subject: project number 42-317 department of … · 2020. 12. 29. · c. final edited boring logs...

STATE OF CONNECTICUT

DEPARTMENT OF TRANSPORTATION

M E M O R A N D U M

Subject:

Project Number 42-317

Combined Roadway and Structure Geotechnical Report Resurfacing, Bridge and Safety Improvements from Maple Street to Pitkin Street in the Town of Glastonbury and City of East Hartford

Date: December 6, 2018

to:

Mrs. Susan M. Libatique Trans. Principal Engineer Bureau of Engineering

and Construction

from:

Leo L. Fontaine Trans. Principal Engineer Bureau of Engineering and Construction

1. Transmitted are the following: Roadway Geotechnical Report Structure Geotechnical Report Plans: Correspondence:

2. This transmittal is being made: In response to request dated October 13, 2017 Initiated by this office

3. Comments:

4. Please take the following action: Please review and forward to

Please review for incorporation into the design of the project For your use and information

Attachment

Robert Pion/RAP cc: Eric Tallarita Andrzej Mysliwiec – Michael Piteo Nilesh Patel – Laurie LaRocca Leo Fontaine – Michael McDonnell

To: Susan M. Libatique 2 Project No.: 42-317 From: Leo L. Fontaine Date: December 6, 2018

Geotechnical Report-Transmittal Format Project Description: This project is located on Route 2 from Maple Street to Pitkin Street in the Town of Glastonbury and the City of East Hartford. The project consists of resurfacing, bridge and safety improvements as well as drainage improvements. The total project length is approximately 2.8 miles. The project includes closure of the interchange 5B, on/off ramps. The bridge rehabilitations are limited to deck and parapet modifications at each bridge in the project limits. The eastbound land or Route 2 will be widened between Main Street and Sutton. A retaining wall will be installed to minimize wetland impacts from the widening. The retaining wall will begin at approximate station 427+90 and will end at approximate station 433+90 for a total wall length of 600 feet. The maximum wall height will be approximately 10 feet and most of the wall will retain less than 5 feet of soil. Most of the roadway work along the project length is limited to minor fills (up to 8 feet in height) for the widened portions of the exiting Route 2 embankments. A new culvert will be installed under Route 2 by jacking a 36” reinforced concrete pipe into place at approximate station 137+45.

Geotechnical Information and Site Conditions: General Information Surficial Geology: USGS mapping indicates that the soil consists of alluvium overlying fines between Pitkin Street and Willow Street and sand overlying fines exists from Willow Street to the Maple Street.

Bedrock Geology: USGS mapping indicates that the bedrock geology is comprised of Portland Arkose.

Subsurface Exploration To supplement existing information, a subsurface investigation was

performed between January and March of 2018 by personnel from Atlantic Testing Laboratories, Ltd of Canton, New York. The subsurface investigation consisted of drilling a total of 25 borings. Seventeen (17) Type B roadway borings were drilled. The roadway borings have the prefix “R-.” Most of the roadway borings are located at proposed sign foundation locations. Three (3) Type A cased wash structure borings were drilled at the proposed pipe jacking location and five (5) Type A cased wash borings were drilled in the vicinity of the proposed retaining wall. The borings located at the proposed pipe jacking have the prefix “B-,” and the borings at the proposed retaining wall have the prefix “RW-.” See the Boring Location Plans in Appendix 2 for locations. All the roadway borings were drilled a minimum depth of 32 feet and all the structure borings were drilled to a minimum depth of 40 feet. Bedrock was not encountered on any of the borings.

The purpose of the exploration was to collect soil / rock samples, identify types, depths and thicknesses of geologic strata, and collect in-situ test data to be used in the design of the new retaining walls. Zero-hour groundwater levels were observed in each borehole at the completion of drilling. All borings were backfilled with drill cuttings at the completion of drilling. Refer to Appendix 4 for copies of the boring logs.


To determine the relative soil density and to recover soil samples for classification, Standard Penetration Testing (SPT) was performed at intervals of 5 feet beginning at the ground surface. Undisturbed piston samples of the varved clay were taken and tested for shear strength. All soil samples were hand classified in the field. RQD values were determined from the NX rock core samples. Subsurface Conditions (based upon boring results) The soil generally consists of layers of sand, sandy gravel and silty sand overlying a thick layer of varved clay; which starts as medium stiff to stiff in the top few feet then becomes very soft.

Thickness (ft)

Description

5 - 36 Sand – Loose to dense sand with minor constituents of gravel and silt

2 – 25 Silty Sand – Loose to dense sand with little to some silt 0 – 26 Sandy Gravel – Loose to dense layers of sand and gravel in

varying percentages. 0 – 10 Varved Clay – Glacial Lake deposits of medium stiff to stiff

gray varved clay from Glacial Lake Hitchcock. 0 – 65 Varved Clay – Glacial Lake deposits of very soft to soft gray

varved clay from Glacial Lake Hitchcock. Bedrock – Bedrock was not encountered on any of the

borings.

Zero-hour groundwater observations show that the groundwater surface elevations vary from 9 to 36 but generally the groundwater surface will be encountered at approximate elevation 25 in most areas along the project. The groundwater surface is 4 feet or more below the ground surface at each boring location. Refer to the boring logs for groundwater observations. Laboratory testing on representative samples were performed to evaluate strength properties of the soil. See Appendix E for laboratory testing results.

Settlement

Immediate, consolidation and secondary settlement was evaluated for proposed embankment widenings and a proposed retaining wall. Compression indices and coefficient of consolidation used in evaluating both magnitude and time rate of consolidation settlement of the varved clay were taken from the final JHRAC report “Field Consolidation of Varved Clay” (Dr. Richard Long, University of Connecticut, JHR 78 113, Project 70-3, April 1978). Use of the field data generated indices/coefficients from the report take into account the anisotropic nature of the varved clay and the influence the silt layers have upon its compressive behavior under load.


Soil Strength

The overall (global) stability of the proposed slopes was analyzed at the Service Limit State using laboratory data and limiting equilibrium methods. AASHTO LRFD criteria for overall stability was met, using a resistance factor of 0.65 for portion of slopes that contain/support structures and 0.75 for portion of slopes that do not contain/support structures. The jacking and receiving pits for the proposed pipe jacking will need to be designed to ensure overall stability of the existing embankment during construction. In order to provide adequate overall stability for the Route 2 embankment the minimum tip elevation for steel sheet piling at the jacking and receiving pits will be approximately -20. Ultimately, design of the jacking and receiving pits will be the responsibility of the Contractor.

Roadway Recommendations:

Fill Slopes: o Removal of topsoil: Topsoil should be removed in accordance with the

Standard Specification Form 816-Section 2.02.03 o Maximum fill slope rates: 1 (V) to 2 (H) o Slope treatments for slope surface: Use standard turf establishment with

erosion control matting. o The fill slopes located in the vicinity of the proposed retaining wall (between

approximate stations 433+50 and 438+50 should be constructed of lightweight fill for the purpose of settlement mitigation. Excavation and replacement of standard embankment soil with lightweight fill should result in reduction in earth load and no settlement below the wall.

o The fill slopes located at other locations can be constructed of standard embankment soil. The maximum amount of immediate and consolidation settlement is less than 1 inch. It is estimated that 90% of the calculated primary consolidation settlement will be 90% complete in 4 years. Secondary consolidation of the soil will continue after the primary consolidation but the total secondary settlement is calculated to be less than a ½“.

Earth Cut Slopes: o Maximum cut slope rates: 1 (V) to 2 (H) o Treatment for slope surface: Use standard turf establishment with erosion

control matting. o Earth excavation shrink value: 10% o Rock excavation is not anticipated in roadway excavation.

Sign Foundations: o Borings were drilled in vicinity of proposed sign foundations. The proposed

sign foundations will be design-build items. The Contractor can use the borings drilled at these locations to design the foundations, so include all boring logs on the plans and show the boring locations on the plans.

To: Susan M. Libatique 5 Project No.: 42-317 From: Leo L. Fontaine Date: December 6, 2018 Retaining Wall (Station 427+90 to 433+90) Recommendations:

The proposed retaining wall will be founded within the widened embankment and a portion of the proposed wall will be located above the existing box culvert which carries Route 2 over Pewterpot Brook. An MSE wall, utilizing lightweight fill as its backfill, is recommended as it is best suited for mitigating settlement problems caused by anticipated differential settlements across the length of the wall and settlement of Pewterbox Brook culvert below the wall. Using lightweight fill to construct the MSE wall results in nominal net stress increase and nominal settlement in the subsoil.

o The retaining wall design parameters are shown on the Geotechnical Wall

Design Parameters Sheet in Appendix H. Use of lightweight fill to construct the wall results in nominal settlement (immediate and consolidation settlement anticipated to be <0.5 inches).

o Allowable bearing pressure of the MSE wall is 1.5tsf. o The plans should include a typical showing the MSE wall details. The typical

should be revised to call for using Lightweight Fill to construct wall. Refer to Appendix H for clarification.

o Provide backwall drainage using structure underdrain. The underdrains can outlet into proposed drainage structures along the wall, i.e. the proposed catch basins at stations 427+00, 430+60 and 431+60.

o There should be a minimum of 2 feet of soil between the bottom of the retaining wall leveling pad and the top of the Pewterpot Brook culvert.

o Temporary Earth Retaining System (TERS) will be needed to support the roadway during retaining wall installation. The most feasible TERS is cantilever steel sheet piling.

Pipe Jacking Recommendations: o Use Class V pipe for the jacked pipe. o The borings indicate that groundwater should be below the bottom of

excavation/pipe jacking for this proposed structure. o The proposed jacked pipe is located roughly at the interface of in-situ varved

clay (at the bottom half of the pipe) and predominantly sand (at the top half of the pipe). It's anticipated that the pipe jacking method selected by the Contractor would either include a shield at the leading end of the jacked pipe (to minimize sloughing of the sand), or permeation grouting prior to jacking to stabilize the sand. The pipe jacking subcontractor will be responsible to determine the means and methods to safely and effectively accomplish the pipe jacking.

o TERS will be needed for the jacking and receiving pits. The most feasible TERS option is cantilever steel sheet piling.

o Include the following statements in the pipe jacking special provision included in the contract; “Design of the jacking and receiving pits must demonstrate that the overall (global) stability of the Route 2 embankment will be maintained. In order to provide adequate overall stability, the minimum tip elevation for steel sheet piling is approximately elevation -20 assuming a typical section such as PZ-27 or stronger. The jacking and receiving pits must


provide adequate water cut-off so that dewatering will allow jacking the pipe in the dry.”

Construction Considerations: o Include a structural pay item for Retaining Wall in the contract. Attached

(Appendix G) is a revised version of the Departments owned “Retaining Wall” special provision. The revised special provision requires use of lightweight fill to backfill the wall.

o Maximum cut slope rates for establishing temporary sheeting limits shall be: 1(V) to 1½(H)

o Reuse (or non-reuse) of excavated material requirements: The on-site sand and gravel can be re-used on site as subgrade soil.

o The existing sand and gravel subgrade should provide a firm stable base for placement of pavement, as long as it is prepared in accordance with Form 816-Section 2.09.

Appendix Information: A. Project Location Plan B. Boring Location Plan C. Final Edited Boring Logs D. Generalized Soil Profile E. Laboratory Testing Data F. USGS Mapping G. Special Provisions H. MSE Retaining Wall Typical Section

Geotechnical Proprietary Wall Design Parameters

Project No. 42-317

Retaining Wall No. 1

Geotechnical Design Parameters

Max. Allowable Bearing Pressure 1.5 tsf

Sliding Resistance Use and in-situ soil φ of 340

Soil Unit Weight, γ : 60 pcf using lightweight fill

Lateral Earth Pressure(static): 33 psf

Live Load Surcharge-Uniform Earth Pressure: 250 psf

Foundation Design Details

Minimum Embedment Depth: 4 ft.

Backwall Drainage: Bagged Stone and Weepholes

Subgrade Preparation: 1ft of Granular Fill

Maximum Temporary Cut Slope: 1(V):1.5(H)

Acceptable Wall Types: MSE Retaining Wall

Additional Comments

• Design recommendations based on 2016 AASHTO LRFD and ConnDOT Bridge Design Manual.

• Preliminary plans/cross sections provided show the bottom of footing to be between elevation

25.5+ and 32.5+.

• Include the following logs on the wall plan sheets: RW-1, RW-2, RW-3, RW-4 and RW-5

Lightweight Fill

Appendices Table of Contents

Appendix A Project Location Plan

Appendix B Boring Location Plan

Appendix C Final Edited Boring Logs

Appendix D Generalized Soil Profile

Appendix E Laboratory Testing Data

Appendix F USGS Mapping

Appendix G Special Provisions

Appendix H Revised Bridge Plate No. 3.4.10b

Appendix A

Project Location Plan

SUBSET TITLE

Plans For

SUBSET NO.

DRAWING TITLE

BEEN PERSONALLY CHECKED BY THE UNDERSIGNED.

NOT TO BE CONSTRUED TO MEAN THAT ALL ASPECTS OF THE DESIGN HAVE

THE DESIGN APPEARS TO CONFORM TO APPLICABLE CRITERIA. APPROVAL IS

DISTRICT 1 DISTRICT 2

DISTRICT 3

DISTRICT 4

LOCATION PLAN

NOT TO SCALE

GENERAL NOTES:

DRAWING NO.

WOODSTOCK

THOMPSON

ASHFORD EASTFORD

POMFRET

BROOKLYN

HAMPTONCHAPLINMANSFIELD

PUTNAM

STERLINGPLAINFIELD

CANTERBURY

SCOTLAND

WINDHAM

LEBANON

HEBRON

EAST

HAMPTON COLCHESTER

GRISWOLD

STONINGTON

STONINGTONNORTH

LEDYARD

WATERFORD

MONTVILLE

BOZRAH

FRANKLIN

EAST

LYME

SALEM

SPRAGUE

LISBON

EAST HADDAM

LYMECHESTER

ESSEX

OLD

CLINTON

COLUMBIA

HADDAM

KILLINGWORTH

WESTBROOK

DEEP RIVER

LYME

MARLB

ORO

UG

H

VOLUNTOWN

PORTLAND

PRESTON

REDDING

NEW

FAIRFIELD

BETHEL

NEWTOWN

BROOKFIELD

ROXBURY

SOUTHBURY

OXFORD

WOODBURY

SHERMAN

NEW

MILFORD

KENT

SHARON GOSHEN

WARREN

WASHINGTONBETHLEHEM

MORRIS

LITCHFIELD

HARWINTON

WATERTOWN

CANAAN

NORTH

NORFOLK

CORNWALL

COLEBROOK

WINCHESTER

HARTLAND

BARKHAMSTED

NEW

HARTFORDCANTON

GRANBY

SUFFIELD

EAST

GRANBY

SIMSBURY

AVON

SEYMOUR

ANSONIA

DERBY

PROSPECT

PLYMOUTH

BURLINGTON

FARMINGTON

CANAAN

RIDGEFIELD

SALISBURY

WALLINGFORD

WO

OD

BRID

GE

BETHANY

HAMDEN

SHELTON

MONROE

EASTON

WESTON

WILTON

CANAAN

NEW

GREENWICH

DARIEN

WESTPORT

FAIRFIELD

TRUMBULLORANGE

MILFORD

STR

ATFO

RDBRIDGEPORT

EAST H

AVEN

BRANFORD

GUILFORD

NORTH

BRANFORDHAVEN

NORTH

NAUGATUCK

MIDDLEBURY

MADISON

NORWALK

WEST H

AVEN

SAYBROOK

OLD

LONDON

NEW

WATER

BRIDGE-

FALLS

BEACON

MIDDLETOWN

MERIDEN

CHESHIRE

SOUTHINGTONWOLCOTT

BRISTOL PLAINVILLE

CROMWELLBERLIN

BOLTON

GLASTONBURY

ANDOVER

MANCHESTER

HARTFORD

BRITAIN

NEW

HARTFORD

WEST EAST

BLOOMFIELD

WINDSOR

SOUTH

WINDSOR

WINDSOR

EAST

ENFIELD SOMERS STAFFORD UNION

WILLINGTON

TOLLAND

ELLINGTON

VERNON

COVENTRY

DURHAM

NE

WIN

GT

ON

LOCKS

WINDSOR

FIELD

MIDDLE-

CONNECTICUT DEPARTMENT OF TRANSPORTATION

WETHERSFIELD

SHEET COUNT

*SUBSET

Plans For

LIST OF SUBSETS

CONNECTICU

T

DE

PA

RT

ME

NT

O F TRANS

PO

RT

ATI

ON

AND CHANGE ORDERS

NOT INCLUDE ADDENDUMS

SHEET COUNT DOES

*THE INITIAL SUBSET


SUBSET 01 - GENERAL

LIST OF DRAWINGS

N

DE

PA

RT

ME

N

TOF TRAN

S

PO

RT

ATI

ON

C

ONNECTICUT

M A S S A C H U S E T T S

RH

OD

E

IS

LA

ND

N

E

W

Y

O

R

K

DRAWING NO.

SHEET NO.

PRELIMINARY DESIGN REVIEW

STATE PROJECT NO.

TORRINGTON KILLINGLY

GROTON

STAMFORD

DANBURY

WATERBURY

01.01

STANDARD CONVENTIONS

Edge Of Road

Concrete Pavement

Dirt Road

B.C.L.C.

