Memorandum...Boston, MA 02116 USA 1.617.242.9222 Fax 1.617.242.9824 1 Memorandum Date September 26, 2019 To State of Vermont Agency of Transportation (VTrans) From Jacobs Engineering

120 St. James AvenueBoston, MA 02116 USA1.617.242.9222 Fax 1.617.242.9824

1

Memorandum

Date September 26, 2019

To State of Vermont Agency of Transportation (VTrans)

From Jacobs Engineering Group, Inc. (Jacobs)

Subject Geotechnical Recommendations for Bridge No. 522 Rehabilitation- Bridge over Wells River and US 302, Newbury, Vermont

This memorandum presents Jacobs geotechnical recommendations for the proposed rehabilitation work forBridge No. 522 over the Wells River and US 302 in Newbury, Vermont.

During bridge inspection, Jacobs found the existing bridge transfers the train braking loads to both abutments.The existing abutments appear to be concrete gravity type supported on shallow foundations and may nothave the capacity to withstand the longitudinal braking load. A conceptual design to minimize the brakingload transfer to the abutments includes a longitudinal restraint system composed of steel struts and piles.Steel piles will be installed approximately 11 feet behind the existing abutments, and steel struts will be usedto connect the top of the new piles to the ends of existing bridge girders.

Design recommendations presented in this memorandum are based on subsurface explorations data presentedin Geotechnical Data Report dated 9/10/2019 by Terracon (herein referred to as GDR and is attached asAppendix A). Refer to the GDR for discussions on site condition, project description and geotechnicalcharacterization.

SUBSURFACE CONDITIONS

Per GDR, two test borings (B-101 and B-102) were performed at the bridge site. Boring B-101 wasperformed behind the south abutment and Boring B-102 was performed behind the north abutment.

After reviewing the boring information, Jacobs agrees the subsurface condition generalized in the GDR tableunder Section “Geotechnical Characterization” is applicable for the south abutment. However, at the northabutment the site soils are significantly different from those at the south abutment.

The following soil profiles shown in Tables 1 and 2 are recommended for design at each abutment. Note therail ballast layer is neglected in the design.

Table 1 - South Abutment Soil Profile (Based on B-101)

StratumApproximate Depth

to Bottom of Stratum(feet)

Material Description Relative Density

Fill 20 Sand and Gravel Dense to Very DenseNatural Soil deeper than 42 Sand and Gravel Dense to Very Dense

Memorandum(Continued)Page 2 of 5

2

Table 2 - North Abutment Soil Profile (Based on B-102)

Per GDR, groundwater was encountered in Boring B-101 at about 18.5 to 19 feet below existing grade andwas not encountered in Boring B-102. For design analysis, we assumed groundwater at 18 feet belowexisting grade.

GEOTECHNICAL ANALYSIS AND DESIGN RECOMMENDATIONS

Pile Lateral Analysis

Pile lateral analyses were performed using LPILE software by Ensoft Inc. Lateral loads of 50 kips and 40.75kips were applied to the top of the pile at the south abutment and the north abutment, respectively, to simulatethe lateral braking load transferred from the bridge girder. The following soil parameters were used in theLPILE analyses:

Table 3 - Soil Parameters used in LPILE Analyses (South Abutment)

Table 4 - Soil Parameters used in LPILE Analyses (North Abutment)

Pile sizes and lengths were selected to limit the pile top deformation to be no more than about 1.0 inch. Theresults from the LPILE analyses are summarized in Table 5 below. These pile sizes and lengths arerecommended for the longitudinal restraint system.

Table 5 - LPILE Analyses Results

Abutment Pile Size Length (feet)Maximum PileTop Deflection

(inches)South HP14x117 25 0.94North HP14x117 35 1.05

StratumApproximate Depth to

Bottom of Stratum(feet)

Material Description Relative Density

Fill 24 Silt Loose to MediumDense

Alluvial deeper than 51 Silt and Sand Loose to MediumDense

Stratum p-y CurveType

Depth Below Topof Pile (feet)

Effective UnitWeight (pcf)

Friction Angle(deg)

Fill (dry) Sand (Reese) 0 – 18 125 35Fill and Natural Soil

(Saturated) Sand (Reese) 18 – 80 62.6 34

Stratum p-y CurveType

Depth Below Topof Pile (feet)

Effective UnitWeight (pcf)

Friction Angle(deg)

Fill (dry) Sand (Reese) 0 – 18 115 30Fill and Alluvial

(Saturated) Sand (Reese) 18 – 80 52.6 29


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Refer to Appendix B for detailed LPILE analysis results.

Analysis of Lateral Pressures on Abutment Wall

Our study included an analysis of the magnitude and effect of additional lateral pressures on the walls of thebridge abutments under the following two conditions:

1) Locomotive and cars approaching the bridge and located directly behind the abutment wall.2) Braking forces applied while the train locomotive and cars travel over the bridge structure.

In Condition 1), the additional lateral pressure on the abutment walls result directly from the train’s live loadsurcharge. In Condition 2), the additional lateral pressures on the abutment walls result from the soil’sreaction to the lateral deflection of the longitudinal restraint system piles when the piles are subjected to thetrain’s braking forces.

Our analysis shows the additional lateral pressures on the abutment walls that result from Condition 2) are nogreater than the pressures that result from Condition 1). As the abutments presently support Condition 1)pressures with no apparent sign of distress, in our opinion they do not need special reinforcement for supportof lateral pressures under Condition 2), provided that the piles of the longitudinal restraint system areinstalled no closer than 11 feet, measured from the retained side face of each abutment wall.

Refer to Appendix C for detailed analysis.

CONSTRUCTION CONSIDERATIONS

Pile Installation

Due to site accessibility, it is not feasible to drive the piles with crane, leads and hammer. The followingpile installation methods are recommended based on site access and subsurface conditions.

South Abutment: The top 25 feet of existing soil is very dense with SPT N-values generally more than 50blows per foot (bpf). The site soil may not be penetrated through using a vibratory pile driver. Therefore,we recommend that the proposed 25 feet long HP14x117 pile be installed in a 2-ft diameter drilled holeand be encased in 4 ksi concrete. A temporary steel casing or alternative forms of support may berequired during construction in order to secure stability of the shaft and prevent ground loss andsettlement under the tracks.

North Abutment: The top 35 feet of existing soil is loose to medium dense with SPT N-values generallyranging from 7 to 22 (except at about 5 feet below grade where an obstruction was encountered). Werecommend the proposed 35 feet long HP14x117 pile be installed using a vibratory pile driver. Pre-augering at the intended pile location may be required to clear obstructions. Alternatively, drilled methodsof installation similar to those recommended for the South Abutment may also be used.

Protection of Existing Structures

Utilizing vibration techniques for pile installation may result in vibrations that could impact existingstructures. We recommend that the existing bridge, abutment wall, wingwall, and railway tracks bemonitored via survey for movement during pile installation.


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Earthwork and Compaction

In accordance with Chapter 8, Part 5.5.1 of the AREMA Manual, material placed immediately adjacent tothe abutment and wing retaining walls should consist of non-cohesive free draining material such that freeflow of water is permitted behind the wall. We recommend that backfill placed behind the abutmentwalls consist of Backfill Type 1 as specified in Table 8-5-1 of the AREMA Manual, similar to GranularBackfill for Structures in accordance with Article 704.08 of 2011 VTrans Standard Specification forConstruction. Backfill Type 1 consists of coarse-grained soil without admixture of fine soil particles andis free-draining (sand, gravel or broken stone).

Fill should be compacted to at least 95 percent of the maximum dry density and within 2 percent of theoptimum moisture content, as determined by the Standard Proctor Test (ASTM D-698), in accordancewith Chapter 8 Part 5.5.2 of the AREMA Manual. Compaction should be performed in lifts notexceeding 12 inches in thickness. In confined areas, place only 6-inch layers and compact with manuallyoperated, powered vibratory compaction equipment acceptable to the Engineer. Crushed stone should beplaced in layers not more than 12 inches thick and compacted to an unyielding surface. Crushed stoneshould be wrapped in non-woven geotextile filter fabric similar to Mirafi 170N with a minimum overlapof at least two feet. Extra care should be used when compacting adjacent to walls. Compaction within 5feet of abutment walls less than 15-feet-high, or within 10 feet of walls greater than 15-feet-high shouldbe performed using a vibratory walk-behind roller or plate compactor. Fill must not be placed over frozensoil. Soil subgrades must be protected against frost both during and after construction.

Reuse of Excavated Materials

Based on the soil descriptions on the boring logs, it is anticipated that some of the existing on-sitegranular soils to be excavated for construction may meet the gradation requirements for Type 1 Backfill.Soils not meeting the Type 1 Backfill specification may be reused in areas not requiring a free-drainingmaterial, provided that weather conditions are satisfactory, the moisture content can be controlled and thematerials can be compacted to the required density.

If any contaminated soils are exposed, these materials should be properly managed and disposed of inaccordance with appropriate local, state and federal regulations.

The Contractor should anticipate that areas immediately adjacent to the site will not be available tostockpile soils. Stockpiled soils may require installation of run-off protection between drainage channelsand the stockpile. Stockpiles of fill materials should be maintained to prevent material from fluctuatingfrom the optimum moisture content, freezing, separating due to migration of fine-grained soils, andcollection of snow or ice within the stockpiles. Re-use of on-site soils should be at the acceptance of theEngineer prior to placement.

LIMITATIONS

This memorandum and the recommendations contained herein have been prepared for the exclusive useof the Vermont Agency of Transportation and their representatives for specific application to thegeotechnical design and construction of the proposed Bridge No. 522 in Newbury, Vermont.

This memorandum was prepared in accordance with generally accepted soil and foundation engineeringpractices. No warranty, expressed or implied, is made. The analysis, design and recommendations submittedin this memorandum are based in part upon the data obtained from subsurface explorations available at thetime of this memorandum. Subsurface stratification variations between borings are anticipated. The reported


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groundwater levels only represent the water levels at the time noted on the logs. The nature and extent ofvariations between these explorations may not become evident until construction. If significant variationsappear, or if there are changes in the nature, design or location of the proposed construction, it may benecessary to reevaluate the recommendations of this memorandum.

Unless noted on the boring logs, the lines designating the changes between fill, soil and rock strata representapproximate boundaries. The transition between materials may be gradual or may occur between recoveredsamples. The stratification shown on the boring logs, or described herein, is for use by Jacobs in its analysesand should not be used as the basis of design or construction cost estimates without realizing there can bevariation from that shown or described.

The boring logs and related information depict subsurface conditions only at the specific locations and timeswhen sampling was conducted. The passage of time may result in changes of conditions at or between thelocations where sampling was conducted.

We appreciate the opportunity to be of service to you on this project. Please contact us if you have anyquestions regarding this report.

Very truly yours,

Jacobs Engineering Group

Da Ha, PhD, PEGeotechnical Engineer

ATTACHMENTS

Appendix A – Geotechnical Data Report, dated 9/10/2019 by TerraconAppendix B – LPILE Analysis ResultsAppendix C – Analysis of Additional Lateral Pressures on Abutment Wall

O:\INFRASTRUCTURE\GEOTECHNICAL\VTrans Bridge 522 Rehabilitation\Geotech Memo\VTrans Bridge 522 - Geotech Memo.doc

Memorandum

Appendix A

Geotechnical Data Report, dated 9/10/2019 by Terracon

REPORT COVER PAGE

Geotechnical Data Report__________________________________________________________________________

Newbury WCRL(23)Newbury, Vermont

September 10, 2019Terracon Project No. J1195063

Prepared for:Vermont Agency of Transportation

Berlin, Vermont

Prepared by:Terracon Consultants, Inc.

Manchester, New Hampshire

Terracon Consul tants, Inc. 77 Sundia l Ave. , Sui te 401W Manchester, New Hampshire 03103P (603) 647 9700 F (603) 647 4432 terracon.com

REPORT COVER LET TER T O SIGN

September 10, 2019

Vermont Agency of TransportationConstruction and Materials Bureau2178 Airport Road, Unit BBerlin, VT 05641

Attn: Ms. Callie Ewald, P.E.P: (802) 828-1235E: [email protected]

Re: Geotechnical Data ReportNewbury WCRL(23)Newbury, VermontVTrans Project Name & Number: Newbury WCRL(23)EA: WCRL023-100Terracon Project No. J1195063

Dear Ms. Ewald:

We have completed the Geotechnical Data services for the above referenced project. This studywas performed in general accordance with Terracon Proposal No. PJ1195063 dated June 24,2019. This report presents the findings of the subsurface exploration for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have questionsconcerning this report or if we may be of further service, please contact us.

Sincerely,Terracon Consultants, Inc.

Anant S. Panwalkar, P.E. (NH) Carl W. Thunberg, P.E.Northeast Transportation Sector Lead Geotechnical Department Manager

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REPORT TOPICS

INTRODUCTION ............................................................................................................. 1

SITE CONDITIONS ......................................................................................................... 1

PROJECT DESCRIPTION .............................................................................................. 2

GEOTECHNICAL CHARACTERIZATION ...................................................................... 2

GENERAL COMMENTS ................................................................................................. 4

Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referencedsection heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on theGeoReport logo will bring you back to this page. For more interactive features, please view your project online atclient.terracon.com.

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURESSITE LOCATION AND EXPLORATION PLANSEXPLORATION RESULTS

Note: Refer to each individual Attachment for a listing of contents.

http://client.terracon.com/

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INTRODUC TION

Geotechnical Data ReportNewbury WCRL(23)Newbury, Vermont

Terracon Project No. J1195063September 10, 2019

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineeringservices performed for the proposed improvements for a 2-span railroad bridge over Wells Riverand US 302 in Newbury, Vermont. The purpose of these services is to provide information relativeto:

■ Subsurface soil conditions ■ Groundwater conditions

The geotechnical engineering scope of services for this project included the advancement of sixtest borings to depths ranging from approximately 42 to 51 feet below existing site grades.

Maps showing the site and boring locations are shown on the Site Location and ExplorationPlan, respectively. The results of the laboratory testing performed on soil samples obtained fromthe site during the field exploration are included on the boring logs and as separate graphs in theExploration Results section.

