Fracture possibly due to age of concrete at about depth of 58 ft

Change: Air voids present 0.01 to 0.03 ft in diameter

GNEISS, weak, highly weathered, highly fractured (2.5 - 8 in), gray Change: highly weathered seam 3" thick from 83.5 to 83.75 ft

Change: medium strong, slightly weathered, moderately fractured (8 in - 2 ft)

Change: highly fractured (2.5 - 8 in) Change: highly weathered seam 2" thick from 93.2 to 93.4 ft

Change: moderately fractured (8 in - 2 ft) Change: highly weathered seam 2" thick from 99.35 to 99.55 ft

Recovery loss may be due to excess core in other runs and some washout Slower to drill

Slower to drill

Nail was found between concrete and rock samples Hornblende Gneiss

STRA

TUMSYMBOL

Contract Number: 14615006.01 Sheet: 2 of 2

SAMPLING

DEPTH

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

Boring Number:

DATA

B-4Arlington Memorial Bridge Project GWMP 11(4)- Phase 1 (Bascule Span Abutments) Subsurface Exploration Memorial Bridge Washington, D.C.

MATERIAL DESCRIPTION

Project:

REMARKS

TE

S

T B

O R

IN

G

L O

G ; P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R A

R Y

_2

5_

_1 1.

G

LB

; P rin t:9 /2

9/

44.8 44.3

10.0

0.2 0.8

35.0

R-1, CORE

Run = 5.0 ft

REC=60", 100%

R-2, CORE

Run = 5.0 ft

REC=60", 100%

R-3, CORE

Run = 5.0 ft

REC=60", 100%

Asphalt; Asphalt = 2-inches Concrete; Concrete = 7-inches, reinforcement at 2-inches, 3.5-inches, and 7-inches; Crack in concrete 3.5-inches down through about 3/4 feet of hole Air

Concrete; Visible air voids 0.01 to 0.03 ft in diameter

Change: Seam in concrete, fine sand present around concrete below 42 ft

Change: Seam in concrete from about 48 ft to 48.1 ft

Bridge Deck

Top of Abutment

Rods dropped slightly at 42 feet

Encountered

Completion

Casing Pulled

Short Term Reading

5/5

5/5

5/5

5/5

3:00 AM

3:30 AM

12:00 PM

35.0'

35.0'

41.7'

114.9'

114.9'

Schnabel Representative: E. Evans

Total Depth: 115.0 ft

Method: NX, NQ Double Barrel

Equipment: CME-55LC (Track)

Ground Surface Elevation: 45± (ft)

Contractor: Connelly and Associates, Inc.

Frederick, Maryland

Contractor Foreman: J. Leatherman

Hammer Type:

Dates Started: 4/29/15 Finished: 5/5/15

Date CavedDepthTime Casing Groundwater Observations

STRA

TUMSYMBOL

Contract Number: 14615006.01 Sheet: 1 of 2

SAMPLING

DEPTH

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

Boring Number:

DATA

B-5Arlington Memorial Bridge Project GWMP 11(4)- Phase 1 (Bascule Span Abutments) Subsurface Exploration Memorial Bridge Washington, D.C.

MATERIAL DESCRIPTION

Project:

REMARKS

TE

S

T B

O R

IN

G

L O

G ; P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R A

R Y

_2

5_

_1 1.

G

LB

; P rin t:9 /2

9/

(continued)

DRK

-38.1

-70.0

83.1

115.0 Bottom of Boring at 115.0 ft.

Boring flushed with clean water and left open for televiewers

R-4, CORE

Run = 5.0 ft

REC=60", 100%

R-5, CORE

Run = 5.0 ft

REC=60", 100%

R-6, CORE

Run = 5.0 ft

REC=60", 100%

R-7, CORE

Run = 5.0 ft

REC=60", 100%

R-8, CORE

Run = 5.0 ft

REC=60", 100%

R-9, CORE

Run = 5.0 ft

REC=58", 97%

R-10, CORE

Run = 5.0 ft

REC=57", 95%

R-11, CORE

Run = 5.0 ft

REC=60", 100%

RQD=55", 92%

R-12, CORE

Run = 5.0 ft

REC=60", 100%

RQD=56.5", 94%

R-13, CORE

Run = 5.0 ft

REC=60", 100%

RQD=53", 88%

R-14, CORE

Run = 5.0 ft

REC=60", 100%

RQD=55", 92%

R-15, CORE

Run = 5.0 ft

REC=60", 100%

RQD=56", 93%

R-16, CORE

Run = 5.0 ft

REC=60", 100%

RQD=58", 97%

Concrete; Visible air voids 0.01 to 0.03 ft in diameter (continued)