Granite Curb

Guide Rail

Concrete Median Barrier

Bit. Walk

Conc. Sidewalk

Railroad Tracks

Chain Link Fence

Rustic Fence

Pipe Fence

Board Fence

Water Edge

Stream

Ditch

Swamp

Building

TOWN LINE

Highway Line

Street Line

Property Line

PLLot Line

STATE LINE

Easement Line

Limit Of Marsh

Stone Wall

Ledge Outcrop

Inland Wetland Limits

Power Line

Transmission Tower

Riprap

Retaining Wall

Evergreen Tree

Shrub

Tree Line

Hedge Row

Grid ArrowNorth Arrow W/No. Coor.

. .

Deciduous Tree

INCOMPLETE AND/OR INACCURATE INFORMATION.

MAY BE LIABLE FOR CLAIMS RESULTING FROM THE DISSEMINATION OF UNOFFICAL,

AVAILABLE BY ANY MEANS ARE NOT AUTHORIZED BY THE DEPARTMENT TO DO SO AND

PERSONS AND/OR ENTITIES WHICH REPRODUCE AND/OR MAKE SUCH INFORMATION

FROM OFFICAL SOURCES WITHIN THE DEPARTMENT.

PARTIES TO OBTAIN ALL BIDDING RELATED INFORMATION AND DOCUMENTS

IT IS THE RESPONSIBILITY OF EACH BIDDER AND ALL OTHER INTERESTED

DISCLAIMER

RESPONSIBILITY

MAINTENANCE

ROAD LENGTH

RESPONSIBILITY

MAINTENANCE

F.A.P. #

G-01

G-01TITLE SHEET

1GENERAL01

33HIGHWAYS03

23TRAFFIC05

6STRUCTURE04

Town of

Town of

PROJECT #

CDM SMITH

DESIGNED BY:

42-317

EAST HARTFORD

IMPROVEMENTS ON ROUTE 2

RESURFACING, BRIDGE AND SAFETY

IMPROVEMENTS ON ROUTE 2

RESURFACING, BRIDGE AND SAFETY

EAST HARTFORD

15215 FEET STATE ROUTE 2

0042_0317 STATE0032(191)

FEDERAL AID PROJECT NO. 0032(191)

END STATE PROJECT NO. 42-317

FEDERAL AID PROJECT NO. 0032(191)

BEGIN STATE PROJECT NO. 42-317

517

502

384

84

8484

DE

PA

RT

ME

N

TOF TRAN

S

P

C

ONNECTIC

RT

ATI

ON

O

UT

N

44

44

SOUTH WINDSOR

GLASTONBURY

MA

NC

HES

TE

R

WETHERSFIELD

HA

RTFO

RD

PROJECT LOCATION

55

52

6

446

6

15

15

2

5

2

2 3

22

LOCATION OF PROJECT

"HIGHWAY CAPACITY MANUAL, 2010"

CONNECTICUT DEPARTMENT OF TRANSPORTATION "HIGHWAY DESIGN MANUAL, 2013"

AASHTO "A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2011"

6. DESIGN STANDARDS:

5. DESIGN SPEED: 60 MPH

4. HIGHWAY CLASSIFICATION: URBAN FREEWAY

3. VERTICAL DATUM BASED ON NAVD 88

2. 400 FOOT GRID BASED ON NAD 83/2007

SUPPLEMENTAL SPECIFICATIONS, DATED JULY 2015; AND SPECIAL PROVISIONS

FOR ROADS, BRIDGES AND INCIDENTAL CONSTRUCTION, FORM 816, DATED 2004;

CONNECTICUT DEPARTMENT OF TRANSPORTATION, STANDARD SPECIFICATIONS

1. CONSTRUCTION SPECIFICATIONS:

17EROSION AND SEDIMENTATION CONT.06

MORTON

LA.

JE

RR

Y

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HEATHER

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DR.

RD.

ST.

SU

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#1

SUNNYREACH

DR.

NA

UB

UC

NA

UB

UC

BROAD

BE

DF

OR

D

AVE.

ST.

PORTER

DR.

#1

#2

AVE.

HOCKANUMLA.PA

RK

DU

NH

AM

LA.

#3

NASS

AU

CIR.

ST.

S

TREET

KOHLER

ST.

AV

E.

Pewt

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HIGHCT.

HIG

H

CARTER ST.

MAIN

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Hockanum

2

DR.

COLT ST.

#2

RIV

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SID

E

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15

5

516

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ST.

COLT #1

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ST.

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#3

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ST.

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CT. SIM

MO

NS

518

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56

54

55

57

58

58

C

O

N

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C T I C

U T

Bk.

Pewterpot

H

502

T

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W

N

SC

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T

ROBERTS

ST

WIN

DIN

GLA.#1

ST.

WOODYCREST

SA

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SAUNDERS

River

56

5

WILLYS ST.

EXT.

RO

BE

RTS

ST.

.

55

OX

FORD

SCOTT

#1

SC

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ST.

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ST.

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RIVER

N

ST.

SUMMER

A.

ASELTON

MEMORIAL

HIGHWAY

#1

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OF

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WARS

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HW

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LA.

44

2027

7

44

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6

9

2

202

91

95

95

95

84

395

84

84

HAVEN

NEW

HARTFORD

NORWICH

THOMASTON

HILLROCKY


Appendix B

Boring Location Plan

O/

H

SIG

N

DELIN.

HHHHHH

CB"CL"

CB"CL" CB

"CL"

ASH60"

DELIN

RCCE15"

HH

"C"CB

HH

HH HH

DELIN

HH

HH HH

DELIN

CB

"C

L"

MHST

M

CB"CL"

POST

OPTIC

FIBER

"C"CB

RCP

15"

RCP

18"

15" R

CP15" RCP

15" R

CP

15" RCP

15" RCP

15" R

CP

15" RCP

BT=25.41FL=27.41TF=30.41

BT=25.32FL=27.32NWFL=27.32SWFL=27.32ETF=30.42

BT=26.08FL=28.18NWFL=28.28SETF=30.68

BT=26.54FL=28.74SEFL=28.84NETF=31.24

BT=26.54FL=26.54NWFL=26.54SFL=26.64ETF=31.44

BT=25.73FL=26.23SWFL=26.13SFL=26.33NTF=30.03

LOCATEDNOT

OUTLET

BT=24.55FL=26.95NFL=26.95SETF=31.05

CB)

OPEN

(CAN'T

ENDWALL

ENDWALL

133SPUR-

CO

NC

CU

RB C

ON

C

CU

RB

CO

NC

CU

RB

CO

NC

CU

RB

CO

NC

CU

RB

CO

NC

CU

RB

CO

NC

CURB

ON-RAMP ROUTE 2 WEST

OFF RAMP TO MAPLE STREET

GRASS

109

SPUR-HH

HH

BM

BM

BM

BO

X

ELEC

108

SPUR-

CH LNK FENCE

WOODS

WOODS

GRASS

GRASS

GRASS

GRASS

GRASS

GRASS

"CL"CB

"CL"CB

"CL"CB

15'' R

CP

15'' R

CP

15'' R

CP

15'' R

CP

BT=36.68

FL=38.58SW

FL=38.68NE

TF=42.78

"CL"CB

BT=31.02

FL=31.02

TF=35.02

"CL"CB

BT=36.15

FL=36.25

TF=39.55

"CL"CB

FL=29.75

FL=30.47

END

FIND

CAN'T

CP 1A

502.73'S43°0'4"E

499.13'N31°46'19"W

125.5

9'

N70°36'3

5"E

S33°54'45"E

520.78'

382.18'

S57°7'17"E

471.39'

N85°4

2'2

7"E

S55°39'59"E

777.65'

B.M. A-4

DH N.W. COR. CONC. BASE OF SUPP.

POLE @ RT.2 ON-RAMP

FROM MAPLE ST.

Elev. 31.36

NGVD 1988 NAD 83/2007

B.M. A-5

DH S.W. COR. CONC. BASE OF LT.

POLE. TOP OF ON-RMP TO RT 2 W.

FROM MAPLE ST.

Elev. 39.05

NGVD 1988 NAD 83/2007

B.M. A-6

DH N.E. COR. CONC. BASE OF LT.

POLE. 1ST POLE NORTH OF OV'HD

SIGN "EXIT 5A-MAIN ST.-.5MILE"

Elev. 36.99

NGVD 1988 NAD 83/2007

CHD(FND)

(N/F)

CHD

(N/F)

CHD

(N/F)

CHD

(N/F)CHD

(N/F)CHD

(N/F)

CHD

A-5006RAN.

A-5057

RAN.

A-5056RAN.

A-5005RAN.

(FND)CHD

(FND)CHD

(FND)CHD

(FND)CHD

(FN

D)

CH

D

(FND)

CHD

(FND)

CHD

(FND)

CHD

(FND)

CHD

(FND)

I.P.

(FND)MON

MAPLE ST

REET

HH

HHHH

POLESPAN

BOXELEC

#5199SNET

#5257HELT

#2842CL&P

WOODS

HH

WINGWALL

WINGWALL

#NO

WOODS

WOODS

HH

CH.LNK.FENCEC.L.F.

HH

HH

BASE

CONC

HH

BASE

CONCHH

DELIN.

DELIN.

HHDELIN.

WOODSWOODS

WOODS

WOODS

BOX

ELECBOX

ELEC

CONC CURB

CONC CURB

HH

ROUTE 2 WESTBOUND

ROUTE 2 EASTBOUND

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

10+00

11+00

0+00

1+00

2+00

3+00

4+00

5+00

6+00

7+007+487+48

0+00

1+00

2+00

3+00

4+00

5+006+00 7+00

8+00

9+00

10+00

11+00

12+00

13+00

14+00

15+00

16+00

17+00

18+00

600+00601+00 602+00

603+00

604+00

605+00

606+00

607+00

608+00

609+00

610+00

611+00

612+00

613+00

614+00

615+00

616+00

617+00

618+00

400+00401+00 402+00

403+00

404+00

405+00

406+00

407+00

408+00

409+00

410+00

411+00

412+00

413+00

414+00

415+00

416+00

417+00

418+00

BRUSH

R-1

107

27.85

15"FLARED

155

29.18

15"FLARED

221

29.35

235

29.75

NO FLR

195

30.03

207

30.28 157

30.34

208

30.40

"C" CB

149

30.40

147

30.42

191

30.47

15"NO FLR

216

30.49

145

30.68

R-2

156

30.77

217

30.78

209

30.91

146

31.00

206

31.00

185

31.01

104

31.05

184

31.17

154

31.20

143

31.24

211

31.29

150

31.33

116

31.36

A-4

215

31.40

210

31.40

6

31.43

A-5006

106

31.44

231

31.44

212

31.45

230

31.56

232

31.58

148

31.63

229

31.70

233

31.70

222

31.72

219

31.87

214

31.87

179

31.89

105

31.93

218

31.94

213

31.98

220

32.13

144

32.15

200

32.18

PLASTIC

183

32.21

228

32.22

178

32.22

176

32.24

175

32.25

186

32.25

234

32.29

223

32.44

181

32.45

182

32.55

177

32.58 180

32.71

152

32.72

224

32.73 227

32.73

226

32.73225

32.74

122

32.97

204

33.06

153

33.07

60"ASH

205

33.07

123

33.22

188

33.22

190

33.23

121

33.24

189

33.25187

33.31

201

33.36

203

33.40

120

33.58

126

33.61

202

33.63

102

33.76

174

33.78

172

33.91

125

34.01

173

34.04

164

34.11

162

34.31

171

34.66

163

34.76

FBR OPTC POS

127

34.99

11

602

35.02

161

35.03

124

35.23

133

35.26

SPUR-133 133

35.26

SPUR133

135

35.44

117

35.80

DELIN.

103

36.10

118

36.11

108

36.17

SPUR-108

119

36.23

170

36.85

236

36.99

BM-A6

165

37.74

136

37.80

166

37.90

1322

38.08

cp 1a

57

38.08

A-5057

1_1

38.08

CP-1A

101

38.81

100

38.85

109

38.96

SPUR-109

12

602

39.55

167

39.84

SIGN

168

40.91

Project Number 42-317 Route 2 Safety Improvements

Sheet 1 of 6Boring Location Plan

City of East Hartford

169

42.46

10

602

42.78

137

43.02

151

44.37

138

44.41

139

46.78

142

49.64

141

49.94

140

50.16

E 10

34000

N 828800

E 10

34400

N 828400

E 10

34800

N 828000

E 10

34800

N 827600

MA

TC

H

MA

RK

SH

EE

T 2

83

CO

ORDIN

ATE G

RID

AD

CO

NNECTIC

UT

CP 2A

Matc

h M

ark S

heet 2

WA

LL

WALL

WA

LL

HYD.

ROUTE 2 WESTBOUND

ROUTE 2 EASTBOUND

ROUTE 2 WESTBOUND

ROUTE 2 EASTBOUND

MBR

MBR

MBR

MBR

MBR

MBR

CO

NC

CU

RB

CO

NC

CU

RB

CONC CURB

MBR

MBR

MBR

3-CABLE

GUIDE RAIL

3-CABLEGUIDE RAIL

3-CABLE GUIDE RAIL

3-CABLE GUIDE RAIL

3-CABLE GUIDE RAIL

3-CABLE GUIDE RAIL

3-CABLE GUIDE RAIL

MBR

MBR

MBR

MBR

MBR

MBR

MBR

3-CABLE GUIDE RAIL

MBR

MBR

CONC CURB

CONC CURB

CONC CURB

CONC. C

URB

CONC. CURB

CO

NC. C

URB

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

GRAN

GRAN

GRAN

GRAN

WOODS

WOODS

WOODS

BM

BM

BM

BM

BM

#5492

CL&P

BIT.WALK

#2662

CL&P

GRAVEL LOT BLOCK

CINDER

BRICK &

1 STY

DUMPSTERSC.L.F.

DBL. HH

HH

CO

NC.W

AL

K

CO

NC.W

AL

K

CO

NC.W

AL

K

CO

NC.W

AL

K

#5561

CL&P

#2544

CL&P

HH

WG's

UNKNOWN

OUTLET

GG

GG

18''RCCE

18"R

CP

18"RCP

15"RCP

15"RCP

15"

RC

P

15"RCP

#2922

SNET

WG's

MH

SAN

#2941

SNET

CONC. DR.

CONC.WALK

CONC.WALK

24'' RCP

24'' RCP

WOODS

PAD

CONC

HH

C.L.

F.

C.L.F.

RCP

36"

RCP

24" WOODS

HH

HH

15'' C

MP

WOODS

BASE

CONC

DBL.HH

2397

SPUR-

2088

SPUR-

2352

SPUR-

2396

SPUR-

C.L.F.

RCP

24"

C.L.F.

C.L.F.

WATER

BASE

CONC HH

POLE

CAM.

HH's

WOODS

WOODS

HH's

6"C

MP

18'' R

CP

HH's

15'' RCP

BCLC

BCLC

OFF-RAMP

BCLC

BCLC

BCLC

BOXELEC

BCLC

SHED

1•STY.

#246

#242

BIT.D

R.

BIT.D

R.

GRAN

GR

AN

GR

AN

BCLC

15'' RCP

MH

SAN

(CAN'T OPEN)

#519SNET

PV'M

T.

CO

NC.

CO

NC

BIT.

BIT.

CO

NC.

GRAN.CB.

ON POLE

TC BOX

CO

NC.W

AL

K

MH

WATER

W

G

WG

WG's

CO

NC.W

ALK

WOODS

ON-R

AMP

WOODS

WOODS

WO

ODS

ANCHORG.RAIL

OAK24"

BCLC

BCLC

BCLC

BCLC

HH's

WOODS

SAN.MH

BM

10

1

20

2

30

3

40

4

5

8

11

9

21

41

12

22

32

13

23

33

14

24

34

15

25

35

16

26

36

17

27

37

18

28

38

19

29

39

c8

c1

c17

c2

c27

c3

c35

c4

c5

c6

c9

c7

c18

c36

c10

c19

28

c10

c20

c29

c11

c21

c30

c12

c22

c31

c13

c23

c32

c14

c24

c33

c15

c25

c33a

c16

c26

c34

15'' R

CP

15''

RCP

15'' R

CP

6"C

MP

CMP

12"

15'' R

CP

15'' R

CP

15'' R

CP

15'' R

CP

48'' RCP

B.M. A-7

DH S.W. COR. BASE OF LT. POLE

ON RT. 2. 2ND POLE SOUTH OF

SUTTON AVE. BRIDGE#00381

Elev. 46.51

NGVD 1988 NAD 83/2007 B.M. A-9

DH N.W. COR. END OF CONC. WALL

@ SUTTON AVE. & CAMBRIDGE DR.

Elev. 31.50

NGVD 1988 NAD 83/2007

B.M. A-8

DH N.W. COR. BASE OF LT. POLE

ON RT.2, ADJACENT TO

SUTTON AVE. ON-RAMP

Elev. 43.37

NGVD 1988 NAD 83/2007

B.M. B-1

DH S.W.COR. CONC. BASE OF

CAMERA POLE NEAR OV'HD SIGN

"EXIT 5A-RT 2 HARTFORD"

Elev. 42.68

NGVD 1988 NAD 83/2007

B.M. B-2

DH N. SIDE OF ROUND BASE OF LT.