SITE CONDITIONS

The following description of site conditions is derived from our site visit in association with thefield exploration and our review of publicly available geologic and topographic maps.

Item Description

Location

The subject Vermont Railway bridge is located on Railroad Street east of theintersection with Main Street North in Newbury, Vermont The bridge is a 2-span bridge crossing over Wells River and US302 at mile point 63.77. Theapproximate latitude and longitude at the center of the site is 44.152362° N72.043995° W. See Site Location.

ExistingImprovements

Existing two-span bridge over Wells River and US 302. Abutments appear tobe concrete gravity type abutments supported on shallow foundations.Wooden piles from an old bridge are observed in front of South Abutment.Additionally, riprap has been placed at the south abutment for scourprotection.

Current GroundCover

Railroad ballast and sand/gravel along the Right-of Way; mostly grassed orvegetated area on the embankment sides.

Geotechnical Data ReportNewbury WCRL(23) ■ Newbury, VermontSeptember 10, 2019 ■ Terracon Project No. J1195063


Item Description

Existing Topography The grade at the railroad tracks is approximately elevation (EL) 447 feet.Railroad tracks are on raised embankment about 27 feet high.

Geology

Based on the Surficial Geology Map of Vermont, the subsurface soilsconsist of fill over alluvial deposits. Bedrock Geology Map of Vermont2011 indicates bedrock is part of the Albee Formation and likelyconsists of light-gray to greenish-gray, white-weathering, fine-grainedfeldspathic metasandstone and metasiltstone, and light-gray togreenish-gray to dark-gray phyllite.

PROJECT DESCRIPTION

Our initial understanding of the project was provided in our proposal and was discussed duringproject planning. Our final understanding of the project conditions is as follows:

Item Description

Information Provided

VTrans provided the following documents:■ Site Map Rail Bridge 522 titled “Newbury BR 522 (Wells River)”■ BR 522_Boring Locations on sheet titled “Plan Layout” prepared by

Jacobs dated 5/1/2019

Project Description

Based on Bridge inspection performed by Jacobs the existing bridge transfersbreaking loads to both abutments. A conceptual design to minimize the loadtransfer includes tie backs with piles. The piles will be installed approximately8 feet behind the abutments. To complete preliminary and final design, Jacobsrequires subsurface information and soil properties behind both abutments.

Finished GradeElevation Finished grades will match existing grades.

GEOTECHNICAL CHARACTERIZATION

Based upon our review of the subsurface exploration, laboratory data, and geologic setting,subsurface conditions can be generalized in the following table. Conditions encountered at eachexploration point are indicated on the individual logs which can be found in the ExplorationResults section.

Stratum Approximate Depth toBottom of Stratum (feet) Material Description Relative

Density

Rail Ballast 0.5 Crushed Stone N/A

Fill Up to 20 Gravelly Sand, gray to brown Dense to verydense



Stratum Approximate Depth toBottom of Stratum (feet) Material Description Relative

Density

Alluvial >51.0 Recent alluvium consisting of GravellySand with silt layers, gray to brown

Dense to verydense

Interpreted subsurface profile along the bridge centerline is presented on Exploration LocationPlan and Geologic Cross Section. Conditions encountered at each boring location areindicated on the individual boring logs. Stratification boundaries on the exploration logs representthe approximate location of changes in soil types; in situ, the transition between materials may begradual. Details for each of the explorations can also be found on the logs in Exploration Resultssection of this report.

Groundwater Conditions

The boreholes were observed while drilling and after completion for the presence and level ofgroundwater. The water levels observed in the borings are summarized in the following table andare also shown on the boring logs in the Exploration Results section.

Boring Number Groundwater Depth (feet) 1 Groundwater Elevation (feet) 1

B-101 19.0 WD18.5 AB

428.0 WD428.5 AB

B-102 Not encountered Not encountered

1. WD – While drillingAB – After completion of boring

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoffand other factors not evident at the time the borings were performed. Therefore, groundwaterlevels during construction or at other times in the life of the structure may be higher or lower thanthe levels indicated on the boring logs. The possibility of groundwater level fluctuations should beconsidered when developing the design and construction plans for the project.



GENERAL COMMENTS

Natural variations will occur between exploration point locations or due to the modifying effects ofconstruction or weather. The nature and extent of such variations may not become evident untilduring or after construction.

Our scope of services does not include either specifically or by implication any environmental orbiological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention ofpollutants, hazardous materials or conditions. If the owner is concerned about the potential forsuch contamination or pollution, other studies should be undertaken.

Our services and any correspondence or collaboration are intended for the sole benefit andexclusive use of our client for specific application to the project discussed and are accomplishedin accordance with generally accepted geotechnical engineering practices with no third partybeneficiaries intended. Any third party access to services or correspondence is solely forinformation purposes to support the services provided by Terracon to our client. Reliance uponthe services and any work product is limited to our client, and is not intended for third parties. Anyuse or reliance of the provided information by third parties is done solely at their own risk. Nowarranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Anyuse of our report in that regard is done at the sole risk of the excavating cost estimator as theremay be variations on the site that are not apparent in the data that could significantly impactexcavation cost. Any parties charged with estimating excavation costs should seek their own sitecharacterization for specific purposes to obtain the specific level of detail necessary for costing.Site safety, and cost estimating including, excavation support, and dewateringrequirements/design are the responsibility of others.

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ATTACHMENTS


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EXPLORATION AND TESTING PROCEDURES

Field Exploration

Boring Number Boring Depth (feet) Location

B-101 42.0 South abutment

B-102 51.0 North abutment1. Boring B-102A was advanced to 9 feet and stopped due to drilling refusal. Drill rig was moved six feet north

from B-102A. B-102B was advanced to 4.5 feet deep and stopped because of drilling refusal. B-102 wasoffset 8 feet to north from B-102B.

Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provided the boringlayout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy ofabout ±3 feet), in conjunction with swing-ties to site features. Approximate elevations wereobtained by interpolation from BR 522_Boring Locations pdf, dated May 1, 2019. If elevations anda more precise boring layout are desired, we recommend completing a survey of the borings.

Subsurface Exploration Procedures: We advanced the borings with a Hyrail-mounted rotary drillrig using roller bit and casing, as necessary, depending on soil conditions. Continuous samplingwas obtained in the upper 24 feet of first boring and at intervals of 5 feet thereafter. In thesplit-barrel sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon wasdriven into the ground by a 140-pound automatic hammer falling a distance of 30 inches. The numberof blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetrationis recorded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values,also referred to as N-values, are indicated on the boring logs at the test depths. We observed andrecorded groundwater levels during drilling and sampling. For safety purposes, borings werebackfilled with cuttings after their completion.

The sampling depths, penetration distances, and other sampling information was recorded on thefield boring logs. The samples were placed in appropriate containers and taken to our soil laboratoryfor testing and classification by a Geotechnical Engineer. Our exploration team prepared fieldboring logs as part of the drilling operations. Field logs included visual classifications of thematerials encountered during drilling and our interpretation of the subsurface conditions betweensamples. The final boring logs represent the Geotechnical Engineer's interpretation of the fieldlogs and include modifications based on observations and tests of the samples in VAOTlaboratory.

Laboratory Testing

Laboratory testing was performed on soil samples obtained from the test borings to assist inclassification and evaluate engineering properties. Laboratory testing was performed by VAOT


Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2

staff in the VAOT facility located in Berlin, Vermont. The results of the laboratory tests arepresented in Exploration Results of this report.

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SITE LOCATION AND EXPLORATION PLANS

Contents:

Site Location PlanExploration Location Plan and Geologic Cross Section

Note: All attachments are one page unless noted above.

SITE LOCATION PLANNewbury WCRL(23) ■ Newbury, VermontSeptember 10, 2019 ■ Terracon Project No. J1195063SITE LOCA TION

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP COURTESY OF THE U.S. GEOLOGICAL SURVEY

B-101

B-102A

B-102B

B-102

6' 8'

360

370

380

390

400

410

420

430

440

450

460

B-101

27

158

150

54

63

162

78

121

72

77

62

34

97

47

73

B-102

22

100

12

7

13

8

17

19

14

100

31

Elevation (ft)

RAILROAD BRIDGE No. 522

WELLS RIVER

US 302

STATION

2132+252132+50

2132+752133+00

2133+252133+50

2133+75 2134+002132+00

360

370

380

390

400

410

420

430

440

450

460

Elevation (ft)

B-102A

B-102B

B-102

6' 8'

Project Name: RR Bridge 522 Over US 302

Location: Newbury, Vermont

PIN: WCRL023-100

STATE OF VERMONT

AGENCY OF TRANSPORTATION

MATERIALS & RESEARCH SECTION

SUBSURFACE INFORMATION

NOTES:

1. THE EXPLORATION LOCATION PLAN WAS PREPARED FROM THE BORING LOCATION PLAN, DATED MAY 1,

2019 AND PROVIDED BY THE VERMONT AGENCY OF TRANSPORTATION (VTRANS).

2. TEST BORINGS SHOWN WERE ADVANCED BETWEEN JULY 30 AND AUGUST 1, 2019 UNDER THE

DIRECTION OF TERRACON WITH EQUIPMENT OWNED AND OPERATED BY NEW ENGLAND BORING OF

LONDONDERRY, NH.

3. THE APPROXIMATE LOCATIONS OF THE TEST BORINGS WERE LOCATED USING A HANDHELD GPS

UNIT(ESTIMATED HORIZONTAL ACCURACY OF ABOUT +/-3 FEET) AND APPROXIMATE ELEVATIONS WERE

OBTAINED BY INTERPOLATION FROM THE VTRANS EXISTING CONDITIONS PLAN. THREE SWING TIES FROM

SITE FEATURES WERE ALSO MEASURED TO LOCATE THE BORINGS. THE LOCATIONS SHOULD BE

CONSIDERED ACCURATE TO THE DEGREE IMPLIED BY THE METHOD USED.

4. USE OF THIS PLAN IS LIMITED TO THE ILLUSTRATION OF THE APPROXIMATE LOCATION OF THE TEST

BORINGS AND OTHER PERTINENT SITE FEATURES. OTHER USE OF THIS PLAN WITHOUT PERMISSION

FROM TERRACON IS PROHIBITED.

EXPLORATION LOCATION PLAN AND GEOLOGIC CROSS SECTION

N

77 Sundial Avenue, Suite 401W

Manchester, NH 03103

Boring Northing Easting Station Offset

B-101 602512.904 1760117.813 2132+48 0.0L

B-102 602678.670 1760099.047 2133+80 0.0L

- TEST BORING DESIGNATION

- SPT N VALUE

- OBSERVED GROUNDWATER LEVEL

LEGEND:

- STRATA CHANGE

BT - BORING TERMINATION

- TEST BORING LOCATION

INSET MAP

AutoCAD SHX Text

J1195063.DWG

AutoCAD SHX Text

EXPLORATION LOCATION PLAN

AutoCAD SHX Text

GRAPHIC SCALE IN FEET

AutoCAD SHX Text

0

AutoCAD SHX Text

25

AutoCAD SHX Text

50

AutoCAD SHX Text

Ballast

AutoCAD SHX Text

Fill

AutoCAD SHX Text

Alluvial

AutoCAD SHX Text

BT-61.5 Ft.

AutoCAD SHX Text

B-101

AutoCAD SHX Text

13

AutoCAD SHX Text

11

AutoCAD SHX Text

7

AutoCAD SHX Text

6

AutoCAD SHX Text

6

AutoCAD SHX Text

2

AutoCAD SHX Text

5

AutoCAD SHX Text

11

AutoCAD SHX Text

17

AutoCAD SHX Text

12

AutoCAD SHX Text

14

AutoCAD SHX Text

8

AutoCAD SHX Text

9

AutoCAD SHX Text

16

AutoCAD SHX Text

GEOLOGIC CROSS SECTION

EXPLORATION RESULTS

Contents:

Boring Logs (B-101 through B-102)


62.5

40

31.9

19.1

31.2

35.8

36.4

35.6

27.4

31.2

38.1

0.5 inches of gravel, Rec. = 0.8 ftSaGr, dense, gray, (Fill) A-1-b

GrSa, dense, gray, Rec. = 0.92 ft, (Fill) A-1-b


SiSa, dense, gray, Rec. = 1.0 ft, (Fill) A-2-4




GrSa, very dense, brown to gray, Rec. = 1.83 ft, (FILL) A-1-b

SiGrSa, dense, pieces of wood at 18 feet, brown, (FILL) A-1-b

Rec. = 1.33 ft

GrSa, dense, brown, Rec. = 0.92 ft, A-1-b




4-10-17-27(27)

36-82-76-45(158)

43-100-50-40(150)

28-27-27-36(54)

38-30-33-36(63)

162(162)

34-38-40-45(78)

57-60-61-62(121)

38-39-33-31(72)

30-40-37-40(77)

31-36-26-23(62)

28-20-14-9(34)

27-51-46-54

2.3

7.7

10.4

11

10.4

11.2

7.8

12

7.7

8.9

11.2

27.8

42.4

53.2

60.9

52.3

53.8

47.9

56.8

52.4

51.3

50.3

9.7

17.6

14.9

20

16.5

10.5

15.7

7.6

20.1

17.5

11.6

SPT

STATE OF VERMONTAGENCY OF TRANSPORTATION

MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION

BORING LOG

RR Bridge 522 Over US 302WCRL(23)

Dep

th(f

t)

5

10

15

20

25

Newbury WCRL(23)

Boring Crew: NEB/Peter Labossiere, A. Suprunenko

Date Started: 7/31/19 Date Finished: 8/01/19

VTSPG NAD83:

Ground Elevation: 447.0 ft

Boring No.: B-101

Page No.: 1 of 2

Pin No.: WCRL023-100

Checked By: CWT

Date Depth(ft)

Notes

Notes:

Hammer Fall:Hammer Wt:I.D.:Type:

07/31/19 19.0

08/01/19 18.8

CE =Rig: N.H. BORINGHammer/Rod Type: Safety

Station: 2132+48.00

1.38 in140 lb.30 in.