Change: Silt seam present from 58.85 to about 59.15 ft

GNEISS, medium strong, moderately weathered, highly fractured (2.5 - 8 in), gray Change: slightly weathered, moderately fractured (8 in - 2 ft)

Change: strong

Various types of gravel and stone layer of about 3 to 4 inches found between the concrete-bedrock interface from about 82.8 to

83.1 ft Rods dropped during drilling around 83 feet Hornblende Gneiss

Recovery maybe a portion following run

STRA

TUMSYMBOL

Contract Number: 14615006.01 Sheet: 2 of 2

SAMPLING

DEPTH

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

Boring Number:

DATA

B-5Arlington Memorial Bridge Project GWMP 11(4)- Phase 1 (Bascule Span Abutments) Subsurface Exploration Memorial Bridge Washington, D.C.

MATERIAL DESCRIPTION

Project:

REMARKS

TE

S

T B

O R

IN

G

L O

G ; P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R A

R Y

_2

5_

_1 1.

G

LB

; P rin t:9 /2

9/

APPENDIX B

CORE PHOTOS

B-4 Core Photographs (3 sheets) B-5 Core Photographs (3 sheets) rlington M em orial B ridge P roject G

W M

P 11(4)

P hase 1 (B ascule S pan A butm ents)

W ashington, D

C

P R

O

JE

C T N

O . 14615006.01

P H

O

TO

G R

AP

H

#092431&

095815 B-4

COMMENTS:

Top photograph: B-4 Concrete Cores, Runs 1-4: Depth 35.0 to 54.5 Bottom photograph: B-4 Concrete Cores, Runs 5-8: Depths 54.5 to 59.5 Photo Taken: 5/07/2015 File: Box 1_20150507_092431.jpg & Box 2_20150507_095815.jpg em orial B ridge P roject G

W M

P 11(4)

P hase 1 (B ascule S pan A butm ents)

W

O

JE

C T N

O . 14615006.01

P H

O

TO

G R

AP

#090402 &

094528

COMMENTS:

Top photograph: B-4 Concrete and Rock Cores, Runs 9-11: Depth 72.5 to 87.5 Bottom photograph: B-4 Rock Cores, Runs 12-14: Depth 87.5 to 102.5 Photo Taken: 5/07/2015 File: Box 3_20150507_090402.jpg & Box 4_20150507_094528.jpg em orial B ridge P roject G

W M

P 11(4)

P hase 1 (B ascule S pan A butm ents)

W

O

JE

C T N

O . 14615006.01

COMMENTS:

Photograph: B-4 Rock Cores, Runs 15-16: Depth 102.5 to 112.5

Photo Taken: 5/07/2015 File: Box 5_20150507_093515.jpg

P H

O

TO

G R

AP

H

#093515 em orial B ridge P roject G

W M

P 11(4)

P hase 1 (B ascule S pan A butm ents)

W

O

JE

C T N

O . 14615006.01

P H

O

TO

G R

AP

#161838 &

155753

COMMENTS:

Top photograph: B-5 Concrete Cores, Runs 1-3: Depth 35.0 to 50.0 Bottom photograph: B-5 Concrete Cores, Runs 4-6: Depth 50.0 to 65.0 Photo Taken: 05/07/2015 B-5 Box 1_20150507_161939.jpg & Box 2_20150507_155753.jpg em orial B ridge P roject G

W M

P 11(4)

P hase 1 (B ascule S pan A butm ents)

W

O

JE

C T N

O . 14615006.01

P H

O

TO

G R

AP

#160133 &

153932

COMMENTS:

Top photograph: B-5 Concrete Cores, Runs 7-9: Depth 65.0 to 80.0 Bottom photograph: B-5 Rock Cores, Runs 10-12: Depth 80.0 to 95.0 Photo Taken: 05/07/2015 Box 3_20150507_160133.jpg & Box 4_20150507_153932.jpg em orial B ridge P roject G

W M

P 11(4)

P hase 1 (B ascule S pan A butm ents)

W

O

JE

C T N

O .