POLE. 1ST LT. POLE WEST OF

BRIDGE #00380

Elev. 59.09

NGVD 1988 NAD 83/2007

N/F

CHD

N/F

CHD

N/F

CHD

N/F

CHD

N/F

CHD

N/F

CH

D

N/F

CH

D

N/F

CHD

N/F

CHD

N/FC

HD

N/F

CH

D

(FN

D)

MO

N

N/F

CHD

N/FCHD

N/F

CHD

N/F

CHD

N/F

CHD

N/F

CHD

N/F

CHD

CHD(FND)

(FN

D)

CH

D

19+00

20+00

21+00

22+0022+4522+45

00+-0

1+00

2+00

3+

00

3+

21

3+

21

100+00

100+00

100+00

101+00

102+00

103+00

104+00

105+00

106+00

107+00108+00 109+00

110+00

111+00

112+00

113+00

113+86

5+00

6+00

7+00

8+00

9+00

10+00

11+00

12+00

13+00

14+00

15+00

16+0017+00 18+00

19+00

20+00

21+00

22+00

23+00

24+00

25+00

26+00

27+00

27+81

27+81

10+00

11+00

12+00

13+00

14+00

15+00

16+00

17+0017+30

17+30

618+00

619+00

620+00

621+00

622+00

623+00

624+00

625+00

626+00

627+00

628+00

629+00

630+00

631+00

632+00

633+00

634+00

635+00636+00 637+00

638+00

639+00

640+00

641+00

642+00

643+00

644+00

645+00

646+00

418+00

419+00

420+00

421+00

422+00

423+00

424+00

425+00

426+00

427+00

428+00

429+00

430+00

431+00

432+00

433+00

434+00

435+00436+00 437+00

438+00

439+00

440+00

441+00

442+00

443+00

444+00

445+00

446+00

368.33'

112.52'

10.8

2'

368.33'

162.62'

93.36'

61.62'

161.02'

163.16'

0.36'

730.00'

368.33'


City of East HartfordSheet 2 of 6


Route 2 Safety Improvements

RW-1

RW-4

2244

15.84

BOX CULVERT

2245

15.95

FL OF CULV

2439

16.09

2204

16.70

24RCP2212

16.74

2246

16.99

2372

16.99

2213

17.14

2243

17.34

2211

17.41

2440

17.42

2438

18.16

2247

18.29

Fl of CULVE

2214

18.33

2368

18.40

2441

18.42

2249

18.52

2248

18.57

2369

18.76

2210

18.76

2250

18.83

2436

18.87

2109

18.90

2200

19.07

2215

19.09

2242

19.21

2107

19.21

2443

19.30

2194

19.36

2437

19.37

2108

19.44

2232

19.47

2218

19.48

2222

19.572219

19.59

2253

19.59

2217

19.60

2254

19.62

2201

19.64

2252

19.65

2251

19.70

2203

19.71

2229

19.74

2442

19.75

2230

19.76

2106

19.77

2131

19.78

36"Rcp

2431

19.85

2209

19.91

2153

19.92

2216

19.95

2202

19.96

2264

20.03

2162

20.03

24" Rcp

2265

20.05

2158

20.07

2154

20.19

2139

20.21

2142

20.28

2152

20.29

2105

20.33

2157

20.35

2263

20.40

2151

20.41

2140

20.41

2138

20.48

2424

20.50

2141

20.51

2206

20.52

2207

20.52

2205

20.56

2423

20.56

2262

20.57

2208

20.57

2261

20.63

2104

20.63

2150

20.64

2182

20.67

2266

20.67

2429

20.73

48"RCP

2132

20.80

2110

20.82

2267

20.95

2195

20.97

BRUSH

2111

21.02

2268

21.07

2260

21.14

2149

21.19

2148

21.20

2134

21.28

2241

21.28

2181

21.29

2371

21.31

2259

21.31

2199

21.32

2370

21.34

2143

21.36

2133

21.38

TOP OF BANK

2240

21.40

2144

21.43

TOP OF BANK

2135

21.43

2239

21.60

2136

21.61

2147

21.72

2137

21.75

2197

21.92

2198

21.94

BRUSH

2116

22.01

2193

22.03

2120

22.06

2125

22.08

2099

22.10

2130

22.13 2126

22.21

2233

22.21

BOX CULVERT

2145

22.21

2112

22.27

2156

22.30

2256

22.33

2234

22.39

BOX CULVERT

2255

22.42

2146

22.49

2435

22.67

2432

22.71

2258

22.74

2238

22.84

2221

22.882220

22.90

2196

22.90

2228

22.902227

22.96

2231

22.97

2115

23.16

2425

23.20

2155

23.22

2235

23.39

2257

23.43

2119

23.52

2117

2129

23.54

23.54

2161

2127

23.55

23.55

2159

23.56

2118

23.59

2160

23.62

2433

23.67

2236

23.69

2237

23.71

2113

23.73

2114

23.74

2434

23.76

Pewterpot Brook Culvert

2224

23.87

2226

23.89

2223

23.90

2225

23.94

2426

24.13

2183

24.26

2122

24.59

2123

24.61

2124

24.62

2121

24.62

2422

24.64

2192

24.68

2184

25.05

2098

25.47

18"CMP

18"

CM

P

18"

CM

P

UNKNOWNOUTLET

DIRT LOT

2128

25.53

2421

25.54

CO

NC

CU

RB

MH

SAN

15"

RC

P

15"

RC

P

#2237

CL&P

#2941s

SNET

BIT

WOODS

CONC CURB

WOODS

(PV'D OVER)

SAN.MH

15'' RCP

15'' R

CP

WOODS

BRUSH

POLE

SPANHH

SIGNAL

#2901

CL&P

BM

HH

FE

NC

E

CH

LN

K

MH's

BELL

ANCHOR

G.RAIL

ON POLE

TC BOX

CONC.WALK

GRASS

GRASS

(PV'D OVER)

SAN.MH

GRASS

GRASS

CONC.WALK

WOODS

WOODS

WOODS

LOOPS

HH

HH's

B.M. E-1

DH N.W. COR. CONC. BASE

OF SPAN POLE

Elev. 34.95

NGVD 1988 NAD 83/2007

WETLANDS

APPROX.LOC.

WETLANDS

APPROX.LOC.

WETLANDS

APPROX.LOC.

WETLAN

DS

APPR

OX.L

OC.

WETLANDS

APPROX.LOC.

2428

25.97

2427

26.18

2420

26.21 2419

26.22

2100

26.27

2417

26.51 2418

26.54

2361

27.71

2101

27.80

2097

27.81

2367

27.97

BRUSH

BRUSH

2366

28.43

2352

29.09

spur2352

2360

29.26

2185

29.26

2359

29.29

2354

29.34

H2O METER

2358

29.50

2355

29.53

H2O MTR

2026

29.90

2027

29.99

BR

US

H

2028

30.01

2038

30.13

2039

30.15

2012

30.19

2013

30.20

CHAMBER

#3439

SNET

CONC.WALK

CONC.WALK

GRAN.

GRAN.

GRASS

GRASS

WG

MH

SAN

MH

SAN

MH

SAN

(CAN'T OPEN)

(FILLED)

(CAN'T OPEN)

2356

30.24

YARD DRAIN

2015

30.29

2362

30.37

2189

30.44

2096

30.71

2025

30.74

2014

30.91

2102

30.92

2092

31.07

2051

31.08

2023

31.08

2365

31.32

2050

31.36

Snet#2941s

2024

31.40

2089

31.41

2021

31.45

2093

31.48

2353

31.53

2006

31.53

2090

31.54

52

31.57

cp 5b-2 52

31.57

cp-5b-2 2373

31.57

2095

31.60

2094

31.61

2022

31.62

2007

31.63

2008

31.64

CL&P#5492

H

2009

31.86

2357

31.97

2004

32.00 2003

32.00

2005

32.03

2016

32.09

2054

32.14

2053

32.14

2052

32.14

2315

32.29

2084

32.32

2076

32.34

2077

32.34

2075

32.34

2085

32.36

2314

32.37

2103

32.40

2190

32.42

2074

32.43 2073

32.44

2091

32.45

2070

32.45

2072

32.47

2010

32.47

BRUSH

2187

32.51

2002

32.52

2017

32.53

2066

32.55

2065

32.56

2064

32.59 2063

32.59

2062

32.62

2061

32.62

2060

32.63

2011

32.63

2055

32.63

2186

32.64

2324

32.66

2081

32.67

2082

32.67

2083

32.71

2020

32.74

2080

32.75

2086

32.75

2079

32.76

2019

32.76

2078

32.77

2379

32.80

2071

32.85

2067

32.89

2325

32.93

2087

32.93

2378

32.94

2056

32.99

2059

33.04

2058

33.05

2057

33.05

2313

33.06

2191

33.07

2069

33.08

SU

TT

ON

AV

EN

UE

2068

33.10

2018

33.16

2326

33.35

PAVED OVER

2317

33.38

2163

33.48

2323

33.56

2331

33.61

PAVED OVER

2380

33.74

2327

33.85

2319

33.88

MAIN STREET

2312

34.11

2391

34.17

FL

2320

34.20

spur 23202320

34.20

spur-23202392

34.22

2329

34.22

2374

34.27

spur-23742322

34.28

(sheared)?

2318

34.38

2316

34.46

2330

34.55

2328

34.59

2383

34.73 2384

34.80

2311

34.87

2334

34.97

bm-E1 2375

34.97

BRUSH

2333

35.30

2269

35.39

2270

35.42

2381

35.46 2382

35.48 2385

35.58

2386

35.69

2029

36.19

2164

36.23

2389

36.37

2390

36.37

2388

36.47

2040

36.47

2387

36.47

2309

36.76

2271

36.90

2272

36.94

2332

36.95

2308

37.37

2364

37.40

2088

37.65

spur2088

2041

37.81

2310

37.95

WALL

2030

38.09

2398

38.45

2165

38.56

2397

38.82

SPUR-2397

2397

38.82

spur2397

RW-3

2363

39.02

hwy sign

2341

39.05

H

15

602

39.71

2274

39.79

2275

39.83

2273

39.83

2047

39.84

2276

39.85

2046

39.89

2034

40.21

2035

40.28

RW-2

51

41.85

cp-5b-1 51

41.85

cp 5b-1 51

41.85

CP-5B-1 2430

2444

41.85

41.85

BRUSH

BRUSH

O/

H

SIG

N

2167

2167

42.59

42.59

2167

2167

2396

42.62

spur2396 2396

42.62

SPUR-2396

2277

42.67

b1

2188

42.68

14

602

43.16

2340

43.18

town ?

13

602

43.34

2399

43.37

2394

43.38

2166

43.40

2339

43.60

3242

43.62

a-3242

BRUSH

2342

44.22

2344

44.25

2343

44.26

2345

44.33

RW-5

2168

44.47

2346

44.52

2393

44.62

2350

44.75

2349

44.85

2278

45.31

2305

45.50

2348

45.50

2347

45.64

2304

45.72

2294

45.72

2306

45.76

2281

45.782287

45.82

2302

45.91

2303

45.92

2307

45.94

2282

45.98

SIGN

2300

46.01

2286

46.07

2295

46.12

2298

46.16 2299

46.16

2301

46.19

2279

46.24

2296

46.26

2280

46.28

2285

46.30

2288

46.32

2297

46.36

2283

46.39

2289

46.45 2293

46.48

2290

46.54

2284

46.57

2292

46.66

2291

46.77

2395

46.83

1

47.16

cp-1b

17

602

47.43

16

602

47.45

2031

47.55

2042

47.592048

48.01

2033

48.03

2045

48.04

2044

48.04

2036

48.05

2043

48.062049

48.06

2032

48.11 2037

48.17

2171

48.73

2169

48.74

2170

48.78

2173

50.73

2172

51.30

2177

51.85

2337

51.88

2413

51.96

2178

52.05

2179

52.06

2180

52.08

2174

52.72

2175

52.90

2176

52.98

SIGN

2415

54.36

2

57.13

cp-2b2

57.13

cp-2B

18

602

58.55

2410

58.65

2335

58.95

2336

59.03

2338

59.08 2321

59.10

bm-b2 59.09

2416

59.15

B2

2414

59.26

2411

59.76

19

602

59.83

3

59.95

cp-3b3

59.95

cp-3B

2412

60.20



NOR DO THEY REPRESENT A PROPERTY BOUNDARY OPINION

NECESSARILY BEING OBTAINED AS THE RESULT OF A FIELD SURVEY,

FROM VARIOUS SOURCES AND ARE NOT TO BE CONSTRUED AS

5.) THE PROPERTY AND STREET LINES DEPICTED HAVE BEEN COMPILED

1. ) SURVEY BY DISTRICT 1 SURVEYS

EAST HARTFORD ROUTE 2

E 10

32000

E 10

32000

N 830400

E 10

33200

N 830000

E 10

33600

N 829600

E 10

32800

N 829600

E 10

33600

N 829200

MA

TC

H

MA

RK

MA

TC

H

MA

RK

SH

EE

T

3

SH

EE

T

1

83

CO

ORDIN

ATE G

RID

AD

CO

NNECTIC

UT

BRUSH

BRUSH

N/FCHD

N/F

CHD

N/F

CHD

(top sheared)

RAN. A-333

CHD(FND)

N/FCHD'S

CH

D(F

ND)

CHD(FND)

CHD(FND)

(FN

D)

CH

D'S

(FN

D)

CH

D

Matc

h M

ark S

heet 1

Matc

h M

ark S

heet 3

BOX

ELEC

HIG

H STREET

HY

D.

1000

1100

1170

1001

1151

1093

1193

1092

1186

1107

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

MBR

MBR

MBR

MBR

MBR

3-CABLE GUIDE RAIL

MB

R

MBR

MBR

MBR

MBR

MBR

MBR

MBR

MBR

3-CABLE GUIDE RAIL

3-CABLE GUIDE RAIL

3-CABLE GUIDE RAIL

MBR

MBR

MBR

MBR

CONC CURB

CO

NC

CU

RB

CO

NC

CURB

CO

NC

CURB

CO

NC

CU

RB

CO

NC

CU

RB

CO

NC

CU

RB

HH

WG's

PIPEVENT

GG

GG

CO

NC. W

AL

K

CO

NC. W

AL

K

CO

NC. W

ALK

CO

NC. W

AL

K

CO

NC. W

AL

K

CO

NC. W

ALK

BCLC

WG

#3445

SNET

GR

AN.

CU

RB

ANCHORCONC

WOODS

DELIN

WOODSLIGHT

#3444

SNET

WOODS

HH

HH

CONC.BARR

MBR

BCLC

BCLC

BCLC

MBR

HHHH

#3770

HELT

WG's

WG

BOX

ELEC

WG

#5297

SNET

BO

X's

ELEC

#3443

SNET

HH

WOODSLT.

(36")

PINELGE.

WOODS

MH

ELEC

BCLCBIT.

MPL

12"

SH

RU

BS

PIN

E

12"

BCLC

C.L.F.BUILDING

BRICK

4 STY

PA

DS

CO

NC

PA

DS

CO

NC

#12

44

SNET

EARTH DRAIN

AGE DIT

CH

C.L.F.

BO

X

ELEC

TO

WER

MTL.

ANC

HO

R

CO

NC

CO

NC. W

ALK

WOODS

WOODS

DELIN

POSTF.O.

WIT.

DELIN

BM

BM

ANCHORCONC

HH

HH's

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLCBCLC

BCLC

WOODS

WOODS

WOODS

WOODS

WOODS

WOODS

HH

HH

DELIN

POLECAM.

HHANCHOR

DELIN

BCLC

EARTH DITCH

EARTH DITCH

WOODSLIGHT

FENCE

CH LNK BCLC

BCLC

ROWSHRUB

ANCHOR

DELIN

WOODS

LIGHT

WOODS

LIGHT

ANCHOR

POSTS

WOOD

POSTF.O.WIT.

BCLC

WOODS

HHHH

HH

HH

HH#2695

SNET

#2694

SNET

WG's

WG

WG

WG

HYD

MH

SAN

POST

WIT.

POST

WIT.

GG

BOX

ELEC

WOODS

LT.

BC

LC

BC

LC

BC

LC

BCLC

BCLC

#2693

SNET

#2692

SNET

POLE

CAM

MH's

SAN

HH

HH

CONC.BARR

POST

WIT.

HH

#

NO

BOX

ELEC

C.L.F.

C.L.F.

BM

BM

BM

BM

EARTH DITCH

PAD

CONC

B.M. E-2

DH S.E. COR. CONC. BASE

OF SPAN POLE

Elev. 40.24

NGVD 1988 NAD 83/2007

1

2

3

4

5

7

8

9

wlc37

wlc38

wlc39

wlc40

wlc41

wlc42

wlc43

wlc44

WETLANDSAPPROX.LOC.

RCP

18"

36"R

CP

36"R

CP

15"RCP

12"R

CP

24"R

CP

24"RCP

15'' R

CP

15'' C

MP

24'' RCP

15'' R

CP

15'' R

CP

15'' C

MP

24'' RCP

15'' R

CP

24'' RCP

24'' R

CP

12'' R

CP

15'' R

CP

15'' R

CP

15'' R

CP

15'' R

CP

15'' R

CP15'' RCP

15'' R

CP

15'' R

CP

15'' R

CP

15'' R

CP

18'' C

MP

15'' R

CP

15'' RCP

15'' R

CP

15'' RCP

18'' R

CP

18'' RCP

15'' C

MP

8"C

MP

CH LNK.FENCE WALL

WA

LL

WATER

MAIN

APPR

OX.L

OC.