H.S.A.2.25 in

Gra

vel %

N.A.N.A.

Casing Sampler

Offset: 0.0L

Groundwater ObservationsS

trat

a (1

)

CLASSIFICATION OF MATERIALS(Description)

Blo

ws/

6"(N

Val

ue)

Moi

stur

eC

onte

nt %

San

d %

Fin

es %

1. Stratification lines represent approximate boundary between material types. Transition may be gradual.2. N Values have not been corrected for hammer energy. CE is the hammer energy correction factor. CE is an estimated value.3. Water level readings have been made at times and under conditions stated.Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made.4. Ground surface elevations indicated on the boring logs were estimated based on the grading plan provided by VAOT.20

10 C

OP

Y J

1195

063

RR

BR

IDG

E 5

22 W

ELL

S R

IVE

R -

VT

RA

NS

VE

RS

ION

.GP

J V

ER

MO

NT

AO

T.G

DT

9/2

4/1

9


GrSa, dense, Rec. = 0.83 ft, A-1-b

Rollerbit refusal at 42 feet., 42.0 ftHole stopped @ 42.0 ft

(97)

17-12-35-38(47)

19-23-50-111

(73)

SPT



BORING LOG


Dep

th(f

t)

35

40

45

50

55

Newbury WCRL(23)

Boring Crew: NEB/Peter Labossiere, A. Suprunenko


VTSPG NAD83:


Boring No.: B-101

Page No.: 2 of 2


Checked By: CWT

Date Depth(ft)

Notes

Notes:


07/31/19 19.0

08/01/19 18.8


Station: 2132+48.00

1.38 in140 lb.30 in.

H.S.A.2.25 in

Gra

vel %

N.A.N.A.

Casing Sampler

Offset: 0.0L


trat

a (1

)


Blo

ws/

6"(N

Val

ue)

Moi

stur

eC

onte

nt %

San

d %

Fin

es %


10 C

OP

Y J

1195

063

RR

BR

IDG

E 5

22 W

ELL

S R

IVE

R -

VT

RA

NS

VE

RS

ION

.GP

J V

ER

MO

NT

AO

T.G

DT

9/2

4/1

9

32

8.8

9.6

16.7

18.2

26.1

18.5

Rail Ballast, 3 inch minus stone, Rec. = 0.8 ftGrSi, with rock pieces, brown to dark brown, (FILL) A-4

Rec. = 0.42 ft

Si, A-4, Gray to brown, Rec. = 1.0 ft

Gray to brown, Rec. = 0.8 ft, 14.0 ft - 16.0 ft


GrSa, A-4, Gray to brown, Rec. = 0.92 ft

Si, A-4, Gray to brown, Rec. = 1.0 ft

5-10-12-6(22)

14-50(100)

7-6-6-8(12)

7-3-4-4(7)

7-6-7-9(13)

5-5-3-9(8)

6-9-8-8(17)

9.5

25.2

18.2

14.6

16.9

13.1

15.4

68

91.2

90.4

83.3

81.8

73.9

81.5

SPT



BORING LOG


Dep

th(f

t)

5

10

15

20

25

Newbury WCRL(23)

Boring Crew: NEB/Peter Labossiere, C. Rice


VTSPG NAD83:


Boring No.: B-102

Page No.: 1 of 2


Checked By: CWT

Date Depth(ft)

Notes

Notes:


07/30/19 Not Encountered



Station: 2133+80.00

1.38 in140 lb.30 in.

H.S.A.2.25 in

Gra

vel %

N.A.N.A.

Casing Sampler

Offset: 0.0L


trat

a (1

)


Blo

ws/

6"(N

Val

ue)

Moi

stur

eC

onte

nt %

San

d %

Fin

es %


10 C

OP

Y J

1195

063

RR

BR

IDG

E 5

22 W

ELL

S R

IVE

R -

VT

RA

NS

VE

RS

ION

.GP

J V

ER

MO

NT

AO

T.G

DT

9/2

4/1

9

Rec. = 0.5 ft

SiSa, PL=17, LL = 27, PI = 10, gray, Rec. = 1.33 ftGray to brown, 39.5 ft - 41.0 ft


Terminated boring at 51 feet., Gray to brown, Rec. = 0.92 ft, 49.0 ft - 51.0 ft

Hole stopped @ 51.0 ft

9-9-10-18

(19)

8-7-7-8(14)

3-1-50(100)

10-14-17-17(31)

23.7

SPT



BORING LOG


Dep

th(f

t)

35

40

45

50

55

Newbury WCRL(23)

Boring Crew: NEB/Peter Labossiere, C. Rice


VTSPG NAD83:


Boring No.: B-102

Page No.: 2 of 2


Checked By: CWT

Date Depth(ft)

Notes

Notes:





Station: 2133+80.00

1.38 in140 lb.30 in.

H.S.A.2.25 in

Gra

vel %

N.A.N.A.

Casing Sampler

Offset: 0.0L


trat

a (1

)


Blo

ws/

6"(N

Val

ue)

Moi

stur

eC

onte

nt %

San

d %

Fin

es %


10 C

OP

Y J

1195

063

RR

BR

IDG

E 5

22 W

ELL

S R

IVE

R -

VT

RA

NS

VE

RS

ION

.GP

J V

ER

MO

NT

AO

T.G

DT

9/2

4/1

9

SUPPORTING INFORMATION

Contents:

Unified Soil Classification System


UNIFIED SOIL CLASSIFICATION SYSTEM

UNIFIED SOI L CLASSI FICATI ON SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests ASoil Classification

GroupSymbol Group Name B

Coarse-Grained Soils:More than 50% retainedon No. 200 sieve

Gravels:More than 50% ofcoarse fractionretained on No. 4 sieve

Clean Gravels:Less than 5% fines C

Cu ³ 4 and 1 £ Cc £ 3 E GW Well-graded gravel F

Cu < 4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F

Gravels with Fines:More than 12% fines C

Fines classify as ML or MH GM Silty gravel F, G, H

Fines classify as CL or CH GC Clayey gravel F, G, H

Sands:50% or more of coarsefraction passes No. 4sieve

Clean Sands:Less than 5% fines D

Cu ³ 6 and 1 £ Cc £ 3 E SW Well-graded sand I

Cu < 6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I

Sands with Fines:More than 12% fines D

Fines classify as ML or MH SM Silty sand G, H, I

Fines classify as CL or CH SC Clayey sand G, H, I

Fine-Grained Soils:50% or more passes theNo. 200 sieve

Silts and Clays:Liquid limit less than 50

Inorganic:PI > 7 and plots on or above “A”line J

CL Lean clay K, L, M

PI < 4 or plots below “A” line J ML Silt K, L, M

Organic:Liquid limit - oven dried

< 0.75 OL Organic clay K, L, M, N

Liquid limit - not dried Organic silt K, L, M, O

Silts and Clays:Liquid limit 50 or more

Inorganic:PI plots on or above “A” line CH Fat clay K, L, M

PI plots below “A” line MH Elastic Silt K, L, M

Organic:Liquid limit - oven dried

< 0.75 OH Organic clay K, L, M, P

Liquid limit - not dried Organic silt K, L, M, Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT PeatA Based on the material passing the 3-inch (75-mm) sieve.B If field sample contained cobbles or boulders, or both, add “with cobbles

or boulders, or both” to group name.C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorlygraded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-gradedsand with silt, SW-SC well-graded sand with clay, SP-SM poorly gradedsand with silt, SP-SC poorly graded sand with clay.

E Cu = D60/D10 Cc =6010

230

DxD

)(D

F If soil contains ³ 15% sand, add “with sand” to group name.G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.I If soil contains ³ 15% gravel, add “with gravel” to group name.J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.K If soil contains 15 to 29% plus No. 200, add “with sand” or “with

gravel,” whichever is predominant.L If soil contains ³ 30% plus No. 200 predominantly sand, add

“sandy” to group name.MIf soil contains ³ 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.NPI ³ 4 and plots on or above “A” line.OPI < 4 or plots below “A” line.P PI plots on or above “A” line.QPI plots below “A” line.

Memorandum

Appendix B

LPILE Analysis Results

South Abutment - HP14x117 (25')

Lateral Pile Deflection (inches) Bending Moment (in-kips) Shear Force (kips)D

epth

(ft)

Dep

th(f

t)

Dep

th(f

t)

0 0.2 0.4 0.6 0.80

12

34

56

78

910

1112

1314

1516

1718

1920

2122

2324

0 1000 2000 3000

01

23

45

67

89

1011

1213

1415

1617

1819

2021

2223

24

-40 -20 0 20 40

01

23

45

67

89

1011

1213

1415

1617

1819

2021

2223

24

Load Case 1

Sand

Sand

Mobilized Soil Reaction (lb/in)South Abutment

Dep

th(f

t)

-800 -600 -400 -200 0 200 400

02

46

810

1214

1618

2022

24

Load Case 1

Sand

Sand

Bridge 522 Deadman_South Abutment.lp11o================================================================================

LPile for Windows, Version 2019-11.002

Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method © 1985-2019 by Ensoft, Inc. All Rights Reserved

================================================================================

This copy of LPile is being used by:

JacobsBoston

Serial Number of Security Device: 419704768

This copy of LPile is licensed for exclusive use by:

CH2M Hill Inc., Global License,

Use of this program by any entity other than CH2M Hill Inc., Global License,is a violation of the software license agreement.

-------------------------------------------------------------------------------- Files Used for Analysis--------------------------------------------------------------------------------

Path to file locations:\INFRASTRUCTURE\GEOTECHNICAL\VTrans Bridge 522 Rehabilitation\

Name of input data file:Bridge 522 Deadman_South Abutment.lp11

Name of output report file:Bridge 522 Deadman_South Abutment.lp11

Name of plot output file:Bridge 522 Deadman_South Abutment.lp11

Name of runtime message file:Bridge 522 Deadman_South Abutment.lp11

-------------------------------------------------------------------------------- Date and Time of Analysis--------------------------------------------------------------------------------

Date: September 20, 2019 Time: 12:38:39

-------------------------------------------------------------------------------- Problem Title--------------------------------------------------------------------------------

Project Name: VT Bridge 522

Job Number: E2X73927

Client: VTrans

Engineer: DH

Description: Deadman Pile

Page 1

Bridge 522 Deadman_South Abutment.lp11o

-------------------------------------------------------------------------------- Program Options and Settings--------------------------------------------------------------------------------

Computational Options: - Conventional AnalysisEngineering Units Used for Data Input and Computations: - US Customary System Units (pounds, feet, inches)

Analysis Control Options: - Maximum number of iterations allowed = 500 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in - Number of pile increments = 100

Loading Type and Number of Cycles of Loading: - Static loading specified

- Use of p-y modification factors for p-y curves not selected - Analysis uses layering correction (Method of Georgiadis) - No distributed lateral loads are entered - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Input of moment resistance at the pile tip not selected - Computation of pile-head foundation stiffness matrix not selected - Push-over analysis of pile not selected - Buckling analysis of pile not selected

Output Options: - Output files use decimal points to denote decimal symbols. - Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 - No p-y curves to be computed and reported for user-specified depths - Print using wide report formats

-------------------------------------------------------------------------------- Pile Structural Properties and Geometry--------------------------------------------------------------------------------

Number of pile sections defined = 1Total length of pile = 25.000 ftDepth of ground surface below top of pile = 0.0000 ft

Pile diameters used for p-y curve computations are defined using 2 points.

p-y curves are computed using pile diameter values interpolated with depth overthe length of the pile. A summary of values of pile diameter vs. depth follows.

Depth Below PilePoint Pile Head Diameter No. feet inches----- ------------- ------------- 1 0.000 14.9000 2 25.000 14.9000

Input Structural Properties for Pile Sections:----------------------------------------------

Pile Section No. 1:

Section 1 is a AISC strong axis steel pile Length of section = 25.000000 ft AISC Section Type = HP

Page 2


AISC Section Name = HP14X117

Pile width = 14.900000 in Shear capacity of section = 0.0000 lbs

-------------------------------------------------------------------------------- Ground Slope and Pile Batter Angles--------------------------------------------------------------------------------

Ground Slope Angle = 0.000 degrees = 0.000 radians

Pile Batter Angle = 0.000 degrees = 0.000 radians

-------------------------------------------------------------------------------- Soil and Rock Layering Information--------------------------------------------------------------------------------

The soil profile is modelled using 2 layers

Layer 1 is sand, p-y criteria by Reese et al., 1974

Distance from top of pile to top of layer = 0.0000 ft Distance from top of pile to bottom of layer = 18.000000 ft Effective unit weight at top of layer = 125.000000 pcf Effective unit weight at bottom of layer = 125.000000 pcf Friction angle at top of layer = 35.000000 deg. Friction angle at bottom of layer = 35.000000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci

NOTE: Default values for subgrade k will be computed for this layer.




(Depth of the lowest soil layer extends 55.000 ft below the pile tip)

-------------------------------------------------------------------------------- Summary of Input Soil Properties--------------------------------------------------------------------------------

Layer Soil Type Layer Effective Angle ofLayer Name Depth Unit Wt. Friction kpy Num. (p-y Curve Type) ft pcf deg. pci----- ------------------- ---------- ---------- ---------- ---------- 1 Sand 0.00 125.0000 35.0000 default (Reese, et al.) 18.0000 125.0000 35.0000 default 2 Sand 18.0000 62.6000 34.0000 default (Reese, et al.) 80.0000 62.6000 34.0000 default

Page 3


-------------------------------------------------------------------------------- Static Loading Type--------------------------------------------------------------------------------

Static loading criteria were used when computing p-y curves for all analyses.

-------------------------------------------------------------------------------- Pile-head Loading and Pile-head Fixity Conditions--------------------------------------------------------------------------------

Number of loads specified = 1

Load Load Condition Condition Axial Thrust Compute Top y Run Analysis No. Type 1 2 Force, lbs vs. Pile Length----- ---- -------------------- ----------------------- ---------------- --------------- ------------ 1 1 V = 50000. lbs M = 0.0000 in-lbs 0.0000000 No Yes

V = shear force applied normal to pile axisM = bending moment applied to pile heady = lateral deflection normal to pile axisS = pile slope relative to original pile batter angleR = rotational stiffness applied to pile headValues of top y vs. pile lengths can be computed only for load types withspecified shear loading (Load Types 1, 2, and 3).Thrust force is assumed to be acting axially for all pile batter angles.

-------------------------------------------------------------------------------- Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness--------------------------------------------------------------------------------

Axial thrust force values were determined from pile-head loading conditions

Number of Pile Sections Analyzed = 1

Pile Section No. 1:-------------------

Dimensions and Properties of Steel AISC Strong Axis:---------------------------------------------

Length of Section = 25.000000 ftFlange Width = 14.900000 inSection Depth = 14.200000 inFlange Thickness = 0.805000 inWeb Thickness = 0.805000 inYield Stress of Pipe = 36.000000 ksiElastic Modulus = 29000. ksiCross-sectional Area = 34.400000 sq. in.Moment of Inertia = 1220. in^4Elastic Bending Stiffness = 35380000. kip-in^2Plastic Modulus, Z = 194.000000in^3Plastic Moment Capacity = Fy Z = 6984.in-kip

Axial Structural Capacities:----------------------------

Nom. Axial Structural Capacity = Fy As = 1238.400 kipsNominal Axial Tensile Capacity = -1238.400 kips

Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1

Number Axial Thrust Force

Page 4

Bridge 522 Deadman_South Abutment.lp11o kips ------ ------------------ 1 0.000

Definition of Run Messages:

Y = part of pipe section has yielded.

Axial Thrust Force = 0.000 kips

Bending Bending Bending Depth to Max Total Run Curvature Moment Stiffness N Axis Stress Msg rad/in. in-kip kip-in2 in ksi------------- ------------- ------------- ------------- ------------- --- 0.00000354 124.2872528 35100995. 7.1000000 0.7217698 0.00000708 248.5745056 35100995. 7.1000000 1.4435396 0.00001062 372.8617584 35100995. 7.1000000 2.1653094 0.00001416 497.1490112 35100995. 7.1000000 2.8870792 0.00001770 621.4362640 35100995. 7.1000000 3.6088490 0.00002125 745.7235168 35100995. 7.1000000 4.3306189 0.00002479 870.0107697 35100995. 7.1000000 5.0523887 0.00002833 994.2980225 35100995. 7.1000000 5.7741585 0.00003187 1119. 35100995. 7.1000000 6.4959283 0.00003541 1243. 35100995. 7.1000000 7.2176981 0.00003895 1367. 35100995. 7.1000000 7.9394679 0.00004249 1491. 35100995. 7.1000000 8.6612377 0.00004603 1616. 35100995. 7.1000000 9.3830075 0.00004957 1740. 35100995. 7.1000000 10.1047773 0.00005311 1864. 35100995. 7.1000000 10.8265471 0.00005665 1989. 35100995. 7.1000000 11.5483169 0.00006019 2113. 35100995. 7.1000000 12.2700868 0.00006374 2237. 35100995. 7.1000000 12.9918566 0.00006728 2361. 35100995. 7.1000000 13.7136264 0.00007082 2486. 35100995. 7.1000000 14.4353962 0.00007436 2610. 35100995. 7.1000000 15.1571660 0.00007790 2734. 35100995. 7.1000000 15.8789358 0.00008144 2859. 35100995. 7.1000000 16.6007056 0.00008498 2983. 35100995. 7.1000000 17.3224754 0.00008852 3107. 35100995. 7.1000000 18.0442452 0.00009206 3231. 35100995. 7.1000000 18.7660150 0.00009560 3356. 35100995. 7.1000000 19.4877848 0.00009914 3480. 35100995. 7.1000000 20.2095546 0.0001027 3604. 35100995. 7.1000000 20.9313245 0.0001062 3729. 35100995. 7.1000000 21.6530943 0.0001098 3853. 35100995. 7.1000000 22.3748641 0.0001133 3977. 35100995. 7.1000000 23.0966339 0.0001168 4101. 35100995. 7.1000000 23.8184037 0.0001204 4226. 35100995. 7.1000000 24.5401735 0.0001239 4350. 35100995. 7.1000000 25.2619433 0.0001275 4474. 35100995. 7.1000000 25.9837131 0.0001310 4599. 35100995. 7.1000000 26.7054829 0.0001346 4723. 35100995. 7.1000000 27.4272527 0.0001381 4847. 35100995. 7.1000000 28.1490225 0.0001452 5096. 35100995. 7.1000000 29.5925622 0.0001523 5344. 35100995. 7.1000000 31.0361018 0.0001593 5593. 35100995. 7.1000000 32.4796414 0.0001664 5842. 35100995. 7.1000000 33.9231810 0.0001735 6090. 35100995. 7.1000000 35.3667206 0.0001806 6313. 34956786. 7.1000000 36.0000000 Y 0.0001877 6457. 34406082. 7.1000000 36.0000000 Y 0.0001947 6532. 33542198. 7.1000000 36.0000000 Y 0.0002018 6565. 32525814. 7.1000000 36.0000000 Y 0.0002089 6589. 31539616. 7.1000000 36.0000000 Y 0.0002160 6611. 30607932. 7.1000000 36.0000000 Y 0.0002231 6631. 29725136. 7.1000000 36.0000000 Y 0.0002302 6649. 28889181. 7.1000000 36.0000000 Y 0.0002372 6666. 28096536. 7.1000000 36.0000000 Y 0.0002443 6681. 27344053. 7.1000000 36.0000000 Y 0.0002514 6695. 26628906. 7.1000000 36.0000000 Y

Page 5

Bridge 522 Deadman_South Abutment.lp11o 0.0002585 6707. 25948550. 7.1000000 36.0000000 Y 0.0002656 6719. 25300683. 7.1000000 36.0000000 Y 0.0002726 6730. 24683214. 7.1000000 36.0000000 Y 0.0002797 6740. 24094238. 7.1000000 36.0000000 Y 0.0002868 6749. 23532010. 7.1000000 36.0000000 Y 0.0002939 6758. 22993958. 7.1000000 36.0000000 Y 0.0003010 6766. 22479436. 7.1000000 36.0000000 Y 0.0003081 6773. 21987182. 7.1000000 36.0000000 Y 0.0003151 6780. 21515064. 7.1000000 36.0000000 Y 0.0003222 6787. 21062342. 7.1000000 36.0000000 Y 0.0003293 6793. 20628245. 7.1000000 36.0000000 Y 0.0003364 6798. 20210614. 7.1000000 36.0000000 Y 0.0003435 6804. 19809883. 7.1000000 36.0000000 Y 0.0003505 6809. 19423744. 7.1000000 36.0000000 Y 0.0003576 6814. 19052717. 7.1000000 36.0000000 Y 0.0003647 6818. 18694718. 7.1000000 36.0000000 Y 0.0003718 6822. 18350357. 7.1000000 36.0000000 Y 0.0003789 6826. 18017531. 7.1000000 36.0000000 Y 0.0003860 6830. 17696878. 7.1000000 36.0000000 Y 0.0003930 6834. 17387006. 7.1000000 36.0000000 Y 0.0004001 6837. 17087665. 7.1000000 36.0000000 Y 0.0004072 6840. 16798647. 7.1000000 36.0000000 Y 0.0004143 6843. 16518541. 7.1000000 36.0000000 Y 0.0004214 6846. 16247851. 7.1000000 36.0000000 Y 0.0004497 6857. 15247286. 7.1000000 36.0000000 Y 0.0004780 6865. 14361320. 7.1000000 36.0000000 Y 0.0005063 6872. 13571868. 7.1000000 36.0000000 Y 0.0005347 6878. 12864088. 7.1000000 36.0000000 Y 0.0005630 6883. 12226014. 7.1000000 36.0000000 Y 0.0005913 6887. 11647588. 7.1000000 36.0000000 Y 0.0006196 6891. 11121235. 7.1000000 36.0000000 Y 0.0006480 6895. 10640384. 7.1000000 36.0000000 Y 0.0006763 6897. 10198808. 7.1000000 36.0000000 Y 0.0007046 6900. 9792580. 7.1000000 36.0000000 Y 0.0007330 6902. 9417093. 7.1000000 36.0000000 Y 0.0007613 6904. 9069525. 7.1000000 36.0000000 Y 0.0007896 6906. 8746284. 7.1000000 36.0000000 Y 0.0008179 6908. 8445432. 7.1000000 36.0000000 Y 0.0008463 6909. 8164483. 7.1000000 36.0000000 Y 0.0008746 6911. 7901486. 7.1000000 36.0000000 Y

-------------------------------------------------------------------------------- Summary of Results for Nominal Moment Capacity for Section 1--------------------------------------------------------------------------------

NominalLoad Axial Moment No. Thrust Capacity kips in-kips---- ---------------- ---------------- 1 0.00000000 6911.

Note that the values in the above table are not factored by a strengthreduction factor for LRFD.

The value of the strength reduction factor depends on the provisions of theLRFD code being followed.

The above values should be multiplied by the appropriate strength reductionfactor to compute ultimate moment capacity according to the LRFD structuraldesign standard being followed.

-------------------------------------------------------------------------------- Layering Correction Equivalent Depths of Soil & Rock Layers--------------------------------------------------------------------------------

Page 6


Top of Equivalent Layer Top Depth Same Layer Layer is F0 F1Layer Below Below Type As Rock or Integral Integral No. Pile Head Grnd Surf Layer is Below for Layer for Layer ft ft Above Rock Layer lbs lbs----- ---------- ---------- ---------- ---------- ---------- ---------- 1 0.00 0.00 N.A. No 0.00 716653. 2 18.0000 18.5304 Yes No 716653. N.A.

Notes: The F0 integral of Layer n+1 equals the sum of the F0 and F1 integrals for Layer n. Layering correction equivalent depths are computed only for soil types with both shallow-depth and deep-depth expressions for peak lateral load transfer. These soil types are soft and stiff clays, non-liquefied sands, and cemented c-phi soil.

-------------------------------------------------------------------------------- Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1--------------------------------------------------------------------------------

Pile-head conditions are Shear and Moment (Loading Type 1)

Shear force at pile head = 50000.0 lbsApplied moment at pile head = 0.0 in-lbsAxial thrust load on pile head = 0.0 lbs

Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Es*h Lat. Load feet inches in-lbs lbs radians psi* in-lb^2 lb/inch lb/inch lb/inch---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 0.00 0.9377 -4.76E-06 50000. -0.01009 2.91E-08 3.51E+10 0.00 0.00 0.00 0.2500 0.9074 150000. 49948. -0.01008 915.9836 3.51E+10 -34.9306 115.4840 0.00 0.5000 0.8772 299686. 49781. -0.01006 1830. 3.51E+10 -76.0552 260.1116 0.00 0.7500 0.8470 448687. 49485. -0.01003 2740. 3.51E+10 -121.5280 430.4262 0.00 1.0000 0.8170 596594. 49048. -0.00999 3643. 3.51E+10 -169.4269 622.1365 0.00 1.2500 0.7871 742977. 48467. -0.00993 4537. 3.51E+10 -218.1669 831.5271 0.00 1.5000 0.7574 887396. 47739. -0.00986 5419. 3.51E+10 -267.0672 1058. 0.00 1.7500 0.7279 1029411. 46868. -0.00978 6286. 3.51E+10 -313.9074 1294. 0.00 2.0000 0.6987 1168601. 45856. -0.00968 7136. 3.51E+10 -360.3420 1547. 0.00 2.2500 0.6698 1304549. 44707. -0.00958 7966. 3.51E+10 -406.0571 1819. 0.00 2.5000 0.6413 1436841. 43426. -0.00946 8774. 3.51E+10 -447.8053 2095. 0.00 2.7500 0.6131 1565104. 42022. -0.00933 9557. 3.51E+10 -488.1265 2389. 0.00 3.0000 0.5853 1688973. 40505. -0.00919 10314. 3.51E+10 -522.9644 2681. 0.00 3.2500 0.5579 1808136. 38882. -0.00904 11041. 3.51E+10 -559.5220 3009. 0.00 3.5000 0.5310 1922262. 37170. -0.00889 11738. 3.51E+10 -581.6953 3286. 0.00 3.7500 0.5046 2031154. 35400. -0.00872 12403. 3.51E+10 -598.3445 3557. 0.00 4.0000 0.4787 2134661. 33562. -0.00854 13035. 3.51E+10 -627.0585 3930. 0.00 4.2500 0.4534 2232524. 31646. -0.00835 13633. 3.51E+10 -650.2378 4303. 0.00 4.5000 0.4286 2324535. 29670. -0.00816 14195. 3.51E+10 -667.1900 4670. 0.00 4.7500 0.4044 2410541. 27653. -0.00795 14720. 3.51E+10 -677.2379 5024. 0.00 5.0000 0.3809 2490452. 25612. -0.00775 15208. 3.51E+10 -683.6127 5385. 0.00 5.2500 0.3579 2564210. 23521. -0.00753 15658. 3.51E+10 -710.2628 5953. 0.00 5.5000 0.3357 2631576. 21354. -0.00731 16070. 3.51E+10 -734.0004 6560. 0.00 5.7500 0.3141 2692337. 19121. -0.00708 16441. 3.51E+10 -754.6355 7208. 0.00 6.0000 0.2932 2746305. 16831. -0.00685 16770. 3.51E+10 -772.0010 7899. 0.00 6.2500 0.2730 2793325. 14492. -0.00661 17058. 3.51E+10 -787.4085 8652. 0.00 6.5000 0.2535 2833259. 12100. -0.00637 17301. 3.51E+10 -807.5467 9555. 0.00 6.7500 0.2348 2865925. 9650. -0.00613 17501. 3.51E+10 -825.5303 10548. 0.00 7.0000 0.2168 2891161. 7151. -0.00588 17655. 3.51E+10 -840.4779 11631. 0.00 7.2500 0.1995 2908833. 4612. -0.00563 17763. 3.51E+10 -852.1904 12814. 0.00 7.5000 0.1830 2918835. 2043. -0.00538 17824. 3.51E+10 -860.5220 14108. 0.00 7.7500 0.1672 2921092. -545.5628 -0.00513 17838. 3.51E+10 -865.3383 15526. 0.00 8.0000 0.1522 2915561. -3143. -0.00488 17804. 3.51E+10 -866.5164 17082. 0.00 8.2500 0.1379 2902232. -5739. -0.00464 17723. 3.51E+10 -863.9439 18795. 0.00 8.5000 0.1244 2881127. -8321. -0.00439 17594. 3.51E+10 -857.5179 20686. 0.00 8.7500 0.1116 2852305. -10878. -0.00414 17418. 3.51E+10 -847.1429 22780. 0.00