WATER

MAIN

APPR

OX.L

OC.

GAS

MAIN

APPR

OX.L

OC.

WAT

ER

MAIN

APP

RO

X.L

OC.

18'' RCP

18'' RCP

12'' R

CP

15'' R

CP

6"C

MP

15'' RCP

GRAN

GRAN

GRAN

GRAN

ROUTE 2 EASTBOUND

ROUTE 2 WESTBOUND

ROUTE 2 EASTBOUND

ROUTE 2 W ESTBOUND

BRUSH

RAN. A-1938

B.M. B-3

DH N.W. COR. CONC. FRAME HH

@ TOP OF RT 2 ON-RAMP

FROM HIGH ST.

Elev. 51.97

NGVD 1988 NAD 83/2007

B.M. B-4

DH S.W. COR. CONC. BASE ELEC.BOX

NEAR OVERHEAD SIGN "EXIT 4-

1.25 MILES" ON RT. 2

Elev. 38.40

NGVD 1988 NAD 83/2007

B.M. B-5

DH E. SIDE OF RND. BASE OF LT.

POLE 210' N. OF HIGHWAY ADVISORY

SIGN

Elev. 42.24

NGVD 1988 NAD 83/2007

B.M. D-2

DH S.W. COR. CONC. BASE OF ELEC.

BOX @ ENSIGN ST. &

RIVERSIDE DR.

Elev. 39.14

NGVD 1988 NAD 83/2007

(N/F)

CHD

(FND)

CHD

(FND)

CHD

(FND)CHD

N/FCHD

(FND)CHD

N/F

CHD

N/F

CHD

N/F

CHD

(FND)

CHD

N/F

CHD

(FND)

CHD

(FND)

CHD

(FND)

CHD

(FND)CHD

(FND)CHD

N/FCHD

(FND)CHD

(FN

D)

CH

D

N/F

CH

D

N/F

CH

D

N/F

CHD

N/FCHD

A-3230

RAN.

RA

N. A-346

PINE

12"

PINE

15"

27+81

27+81 0+00

1+00

2+00 3+00 4+00 5+00 6+00 7+008+00

9+00

10+00

11+0011+2311+23

0+

00

1+00

2+00

3+00

4+00

5+00

6+00

7+00

8+00

9+00

10+00

11+00

12+0012+7812+78

10+00

11+00

12+00

13+00

14+00

15+00

646+00

647+00

648+00

649+00

650+00

651+00

652+00

653+00

654+00

655+00

656+00

657+00

658+00

659+00

660+00661+00

662+00 663+00664+00

665+00

666+00

667+00

668+00

669+00

670+00

671+00

672+00

673+00

446+00

447+00

448+00

449+00

450+00

451+00

452+00

453+00

454+00

455+00

456+00

457+00

458+00

459+00

460+00461+00

462+00 463+00464+00

465+00

466+00

467+00

468+00

469+00

470+00

471+00

472+00

473+00

1985.73'

81.63'

448.99'

269.59'

0.0

4'

286.68'

356.02'

1985.73'

BC

LC

R-7

RAN. A-1941

#2725

SNET

1238

28.71

15"RCP1237

28.85

1246

29.58

1247

29.60

1264

30.60

1233

30.70

1236

30.87

1248

30.92

1245

30.97

1235

31.11

1244

31.211251

31.22

1234

31.261254

31.32

1242

31.36 1241

31.36

1240

31.38 1239

31.42

1255

31.57

1258

31.61

1134

31.64

12"NO FLR

1139

31.77

1130

31.79

1136

31.80

1133

31.82

1142

31.93

1135

31.93

1140

32.05

1129

32.09

1131

32.13

1141

32.15

1138

32.20

1243

32.27

1143

32.32

1132

32.43

1137

32.43

1187

32.43

1256

32.61

1122

32.69

1121

32.69

1257

32.69

1120

32.74

1127

32.75

1119

32.85

1128

32.93

1123

32.94

1249

33.05

1253

33.09

1124

33.10

1252

33.13

1118

33.13

1115

33.24

1125

33.34

1101

33.34

1160

33.34

1117

33.35

1250

33.36

1168

33.38

1261

33.48

1145

33.51

1149

33.53

1116

33.54

1104

33.60

1126

33.63

1172

33.66

1155

33.69

1103

33.74

1154

33.79

1171

33.80

1144

33.80

1260

33.81

1146

33.84

1147

33.86

1157

33.88

1175

33.88

1102

33.91

1114

33.92

1193_1

33.93

1193

1152

33.94

1178

33.98

1173

33.98

1156

33.99

BRUSH

BRUSH

1110

34.01

1183

34.02

1177

34.03

1174

34.07

1259

34.09

EN

SIG

N

ST

RE

ET

1271

34.14

1176

34.14

1153

34.17

1184

34.28

1232

34.29

1263

34.48

1180

34.48

1113

34.51

1158

34.57

1111

34.62

1148

34.65

1268

34.66

1159

34.77

R-4

1185

34.78

1112

34.78

1179

34.79

1262

34.79

1182

34.80

1231

34.82

1016

34.95

1181

35.08

1165

35.11

1166

35.29

1164

35.66

R-5

MH

SA

N

#3445

SNET

24

602

35.83

1015

35.85

1227

35.91

1211

36.20

1212

36.31

1221

36.39

1213

36.44

1163

36.45

1218

36.45

1202

36.46

1201

36.50

1205

36.641209

36.66

1203

36.66

1219

36.69

1204

36.85

1210

36.87

1220

37.02

1215

37.10

H

1214

37.25

1217

37.35

319

1216

37.43

GAS

1208

37.60

1162

37.75

1028

37.78

1206

37.86

1037

37.91

1018

37.96

1029

37.98

BRUSH

1036

38.14

1167

38.34

25

602

38.35

1106

38.39

BMB4 38.40

1197

38.40

BMB4 38.4

1150

38.41

1207

38.48

O/H SIGN

1027

38.51

1019

38.69

1161

38.76

6

38.81

CP-6B

1038

38.82

1026

38.86

1226

38.89

GAS

1108

39.24

1048

39.38

23

602

39.40

1030

39.52

1047

39.60

1035

39.81

1196

39.87

SIGN

SIGN

SIGN

1200

39.96

WALL

1071

40.28

BME2 40.24

1088

40.46

1040

40.62

H

1046

40.71

1039

40.78

1057

40.79

1045

40.87

1062

40.89


City of East HartfordSheet 3 of 6



1055

40.92

1058

40.96

1059

40.99

SIGN

1054

41.05 1053

41.06

1064

41.07

5

41.10

CP-5B

1044

41.11

1025

41.15

1063

41.15

1060

41.17

1042

41.22

1269

41.23

1061

41.27

1109

41.29

1096

41.34

1009

41.35

SPURA-346

1099

41.37

BMA-346 1098

41.38

BMA-346

1056

41.57

1043

41.58

1065

41.58

1020

41.62

1051

41.64

1050

41.81

1049

41.83

1066

41.87

1041

41.94

1052

41.96

SIGN

1188

42.26

BMB5 42.24

1067

42.30

CL&P3770

1031

42.49

1068

42.68

1086

42.95

1087

42.96

1190

42.98

SIGN

1034

43.20

26

602

43.37

HIG

H ST

REET

1097

43.57

15"R

CP

15"R

CP

15'' R

CP

1085

43.66

1095

43.90

1073

44.07

1094

44.47

1024

44.86

1222

44.86

1080

44.95 1079

44.96

1083

45.00

PIPE VENT

1089

45.03

1084

45.66

1081

45.66

1032

45.76

1033

45.79

1021

45.90

1082

46.01

30

46.35

A-3230

1069

46.43

1023

46.72

1007

46.72

1022

46.75

1008

46.76

1006

47.40

1230

47.49

1189

47.96

1090

47.96

27

602

48.36

22

602

48.99

1223

49.69

1011

49.93

WALL

1005

50.07

1012

50.24

38

50.38

A-19381169

50.39

A-1938 1105

50.40

A-1938

1270

50.71

50.7141

50.71

A-1941 1228

50.72

A-1941

1091

51.03 10

51.03

SP-1010 1010

51.03

SPUR-1010

1224

51.41

1192

51.84

1191

51.84

1017

51.98

BMB3 51.97

WALL

1195

52.14

BMB6 52.13

1229

52.32

28

602

53.78 29

602

53.80

WALL

1194_1

54.63

SP-1194 1194

54.63

SPUR-1194

1225

54.67

1002

56.36

21

602

56.81

1003

56.88

FBR OPTC

1013

57.60

1004

61.45

20

602

61.68

1014

61.83

4

62.01

CP-4B

1070

62.51

E 10

29600

N 832400

E 10

30000

N 832400

E 10

30400

N 832000

E 10

312

00

N 8316

00

E 10

30800

N 8312

00

MA

TC

H

MA

RK

MA

TC

H

MA

RK

SH

EE

T 4

SH

EE

T

2

83

CO

ORDIN

ATE G

RID

AD

CO

NNECTIC

UT

Matc

h M

ark S

heet 2

Match M

ark S

heet 4

SIGN

WALL

O/

H

SIG

N

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

MBR

MBR

MBR

MBR

MBR

MBR MBR

MBR

MBR

MBR

3 CABLE GUIDE RAIL

3 C

ABLE

GUID

E R

AIL

3 CABLE G

UIDE R

AIL

MBR

MBR

MBR

MBR

GUID

E R

AIL

3 C

ABLE

3 CABLE GUIDE RAIL

GUIDE

RAIL

3 CABLE

C.L.F.

C.L.F.

O/

H SIG

N

TREESLI

GHT

GRAV

. DR.

GRAV

. DR.

GRASS

GRASS

GRASS

GRASS

GRASS

EARTH DITCH

EA

RT

H

DIT

CH

ON-R

AMP R

OUTE

2

WES

T

OFF-RAMP

BCLC

BC

LC

BC

LC

BC

LC

BC

LC

CO

NC

CU

RB

CO

NC

CU

RB

CONC CURB

CO

NC

CU

RB

WOODED

WOODED

LIGHTLY WOODED

WOODEDWOODED

WOODED

WOODED

WOODED

LIGHTLY WOODED

TREESLIGHT

TREESLIGHT

WO

ODED

WO

ODED

WOODED

WOODED

BIT.

BIT.

BIT.

BIT.

BCLC

BCLC

HYD

WOODED

WOODED

WOODED

BOXELEC

50

51

52

45

46

47

48

49

wlb6

wlb7

wlb8

wlb1

wlb2

wlb3

wlb4

wlb5

WETLANDS

APPROX.LOC.

POLECAMERA

BCLC

BCLCANCHOR

BIT.

DBL.MBR

DBL.MBR

DBL.MBR

DBL.MBR

DBL.MBR

DBL.MBR

TRAILERBIT

ANCHORBIT.

BCLC

BCLC

BRUSH

CO

NC

CU

RB

#2667

SNET

MBR

CURBGRAN

CURBGRAN

#00377BRIDGE

CO

NC C

URB

BCLC

BOXELEC

24"PINE36"MPL.

24"MPL.

CONC.

W/RAILCONC.WALL

W/RAILCONC.WALL

#2665

SNET

#2673

AT&T

BCLC

BCLC

#2710

SNET#6147

CL&P

#2684

SNET

#2685

SNET

#2686

SNET

CURBGRAN

GRAN.CURB

MH

ELEC.

MH

ELEC.BCLC

(FND)

CHD

(FND)

CHD

(FND)

CHD

(FND)

CHD

(FND)

CHD

(FND)

CHD

(FND)C

HD

(FND)C

HD

(FND)

CHD

18'' R

CP

15'' R

CP

15'' R

CP15

'' R

CP

15'' R

CP

15'' R

CP

15'' R

CP

15''

RCP

15'' R

CP

15'' RCP

15'' RCP

15'' R

CP

15'' R

CP

15'' R

CP

15'' R

CP

CH LNK.FENCE

WG WG

HYD

MH

SAN

SAN.MH

18''

CMP

18'' C

MP

18'' C

MP

MH

SAN

12'' R

CP

12'' R

CP

4019

SPUR-

#2683

SNET

MH

ELEC. WG

12'' R

CPBUCKEYE PIPELINE

APPROX.LOC.GAS MAIN

WG WG

WG's

MH

SAN

MH

WATER

MH

ELEC.

MH'sSAN

12'' R

CP

RCP36"36"RCP

RC

P15"

10"

RC

P

15"RCP

15"

RC

P

15"RCP15"R

CP

15"RCP

15"R

CP

12'' CMP

15'' C

MP

HH'sPSTWD

HH

(FND)

MON

HH

HH

MH

SAN

15"

RC

P

15"RCP 15"RCP

15"R

CP

15"R

CP

15"

RC

P

15'' CMP

4040

SPUR-

15'' C

MP

15''RCE

TREES2 LARGE

APPROX.LOC. 20' SEWER R

IGHT OF WAY

(PER R.O.W

. MAP 42-15

SH. 3 OF 5

)

LIDCONC

4039SPUR-

18'' R

CP

PROPERTY)PRIVATE(MH ONTO MH?18"

RCP

HH

HH

HH

HH

HH

HH

HH

C.L.F.

INDICATING 33"RCP WITHIN

R.O.W.)

(R.O.W

MAP#42-15

SH.3 OF 5

18'' C

MP

10"PVC

10"P

VC

*NOT LOCATED*

18"CMP UNDER HIGHWAY)

INDICATING APPROX. LOC.

(R.O.W MAP#42-15 SH.2 OF 5

*NOT LOCATED*

(PER R.O.W

. MAP#42-15

SH. 3 OF 5

)

12'X10' C

ONCRETE BOX C

ULVERT

APPROX. LOC. P

OSSIBLE

6"

CP

P

CP 9B

CP 8B

CP 7B

5W-2

CP 10B

5W-1

CP 2

D

R.O.W. Map 42-15 Sh. 2 of 5R.O.W.

Map 4

2-15 Sh. 3 of 5

E=1,029,654.877

B.M. G-4

DH S.E. COR. METAL BASE OF

OVERHEAD SIGN (EXIT 5-5A-5B)

Elev. 33.28

NGVD 1988 NAD 83/2007

B.M. C-1

DH N.W, COR. CONC. BASE TO ELEC.

BOX JUST SOUTH OF OVERHEAD

SIGN (EXIT 2E-2W-3-4)

Elev. 41.06

NGVD 1988 NAD 83/2007

B.M. B-9

DH S.W. COR. CONC. BASE TO HH

@ TOP OF RT 2 ON-RAMP

FROM WILLOW ST. EXT.

Elev. 47.28

NGVD 1988 NAD 83/2007

B.M. B-8

DH N.W. COR. CONC. PAD 6'

NORTH OF BRDG.#00377

(RT. 2 E.)

Elev. 53.41

NGVD 1988 NAD 83/2007

B.M. B-10

DH S.E. COR. CONC. BASE TO ELEC.

BOX @ WILLOW ST. EXT. &

ON RAMP TO RT. 2 E.

Elev. 32.75

NGVD 1988 NAD 83/2007

B.M. B-7

DH EAST SIDE OF ROUND BASE TO

LT.POLE (RT.2 E.) OPPOSITE

ELECTRICAL STA.

Elev. 48.24

NGVD 1988 NAD 83/2007

B.M. D-1

DH S.E. COR. CONC. CURB TO

"CL" C.B.

Elev. 33.47

NGVD 1988 NAD 83/2007

N/F

CHD

N/F

CHD

N/F

CHD

N/F

CHD

N/FCHD

N/FC

HD

N/FC

HD

N/FC

HD

N/FC

HD

N/FCHD

N/FCHD

N/FCHD

N/FCHD

N/FCHD

N/F

CHD

N/FC

HD

N/F

CHD

N/F

CHD

N/F

CHD

BM

BM

BM

BM

BM

BM

BM

A-3231

RAN

Sh. 2 of 5

R.O.W. Map 42-15

ROUT

E 2

EAST

BOUN

D

ROUTE 2 W ESTBOUND

ROUTE 2 EASTBOUND

ROUTE 2 WESTBOUND

392.34'

N26°36'25"W N16°27'8"W

339.83'

N6°42'31"W

522.75'

N10°58'31"W

571.96'

456.34'

S27°36'23"E

514.12'

N56°4

5'5

5"W

371.29'

S58°5

4'8"E

473.26'

N56°2

7'4

3"W

422.73'

N33°24'49"

W

471.6

7'

N42°

38'14

"W

WALL

WALL

WALL

BCLC

BCLC

15+00 16+00 17+00 18+00 19+00 20+00

21+00

22+00

23+00

24+00

25+00

26+00

27+00

28+00

29+00

30+00

31+0031+0431+04

50+00

51+00

52+00

53+00

54+00

55+00

56+00

57+00

58+0058+

1458+

14

60+

00

61+00

62+00

63+00

64+00

65+0066+00

67+00

68+00

69+00

70+00

71+00

5+00

6+00

7+00

673+00674+00

675+00 676+00677+00

678+00

679+00

680+00

681+00

682+00

683+00

684+00

685+00

686+00

687+00

688+00689+00 690+00

691+00

692+00

693+00

694+00

695+00

696+00

697+00

698+00

699+00

700+

00

701+

00

474+00475+00 476+00

477+00

478+00

479+00

480+00

481+00

482+00

483+00

484+00

485+00

486+00

487+00

488+00

489+00 490+00 491+00

492+00

493+00

494+00

495+00

496+

00

497+

00

498+

00

499+

00

500+

00

501+

00

501.90'

483.33'

291.06'

51.71'

5.5

4'

186.57'

581.42'

648.39'

270.24'

123.64'499.74'


City of East Hartford Sheet 4 of 6Boring Location Plan


B-2

R-18 833228.5

0 10

28965.2

5 8.5

1

R-18

R-7 832443.7

1 1029404.9

9 13.8

7

R-7

4135419

16.91

4131802

16.9618"RCP4136

41918.16

4132999 ST

19.50

4133999

19.58

4130802

19.616"CCMP 4134

419 ST22.84

4087602

23.64

8"C

MP

R-17 833367.5

4 10

29212.7

6 27.4

3

R-17

4046318

28.04CHD

4089613

28.19

4088613

28.19

4090802

28.73

4053602

28.79

BRUSH

4073323

30.04

4052601

30.31

4051601

30.32

4048601

30.80

4050602

31.00

4086304

31.18

4047304

31.26

4049602

31.29

4084602

31.29

4097106

31.64

B-1 8

33470.5

7 10

29379.3

8 31.9

2

B-2 833471.4 10

29428.8 49.5

B-1

LEAK.