Page 7

Bridge 522 Deadman_South Abutment.lp11o 9.0000 0.09950 2815858. -13398. -0.00390 17195. 3.51E+10 -832.7292 25108. 0.00 9.2500 0.08815 2771916. -15868. -0.00366 16927. 3.51E+10 -814.1892 27708. 0.00 9.5000 0.07752 2720647. -18277. -0.00343 16614. 3.51E+10 -791.4327 30629. 0.00 9.7500 0.06758 2662255. -20611. -0.00320 16257. 3.51E+10 -764.3603 33930. 0.00 10.0000 0.05833 2596984. -22856. -0.00297 15859. 3.51E+10 -732.8545 37692. 0.00 10.2500 0.04974 2525117. -25001. -0.00275 15420. 3.51E+10 -696.7648 42023. 0.00 10.5000 0.04180 2446980. -27030. -0.00254 14943. 3.51E+10 -655.8873 47071. 0.00 10.7500 0.03449 2362939. -28928. -0.00234 14429. 3.51E+10 -609.9298 53054. 0.00 11.0000 0.02778 2273409. -30627. -0.00214 13883. 3.51E+10 -522.6799 56441. 0.00 11.2500 0.02166 2179174. -32037. -0.00195 13307. 3.51E+10 -416.7278 57723. 0.00 11.5000 0.01609 2081190. -33136. -0.00177 12709. 3.51E+10 -316.5287 59006. 0.00 11.7500 0.01106 1980356. -33945. -0.00159 12093. 3.51E+10 -222.2942 60289. 0.00 12.0000 0.00654 1877522. -34479. -0.00143 11465. 3.51E+10 -134.1784 61572. 0.00 12.2500 0.00250 1773480. -34759. -0.00127 10830. 3.51E+10 -52.2801 62854. 0.00 12.5000 -0.00109 1668968. -34802. -0.00112 10192. 3.51E+10 23.3535 64137. 0.00 12.7500 -0.00425 1564666. -34628. -9.86E-04 9555. 3.51E+10 92.7234 65420. 0.00 13.0000 -0.00701 1461198. -34255. -8.57E-04 8923. 3.51E+10 155.8753 66703. 0.00 13.2500 -0.00939 1359133. -33702. -7.37E-04 8300. 3.51E+10 212.8959 67985. 0.00 13.5000 -0.01143 1258984. -32987. -6.25E-04 7688. 3.51E+10 263.9088 69268. 0.00 13.7500 -0.01314 1161211. -32128. -5.21E-04 7091. 3.51E+10 309.0709 70551. 0.00 14.0000 -0.01456 1066219. -31141. -4.26E-04 6511. 3.51E+10 348.5682 71834. 0.00 14.2500 -0.01570 974364. -30044. -3.39E-04 5950. 3.51E+10 382.6126 73116. 0.00 14.5000 -0.01659 885953. -28853. -2.59E-04 5410. 3.51E+10 411.4375 74399. 0.00 14.7500 -0.01725 801245. -27583. -1.87E-04 4893. 3.51E+10 435.2941 75682. 0.00 15.0000 -0.01771 720454. -26249. -1.22E-04 4399. 3.51E+10 454.4485 76965. 0.00 15.2500 -0.01799 643753. -24863. -6.39E-05 3931. 3.51E+10 469.1772 78247. 0.00 15.5000 -0.01810 571275. -23440. -1.20E-05 3489. 3.51E+10 479.7648 79530. 0.00 15.7500 -0.01806 503115. -21990. 3.39E-05 3072. 3.51E+10 486.5001 80813. 0.00 16.0000 -0.01789 439334. -20526. 7.42E-05 2683. 3.51E+10 489.6734 82096. 0.00 16.2500 -0.01762 379959. -19057. 1.09E-04 2320. 3.51E+10 489.5739 83378. 0.00 16.5000 -0.01724 324991. -17593. 1.39E-04 1985. 3.51E+10 486.4865 84661. 0.00 16.7500 -0.01678 274400. -16142. 1.65E-04 1676. 3.51E+10 480.6902 85944. 0.00 17.0000 -0.01625 228137. -14713. 1.86E-04 1393. 3.51E+10 472.4551 87227. 0.00 17.2500 -0.01566 186125. -13311. 2.04E-04 1137. 3.51E+10 462.0410 88509. 0.00 17.5000 -0.01502 148272. -11943. 2.18E-04 905.4285 3.51E+10 449.6953 89792. 0.00 17.7500 -0.01435 114465. -10615. 2.30E-04 698.9895 3.51E+10 435.6514 91075. 0.00 18.0000 -0.01365 84580. -9378. 2.38E-04 516.4934 3.51E+10 389.4091 85605. 0.00 18.2500 -0.01292 58200. -8276. 2.44E-04 355.3990 3.51E+10 344.9350 80084. 0.00 18.5000 -0.01218 34923. -7264. 2.48E-04 213.2618 3.51E+10 329.6308 81181. 0.00 18.7500 -0.01143 14614. -6300. 2.50E-04 89.2408 3.51E+10 313.5396 82278. 0.00 19.0000 -0.01068 -2874. -5384. 2.51E-04 17.5484 3.51E+10 296.7963 83375. 0.00 19.2500 -0.00993 -17690. -4520. 2.50E-04 108.0260 3.51E+10 279.5232 84472. 0.00 19.5000 -0.00918 -29991. -3708. 2.48E-04 183.1412 3.51E+10 261.8294 85569. 0.00 19.7500 -0.00844 -39935. -2949. 2.45E-04 243.8665 3.51E+10 243.8110 86666. 0.00 20.0000 -0.00771 -47685. -2245. 2.41E-04 291.1923 3.51E+10 225.5510 87763. 0.00 20.2500 -0.00699 -53405. -1596. 2.37E-04 326.1219 3.51E+10 207.1195 88860. 0.00 20.5000 -0.00629 -57261. -1002. 2.32E-04 349.6685 3.51E+10 188.5738 89957. 0.00 20.7500 -0.00560 -59420. -464.6567 2.27E-04 362.8513 3.51E+10 169.9591 91054. 0.00 21.0000 -0.00493 -60049. 17.2445 2.22E-04 366.6932 3.51E+10 151.3084 92151. 0.00 21.2500 -0.00427 -59316. 443.1723 2.17E-04 362.2194 3.51E+10 132.6435 93248. 0.00 21.5000 -0.00362 -57390. 813.1003 2.12E-04 350.4557 3.51E+10 113.9753 94345. 0.00 21.7500 -0.00300 -54438. 1127. 2.07E-04 332.4280 3.51E+10 95.3048 95442. 0.00 22.0000 -0.00238 -50628. 1385. 2.03E-04 309.1624 3.51E+10 76.6238 96539. 0.00 22.2500 -0.00178 -46128. 1587. 1.99E-04 281.6857 3.51E+10 57.9158 97636. 0.00 22.5000 -0.00119 -41108. 1732. 1.95E-04 251.0259 3.51E+10 39.1571 98733. 0.00 22.7500 -6.11E-04 -35734. 1822. 1.92E-04 218.2142 3.51E+10 20.3178 99831. 0.00 23.0000 -4.05E-05 -30178. 1854. 1.89E-04 184.2857 3.51E+10 1.3631 100928. 0.00 23.2500 5.22E-04 -24610. 1829. 1.86E-04 150.2824 3.51E+10 -17.7453 102025. 0.00 23.5000 0.00108 -19201. 1747. 1.85E-04 117.2544 3.51E+10 -37.0480 103122. 0.00 23.7500 0.00163 -14126. 1607. 1.83E-04 86.2624 3.51E+10 -56.5864 104219. 0.00 24.0000 0.00218 -9560. 1407. 1.82E-04 58.3804 3.51E+10 -76.4006 105316. 0.00 24.2500 0.00272 -5682. 1148. 1.81E-04 34.6973 3.51E+10 -96.5283 106413. 0.00 24.5000 0.00326 -2672. 827.6806 1.81E-04 16.3193 3.51E+10 -117.0024 107510. 0.00 24.7500 0.00381 -715.8884 445.4032 1.81E-04 4.3716 3.51E+10 -137.8492 108607. 0.00 25.0000 0.00435 0.00 0.00 1.81E-04 0.00 3.51E+10 -159.0863 54852. 0.00

* This analysis computed pile response using nonlinear moment-curvature rela- tionships. Values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. Stresses in concrete and steel may be inter-

Page 8

Bridge 522 Deadman_South Abutment.lp11o polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile.

Output Summary for Load Case No. 1:

Pile-head deflection = 0.93768271 inchesComputed slope at pile head = -0.01008956 radiansMaximum bending moment = 2921092. inch-lbsMaximum shear force = 50000. lbsDepth of maximum bending moment = 7.75000000 feet below pile headDepth of maximum shear force = 0.000000 feet below pile headNumber of iterations = 14Number of zero deflection points = 2

-------------------------------------------------------------------------------- Summary of Pile-head Responses for Conventional Analyses--------------------------------------------------------------------------------

Definitions of Pile-head Loading Conditions:

Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbsLoad Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, S, radiansLoad Type 3: Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad.Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbsLoad Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, S, radians

Load Load Load Axial Pile-head Pile-head Max Shear Max MomentCase Type Pile-head Type Pile-head Loading Deflection Rotation in Pile in Pile No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs---- ----- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 1 V, lb 50000. M, in-lb 0.00 0.00 0.9377 -0.01009 50000. 2921092.

Maximum pile-head deflection = 0.9376827059 inchesMaximum pile-head rotation = -0.0100895619 radians = -0.578089 deg.

The analysis ended normally.

Page 9

North Abutment - HP14x117 (35')

Lateral Pile Deflection (inches) Bending Moment (in-kips) Shear Force (kips)D

epth

(ft)

Dep

th(f

t)

Dep

th(f

t)

0 0.2 0.4 0.6 0.8 10

24

68

1012

1416

1820

2224

2628

3032

3436

380 1000 2000

02

46

810

1214

1618

2022

2426

2830

3234

3638

-20 0 20 40

02

46

810

1214

1618

2022

2426

2830

3234

3638

Load Case 1

Sand

Sand

Mobilized Soil Reaction (lb/in)North Abutment

Dep

th(f

t)

-700 -600 -500 -400 -300 -200 -100 0 100 200 300 400

02

46

810

1214

1618

2022

2426

2830

3234

3638

Load Case 1Sand

Sand

Bridge 522 Deadman_North Abutment.lp11o================================================================================

LPile for Windows, Version 2019-11.002

Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method © 1985-2019 by Ensoft, Inc. All Rights Reserved

================================================================================

This copy of LPile is being used by:

JacobsBoston

Serial Number of Security Device: 419704768

This copy of LPile is licensed for exclusive use by:

CH2M Hill Inc., Global License,

Use of this program by any entity other than CH2M Hill Inc., Global License,is a violation of the software license agreement.

-------------------------------------------------------------------------------- Files Used for Analysis--------------------------------------------------------------------------------

Path to file locations:\INFRASTRUCTURE\GEOTECHNICAL\VTrans Bridge 522 Rehabilitation\

Name of input data file:Bridge 522 Deadman_North Abutment.lp11

Name of output report file:Bridge 522 Deadman_North Abutment.lp11

Name of plot output file:Bridge 522 Deadman_North Abutment.lp11

Name of runtime message file:Bridge 522 Deadman_North Abutment.lp11

-------------------------------------------------------------------------------- Date and Time of Analysis--------------------------------------------------------------------------------

Date: September 20, 2019 Time: 10:54:35

-------------------------------------------------------------------------------- Problem Title--------------------------------------------------------------------------------

Project Name: VT Bridge 522

Job Number: E2X73927

Client: VTrans

Engineer: DH

Page 1

Bridge 522 Deadman_North Abutment.lp11oDescription: Deadman Pile

-------------------------------------------------------------------------------- Program Options and Settings--------------------------------------------------------------------------------

Computational Options: - Conventional AnalysisEngineering Units Used for Data Input and Computations: - US Customary System Units (pounds, feet, inches)

Analysis Control Options: - Maximum number of iterations allowed = 500 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in - Number of pile increments = 100

Loading Type and Number of Cycles of Loading: - Static loading specified

- Use of p-y modification factors for p-y curves not selected - Analysis uses layering correction (Method of Georgiadis) - No distributed lateral loads are entered - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Input of moment resistance at the pile tip not selected - Computation of pile-head foundation stiffness matrix not selected - Push-over analysis of pile not selected - Buckling analysis of pile not selected

Output Options: - Output files use decimal points to denote decimal symbols. - Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 - No p-y curves to be computed and reported for user-specified depths - Print using wide report formats

-------------------------------------------------------------------------------- Pile Structural Properties and Geometry--------------------------------------------------------------------------------

Number of pile sections defined = 1Total length of pile = 35.000 ftDepth of ground surface below top of pile = 0.0000 ft

Pile diameters used for p-y curve computations are defined using 2 points.

p-y curves are computed using pile diameter values interpolated with depth overthe length of the pile. A summary of values of pile diameter vs. depth follows.

Depth Below PilePoint Pile Head Diameter No. feet inches----- ------------- ------------- 1 0.000 14.9000 2 35.000 14.9000

Input Structural Properties for Pile Sections:Page 2

Bridge 522 Deadman_North Abutment.lp11o----------------------------------------------

Pile Section No. 1:

Section 1 is a AISC strong axis steel pile Length of section = 35.000000 ft AISC Section Type = HP

AISC Section Name = HP14X117

Pile width = 14.900000 in Shear capacity of section = 0.0000 lbs

-------------------------------------------------------------------------------- Ground Slope and Pile Batter Angles--------------------------------------------------------------------------------

Ground Slope Angle = 0.000 degrees = 0.000 radians

Pile Batter Angle = 0.000 degrees = 0.000 radians

-------------------------------------------------------------------------------- Soil and Rock Layering Information--------------------------------------------------------------------------------

The soil profile is modelled using 2 layers







(Depth of the lowest soil layer extends 45.000 ft below the pile tip)

-------------------------------------------------------------------------------- Summary of Input Soil Properties--------------------------------------------------------------------------------

Page 3

Bridge 522 Deadman_North Abutment.lp11o

Layer Soil Type Layer Effective Angle ofLayer Name Depth Unit Wt. Friction kpy Num. (p-y Curve Type) ft pcf deg. pci----- ------------------- ---------- ---------- ---------- ---------- 1 Sand 0.00 115.0000 30.0000 default (Reese, et al.) 18.0000 115.0000 30.0000 default 2 Sand 18.0000 52.6000 29.0000 default (Reese, et al.) 80.0000 52.6000 29.0000 default

-------------------------------------------------------------------------------- Static Loading Type--------------------------------------------------------------------------------

Static loading criteria were used when computing p-y curves for all analyses.

-------------------------------------------------------------------------------- Pile-head Loading and Pile-head Fixity Conditions--------------------------------------------------------------------------------

Number of loads specified = 1

Load Load Condition Condition Axial Thrust Compute Top y Run Analysis No. Type 1 2 Force, lbs vs. Pile Length----- ---- -------------------- ----------------------- ---------------- --------------- ------------ 1 1 V = 40750. lbs M = 0.0000 in-lbs 0.0000000 No Yes

V = shear force applied normal to pile axisM = bending moment applied to pile heady = lateral deflection normal to pile axisS = pile slope relative to original pile batter angleR = rotational stiffness applied to pile headValues of top y vs. pile lengths can be computed only for load types withspecified shear loading (Load Types 1, 2, and 3).Thrust force is assumed to be acting axially for all pile batter angles.

-------------------------------------------------------------------------------- Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness--------------------------------------------------------------------------------

Axial thrust force values were determined from pile-head loading conditions

Number of Pile Sections Analyzed = 1

Pile Section No. 1:-------------------

Dimensions and Properties of Steel AISC Strong Axis:---------------------------------------------

Length of Section = 35.000000 ftFlange Width = 14.900000 inSection Depth = 14.200000 inFlange Thickness = 0.805000 inWeb Thickness = 0.805000 inYield Stress of Pipe = 36.000000 ksiElastic Modulus = 29000. ksiCross-sectional Area = 34.400000 sq. in.Moment of Inertia = 1220. in^4Elastic Bending Stiffness = 35380000. kip-in^2Plastic Modulus, Z = 194.000000in^3

Page 4

Bridge 522 Deadman_North Abutment.lp11oPlastic Moment Capacity = Fy Z = 6984.in-kip

Axial Structural Capacities:----------------------------

Nom. Axial Structural Capacity = Fy As = 1238.400 kipsNominal Axial Tensile Capacity = -1238.400 kips

Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1

Number Axial Thrust Force kips ------ ------------------ 1 0.000

Definition of Run Messages:

Y = part of pipe section has yielded.

Axial Thrust Force = 0.000 kips

Bending Bending Bending Depth to Max Total Run Curvature Moment Stiffness N Axis Stress Msg rad/in. in-kip kip-in2 in ksi------------- ------------- ------------- ------------- ------------- --- 0.00000354 124.2872528 35100995. 7.1000000 0.7217698 0.00000708 248.5745056 35100995. 7.1000000 1.4435396 0.00001062 372.8617584 35100995. 7.1000000 2.1653094 0.00001416 497.1490112 35100995. 7.1000000 2.8870792 0.00001770 621.4362640 35100995. 7.1000000 3.6088490 0.00002125 745.7235168 35100995. 7.1000000 4.3306189 0.00002479 870.0107697 35100995. 7.1000000 5.0523887 0.00002833 994.2980225 35100995. 7.1000000 5.7741585 0.00003187 1119. 35100995. 7.1000000 6.4959283 0.00003541 1243. 35100995. 7.1000000 7.2176981 0.00003895 1367. 35100995. 7.1000000 7.9394679 0.00004249 1491. 35100995. 7.1000000 8.6612377 0.00004603 1616. 35100995. 7.1000000 9.3830075 0.00004957 1740. 35100995. 7.1000000 10.1047773 0.00005311 1864. 35100995. 7.1000000 10.8265471 0.00005665 1989. 35100995. 7.1000000 11.5483169 0.00006019 2113. 35100995. 7.1000000 12.2700868 0.00006374 2237. 35100995. 7.1000000 12.9918566 0.00006728 2361. 35100995. 7.1000000 13.7136264 0.00007082 2486. 35100995. 7.1000000 14.4353962 0.00007436 2610. 35100995. 7.1000000 15.1571660 0.00007790 2734. 35100995. 7.1000000 15.8789358 0.00008144 2859. 35100995. 7.1000000 16.6007056 0.00008498 2983. 35100995. 7.1000000 17.3224754 0.00008852 3107. 35100995. 7.1000000 18.0442452 0.00009206 3231. 35100995. 7.1000000 18.7660150 0.00009560 3356. 35100995. 7.1000000 19.4877848 0.00009914 3480. 35100995. 7.1000000 20.2095546 0.0001027 3604. 35100995. 7.1000000 20.9313245 0.0001062 3729. 35100995. 7.1000000 21.6530943 0.0001098 3853. 35100995. 7.1000000 22.3748641 0.0001133 3977. 35100995. 7.1000000 23.0966339 0.0001168 4101. 35100995. 7.1000000 23.8184037 0.0001204 4226. 35100995. 7.1000000 24.5401735 0.0001239 4350. 35100995. 7.1000000 25.2619433 0.0001275 4474. 35100995. 7.1000000 25.9837131 0.0001310 4599. 35100995. 7.1000000 26.7054829

Page 5

Bridge 522 Deadman_North Abutment.lp11o 0.0001346 4723. 35100995. 7.1000000 27.4272527 0.0001381 4847. 35100995. 7.1000000 28.1490225 0.0001452 5096. 35100995. 7.1000000 29.5925622 0.0001523 5344. 35100995. 7.1000000 31.0361018 0.0001593 5593. 35100995. 7.1000000 32.4796414 0.0001664 5842. 35100995. 7.1000000 33.9231810 0.0001735 6090. 35100995. 7.1000000 35.3667206 0.0001806 6313. 34956786. 7.1000000 36.0000000 Y 0.0001877 6457. 34406082. 7.1000000 36.0000000 Y 0.0001947 6532. 33542198. 7.1000000 36.0000000 Y 0.0002018 6565. 32525814. 7.1000000 36.0000000 Y 0.0002089 6589. 31539616. 7.1000000 36.0000000 Y 0.0002160 6611. 30607932. 7.1000000 36.0000000 Y 0.0002231 6631. 29725136. 7.1000000 36.0000000 Y 0.0002302 6649. 28889181. 7.1000000 36.0000000 Y 0.0002372 6666. 28096536. 7.1000000 36.0000000 Y 0.0002443 6681. 27344053. 7.1000000 36.0000000 Y 0.0002514 6695. 26628906. 7.1000000 36.0000000 Y 0.0002585 6707. 25948550. 7.1000000 36.0000000 Y 0.0002656 6719. 25300683. 7.1000000 36.0000000 Y 0.0002726 6730. 24683214. 7.1000000 36.0000000 Y 0.0002797 6740. 24094238. 7.1000000 36.0000000 Y 0.0002868 6749. 23532010. 7.1000000 36.0000000 Y 0.0002939 6758. 22993958. 7.1000000 36.0000000 Y 0.0003010 6766. 22479436. 7.1000000 36.0000000 Y 0.0003081 6773. 21987182. 7.1000000 36.0000000 Y 0.0003151 6780. 21515064. 7.1000000 36.0000000 Y 0.0003222 6787. 21062342. 7.1000000 36.0000000 Y 0.0003293 6793. 20628245. 7.1000000 36.0000000 Y 0.0003364 6798. 20210614. 7.1000000 36.0000000 Y 0.0003435 6804. 19809883. 7.1000000 36.0000000 Y 0.0003505 6809. 19423744. 7.1000000 36.0000000 Y 0.0003576 6814. 19052717. 7.1000000 36.0000000 Y 0.0003647 6818. 18694718. 7.1000000 36.0000000 Y 0.0003718 6822. 18350357. 7.1000000 36.0000000 Y 0.0003789 6826. 18017531. 7.1000000 36.0000000 Y 0.0003860 6830. 17696878. 7.1000000 36.0000000 Y 0.0003930 6834. 17387006. 7.1000000 36.0000000 Y 0.0004001 6837. 17087665. 7.1000000 36.0000000 Y 0.0004072 6840. 16798647. 7.1000000 36.0000000 Y 0.0004143 6843. 16518541. 7.1000000 36.0000000 Y 0.0004214 6846. 16247851. 7.1000000 36.0000000 Y 0.0004497 6857. 15247286. 7.1000000 36.0000000 Y 0.0004780 6865. 14361320. 7.1000000 36.0000000 Y 0.0005063 6872. 13571868. 7.1000000 36.0000000 Y 0.0005347 6878. 12864088. 7.1000000 36.0000000 Y 0.0005630 6883. 12226014. 7.1000000 36.0000000 Y 0.0005913 6887. 11647588. 7.1000000 36.0000000 Y 0.0006196 6891. 11121235. 7.1000000 36.0000000 Y 0.0006480 6895. 10640384. 7.1000000 36.0000000 Y 0.0006763 6897. 10198808. 7.1000000 36.0000000 Y 0.0007046 6900. 9792580. 7.1000000 36.0000000 Y 0.0007330 6902. 9417093. 7.1000000 36.0000000 Y 0.0007613 6904. 9069525. 7.1000000 36.0000000 Y 0.0007896 6906. 8746284. 7.1000000 36.0000000 Y 0.0008179 6908. 8445432. 7.1000000 36.0000000 Y 0.0008463 6909. 8164483. 7.1000000 36.0000000 Y 0.0008746 6911. 7901486. 7.1000000 36.0000000 Y

-------------------------------------------------------------------------------- Summary of Results for Nominal Moment Capacity for Section 1--------------------------------------------------------------------------------

NominalLoad Axial Moment

Page 6

Bridge 522 Deadman_North Abutment.lp11o No. Thrust Capacity kips in-kips---- ---------------- ---------------- 1 0.00000000 6911.

Note that the values in the above table are not factored by a strengthreduction factor for LRFD.

The value of the strength reduction factor depends on the provisions of theLRFD code being followed.

The above values should be multiplied by the appropriate strength reductionfactor to compute ultimate moment capacity according to the LRFD structuraldesign standard being followed.

-------------------------------------------------------------------------------- Layering Correction Equivalent Depths of Soil & Rock Layers--------------------------------------------------------------------------------

Top of Equivalent Layer Top Depth Same Layer Layer is F0 F1Layer Below Below Type As Rock or Integral Integral No. Pile Head Grnd Surf Layer is Below for Layer for Layer ft ft Above Rock Layer lbs lbs----- ---------- ---------- ---------- ---------- ---------- ---------- 1 0.00 0.00 N.A. No 0.00 432132. 2 18.0000 18.6401 Yes No 432132. N.A.

Notes: The F0 integral of Layer n+1 equals the sum of the F0 and F1 integrals for Layer n. Layering correction equivalent depths are computed only for soil types with both shallow-depth and deep-depth expressions for peak lateral load transfer. These soil types are soft and stiff clays, non-liquefied sands, and cemented c-phi soil.

-------------------------------------------------------------------------------- Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1--------------------------------------------------------------------------------

Pile-head conditions are Shear and Moment (Loading Type 1)

Shear force at pile head = 40750.0 lbsApplied moment at pile head = 0.0 in-lbsAxial thrust load on pile head = 0.0 lbs

Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Es*h Lat. Load feet inches in-lbs lbs radians psi* in-lb^2 lb/inch lb/inch lb/inch---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 0.00 1.0481 1.33E-06 40750. -0.01017 8.09E-09 3.51E+10 0.00 0.00 0.00 0.3500 1.0054 171150. 40676. -0.01016 1045. 3.51E+10 -35.1472 146.8217 0.00 0.7000 0.9628 341680. 40443. -0.01013 2086. 3.51E+10 -75.8777 330.9985 0.00 1.0500 0.9204 510872. 40034. -0.01008 3120. 3.51E+10 -119.0333 543.2046 0.00 1.4000 0.8782 677963. 39443. -0.01001 4140. 3.51E+10 -162.3312 776.3877 0.00 1.7500 0.8363 842192. 38674. -0.00991 5143. 3.51E+10 -203.5617 1022. 0.00 2.1000 0.7949 1002829. 37735. -0.00980 6124. 3.51E+10 -243.6854 1288. 0.00 2.4500 0.7539 1159168. 36634. -0.00968 7079. 3.51E+10 -280.6355 1563. 0.00 2.8000 0.7136 1310556. 35385. -0.00953 8003. 3.51E+10 -314.4281 1851. 0.00 3.1500 0.6739 1456398. 34004. -0.00936 8894. 3.51E+10 -343.0052 2138. 0.00