BIT.

4055336

32.03

4114605

32.03

4062601

32.04

4074304

32.24

4054336

32.29

4059601

32.30

4112601

32.35

4057601

32.42

4061602

32.44

4113613

32.44

4115304

32.45

4096106 ST

32.48

4099336

32.55FOR GATE

4098336

32.63FOR GATE

4058602

32.734072

51632.75

BM-810

4117601

32.81

WIL

LO

W

ST

RE

ET

4116304

33.26

4137516

33.27BM-G4

4111404 ST

33.28

4100516

33.28BM-G-4

4060608

33.34

4125304

33.36

4127516

33.37BM-D-1

4063608

33.37

4085304

33.45

4011602

33.49

4110304

33.51

B-4 833477.12 10

29549.7

1 33.5

3

B-4

4118407

33.54SNET#2683

4043318

33.57CHD

4078613

33.64

4082401

33.67

4121429

33.67

4081401

33.67

4080401

33.87

4119318

33.87

4108601

33.96

HILLSON STREET

4039322

34.01SPUR-4039

R-8 834966.0

8 10

28618.0

9 34.0

3

R-8

4079401

34.05

4064304

34.08

4122401

34.21

4120409

34.47

4075304

34.48

4124404

34.56

4109613

34.59

4010318

34.61

4069614

34.61

4040322

34.63SPUR-4040

4106304

34.71

4068409

34.78

4076429

34.90

4123304

34.90

4105401

34.91

4007113

34.94

RIVERSIDE DRIVE

4009319

35.05TOW

N MON

4104401

35.10

38602

35.10

4107613

35.26

4065113 ST

35.27

4066113

35.29

4044319

35.30

4092304

35.50

4008322

35.51SPUR 4008

4004113 ST

35.52

4077612

35.54

4006113

35.54

4093304

35.61

4005113

35.65

4103308

35.79

4067113

35.96

4083318

35.99CHD

4070304

36.08

R-9 835070.17 10

28651.5

1 36.0

9

R-9

4095601

37.00

232238.03

CP-2D

232238.03

CP-2D

4038608

39.25

4034608

39.81

BRUSH

BRUSH

4036608

40.22

4035608

40.25

4056608

40.26

4037608

40.73

4033608

43.46

4032608

43.53

BRUSH

(FND)

CHD(FND)

MON

4008SPUR-

BM

4029608

45.15

4031608

45.51

4030608

45.56

4028608

45.694026608

45.84

4027608

45.84

BRUSH

BRUSH

15'' RCP

4022608

46.34

4091601

46.44

4024608

46.93

4023608

46.93

37602

47.04

4042516

47.27BM-

4025608

47.28

4094516

47.72SPUR-4040

532247.74

5W-1

51322

47.74CP-5W

-1

4013601

47.84

SIGN

34602

48.13

4020516

48.25BM-B7

4021601

48.39

4102601

48.93

4001601

49.36

832249.53

4101601

49.93

31602

49.95

3233

35602

50.07

4138601

50.72

4014601

50.74

4019322

51.35SPUR-4019

4000601

51.41

932251.62

CP-9B

4002601

51.72

30602

52.09

36602

52.30

4012516

52.33

732252.34

cp-7B

4018301

53.75

4003601

53.90

4015601

54.07

1032255.00

10B 1032255.00

CP-10B

4016608

55.06

4017608

55.09



E 1028400

N 834800

E 1029200

N 834800

E 1029600

N 834400

E 1028800

N 834400

E 1029200

N 834000

E 1029600

N 834000

E 1029600

N 833600

E 1029200

N 833600

MA

TC

H

MA

RK

SH

EE

T

3

MA

TC

H

MA

RK

SH

EE

T 5

83 COORDINATE GRID

AD

CONNECTICUT

Matc

h M

ark S

heet 3

Matc

h M

ark S

heet 5

S.T.H. 1

5 /

WIL

BU

R

CR

OS

S

HW

Y

DELIN.

24" MCE

FLAG PO

LE

DELIN.

DELIN.

DELIN.

DELIN.

4

5

6

7

16

17

18

19

318

318

318

318

318

318

318

318

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

(FND)CHD

(FND)CHD

(FND)CHD

(FND)CHD

(FND)

CH

D

(FN

D)

CH

D

(FN

D)

CH

D

(FN

D)

CH

D

"C"C

B

"C"C

B

HH

HH

POSTWOOD

HH

BM

"C"C

B

"C"C

B

BM

BMBM

BM

BM

CO

NC. B

AR

R

CONC. BARR

CONC. BARR

MBR

MBR

MBR

MBR

MBR

MBR

MBR

MBR

MBR

MBR

MBRMBR

BIT. PARKING

BIT. PARKING

LIGHT WOODS

GRASS

LIGHT WOODS

GRASS

GRASS

BCLC

BCLC

BCLC

BCLC

EARTH DITCH

EARTH DITCH

BCLC

"C"CB

DBL.

"C"CB

"C"CB

"C"CB

CB"CL"

"C"CB

"C"CB

"C"CB

"C"CB

"C"C

B

"C"C

B"C"C

B

"CL"CBDBL.

"C"CB

"C"CB

"C"C

B

"C"C

B

"CL"CB

"CL"CB

"CL"CB

"CL"CB

DIRT PATH

DIRT PATH

DIR

T P

AT

H

DIR

T

PA

TH

C.L.F. A

LO

NG

TO

P

BR. P

AR

A.

WOODEDWOODED

WOODED

WOODED

WOODED

WOODED

WOODED

WOODED

EVERGREENS

EVERGREENS

LIGHTLY WOODED

LIGHTLY

WOODED

GRASS

GRASS

GR

ASS

GRASSGRASS

GRASS

GRASS

GRASS

GRASS

GRASS

MBR

MBR

MBR

MBR

MBR

MBR

MBRMBR

MBR

MBR

MBR

MBR

MBR

MBR

MBR

MBR

MB

R

MBR

MBR

GUIDE RAIL

3-CABLE

GUIDE RAIL3-CABLE

GUIDE

RAIL3-CABLE

GUIDE

RAIL

3-CABLE

HH

GRAVEL/DIR

T DRIV

E

GRAVEL/DI

RT DRI

VE

EART

H

DIT

CH

EART

H

DIT

CH

PAVED DITCH

PA

VE

D

DIT

CH

WOODEDLIGHTLY

EARTH DITCH

LIGHT WOODS

LIGHT WOODS

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BARR

CRASH

15" RCCE

MH

STM

CB

"CL"

CB

"CL"

CB

"CL"

BT=29.66

FL=31.51E

TF=35.21

"CL"CB

BT=39.28

FL=41.58

TF=44.98

"C"CB

FL=35.71

BT=8.53FL=9.43WFL=21.33SWTF=25.33STM MH

TF=37.20

8"SCUPPER

FL=37.38

TF=34.74

8"SCUPPER

TF=31.85

8"SCUPPER

FL=18

.01

"CL"C

B

FL=22.9

2

FL=22.8

5

FL=20.66

FL=24.3

5FL=2

1.25

BT=20.

48

FL=22.9

8SW

FL=22.9

8NE

TF=26.

78

"C"C

B

BT=20.

34

FL=22.3

4

TF=27.

14

"C"C

B

15'' R

CP

15'' C

MP

BT=22.

33

FL=23.6

3S

FL=23.7

3N

TF=29.

63

"C"C

B

BT=22.

01

FL=24.0

1

TF=28.

31

"C"C

B

15'' R

CP

RCP

15"

DE

LIN.

WOOD POST

DELIN.

WO

OD

PO

ST

DELIN.

"C"CB "C"CB

"C"CB

CB"C"

CB

"C"

CB

"C"

FL=(FILLED)

TF=29.45

"C"CB

BT=23.48

(FILLED)

FL=NE ELEV.

FL=26.48SE

TF=29.68

"C"CB

BT=23.31

FL=25.01NW

TF=29.31

"C"CB

BT=23.91

FL=24.01SW

FL=24.01SE

TF=29.41

"C"CB

CB"C"

CB"C"

BT=19.22FL=21.92TF=25.92"C"CB

BT=18.92FL=20.82TF=26.22"C"CB

LOCATEDPIPE NOTEND OF


BT=25.68

FL=27.08

TF=31.78

"C"CB

BT=23.87

FL=26.17SW

FL=25.47NE

TF=30.87

"C"CB


BT=26.85FL=28

.85SWFL=28

.55NETF=33.45"C"C

BBT=28.1

6FL=29.76TF=35.66"C"C

B

MH

STM

LOCATED

PIPE

NOT

END OF

LOC

ATED

PIP

E N

OT

EN

D

OF

LOC

ATED

PIP

E N

OT

EN

D

OF

BT=5.98FL=7.38EFL=6.48WTF=22.48"CL"CB

BT=4

2.5

8

FL=4

4.5

8W

FL=4

4.6

8E

TF=4

9.2

8

"C"C

B

BT=4

3.3

2

FL=4

4.8

2

TF=4

9.3

2

"C"C

B

BT=12.17

FL=17

.04

NW

FL=16

.87

W

FL=12

.47S

FL=12

.77

N

TF=2

0.2

7

"CL"C

B

BT=8.9

3

FL=S. C

AN'T SEE

FL=N. C

AN'T SEE

TF=2

1.23

ST

M

MH

"C"C

B

HH

HH

FL=32.85

BT=32.38FL=33.88TF=38.88"C"C

B

BT=31.24FL=33

.84TF=39.14"CL"CB

FL=30.00

BT=36.76FL=38.36TF=43.36"C"C

B

BT=26.

72

FL=28.2

2

TF=32.

92

"C"C

B

BT=26.

34

FL=28.2

4SW

FL=28.4

4NE

TF=33.

44

"C"C

B

BT=27.

42

FL=29.12

TF=33.

92

"C"C

B

FL=17.11

BT=28.

80FL=

30.9

0NE

FL=30.8

0SW

TF=37.

00"C

"CB

24"

MCE

FL=20.7

4

FL=22.0

4

12''RCE

12''RCE

12'' R

CP

15''MCE

18''M

CE

18'' C

MP

15'' R

CP

15'' R

CP

ENDWALLCONC.

15'' C

MP

24'' C

MP

30''

CMP

48''

CMP

24'' C

MP

15''

CMP

15'' CMP

24'' C

MP

18'' R

CP

15'' C

MP

15'' R

CP

15'' C

MP

15'' R

CP

15"

CM

P

HH HH

15'' C

MP

15'' C

MP

15"

CM

P

15"CMP

15"CMP

BT=27.29

FL=28.09

TF=44.39

DBL"C"CB

HH

HH

HH

18'' R

CP

24'' C

MP

12'' C

MP

15'' RCP

15'' C

MP

15'' C

MP

15'' C

MP

12'' R

CP

202SPUR-

197

SP

UR-

E=1,027,944.136 E=1,027,555.980

B.M. C-5

DH S.W. COR. CONC. BASE OF

LT.POLE @ EXIT 4 OFF-RAMP

RTE 2 E.

Elev. 40.267

NGVD 1988 NAD 83/2007

DH S.W. COR. CONC. FRAME OF HH

ADJACENT TO RTE 15 OVERPASS

B.M. G-1

DH S.E. COR. CONC. BASE OF

ELEC. BOX ADJACENT TO

RTE 15 OVERPASS

Elev.

NGVD 1988 NAD 83/2007

B.M. G-2

DH N.E. COR. CONC. BASE TO LT.

POLE. 3RD LT.POLE S.E. OF

RTE 15 OVERPASS

Elev.

NGVD 1988 NAD 83/2007

B.M. G-3

DH NORTH SIDE ROUND CONC.