Page 7

Bridge 522 Deadman_North Abutment.lp11o 3.5000 0.6350 1596189. 32493. -0.00918 9747. 3.51E+10 -376.2870 2489. 0.00 3.8500 0.5968 1729343. 30840. -0.00898 10560. 3.51E+10 -411.0055 2892. 0.00 4.2000 0.5595 1855246. 29020. -0.00877 11329. 3.51E+10 -455.8969 3422. 0.00 4.5500 0.5232 1973108. 27059. -0.00854 12049. 3.51E+10 -477.6123 3834. 0.00 4.9000 0.4878 2082544. 25026. -0.00829 12717. 3.51E+10 -490.7542 4225. 0.00 5.2500 0.4535 2183324. 22910. -0.00804 13333. 3.51E+10 -516.5745 4784. 0.00 5.6000 0.4203 2274991. 20684. -0.00777 13892. 3.51E+10 -543.4838 5431. 0.00 5.9500 0.3882 2357071. 18353. -0.00749 14394. 3.51E+10 -566.5469 6129. 0.00 6.3000 0.3573 2429157. 15930. -0.00721 14834. 3.51E+10 -587.2353 6902. 0.00 6.6500 0.3277 2490884. 13416. -0.00691 15211. 3.51E+10 -609.7852 7816. 0.00 7.0000 0.2993 2541855. 10813. -0.00661 15522. 3.51E+10 -629.7305 8838. 0.00 7.3500 0.2721 2581717. 8132. -0.00631 15765. 3.51E+10 -647.0948 9987. 0.00 7.7000 0.2463 2610164. 5383. -0.00600 15939. 3.51E+10 -661.9417 11288. 0.00 8.0500 0.2218 2626935. 2579. -0.00568 16042. 3.51E+10 -673.3628 12753. 0.00 8.4000 0.1986 2631828. -264.0674 -0.00537 16071. 3.51E+10 -680.4746 14394. 0.00 8.7500 0.1767 2624717. -3127. -0.00505 16028. 3.51E+10 -683.0519 16238. 0.00 9.1000 0.1561 2605557. -5992. -0.00474 15911. 3.51E+10 -680.8840 18319. 0.00 9.4500 0.1368 2574386. -8837. -0.00443 15721. 3.51E+10 -673.7699 20679. 0.00 9.8000 0.1189 2531330. -11641. -0.00413 15458. 3.51E+10 -661.5109 23370. 0.00 10.1500 0.1022 2476605. -14276. -0.00383 15124. 3.51E+10 -593.6652 24398. 0.00 10.5000 0.08675 2411408. -16618. -0.00353 14725. 3.51E+10 -521.3178 25240. 0.00 10.8500 0.07252 2337015. -18658. -0.00325 14271. 3.51E+10 -450.3077 26081. 0.00 11.2000 0.05946 2254678. -20404. -0.00297 13768. 3.51E+10 -381.1237 26922. 0.00 11.5500 0.04753 2165618. -21865. -0.00271 13224. 3.51E+10 -314.1980 27764. 0.00 11.9000 0.03669 2071016. -23049. -0.00246 12647. 3.51E+10 -249.9066 28605. 0.00 12.2500 0.02690 1972005. -23970. -0.00221 12042. 3.51E+10 -188.5702 29446. 0.00 12.6000 0.01809 1869668. -24640. -0.00198 11417. 3.51E+10 -130.4556 30288. 0.00 12.9500 0.01022 1765030. -25073. -0.00177 10778. 3.51E+10 -75.7771 31129. 0.00 13.3000 0.00324 1659055. -25284. -0.00156 10131. 3.51E+10 -24.6991 31970. 0.00 13.6500 -0.00290 1552645. -25288. -0.00137 9481. 3.51E+10 22.6616 32812. 0.00 14.0000 -0.00827 1446634. -25102. -0.00119 8834. 3.51E+10 66.2322 33653. 0.00 14.3500 -0.01290 1341791. -24740. -0.00102 8194. 3.51E+10 105.9815 34494. 0.00 14.7000 -0.01687 1238818. -24219. -8.70E-04 7565. 3.51E+10 141.9158 35336. 0.00 15.0500 -0.02021 1138348. -23556. -7.27E-04 6951. 3.51E+10 174.0757 36177. 0.00 15.4000 -0.02298 1040950. -22765. -5.97E-04 6357. 3.51E+10 202.5320 37018. 0.00 15.7500 -0.02522 947123. -21862. -4.78E-04 5784. 3.51E+10 227.3822 37859. 0.00 16.1000 -0.02700 857308. -20862. -3.70E-04 5235. 3.51E+10 248.7464 38701. 0.00 16.4500 -0.02833 771881. -19780. -2.73E-04 4714. 3.51E+10 266.7635 39542. 0.00 16.8000 -0.02929 691159. -18628. -1.85E-04 4221. 3.51E+10 281.5875 40383. 0.00 17.1500 -0.02989 615405. -17421. -1.07E-04 3758. 3.51E+10 293.3832 41225. 0.00 17.5000 -0.03018 544825. -16170. -3.76E-05 3327. 3.51E+10 302.3235 42066. 0.00 17.8500 -0.03021 479579. -14887. 2.37E-05 2929. 3.51E+10 308.5846 42907. 0.00 18.2000 -0.02999 419776. -13809. 7.75E-05 2563. 3.51E+10 204.5107 28645. 0.00 18.5500 -0.02955 363581. -12948. 1.24E-04 2220. 3.51E+10 205.4478 29196. 0.00 18.9000 -0.02894 311010. -12086. 1.65E-04 1899. 3.51E+10 204.9778 29747. 0.00 19.2500 -0.02817 262055. -11229. 1.99E-04 1600. 3.51E+10 203.2193 30298. 0.00 19.6000 -0.02727 216684. -10382. 2.28E-04 1323. 3.51E+10 200.2916 30848. 0.00 19.9500 -0.02626 174847. -9549. 2.51E-04 1068. 3.51E+10 196.3132 31399. 0.00 20.3000 -0.02516 136473. -8735. 2.70E-04 833.3787 3.51E+10 191.4013 31950. 0.00 20.6500 -0.02399 101475. -7943. 2.84E-04 619.6610 3.51E+10 185.6705 32501. 0.00 21.0000 -0.02278 69752. -7177. 2.94E-04 425.9437 3.51E+10 179.2323 33052. 0.00 21.3500 -0.02152 41191. -6439. 3.01E-04 251.5333 3.51E+10 172.1942 33603. 0.00 21.7000 -0.02025 15667. -5731. 3.04E-04 95.6716 3.51E+10 164.6590 34154. 0.00 22.0500 -0.01897 -6952. -5056. 3.05E-04 42.4531 3.51E+10 156.7246 34705. 0.00 22.4000 -0.01769 -26807. -4415. 3.03E-04 163.6955 3.51E+10 148.4833 35255. 0.00 22.7500 -0.01642 -44042. -3810. 2.98E-04 268.9433 3.51E+10 140.0217 35806. 0.00 23.1000 -0.01518 -58807. -3240. 2.92E-04 359.1080 3.51E+10 131.4198 36357. 0.00 23.4500 -0.01397 -71254. -2706. 2.85E-04 435.1162 3.51E+10 122.7518 36908. 0.00 23.8000 -0.01279 -81536. -2208. 2.75E-04 497.9017 3.51E+10 114.0849 37459. 0.00 24.1500 -0.01166 -89805. -1747. 2.65E-04 548.3979 3.51E+10 105.4800 38010. 0.00 24.5000 -0.01056 -96213. -1322. 2.54E-04 587.5319 3.51E+10 96.9915 38561. 0.00 24.8500 -0.00952 -100911. -932.2729 2.42E-04 616.2180 3.51E+10 88.6670 39111. 0.00 25.2000 -0.00853 -104044. -576.9218 2.30E-04 635.3530 3.51E+10 80.5479 39662. 0.00 25.5500 -0.00759 -105757. -255.1660 2.17E-04 645.8113 3.51E+10 72.6692 40213. 0.00 25.9000 -0.00670 -106188. 34.0649 2.05E-04 648.4417 3.51E+10 65.0598 40764. 0.00 26.2500 -0.00587 -105471. 291.9504 1.92E-04 644.0639 3.51E+10 57.7428 41315. 0.00

Page 8

Bridge 522 Deadman_North Abutment.lp11o 26.6000 -0.00509 -103735. 519.7551 1.80E-04 633.4661 3.51E+10 50.7356 41866. 0.00 26.9500 -0.00436 -101105. 718.8055 1.67E-04 617.4030 3.51E+10 44.0503 42417. 0.00 27.3000 -0.00368 -97697. 890.4678 1.55E-04 596.5949 3.51E+10 37.6937 42968. 0.00 27.6500 -0.00306 -93625. 1036. 1.44E-04 571.7264 3.51E+10 31.6682 43518. 0.00 28.0000 -0.00248 -88994. 1157. 1.33E-04 543.4466 3.51E+10 25.9717 44069. 0.00 28.3500 -0.00194 -83905. 1255. 1.23E-04 512.3692 3.51E+10 20.5978 44620. 0.00 28.7000 -0.00144 -78452. 1331. 1.13E-04 479.0730 3.51E+10 15.5368 45171. 0.00 29.0500 -9.90E-04 -72726. 1386. 1.04E-04 444.1031 3.51E+10 10.7753 45722. 0.00 29.4000 -5.72E-04 -66809. 1422. 9.56E-05 407.9726 3.51E+10 6.2971 46273. 0.00 29.7500 -1.87E-04 -60781. 1440. 8.80E-05 371.1637 3.51E+10 2.0836 46824. 0.00 30.1000 1.67E-04 -54717. 1440. 8.10E-05 334.1304 3.51E+10 -1.8863 47374. 0.00 30.4500 4.94E-04 -48685. 1424. 7.49E-05 297.3003 3.51E+10 -5.6354 47925. 0.00 30.8000 7.96E-04 -42754. 1393. 6.94E-05 261.0772 3.51E+10 -9.1877 48476. 0.00 31.1500 0.00108 -36984. 1347. 6.46E-05 225.8438 3.51E+10 -12.5685 49027. 0.00 31.5000 0.00134 -31436. 1288. 6.05E-05 191.9643 3.51E+10 -15.8035 49578. 0.00 31.8500 0.00159 -26166. 1215. 5.71E-05 159.7871 3.51E+10 -18.9187 50129. 0.00 32.2000 0.00182 -21231. 1129. 5.42E-05 129.6478 3.51E+10 -21.9398 50680. 0.00 32.5500 0.00204 -16682. 1031. 5.20E-05 101.8719 3.51E+10 -24.8919 51230. 0.00 32.9000 0.00225 -12573. 920.0614 5.02E-05 76.7773 3.51E+10 -27.7991 51781. 0.00 33.2500 0.00246 -8954. 797.2477 4.89E-05 54.6773 3.51E+10 -30.6836 52332. 0.00 33.6000 0.00267 -5876. 662.3234 4.80E-05 35.8825 3.51E+10 -33.5660 52883. 0.00 33.9500 0.00287 -3390. 515.2599 4.75E-05 20.7033 3.51E+10 -36.4642 53434. 0.00 34.3000 0.00306 -1548. 355.9597 4.72E-05 9.4522 3.51E+10 -39.3930 53985. 0.00 34.6500 0.00326 -400.2860 184.2703 4.71E-05 2.4444 3.51E+10 -42.3638 54536. 0.00 35.0000 0.00346 0.00 0.00 4.71E-05 0.00 3.51E+10 -45.3839 27543. 0.00

* This analysis computed pile response using nonlinear moment-curvature rela- tionships. Values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. Stresses in concrete and steel may be interpolated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile.

Output Summary for Load Case No. 1:

Pile-head deflection = 1.04813463 inchesComputed slope at pile head = -0.01016873 radiansMaximum bending moment = 2631828. inch-lbsMaximum shear force = 40750. lbsDepth of maximum bending moment = 8.40000000 feet below pile headDepth of maximum shear force = 0.000000 feet below pile headNumber of iterations = 13Number of zero deflection points = 2

-------------------------------------------------------------------------------- Summary of Pile-head Responses for Conventional Analyses--------------------------------------------------------------------------------

Definitions of Pile-head Loading Conditions:

Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbsLoad Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, S, radiansLoad Type 3: Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad.Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbsLoad Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, S, radians

Load Load Load Axial Pile-head Pile-head Max Shear Max MomentCase Type Pile-head Type Pile-head Loading Deflection Rotation in Pile in Pile No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs---- ----- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 1 V, lb 40750. M, in-lb 0.00 0.00 1.0481 -0.01017 40750. 2631828.

Page 9

Bridge 522 Deadman_North Abutment.lp11oMaximum pile-head deflection = 1.0481346328 inchesMaximum pile-head rotation = -0.0101687319 radians = -0.582625 deg.

The analysis ended normally.

Page 10

1

Ha, Da

From: Wilson, John (Manchester, NH)Sent: Friday, September 20, 2019 10:05 AMTo: Ha, DaCc: Wall, AlisonSubject: RE: Newbury WCRL(23) Geotechnical Data Report

Hi Da,

The span lengths for span 1 and span 2 are different therefore have different longitudinal loads. The load provided toyou of 50 kips was for span 2, which is for the South Abutment, so the south abutment is ok and works with 50 kips.

50 kips is conservative for span 1 North Abutment. Please use 40.75 kips for span 1 North Abutment. I’m guessing thedeflection of the HP14 x 177 (L=35’) will be about 1.1”; I’m ok with that.

Thank You Da,

John

John J. Wilson, P.E. (MA, NH, VT) | JACOBS | Engineering Manager | Bridges and Structures | 603.518.1778 direct |603.790.0874 cellTwo Executive Park Drive, Suite 205 | Bedford, NH [email protected] | www.jacobs.com

From: Wilson, John (Manchester, NH)Sent: Thursday, September 19, 2019 2:40 PMTo: Ha, Da <[email protected]>Cc: Wall, Alison <[email protected]>Subject: RE: Newbury WCRL(23) Geotechnical Data Report

Hi Da,

Can I use an HP14 x 117 at both abutments? It’s the largest pile with a specific pay item number, I’d like to stick with apile rather than a W-section for specification reasons. I know I will lose a bit of capacity but anything we can do in theassumptions or a longer pile that might make this work at abutment 2?