BASE OF LT. POLE

Elev. 35.64

NGVD 1988 NAD 83/2007

ELEV 36.067

CP-1D

CP-3C

CP-4C

RAN A-

1969

RAN A-

3232

CP-1C

CP-2C

N/F

CHD

N/F

CHD

N/F

CHD

N/FCHD

N/FCHD

N/FCHD

N/FCHD

N/FCHD

N/FCHD

(FND)CHD

ROUTE 2

EASTBOUND

ROUTE 2 W ESTBOUND

ROUTE 2 W ESTBOUND

ROUTE 2 EASTBOUND

588.03'N26°03'54"W

OFF-R

AMP

298+00

299+

00

300+

00

301+

00

302+00

303+00

304+

00

304+85

304+85

72+00

73+00

73+52

73+52

8+00

9+00

10+00

11+00

12+00

13+00

14+00

15+00

16+00

17+00

18+00

19+00

701+00702+00

703+00

704+00

705+00

706+

00

707+

00

708+

00

709+

00

710+

00

711+

00

712+

00

713+

00

714+

00

715+00

716+00

717+00

718+00

719+00720+00 721+00

722+00

723+00

724+00

725+00

726+00

727+00

728+00

502+

00

503+

00

504+

00

505+

00

506+

00

507+

00

508+

00

509+

00

510+

00

511+00

512+00

513+00

514+00515+00 516+00

517+00518+00

519+00520+00

521+00522+00

523+00524+00

525+00526+00

527+00

528+00

529+00

280+00

281+00

282+00

283+00

284+00

250+00

251+00

HO

CK

AN

UM

RIV

ER

BRUSH

BRUSH

BRUSH

State Wetlands

BRUSH

BRUSH

State Wetlands

3234813

17.04

153814

17.11

4140802

18.0115"CMP

152714 st

19.45

3233602

20.27

49419 cl

20.38

50802

20.6615cmp

203815

20.74

151714 st

20.88

113302

21.12

3235613

21.23

111815

21.25

166714

21.46

165714 st

21.70

141999

22.00

47419

22.03 48419

22.05

3237318

22.11

39419 st

22.11

142999

22.25

159802

22.29

114324

22.43

191602

22.48

160999

22.67

196101 cl

22.69

192101 st

22.72

194101

22.78

158999

22.80

204324

22.80

150802

22.85

195101

22.88 193101

22.95

115999

23.05

121999

23.08

122999

23.11118

99923.18

120999 st

23.18

140999 st

23.20

117999

23.29

143999

23.32

45999

23.34 46419

23.38

40419

23.39

116999 st

23.43

157999

23.45

43999

23.5041999 st

23.55 44999 cl

23.60

42999

23.69

161999

23.72

BRUSH

144999

24.10

110324

24.18

108813

24.35

145999 cl

24.47

123999

24.59

156999 st

24.79

162999 cl

25.00

155419

25.07

154419 st

25.09

163419

25.15

164419 cl

25.16

4142612

25.33

148419

25.56

149419 cl

25.58

189608

25.66

119999

25.66

147419

25.69

146419 st

25.70

125419 st

25.82

127419

25.82

126419

25.83 124999

25.87

109324

25.92

187601

25.92

186601

26.22

188608

26.27

112601

26.78

185608

26.92

184608

26.93

130601

27.14

BRUSH

BRUSH

BRUSH

BM

190301

28.17

129601

28.31

201516

28.34bm-c3

131516

28.45bm-c2 4141

51628.46

BM-C2

20322

28.81cp-2c 2322

28.81cp-2c

BRUSH

SIGN

SIGNS

202322

29.03sp-202

3232322

29.03ran-a3232

32322

29.04A-3232

175601

29.31

176601

29.41

178608

29.44

180601

29.45

128601

29.63

179601

29.68

332229.74

cp-3c

106802

30.00

177608

30.50

181601

30.87

105324

31.30

101608

31.46

SIGNS

115601

31.78

R-10

100602

31.85

SIGN

BRUSH

100301

32.79

224802

32.85

229601

32.92

230601

33.44

182601

33.45

State Wetlands

State Wetlands

State Wetlands

232233.78

cp-1d 132233.78

cp-1d

223601

33.92

BRUSH

R-8

102608

34.57

51602

34.74

BRUSH

54602

35.21

222601

35.60


City of East Hartford


Sheet 5 of 6Boring Location Plan

167516

35.61g3

183601

35.66

53802

35.7112 ccmp

207601

35.72

132235.84

CP-1C 132235.84

cp-1c 232235.84

cp 1c 132235.84

R-9

24322

36.22cp-4c 4322

36.22CP-4C 4322

36.22cp-4c

101608

36.55

104324

36.97

221601

37.00

103608

37.19

52602

37.20

113802

37.38

200324

37.67

220608

37.91

199301

37.95fo

1969322

38.07a-1969 1969

32238.07

r-1969

"C"C

B

208608

38.37

HH

225601

38.88

216601

39.11

226602

39.14

218601

39.20

217601

39.24

107608

39.44

228608

39.61

209608

39.95

O/H SIGN

219516

40.24bm-c5 4143

51640.26

BM-C5

210608

40.75

215601

41.26d

CO

NC. B

AR

R

"C"CB

HH

BT=35.06

FL=37.86

TF=41.26

"C"CB

BT=34.11

FL=

FL=35.81NE

TF=39.11

"C"CB

BT=35.11

FL=35.61SW

FL= TF=39.21

"C"CB

BT=33.64

FL=35.44SW

FL=35.14NE

TF=39.24

"C"CB

BT=29.72

FL=31.82SW

FL=31.72NE

TF=35.72

"C"CB

HH

HH

HH's


BRUSH

BRUSH

211608

42.20

197322

42.89sp-197

227601

43.36

212601

44.39db

198324

44.49

112601

44.98

BRUSH

205601

49.28

206601

49.32

5

E 10

26400

N 836800

E 10

27200

N 836400

E 10

28000

N 836000

MA

TC

H

MA

RK

SH

EE

T

4

SH

EE

T 6

MA

TC

H

MA

RK

ON-

RA

MP

OFF-RAMP

CH

LN

K F

EN

CE

CH

LN

K

FE

NC

E

CH LNK FENCE

Federal Wetlands

Federal Wetlands

State Wetlands

Federal Wetlands

Federal Wetlands

Federal Wetlands

State Wetlands

Federal Wetlands

State Wetlands

Matc

h M

ark S

heet 4

Match M

ark S

heet 6

WALL

WALL

SIGN

O/

H SIG

N

BR

US

H

BRUSH

BRUSH

BC

LC

BC

LC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BC

LC

BC

LC

BC

LC

BC

LC

BCLC

OFF-RAMP

ON-RAMP

OFF-RAMP

MBR

MB

R

MB

R

MBR

MBR

MBR

CO

NC

CU

RB

CO

NC

CU

RB

CO

NC

CU

RB

MB

R

MBR

MBR

MBR

MBR

BCLC

BCLC

BCLC

BCLC

BCLC BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

BCLC

CO

NC

CU

RB

CO

NC

CU

RB

CO

NC

CU

RB

CO

NC

CU

RB

CO

NC

CU

RB

CO

NC

CU

RB

MB

R

MB

R

MB

R

MB

R

MB

R

MB

R

MB

R

MB

R

BC

LC

BC

LC

BC

LC

BC

LC

BC

LC

MBR

MB

R

MB

R

CO

NC.B

ARR

CO

NC.B

ARR

CO

NC.B

ARR

CO

NC.B

ARR

CONC.BARR

CONC.BARR

CONC.BARR

BC

LC

BC

LC

BC

LC

HH

HH

WOODED

WOODED

WOODED

GRASS

POLECAMERA

BUT POLE

X-WALK

ON POLE

ELEC.BOX

C.L.F.

GRASS

MBR

MBRMBR

MBRMBR

GRASS

GRASS

GRASS

GRASS

BIT

BIT

HH

HH

CO

NC.W

AL

K

HH

HH

MBR

MBR

MBR

MBR

MBR

HEAVY WOODS

HEAVY WOODS

GRASS

GRASS

GRASS

GRASS

GRASS

GRASS

GRASS

GRASS

GR

ASS

EVERGREENS

EVERGREENS

TREESLIGHT

WOODED

EARTH DITCH

EARTH DITCH

EARTH DITCH

EARTH DITCH

EARTH DITCH

CONC.BARR

CONC.BARR

CONC.BARR

CONC.BARR

BIT. DRIVE

TREES

LIGHT

MBR

MBR

MBRMBR

MBR

MBRMBR

MBR

MBR

MBR

MBR

MBR

MBR

MBR

PARKING

BIT.

DELIN.

100

130

124

318

318

318

0.00

0.00

0.00

MHSAN

MHSAN

MHELEC

101SPUR-

MHSAN

HH

MHSAN

HH

DELIN

OAK

24"

HH

DELIN

HH

MH

SAN

DELIN.

183

184

318

318

0.00

0.00

HH

HH

HH

HH

181

SPUR-

CH LNK.

FENCE

HH

HH

LIGHT WOODS

LIGHT WOODS

LIGHT

WOODS

GRASS

GRASS

GRASS

GR

ASS

HH

HH

HH

HH

HH

HH

W/LIGHT

EXIT SIGN

BRUSH

BRUSH

BR

US

H

BRUSH

BR

US

H

PO

ST

F.O.

HH

HH

HH

HHHH

#213

2SNET

#213

1SNET

#023

70BRIDGE

#02371BRIDGE

ANCEND

POSTSMETAL

CO

NC.

CU

RB

CR

BG

RN.

POLESPAN

PADCONCTC

BOX

CO

NC.W

AL

K

CO

NC.W

AL

K

BRIDGE

#4441

HELTCO

#02373

BRIDGE

#02372

BRIDGE

W/XW

ALK

SPAN POLE

POLE

SPAN

#2123

SNET

BO

XELEC

PO

LE

LT.

TC BOX

CONC.PAD

CO

NC,W

AL

K

MPL.15"

MHELEC.

HH

HH

BOXELEC

PADCONCPOST

F.O.

PADCONC

BOXELEC

BARR

CRASH

#4559

SNET

#2157

SNET

BIT

HH

MHELEC.

MH

ELEC.

POST

METALHH

GR

AN

CU

RB

END

FLARED

POLE

SPAN

HH

HH

BO

X

TC

HH

POLESPAN

HH

HH

#06110BRIDGE

POSTF.O.

HH

HH

DELIN

#06109BRIDGE

HH

MH

ELE

C.

HH

HH

PO

LE

SP

AN

HH

POLE

SPAN

HHCONC.PAD

BOX ON

ELEC

POSTF.O.

15''

CMP

15'' R

CP

15'' RCP

15'' R

CP

15'' R

CP

15'' R

CP

15'' RCP

RC

P

15"

15'' RCP24''

RCP

30'' RCP

30'' R

CP

18'' R

CP

15'' C

MP

15'' C

MP

12'' C

MP

N/F

OUTLET

N/F

OUTLET

CM

P

12"

12'' R

CP

ACCESS)(CAN'T

CM

P15

"

15" C

MP

15'' R

CP

15'' R

CP

N/FOUTLET

15'' RCP

18'' R

CP

15''

RCP

15'' R

CP

12'' RCP

12'' RCP

18'' R

CP

18'' R

CP

24'' R

CP

24'' C

MP

RCP12"

12'' C

MP

12'' C

MP

12'' R

CP

GA

S

MAIN

AP

PR

OX.L

OC

GA

S

MAIN

AP

PR

OX.L

OC

#2368ABRIDGE

(EXIT 2W)

ROUTE 2 WEST

#02374

BRIDGE TRAFFIC

STR. MH

N/F (B

URIED)

OUTLET

OVERPAVED

MH

12"

CL

AY

15"

CL

AY

48'' RCP

RCP18"

RCP12"

18'' RCP

18'' RCP

15'' RCP15'' RCP

12'' RCP

12'' R

CP

CH LNK.

FENCE

18'' CLAY

260

SPUR-

CH LNK.FENCE

PS 1

CP 10

C

CP 9C

CP 7C

take'S 63-384 (42-246) sheet 14A&28ATAKING LINE

R.O.

W. M

ap 4

2-15 S

h. 5 of 5

R.O.

W. M

ap 4

2-15 S

h. 5

of 5

JOYCE ST. NEAR BRDG. #02370

B.M. TP-27

CHISEL CUT S.W. COR. CONC.BASE

OF 3RD LT. POLE NORTH OF

BRIDGE #06109 (RT.2 EAST)

Elev. 30.45

NGVD 1988 NAD 83/2007

B.M. F-3

DH N.W. COR. CONC. BASE OF LT.

POLE 230' SOUTH OF OVERHEAD

SIGN (EXIT 2W-2E-3)

Elev. 44.44

NGVD 1988 NAD 83/2007

8C

CP

6CCP

5CCP

BM

BM

BM

BM

BM

BM

BM

CHD(FND)

N/FCHD

N/FCHD

(FND)CHD

N/F

CHD

N/F

CHD

N/F

CHD

N/F

CHD

N/FCHD

N/FCHD

N/FCHD

N/FCHD

N/FCHD

N/FCHD

N/FCHD

(FND)CHD

N/FCHD

N/F

CHD

(FND)

CHD

N/F

CHD

(FND)

CHD

EVERGREENS

BR

US

H

729+00

730+00

731+00

732+00

733+00

734+00

735+00

736+00

737+00

738+00

739+00740+00

741+00 742+00 743+00 744+00 745+00 746+00 747+00 748+00 749+00750+00

751+00

752+00

753+00

754+00754+47754+47

530+00

531+00

532+00 533+00 534+00 535+00 536+00 537+00 538+00 539+00 540+00 541+00 542+00 543+00 544+00 545+00 546+00 547+00548+00

549+00

550+00

551+00

552+

00

553+

00

554+

00

555+

00

556+

0055

6+08

556+

08

285+00

286+00

287+00

287+99287+99

251+00

252+00

253+00

254+00

255+00

256+00

257+00257+66257+66

260+00

261+00262+00

263+00 264+00 265+00266+00

267+00

268+00

269+00

270+00

271+00

272+00

273+00

273+72

273+72

884.90'

560.80'

309.02'

1362.82'

416.3

2'

621.35'

37.61'

177.66'

99.51'

155.17'

BRUSH

1534

19 ST10.09

1584

19 CL

10.09

1544

1911.31

15980211.4

015"NO

FLR

1574

1911.4

3

15280212.2518"FLARED

1554

1913.55

170

419 ST

13.56

175

419 C

L13.7

1 18080113.7

112"NO

FLR

1564

1913.7

4

16933613.91

2334

1913.96

16433613.98

16199914.23

16299914.23

163999 C

L14.25

160999 ST14.25

174

419

14.25

171

419

14.4

4

18560214.54

242

81314.63

15"CM

P NO

FL

275

80214.7

4NO

FLARE

2344

1914.80

2324

1914.85

6

SIGNS

2354

1915.08

2314

19 ST15.23

272

419

15.44

271

419

15.45

145

60515.58

11260215.60

143

60515.62

146

60215.7

5

173

419

15.80

172

419

15.83

270

419

15.98

179

999 CL

16.1617

6999 ST16.17

144

61216.19

2364

1916.21

147

60816.23

178

99916.2417

799916.25

142

61316.35

273

419

16.41

18132216.4

1SPUR-181

2694

1916.4

1

2374

19 CL

16.45

140

60116.4

5

PARKING

PARKING

10132216.58SPUR-101

1374

0416.63

141

404

16.65

13961216.66

274

419 C

L16.7

0

12660116.81

16732316.85

1354

0416.87

12260116.92

1684

2917.00

12760117.00

12160117.02

1364

04

ST17.07

13861317.08

2684

1917.08

1344

0417.09

12561317.16

2654

19 ST17.18

1334

04

ST17.21

1_1

32217.34

PS-1

2674

1917.37

11610217.4

3

2664

1917.4

4

13261317.4

4

23032217.4

6SPUR-230

23999917.4

7

PIT

KIN

ST

RE

ET

WA

LL

261999 ST17.51

240

99917.51

26299917.52

264999 C

L17.52

16533617.52

238999 ST17.53

16633617.53

26399917.55

241

999 CL

17.56

114102 ST17.57

11510217.58

11710217.60

12360817.64

1184

0917.7

4

11361217.80

28051617.82

BMF2

13161317.99

1194

0918.4

8

WALL

11150118.7

224

"OAK

10260219.7

2

11032319.86

10332421.36

25481321.7

715"C

MP NO

FL


City of East Hartford Sheet 6 of 6Boring Location Plan


244

419

22.0424

54

1922.25

247

419

22.94

243

419 ST

23.03

246

419

23.05

248

419

23.36

20111323.7

7

249

419 C

L23.88

R-15

250999 ST24

.48

25299924

.51

25199924

.52 253999 C

L24

.54

BRUSH

20011326.37

15160127.32

15060127.55

12'' R

CP

70

60228.31dgendw

all

18261228.7

3

R-14

20280129.4

412"C

MP FLR

BRUSH

20380130.5612"C

MP NO

FL

10932430.61

E.

RIV

ER

DRIV

E

EX

TE

NSIO

N

21060831.24

20560331.26

19911331.38

TOWERVOLTAGE

HIGH

BRUSH

21760832.17

21460132.27

21360132.4

0

21260132.57

20860832.7

1

21160133.09

10760133.17

149

30133.28FBR O

PTC

148

60833.37

22260133.84

BRUSH

BRUSH

BRUSH

O/H SIGN

20760834

.08

10832434

.11

832234

.178C 832234

.17C

P-8C

332234

.17cp 8c

25660134

.18

21832434

.35

10632434

.44

10460134

.48

279

51634

.56BM

C8

6760134

.72

10560834

.73

6660134

.84

6960134

.92

6560134

.95

6460134

.95

20960835.35

R-16

6260535.4

8

22160135.4

9

6360135.63

6160135.7

7

BRUSH

12032336.07

22360236.10

6060436.32

12"RCP

12'' R

CP

22560236.65

26032236.7

0SPUR260

22460236.7

9

6860137.11

20660137.4

4

5960237.7

8

932238.369C

R-13TREESLIGHT

O/H SIGN

5580239.4

412 ccm

p

2266084

0.09

586024

1.45

2156014

1.50

BRUSH

73224

2.79

CP-7

C

1916034

3.09

JOYCE STREET

576124

3.76

BRUSH

276

6014

4.06

2556014

4.4

9

R-12

BRUSH

1903244

6.44

277

6014

6.96

BRUSH

BRUSH

278

6014

8.30

12'' C

MP

566014

9.80

1896014

9.86

53224

9.96C

P-5C

18832350.33

21632351.4

7

R-11

18660852.4

1

18760852.53

632252.55C

P-6C

20451652.57BM

-C7

E 1026000N 8384

00

E 1026000N 838000

E 1026400N 8384

00

MA

TC

H

MA

RK

SH

EE

T 5

O/

H

SIG

N

DELIN.

ROUTE 2 EASTBOUND

ROUTE 2 WESTBOUND

ROUTE 2 WESTBOUND

ROUTE 2 EASTBOUND

MBR

MBR

MBR

MBR

Matc

h M

ark S

heet 5

Appendix C

Final Edited Boring Logs

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

GRAVELLYSAND

SAND

SILTY CLAY

Brown c-f SAND, trace f gravel, trace silt

Brown c-f SAND, little f-m gravel, trace silt

Brown c-f SAND, trace silt

Gray varved SILT and CLAY







24

24

24

24

24

24

24

24

24

24

24

10

15

16

24

24

24

24

24

24

24

24

5 4 9 7

3 3 5 6

4 6 9 9

2 2 2 2

WOHWOH 1 2

WOHWOHWOH 2

WORWOHWOHWOH

WORWOHWOH 2

WORWORWOHWOH

WORWOH 1 2

WORWOR 2 3

Core Barrel Type:

Driller: N. Kenney

Engineer: R. Pion

Start Date: 1-24-18 Route No.: 2

Inspector: G. Arzt

Hammer Wt.:

Earth: 50.5ft

Stat./Offset: 482+55/63' LftTown: East Hartford, Connecticut

Project No.: 0042-0317 Northing: 833471

Easting: 1029379

Finish Date: 1-25-18 Bridge No.:

Hole No.: B-1

NOTES: The boring was drilled at night in 1 continuous work shift fromJanuary 24 to 25, 2018

Sheet1 of 2

No. ofSoil Samples: 11

Rock: 0ft

Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test

Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50%

No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.

Total Penetration in

Surface Elevation: 31.9

Fall: 30in.Fall: in.