John

John J. Wilson, P.E. (MA, NH, VT) | JACOBS | Engineering Manager | Bridges and Structures | 603.518.1778 direct |603.790.0874 cellTwo Executive Park Drive, Suite 205 | Bedford, NH [email protected] | www.jacobs.com

From: Ha, DaSent: Tuesday, September 17, 2019 5:19 PMTo: Wilson, John (Manchester, NH) <[email protected]>Cc: Wall, Alison <[email protected]>Subject: RE: Newbury WCRL(23) Geotechnical Data Report

Memorandum

Appendix C

Analysis of Additional Lateral Pressures on Abutment Wall

9’-0" 25’-0" 9’-0" 16’-2" 9’-0" 25’-0" 9’-0"

69.2

5

K

69.2

5

K

69.2

5

K

69.2

5

K

69.2

5

K

69.2

5

K

69.2

5

K

69.2

5

K

5’-8"19’-7"5’-8" 5’-8" 5’-8"19’-7" 6’-8"

71.5

K

71.5

K

71.5

K

71.5

K

6’-0"30’-8"6’-0" 6’-0" 6’-0"30’-8" 6’-5"

78.7

5

K

78.7

5

K

78.7

5

K

78.7

5

K

MANAGEMENT PROGRAM

RAILROAD BRIDGE

GP40 LOCOMOTIVE AXLE LOADS AND SPACING

315 KIP BASE CAR AXLE LOADS AND SPACING

286 KIP BASE CAR AXLE LOADS AND SPACING

RAIL SECTION


STATE OF VERMONT

78.7

5

K

78.7

5

K

78.7

5

K

78.7

5

K

71.5

K

71.5

K

71.5

K

71.5

K

LIVE LOAD VEHICLE CONFIGURATIONS

LOAD CAPACITY ANALYSIS

DESIGN &

RAILROAD BRIDGE

NOTES:

CONFIGURATION AS WELL AS THE ABOVE EQUIPMENT.

ALL LOAD RATINGS SHALL INCLUDE AN ANALYSIS OF A COOPER E80 CAR

ALTERNATE LIVE LOAD IN ACCORDANCE WITH THE CURRENT AREMA MANUAL.

NEW BRIDGES SHALL BE DESIGNED USING A COOPER E80 CAR CONFIGURATION OR

NTS

NTS

NTS

Updated - 02/02/16

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Design Car Loads = 1.5 ksf (controls)

34’-2" 13’-5"

68.3

3

K

MANAGEMENT PROGRAM

RAILROAD BRIDGE

RAIL SECTION


STATE OF VERMONT

LIVE LOAD VEHICLE CONFIGURATIONS

LOAD CAPACITY ANALYSIS

DESIGN &

RAILROAD BRIDGE

NOTES:

CONFIGURATION AS WELL AS THE ABOVE EQUIPMENT.

ALL LOAD RATINGS SHALL INCLUDE AN ANALYSIS OF A COOPER E80 CAR

ALTERNATE LIVE LOAD IN ACCORDANCE WITH THE CURRENT AREMA MANUAL.

NEW BRIDGES SHALL BE DESIGNED USING A COOPER E80 CAR CONFIGURATION OR

NTS

SD-70M LOCOMOTIVE AXLE LOADS AND SPACING

"6’-8 "6’-8

68.3

3

K

68.3

3

K

68.3

3

K

68.3

3

K

68.3

3

K

"6’-8"6’-8 34’-2"

68.3

3

K

"6’-8 "6’-8

68.3

3

K

68.3

3

K

68.3

3

K

68.3

3

K

68.3

3

K

"6’-8"6’-8

9’-0" 9’-0" 16’-1" 8’-6" 51’-0"

68.6

0

K

68.6

0

K

68.6

0

K

68.6

0

K

26.0

0

K

26.0

0

K

26.0

0

K

26.0

0

KNTS

P32AC-DM

34’-2.5"

AMFLEET 1

8’-6"

AMTRAK ETHAN ALLEN TO BURLINGTON

8’-6" 8’-6" 16’-1" 9’-0"

28.0

0

K

28.0

0

K

28.0

0

K

28.0

0

K

68.6

0

K

68.6

0

K

68.6

0

K

68.6

0

K

NTS

9’-0"

AMTRAK ETHAN ALLEN TO BURLINGTON

26.0

0

K

26.0

0

K

COACH (5 TOTAL)

17’-4" 8’-6"

26.0

0

K

26.0

0

K

8’-6" 17’-4"

AMFLEET 1

ENGINE (1 EACH)

FOODSERVICE (1 EACH)

P32AC-DMENGINE (1 EACH)

51’-0" 34’-2.5"

Updated - 04/21/16

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Design Locomotive Loads = 1.2 ksf

VTrans Bridge 522286 Kip Base Car Surcharge286 Kip Base Car Surcharge

<Surcharge> CIVILTECH SOFTWARE USA www.civiltech.com

Pressure (ksf)0.000 0.080 0.160 0.240 0.320 0.400 0.480 0.560 0.640 0.720 0.800Depth(ft)0

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35

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45

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55

60

65

70

75

80

85

Max. Pressure= 0.77At depth= 1.75Z

0.75

0.72

0.69

0.66

0.61

0.56

1.75 0.77 Max.

Licensed to 4324324234 3424343Date: 9/24/2019 File: O:\INFRASTRUCTURE\GEOTECHNICAL\VTrans Bridge 522 Rehabilitation\Shoring Analysis\Surcharge.lp8

Wall Height, H= 35 Load Depth at Surface, D= 0Load Factor of Surcharge Loading = 1Semi-flexible Wall Condition -- Small movement or deflection are allowed.Max. Pressure = 0.773 at depth = 1.75

X Width Length Area Load

.0 300.0 9.0 1.50

UNITS: LENGTH/DEPTH: ft, Qpoint: kip, Qline: kip/ft, Qstrip/Qarea/PRESSURE: ksf

Authored by: DH Date: 9/24/2019Checked by: SR Date: 9/24/2019

VTrans Bridge 522 Rehabilitation File #: E2X73927 WBS: A.P4.RA.ENG

Purpose: Estimate the lateral pressure on the abutment wall due to lateral pile deflections.Method: Use WinStress Software to calculate stress distribution along the abutment wall.Assumptions: 1) The proposed strut will be 12 feet long (i.e., the proposed H pile is about 11 feet from the back of abutment wall.)

2) The design H-pile is HP14x117.

For 1 ksf lateral pressure from pile:

Pile 1 Location Pile 2 Location0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17

Pile 1 Load 0.06 0.06 0.07 0.07 0.07 0.07 0.07 0.06 0.06 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01Pile 2 Load 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.06 0.06 0.07 0.07 0.07 0.07 0.07 0.06 0.06

Total 0.07 0.07 0.09 0.09 0.1 0.1 0.11 0.1 0.11 0.11 0.1 0.11 0.1 0.1 0.09 0.09 0.07 0.07Average = 0.09

Conclusion: The average pressure at the abutment wall due to the H pile deflection is about 9% of the pressure on the pile.

0

0.02

0.04

0.06

0.08

0.1

0.12

0 2 4 6 8 10 12 14 16 18

Pres

sure

onW

all(

ksf)

Points Along Abutment Wall (ft)

Pressure Distribution Along Abutment Wall

Authored by: DH Date: 9/24/2019Checked by: SR Date: 9/24/2019

VTrans Bridge 522 Rehabilitation File #: E2X73927 WBS: A.P4.RA.ENG

Purpose: Estimate the lateral pressure on the abutment wall due to lateral pile deflections.Method: Use WinStress Software to calculate stress distribution along the abutment wall.Assumptions: 1) The proposed strut will be 12 feet long (i.e., the proposed H pile is about 11 feet from the back of abutment wall.)

2) The design H-pile is HP14x117.

Mobilized Soil Reactions at the Pile are from LPILE results.

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-1000 -800 -600 -400 -200 0 200 400 600

Dept

h(ft

)

Mobilized Soil Reactions at Pile (lbs/in)

Depth (ft)

SoilReactionson Pile(lbs/in)

SoilReactionson Pile(psi)

SoilReactionson Pile(ksf)

SoilPressureon Wall(ksf)

0 0 0 0 00.25 -34.9306 -2.34434 -0.33758 0.030383

0.5 -76.0552 -5.10438 -0.73503 0.0661530.75 -121.528 -8.15624 -1.1745 0.105705

1 -169.427 -11.3709 -1.63741 0.1473671.25 -218.167 -14.6421 -2.10846 0.189761

1.5 -267.067 -17.924 -2.58105 0.2322951.75 -313.907 -21.0676 -3.03374 0.273036

2 -360.342 -24.184 -3.4825 0.3134252.25 -406.057 -27.2522 -3.92431 0.353188

2.5 -447.805 -30.054 -4.32778 0.38952.75 -488.127 -32.7602 -4.71746 0.424572

3 -522.964 -35.0983 -5.05415 0.4548743.25 -559.522 -37.5518 -5.40746 0.486671

3.5 -581.695 -39.04 -5.62175 0.5059583.75 -598.345 -40.1573 -5.78266 0.520439

4 -627.059 -42.0845 -6.06016 0.5454154.25 -650.238 -43.6401 -6.28418 0.565576

4.5 -667.19 -44.7779 -6.44801 0.5803214.75 -677.238 -45.4522 -6.54512 0.589061

5 -683.613 -45.88 -6.60673 0.5946055.25 -710.263 -47.6686 -6.86428 0.617786

5.5 -734 -49.2618 -7.0937 0.6384335.75 -754.636 -50.6467 -7.29312 0.656381

6 -772.001 -51.8121 -7.46095 0.6714856.25 -787.409 -52.8462 -7.60985 0.684887

6.5 -807.547 -54.1978 -7.80448 0.7024036.75 -825.53 -55.4047 -7.97828 0.718045

7 -840.478 -56.4079 -8.12274 0.7310477.25 -852.19 -57.194 -8.23593 0.741234

7.5 -860.522 -57.7532 -8.31645 0.7484817.75 -865.338 -58.0764 -8.363 0.75267

8 -866.516 -58.1555 -8.37439 0.7536958.25 -863.944 -57.9828 -8.34952 0.751457

8.5 -857.518 -57.5515 -8.28742 0.7458688.75 -847.143 -56.8552 -8.18715 0.736844

9 -832.729 -55.8879 -8.04785 0.7243079.25 -814.189 -54.6436 -7.86867 0.708181

9.5 -791.433 -53.1163 -7.64875 0.6883879.75 -764.36 -51.2993 -7.38711 0.66484

10 -732.855 -49.1849 -7.08262 0.63743610.25 -696.765 -46.7627 -6.73383 0.606045

10.5 -655.887 -44.0193 -6.33878 0.5704910.75 -609.93 -40.9349 -5.89462 0.530516

11 -522.68 -35.0792 -5.0514 0.45462611.25 -416.728 -27.9683 -4.02744 0.362469

11.5 -316.529 -21.2435 -3.05907 0.27531611.75 -222.294 -14.9191 -2.14835 0.193351

12 -134.178 -9.00526 -1.29676 0.11670812.25 -52.2801 -3.50873 -0.50526 0.045473

0

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30

-10 -8 -6 -4 -2 0 2 4 6

Dept

h(ft

)

Mobilized Soil Pressure at Pile (ksf)

12.5 23.3535 1.567349 0.225698 012.75 92.7234 6.223047 0.896119 0

13 155.8753 10.46143 1.506446 013.25 212.8959 14.28832 2.057517 0

13.5 263.9088 17.712 2.550528 013.75 309.0709 20.74301 2.986994 0

14 348.5682 23.39384 3.368713 014.25 382.6126 25.6787 3.697733 0

14.5 411.4375 27.61326 3.976309 014.75 435.2941 29.21437 4.206869 0

15 454.4485 30.4999 4.391986 015.25 469.1772 31.4884 4.53433 0

15.5 479.7648 32.19898 4.636653 015.75 486.5001 32.65101 4.701746 0

16 489.6734 32.86399 4.732414 016.25 489.5739 32.85731 4.731452 0

16.5 486.4865 32.6501 4.701614 016.75 480.6902 32.26109 4.645597 0

17 472.4551 31.7084 4.566009 017.25 462.041 31.00946 4.465363 0

17.5 449.6953 30.18089 4.346049 017.75 435.6514 29.23835 4.210322 0

18 389.4091 26.13484 3.763417 018.25 344.935 23.15 3.3336 0

18.5 329.6308 22.12287 3.185694 018.75 313.5396 21.04293 3.030181 0

19 296.7963 19.91921 2.868367 019.25 279.5232 18.75995 2.701432 0

19.5 261.8294 17.57244 2.530432 019.75 243.811 16.36315 2.356294 0

20 225.551 15.13765 2.179822 020.25 207.1195 13.90064 2.001692 0

20.5 188.5738 12.65596 1.822458 020.75 169.9591 11.40665 1.642558 0

21 151.3084 10.15493 1.462309 021.25 132.6435 8.902248 1.281924 0

21.5 113.9753 7.649349 1.101506 021.75 95.3048 6.396295 0.921067 0

22 76.6238 5.142537 0.740525 022.25 57.9158 3.886966 0.559723 0

22.5 39.1571 2.627993 0.378431 022.75 20.3178 1.363611 0.19636 0

23 1.3631 0.091483 0.013174 023.25 -17.7453 -1.19096 -0.1715 0.015435

23.5 -37.048 -2.48644 -0.35805 0.03222423.75 -56.5864 -3.79774 -0.54688 0.049219

24 -76.4006 -5.12756 -0.73837 0.06645324.25 -96.5283 -6.47841 -0.93289 0.08396

24.5 -117.002 -7.85251 -1.13076 0.10176924.75 -137.849 -9.25162 -1.33223 0.119901

25 -159.086 -10.6769 -1.53748 0.138373

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Dept

h(ft

)

Mobilized Pressure on Abutment Wall (ksf)

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Callout

Only the top 12 ft of the abutment wall will be under pressure. The maximum pressure is about the same as the maximum pressure from the LL surcharge analysis. => The longitudinal restraint system will not cause additional loads than what the existing abutment wall has already experienced.

Documents

Memorandum...Boston, MA 02116 USA 1.617.242.9222 Fax 1.617.242.9824 1 Memorandum Date September 26, 2019 To State of Vermont Agency of Transportation (VTrans) From Jacobs Engineering