Sampler Type/Size: SS 1 3/8" ID

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140

Material Descriptionand Notes

SAMPLES

Connecticut DOT Boring Report

Casing Size/Type: 4" HFJ

SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

30

25

20

15

10

5

0

-5

-10

-15

Blows onSampler

per 6 inches

Project Description: Roadway Improvements

Groundwater Observations: @17 after 0 hours


END OF BORING 50.5ft

Core Barrel Type:

Driller: N. Kenney

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 50.5ft



Easting: 1029379


Hole No.: B-1

NOTES: The boring was drilled at night in 1 continuous work shift fromJanuary 24 to 25, 2018

Sheet2 of 2


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

50

55

60

65

70

75

80

85

90

95

100

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

-20

-25

-30

-35

-40

-45

-50

-55

-60

-65

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

PAVEMENTSTRUCTURE

SILTY SAND

SAND

SILTY SAND

SAND

SILTY CLAY

Red brown f-c SAND, little silt

Red brown c-f SAND, trace silt





Gray brown varved SILT and CLAY



END OF BORING 41ft

24

24

24

24

24

24

24

24

24

13

12

15

12

12

12

12

24

24

14 10 9 12

27 13 11 15

18 14 20 21

12 12 17 13

9 9 12 15

12 10 12 18

4 5 4 10

WOH 2 2 1

WOH 1 1 1

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 41ft



Easting: 1029429


Hole No.: B-2

NOTES: Pavement structure consists of 6" of bituminous concretepavementThe boring was drilled at night in 1 continuous work shift from January21 to 22, 2018

Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

45

40

35

30

25

20

15

10

5

0

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

GRAVELLYSAND

SAND

SILTY CLAY

Brown c-f SAND, little f gravel, trace silt

Brown c-f SAND, trace silt, with wood pieces

Brown c-f SAND, trace f gravel, trace silt








24

24

24

24

24

24

24

24

24

24

12

18

18

24

24

24

24

24

24

24

WOH 2 4 8

2 1 1 2

4 2 1 1

WOH 1 1 1

WOHWOHWOH 2

WOHWOH 1 2

WOHWOH 1 1

WOHWOH 1 2

WOH 1 2 2

WOH 1 1 2

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 52ft

Stat./Offset: 682+02/62' RtTown: East Hartford, Connecticut


Easting: 1029550


Hole No.: B-4

NOTES: Sheet1 of 2


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES


Casing Size/Type: 3.5" HFJ

SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

30

25

20

15

10

5

0

-5

-10

-15

Blows onSampler

per 6 inches



S-11 SILTY CLAY(con't)


END OF BORING 52ft

24 24WOH 1 2 2

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 52ft



Easting: 1029550


Hole No.: B-4

NOTES: Sheet2 of 2


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

50

55

60

65

70

75

80

85

90

95

100

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

-20

-25

-30

-35

-40

-45

-50

-55

-60

-65

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

SILTY SAND

SAND

SILTY SAND

SANDY SILT

Dark brown f-c SAND, some silt




Brown f-c SAND, little silt


Gray SILT, little f sand

END OF BORING 32ft

24

24

24

24

24

24

24

14

16

17

24

24

24

22

1 1 1 2

5 4 3 4

2 1 2 3

11 6 6 7

1 1 2 3

WOHWOH 2 2

1 3 3 4

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 32ft



Easting: 1034106


Hole No.: R-01

NOTES: Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

25

20

15

10

5

0

-5

-10

-15

-20

Blows onSampler

per 6 inches


Groundwater Observations: @13.5 after 0 hours

S-1

S-2

S-3

S-4

S-5

S-6

S-7

SILTY SAND

SAND

SILTY SAND




Brown f-c SAND, trace silt


Brown f-c SAND, some silt

Gray f-c SAND, little silt

END OF BORING 32ft

24

24

24

24

24

24

24

13

24

20

24

24

24

24

1 1 2 1

7 5 6 5

1 3 4 5

4 5 6 5

2 2 3 2

2 2 2 4

2 3 3 4

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 32ft



Easting: 1034202


Hole No.: R-02

NOTES: Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

30

25

20

15

10

5

0

-5

-10

-15

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

SILTY SAND

SAND

CLAYEYSILT

SILTY CLAY





Gray SILT, trace clay, trace f sand

Gray SILT, little clay, trace f sand


END OF BORING 32ft

24

24

24

24

24

24

24

8

17

24

24

12

16

24

2 1 1 2

3 2 1 5

4 6 2 1

5 3 3 6

2 3 4 4

2 2 3 3

WOH 1 1 3

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 32ft



Easting: 1030698


Hole No.: R-04

NOTES: The boring was drilled at night in 1 continuous work shift fromFebruary 14 to 15, 2018

Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

30

25

20

15

10

5

0

-5

-10

-15

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

SAND

SILTY SAND

SILTY CLAY

Red brown f-c SAND, trace silt




Gray brown c-f SAND, some silt



END OF BORING 32ft

24

24

24

24

24

24

24

12

15

13

16

3

20

24

1 2 3 4

6 6 5 5

4 3 2 3

6 5 3 2

5 6 5 8

2 2 3 3

WOH 1 1 2

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 32ft



Easting: 1030758


Hole No.: R-05

NOTES: Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

35

30

25

20

15

10

5

0

-5

-10

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

PAVEMENTSTRUCTURE

SILTY SAND

GRAVEL

GRAVELLYSAND

SILTY CLAY

Brown c-f SAND, little silt

Dark gray c-f GRAVEL

Brown c-f SAND, little f-m gravel, trace silt

Brown c-f GRAVEL, and c-f SAND, trace silt




END OF BORING 31ft

24

24

24

24

24

24

24

12

1

11

12

24

24

12

7 7 7 5

2 2 2 2

1 2 1 2

2 2 3 3

2 2 2 2

WOHWOH 2 2

WOHWOHWOHWOH

Core Barrel Type:

Driller: N. Kenney

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 31ft



Easting: 1029405


Hole No.: R-07


Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

10

5

0

-5

-10

-15

-20

-25

-30

-35

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

SAND

CLAYEYSILT

SILTY CLAY

Red brown f-c SAND, trace silt, trace f gravel



Gray SILT, little clay




END OF BORING 32ft

24

24

24

24

24

24

24

12

15

13

18

24

24

24

7 3 3 4

7 7 7 11

11 5 5 5

1 1 1 1

WOH 1 WOH 1

WOHWOHWOH 1

WOHWOHWOHWOH

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 32ft



Easting: 1028618


Hole No.: R-08

NOTES: Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

30

25

20

15

10

5

0

-5

-10

-15

Blows onSampler

per 6 inches


Groundwater Observations: @dry after 0 hours

S-1

S-2

S-3

S-4

S-5

S-6

S-7

SAND

SILTY CLAY








END OF BORING 32ft

24

24

24

24

24

24

24

13

18

14

16

24

24

24

1 2 2 2

6 9 15 12

3 2 2 4

1 1 1 1

WOHWOH 1 2

WOHWOHWOH 2

WOHWOHWOH 2

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 32ft



Easting: 1028652


Hole No.: R-09

NOTES: Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

35

30

25

20

15

10

5

0

-5

-10

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

GRAVELLYSAND

SILTY SAND

SAND

Red brown c-f SAND, and c-f GRAVEL, trace silt

Red brown f-c SAND, little c-f gravel, little silt

Red brown f-c SAND, little c-f gravel, little silt





END OF BORING 31ft

24

24

24

24

24

24

24

17

13

12

16

15

18

13

14 31 24 26

51 17 15 14

15 15 23 18

21 20 24 29

14 17 17 28

18 20 19 19

8 7 5 8

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 31ft



Easting: 1026854


Hole No.: R-10

NOTES: Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

30

25

20

15

10

5

0

-5

-10

-15

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

PAVEMENTSTRUCTURE

GRAVELLYSAND

SILTY SAND

Gray c-f SAND, some c-f gravel, trace silt

Red brown f-c SAND, little c-f gravel

Red brown f-c SAND, little c-f gravel

Red brown c-f SAND, and c-f GRAVEL, trace silt

Red brown c-f SAND, little f gravel, trace silt

Red brown f-c SAND, little f-m gravel, trace silt

Light brown f-c SAND, some silt

END OF BORING 31ft

24

24

24

24

24

24

24

18

16

10

6

15

12

16

41 23 25 30

21 26 59 35

13 11 8 15

23 8 31 51

6 3 2 4

6 3 2 1

15 10 12 24

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 31ft



Easting: 1026471


Hole No.: R-11


Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

50

45

40

35

30

25

20

15

10

5

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

PAVEMENTSTRUCTURE

SANDYGRAVEL

SILTY SAND

SANDYGRAVEL

GRAVELLYSAND

SILTY SAND

Gray red brown c-f GRAVEL, some c-f sand,trace silt

Red brown f-c SAND, little silt, trace f gravel

Red brown c-f SAND, little silt, trace f gravel

Red brown c-f GRAVEL, little f-c sand, trace silt,trace clay

Red brownc-f GRAVEL, little c-f sand, trace silt

Red brown c-f SAND, little c-f gravel, trace silt

Red brown f-c SAND, little silt, trace f gravel

END OF BORING 31ft

24

24

24

24

24

24

24

12

14

12

12

16

17

16

11 17 14 15

11 7 6 14

29 15 15 22

11 14 10 21

11 17 22 22

18 22 20 16

10 21 21 25

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 31ft



Easting: 1026526


Hole No.: R-12

NOTES: Pavement structure consists of 12" of bituminous concretepavementLost wash water return flow at 19'

Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

40

35

30

25

20

15

10

5

0

-5

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

SANDYGRAVEL

GRAVELLYSAND

SILTY SAND

Gray c-f GRAVEL, and c-f SAND, trace silt

Red brown c-f GRAVEL, some f-c sand, trace silt

Brown c-f GRAVEL, some f-c sand, trace silt

Black c-f SAND, some f-m gravel, trace silt

Brown c-f SAND, little f gravel, trace silt

Brown c-f SAND, little silt, trace f gravel

Gray f SAND, some silt

END OF BORING 31ft

24

24

24

24

24

24

24

17

15

16

10

15

17

10

71 28 29 24

16 16 33 24

12 17 16 13

9 8 11 9

16 14 22 24

16 34 24 21

7 6 6 7

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 31ft



Easting: 1026272


Hole No.: R-13

NOTES: Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

35

30

25

20

15

10

5

0

-5

-10

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

PAVEMENTSTRUCTURE

GRAVELLYSAND

SANDYGRAVEL

SILTY SAND

SANDYGRAVEL

SILTY SAND

Red brown c-f SAND, little f-m gravel, trace silt

Red brown c-f SAND, some m-f gravel, trace silt

Red brown f-m GRAVEL, some c-f sand, trace silt

Red brown gray f-c SAND, little silt, little f-mgravel with brick chips

Red brown c-f GRAVEL, some c-f sand, trace silt

Brown f-c SAND, some silt, trace clay

Gray brown f-c SAND, little silt

END OF BORING 31ft

24

24

24

24

24

24

24

18

15

15

14

15

12

53 30 31 36

21 20 14 11

11 10 15 19

14 11 11 13

12 10 8 10

4 4 4 3

2 2 1 2

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 31ft



Easting: 1026342


Hole No.: R-14

NOTES: Pavement structure consists of 9" of bituminous concretepavementLost wash water return flow at 9'

Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.



Fall:Fall:

Sampler Type/Size:

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.:


SAMPLES


Casing Size/Type:

SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

25

20

15

10

5

0

-5

-10

-15

-20

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

GRAVELLYSAND

CLAYEYSILT

SILTY SAND

Red brown c-f SAND, some f-m gravel, trace silt

Red brown c-f SAND, and f-c GRAVEL, trace silt

Gray c-f SAND, little f-m gravel, little silt

Red brown gray c-f SAND, some c-f gravel, tracesilt

Gray SILT, some clay

Gray SILT, some clay

Gray f-c SAND, little silt

END OF BORING 31ft

24

24

24

24

24

24

24

18

14

13

13

15

21

14

5 3 9 16

23 26 12 15

5 6 6 8

11 17 18 18

5 4 2 3

WORWORWOH 1

4 5 9 9

Core Barrel Type:

Driller: N. Kenney

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 31ft

Stat./Offset: 546+75/74 LftTown: East Hartford, Connecticut


Easting: 1026121


Hole No.: R-15

NOTES: Rollerbit through 2.5' boulder from 6.5 to 9 feet Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

20

15

10

5

0

-5

-10

-15

-20

-25

Blows onSampler

per 6 inches



0

S-1

S-2

S-3

C-1

S-4

S-5

S-6

S-7

PAVEMENTSTRUCTURE

GRAVELLYSAND

SANDYGRAVEL

GRAVELLYSAND

SANDYGRAVEL

SILTY SAND

Dark gray c-f SAND, and c-f GRAVEL, trace silt

Red brown f-c GRAVEL, and c-f SAND, trace silt

Red brown f-c GRAVEL, and c-f SAND, trace silt,with cobbles

Red brown c-f SAND, little f-m gravel, trace siltwith brick chips

Gray f-c GRAVEL, and c-f SAND, trace silt

Gray f-c SAND, some silt


END OF BORING 31ft

24

24

0

60

24

24

24

24

14

15

0

5

17

10

0

15

34 19 15 22

19 12 13 9

50/0 0 0 0

7 8 10 9

13 13 16 14

6 1 1 2

3 2 3 5

Core Barrel Type: NQ2

Driller: N. Kenney

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 31ft



Easting: 1026199


Hole No.: R-16

NOTES: Pavement structure consists of 7" of bituminous concretepavementRoller bit ahead of casing from 5 ' to 9'

Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

35

30

25

20

15

10

5

0

-5

-10

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

GRAVELLYSAND

WOOD

GRAVELLYSAND

CLAYEYSILT

Dark brown c-f SAND, some f gravel, trace silt

Dark brown c-f SAND, trace f gravel, trace siltwith pieces of bituminous pavement

Dark brown c-f SAND, trace f gravel, trace silt

Black wood piece

Black c-f SAND, trace f gravel, trace silt



END OF BORING 32ft

24

24

24

24

24

24

24

8

16

16

8

16

24

24

1 2 5 5

3 2 1 3

3 2 2 2

2 4 4 4

1 4 2 2

1 1 1 1

WOH 1 1 1

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 32ft



Easting: 1029212


Hole No.: R-17

NOTES: Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.



Fall:Fall:

Sampler Type/Size:

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.:


SAMPLES


Casing Size/Type:

SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

25

20

15

10

5

0

-5

-10

-15

-20

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

SILTY SAND

GRAVELLYSAND

SILTY CLAY

Brown f-c SAND, some silt


Gray brown c-f SAND, and f-c GRAVEL, trace siltwith brick chips

Gray varved CLAY, and SILT




END OF BORING 32ft

24

24

24

24

24

24

24

14

20

13

24

24

24

24

WOH 1 2 1

WOH 1 1 1

1 6 7 6

WOHWOHWOHWOH

WOHWOHWOH 1

WOHWOH 1 2

WOH 1 1 2

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 32ft



Easting: 1028965


Hole No.: R-18

NOTES: Sheet1 of 1


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

5

0

-5

-10

-15

-20

-25

-30

-35

-40

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

PAVEMENTSTRUCTURE

SAND

SILTY SAND

WOOD

SAND

SILTY CLAY







Brown wood pieces


Gray varved SILT, and CLAY


24

24

24

24

24

24

24

24

24

24

20

16

19

20

18

18

6

17

20

14

13 13 13 19

11 13 17 17

9 15 15 23

10 15 19 21

12 17 25 32

12 15 15 15

21 7 18 18

7 7 10 11

7 7 8 13

2 3 3 3

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 51ft



Easting: 1033022


Hole No.: RW-1

NOTES: Pavement structure consists of 5" of bituminous concretepavement on 5" of Portland cement concrete pavement

Sheet1 of 2


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

40

35

30

25

20

15

10

5

0

-5

Blows onSampler

per 6 inches



S-11 Gray varved SILT, and CLAY

END OF BORING 51ft

24 241 2 2 2

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 51ft



Easting: 1033022


Hole No.: RW-1

NOTES: Pavement structure consists of 5" of bituminous concretepavement on 5" of Portland cement concrete pavement

Sheet2 of 2


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

50

55

60

65

70

75

80

85

90

95

100

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

-10

-15

-20

-25

-30

-35

-40

-45

-50

-55

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

PAVEMENTSTRUCTURE

SAND

SILTY SAND

SILTY CLAY









Gray brown f SAND, some silt


24

24

24

24

24

24

24

24

24

24

17

12

16

15

17

10

16

17

16

18

17 11 14 13

9 14 15 16

14 17 17 18

9 9 8 13

19 19 18 20

12 12 12 13

3 2 1 3

4 4 3 4

2 2 4 8

4 3 3 4

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 106ft



Easting: 1032975


Hole No.: RW-2

NOTES: Pavement structure consists of 4.5" of bituminous concretepavement

Sheet1 of 3


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

40

35

30

25

20

15

10

5

0

-5

Blows onSampler

per 6 inches


Groundwater Observations: @19 after 24+ hours

S-11

UP-1

S-12

S-13

UP-2

S-14

UP-3

S-15

UP-4

S-16

UP-5

S-17

S-18

UP-6

S-19

SILTY CLAY(con't)
















24

24

24

24

24

24

24

24

24

24

24

24

24

24

24

22

6

24

24

24

24

24

24

24

24

24

24

24

24

24

1 1 1 2

WOHWOHWOH 2

WORWORWOR 1

WORWORWORWOR

WORWORWORWOH

WOHWOHWOH 2

WOHWOHWOHWOH

WORWORWOR 3

WORWORWORWOR

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 106ft



Easting: 1032975


Hole No.: RW-2


Sheet2 of 3


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

50

55

60

65

70

75

80

85

90

95

100

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

-10

-15

-20

-25

-30

-35

-40

-45

-50

-55

Blows onSampler

per 6 inches



70

S-20

S-21

SILTY CLAY(con't)



END OF BORING 106ft

24

24

24

24

WORWORWOR 3

WORWORWOR 4

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 106ft



Easting: 1032975


Hole No.: RW-2


Sheet3 of 3


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

100

105

110

115

120

125

130

135

140

145

150

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

-60

-65

-70

-75

-80

-85

-90

-95

-100

-105

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

PAVEMENTSTRUCTURE

SAND

SILTY SAND

SAND

SILTY CLAY











24

24

24

24

24

24

24

24

24

24

14

15

14

15

12

24

12

15

16

16

17 17 16 14

9 12 13 16

9 11 13 14

10 11 13 17

15 13 9 11

2 1 2 2

9 5 5 5

5 5 7 11

3 3 5 13

3 4 5 6

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 51ft



Easting: 1032911


Hole No.: RW-3


Sheet1 of 2


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

35

30

25

20

15

10

5

0

-5

-10

Blows onSampler

per 6 inches




END OF BORING 51ft

24 242 1 1 1

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 51ft



Easting: 1032911


Hole No.: RW-3


Sheet2 of 2


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

50

55

60

65

70

75

80

85

90

95

100

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

-15

-20

-25

-30

-35

-40

-45

-50

-55

-60

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

PAVEMENTSTRUCTURE

GRAVELLYSAND

SILTY SAND

SAND

SILTY CLAY

Red brown c-f SAND, little m-f gravel, trace silt





Gray brown f-c SAND, little silt





24

24

24

24

24

24

24

24

24

24

15

18

15

18

19

16

15

20

17

22

17 20 15 17

11 16 18 20

18 18 20 25

12 19 25 24

17 19 19 19

3 2 3 2

10 10 10 14

6 9 8 11

2 3 3 4

2 2 3 2

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 76ft

Stat./Offset: 432.24/15' LftTown: East Hartford, Connecticut


Easting: 1032845


Hole No.: RW-4


Sheet1 of 2


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

35

30

25

20

15

10

5

0

-5

-10

Blows onSampler

per 6 inches



S-11

S-12

S-13

S-14

S-15

S-16

SILTY CLAY(con't)







END OF BORING 76ft

24

24

24

24

24

24

24

24

24

24

24

24

1 2 2 2

WOHWOHWOH 2

WOHWOHWOH 3

WOHWOHWOH 2

WORWOR 2 2

WORWORWOR 2

Core Barrel Type:

Driller: M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 76ft

Stat./Offset: 432.24/15' LftTown: East Hartford, Connecticut


Easting: 1032845


Hole No.: RW-4


Sheet2 of 2


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

50

55

60

65

70

75

80

85

90

95

100

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

-15

-20

-25

-30

-35

-40

-45

-50

-55

-60

Blows onSampler

per 6 inches



S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

PAVEMENTSTRUCTURE

GRAVELLYSAND

SILTY SAND

SAND

SILTY SAND

SILTY CLAY

Brown f-c SAND, little f-m gravel, little silt

Brown f-c SAND, litte silt







Gray brown f-c SAND, some silt


24

24

24

24

24

24

24

24

24

24

16

15

16

18

12

13

13

10

17

15

13 20 20 21

9 16 20 26

16 24 28 32

9 15 14 13

6 7 7 10

6 4 4 10

12 10 9 9

4 6 7 10

7 7 7 13

5 7 8 7

Core Barrel Type:

Driller: B. Perry/ M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 51ft



Easting: 1032732


Hole No.: RW-5

NOTES: Sheet1 of 2


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

0

5

10

15

20

25

30

35

40

45

50

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

40

35

30

25

20

15

10

5

0

-5

Blows onSampler

per 6 inches




END OF BORING 51ft

24 222 3 3 3

Core Barrel Type:

Driller: B. Perry/ M. Childs

Engineer: R. Pion


Inspector: G. Arzt

Hammer Wt.:

Earth: 51ft



Easting: 1032732


Hole No.: RW-5

NOTES: Sheet2 of 2


Rock: 0ft



No. ofCore Runs: 0

RQ

D %

Sa

mp

leT

yp

e/N

o.





Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n

De

pth

(ft)

50

55

60

65

70

75

80

85

90

95

100

Hammer Wt.: 140


SAMPLES



SM-001-M REV. 1/02

Pe

n. (i

n.)

Re

c. (i

n.)

Ele

va

tio

n (

ft)

-10

-15

-20

-25

-30

-35

-40

-45

-50

-55

Blows onSampler

per 6 inches



Appendix D

Generalized Soil Profile

3-CABLE GUIDE RAIL

3-CABLE GUIDE RAIL

MBR

MBR

BCLC

BCLC

BCLC

BCLC

BM BM

"C"CB

BASECONC

DBL.HH

"C"CB

STREAM)TO DRAIN TO BOT HAS HOLE(NO PIPES-

C.L.F.

BASECONC

HH

POLECAM.

CB"C

"

FL=20.7

3

HH's

6"C

MP

"CL"CB

"CL"CB

"CL"

CB

15'' R

CP

15'' R

CP

BT=44.

15FL=TF=4

7.45

"CL"

CB

BT=37.26

FL=40.06SE

FL=39.56NE

TF=43.16

"CL"CB

BT=15.61TRUE IN CBBT=35.21@GRATETF=39.71"CL"CB

BT=33.30TF=38.45"C"CB

CP 5B-1

CP 1B

N/FCHD

100+00100+00100+00 101+00 102+00

103+00

104+00

105+00

8+009+00 10+00 11+00 12+00

13+00

14+00

15+00

16+00

627+00 628+00 629+00 630+00 631+00

632+00

633+00

634+00427+00 428+00 429+00 430+00 431+00

432+00

433+00

434+00

435+

00

02040

Elevation

-20-40-60-80

RW-1 RW-2RW-3 RW-4 RW-5

02040

Elevation

-20-40-60-80

13,13,13,1911,13,13,17

9,15,15,23

10,15,19,2112,17,25,3212,15,15,15

21,7,18,187,7,10,117,7,8,132,3,3,31,2,2,2

SILTY SANDSAND

SILTY CLAY

SAND

SILTY CLAY

SILTY SAND

SILTY CLAY

SAND

SILTY CLAY

SAND

SAND SILTY SAND

SAND

Silty Sand

RW-1

RW-4


Route 2 Improvements City of East Hartford

Generalized Soil Profile at Proposed Retaining Wall

Plan View

Elevation View

Proposed Retaining Wall

Elev 32.5Elev 29.5

Elev 25.5Elev 28.5

ST

A 4

27+84

ST

A 4

28+14

ST

A 4

28+44

ST

A 4

28+74

ST

A 4

29+04

ST

A 4

29+10

ST

A 4

29+40

ST

A 4

29+70

ST

A 4

30+00

ST

A 4

30+24

ST

A 4

30+54

ST

A 4

30+84

ST

A 4

31+14

ST

A 4

31+44

ST

A 4

31+74

ST

A 4

32+04

ST

A 4

32+34

ST

A 4

32+64

ST

A 4

32+94

ST

A 4

33+24

ST

A 4

33+54

ST

A 4

33+84

ST

A 4

33+92

17,20,15,17

12,19,25,24

3,2,3,2

6,9,8,112,3,3,42,2,3,2

1,2,2,2

11,16,18,2018,18,20,25

17,19,19,19

10,10,10,14

WOH,WOH,WOH,2WOH,WOH,WOH,3WOH,WOH,WOH,2WOR,WOR,2,2

WOR,WOR,WOR,2

BRUSH

BRUSH

Pewterpot Brook Culvert

WOODS

WETLANDSAPPROX.LOC.

WETLANDSAPPROX.LOC.

WETLANDS

APPROX.LOC.

WETLANDS

APPROX.LOC.

BRUSHBRUSH

BRUSH

- location shown is the culvert section directly below face of proposed wall)Pewterpot Brook Twin 8' x 6' Concrete Box Culverts (note skewed culvert

RW-3

602

Silty Sand

17,11,14,139,14,15,16

14,17,17,189,9,8,13

19,19,18,2012,12,12,13

3,2,1,34,4,3,42,2,4,84,3,3,41,1,1,2

WOH,WOH,WOH,2

WOR,WOR,WOR,1

WOR,WOR,WOR,WORWOR,WOR,WOR,WOH

WOH,WOH,WOH,WOH,WOR,WOR,WOR,3

WOH,WOH,WOH,2

WOR,WOR,WOR,3WOR,WOR,WOR,WOR

WOR,WOR,WOR,4

RW-2

Note: The numbers are from SPT testing for each soil sample and represent the number of blows it took to drive the split spoon sampler each 6" interval

O/

H

SIG

N

602

13,20,20,21

9,16,20,26

16,24,28,32

9,15,14,136,7,7,710

6,4,4,1012,10,9,94,6,7,107,7,7,135,7,8,72,3,3,3

17,17,16,14

9,12,13,16

9,11,13,1410,11,13,1715,13,9,112,1,2,29,5,5,55,5,7,113,3,5,133,4,5,6

2,1,1,1

RW-5

602

12'' RCP

25+

00

BU

CK

EY

E

PIP

ELIN

EA

PP

RO

X.L

OC.G

AS

MAIN

MB

R

Proposed 36" Jacked Pipe483+

00

#2685

SN

ET

MB

R

Elevation Elevation

12'' RCP

DB

L.M

BR

18'' CMP

MH

SA

N24+

00

30 30

18'' CMP

WO

OD

ED

20

10

0

-10

-20

40

50

20

10

0

-10

-20

40

50

SA

N.M

H

W

G

682+

00

Gravelly SandGravelly Sand

HY

D

482+

00

18'' CMP

18'' C

MP

N/

FC

HD

and ClayVarved Silt

and ClayVarved Siltand Clay

Varved Siltand ClayVarved Silt

522.7

5'

N6°42'3

1"

W

Silty Sand LayersSand and

Sand SandSand

Project Number 42-317Generalized Soil Profile at

Proposed Pipe Jacking

Route 2 Improvements City of East Hartford

B-2

B-1 B-4

RTE 2 WB BRTE 2 EB B LL

+

+

+ ++

+

14,10,9,12

EXIS

TIN

G

R.O.W.

EXIS

TIN

G

R.O.W.

EXIS

TIN

G

R.O.W.

27,13,11,15

18,14,20,215,4,9,7

WOH,2,4,812,12,17,133,3,5,6 2,1,1,236" RCP36" RCP4,6,9,9 4,2,1,19,9,12,152,2,2,2

WOH,1,1,112,10,12,18WOH,WOH,1,2 WOH,WOH,WOH,24,5,4,10

WOH,WOH,WOH,2 WOH,WOH,1,2WOH,2,2,1WOR,WOH,WOH,WOH WOH,WOH,1,1WOH,1,1,1

WOR,WOH,WOH,2 WOH,WOH,1,2FULL SECTION 482+63WOR,WOR,WOH,WOH WOH,1,2,2

WOR,WOH,1,2 WOH,1,1,2WOR,WOR,2,3 WOH,1,2,2

B-2

4111404 ST33.28

411030433.51

410860133.96

410961334.59

B-4

410630434.71

410761335.26

4105

B-1

SIG

N

Appendix E

Laboratory Testing Data

Client: Connecticut Department of TransportationProject: Roadway Improvements Route 2Location: East Hartford, CT Project No: GTX-307811Boring ID: ---Sample ID: ---Depth : ---

Sample Type: ---Test Date: 03/27/18Test Id: 446133

Tested By: jbrChecked By: emm

Specific Gravity of Soils by ASTM D854

printed 4/3/2018 5:24:30 PM

Boring ID Sample ID Depth Visual Description SpecificGravity

Comment

RW-2

RW-2

RW-2

RW-2

UP- 3

UP- 4

UP- 5

UP- 6

61-63 ft

66-68 ft

71-73 ft

79-81 ft

Moist, dark gray clay

Moist, dark gray silt



2.88

2.92

2.95

2.92

Notes: Specific Gravity performed by using method B (oven dried specimens) of ASTM D854

Moisture Content determined by ASTM D2216.

Client: Connecticut Department of TransportationProject: Roadway Improvements Route 2Location: East Hartford, CT Project No: GTX-307811Boring ID: RW-2Sample ID: UP-3Depth : 61-63 ft

Sample Type: tubeTest Date: 03/22/18Test Id: 446126

Tested By: camChecked By: emm

Test Comment: ---Visual Description: Moist, dark gray claySample Comment: ---

Atterberg Limits - ASTM D4318

printed 4/3/2018 5:23:29 PM

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

Liquid Limit

Plasticity Chart

ML or OLCL-ML

CL or OL

MH or OH

CH or OH

"A" Line

"U" Line

Symbol Sample ID Boring Depth NaturalMoisture

Content,%

LiquidLimit

PlasticLimit

PlasticityIndex

LiquidityIndex

Soil Classification

UP-3 RW-2 61-63 ft 48 45 26 19 1.2

Sample Prepared using the WET method

Dry Strength: VERY HIGH

Dilatancy: SLOW

Toughness: LOW




Test Comment: ---Visual Description: Moist, dark gray silt Sample Comment: ---


printed 4/3/2018 5:23:30 PM

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

Liquid Limit

Plasticity Chart

ML or OLCL-ML

CL or OL

MH or OH

CH or OH

"A" Line

"U" Line


Content,%

LiquidLimit

PlasticLimit

PlasticityIndex

LiquidityIndex

Soil Classification

UP-4 RW-2 66-68 ft 49 49 28 21 1



Dilatancy: SLOW

Toughness: LOW




Test Comment: ---Visual Description: Moist, dark gray clay Sample Comment: ---


printed 4/3/2018 5:23:30 PM

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

Liquid Limit

Plasticity Chart

ML or OLCL-ML

CL or OL

MH or OH

CH or OH

"A" Line

"U" Line


Content,%

LiquidLimit

PlasticLimit

PlasticityIndex

LiquidityIndex

Soil Classification

UP-5 RW-2 71-73 ft 54 58 27 31 0.9



Dilatancy: SLOW

Toughness: LOW




Test Comment: ---Visual Description: Moist, dark gray clay Sample Comment: ---


printed 4/3/2018 5:23:30 PM

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

ity In

dex

Liquid Limit

Plasticity Chart

ML or OLCL-ML

CL or OL

MH or OH

CH or OH

"A" Line

"U" Line


Content,%

LiquidLimit

PlasticLimit

PlasticityIndex

LiquidityIndex

Soil Classification

UP-6 RW-2 79-81 ft 54 60 30 30 0.8



Dilatancy: SLOW

Toughness: LOW

Appendix F

USGS Mapping

I 91

Main

Silver

I 84

Wilbur Cross

State Hwy 2

Fo

rbe

s

Nott

US Hwy 44

Brewer

Burnside

State Hwy 15

US

Hw

y 5

Park

US Hwy 6

Naubuc

Hills

Roberts

Maple

Jordan

Pitkin

Willow

Sta

te H

wy

3

Griswold

Hartford

Brown

Forest

Hebron

Weth

ers

field

Otis

Pratt

River

Prosp

ect

Elliott

I 384

Maxim

Preston

Governor

Colt

Lo

cu

st

Win

dsor

Bond

Fra

nklin

Victoria

WellesChurch

Airport

Capitol

Sila

s D

eane

BrittCam

pfie

ld

Ho

use

Run

way

Barker

Albany

Gard

en

Court

Hig

h

Mather

Chester

Wawarme

State

Putnam

Long Hill

Sisson

BurkeOconnell

Elm

Gilman

Ma

rke

t

Murp

hy

Adelaide

Oa

k

Walnut

Bra

inard

Wa

shin

gto

n

Spring

Pearl

Hil ls

i de

HandelStandish

Wyllys

Oxford

Sheldon

Bro

ok

Sandra

Ledyard

Great Meadow

Larrabee

Woodmont

Jefferson

Douglas

Penney

Re

se

rve

McKee

Lancaster

Nutmeg

Plain

Central

Merc

er

Spruce

Bradley

May

Monro

e

Huyshope

Lin

dberg

h

Retreat

Hudson

Judd

Yale

Cherry

Naomi

Chipper

Trum

bull

Van Dyke

Risley

Rive

rside

New

London

Whiting

Meadow

Ridgewood

Glastonbury

Hanmer

Go

od

win

Pa

rk

Cromwell

SO Meadow

Hu

bba

rd

Crescent

Roosevelt

Short

Scotland

River Drive

Liebert

South

Robbins

Pleasant

Porter

Connector

Ner

Sterling

Bliss

Pent

Broad

Jerry

Exit 5

Wells

Stonington

Eaton

East

Ensign

Mill

East S

ervic

e

Jayce

Perim

ete

r

Great Hill

Olmsted

Center

Tolland

Hartland

Allyn

Willys

Ser

vice

Cambridge

Hillcrest

Garvan

King

Hart

Unnamed Street

Jay

New

Mahl

Holly

Ely

Benton

Lilac

Talcott

MorrisonD

arlin

Hillsdale

Rev

erend

Moo

dy

Shelly

Woo

ste

r

Nye

Myrtle

Evans

Marsh

Hollister

Folly Brook

Gold

State Hwy 94

Latim

er

Exit 86

Shadycrest

Be

llevu

e

Woodycrest

Ripley

Michael

Laure

l

Cedar

Grove

Alb

ert

Orchard

Landers

Driveway

Whitn

ey

Vill

age

Gle

nn

Belden

Elm

er

Suffolk

Westway

Eco

logy

Lincoln

Booth

Daniel

Wilcox

Rivermead

Phelp

s

Francis

Willia

m

Murray

Richard

Holland

Heath

er

Linwood

Carter

Exit 3

Bantle

Ramp

Blinn

Morris

Lexin

gto

n

Wildflower

Moore

Burb

ank

Brookside

Wro

bel

Sawka

Rankin

Parker

Riverview

Crosby

Greene

Old Roberts

Higbie

Winding Brook

Winding

Kinsley

Barbonsel

Terry

Front

Earl

Point

Sch

ool

Su

nse

t R

idg

e

Taylo

r

Warre

nLorraine

Lew

is

Willa

rd

Knoll

Trinity

Hendricxsen

Butternut

Nelson

Sq

uir

e

Gin

ger

Exit 5

B

Kelley

Donald

Willow Street

Exit 7

Greenwood

Exit 56

Howard

Wakefield

Exit 51

Salem

Exit 6

Gould

Uncas

Exit 2

9A

Balsam

Cumberland

Bre

wste

r

Jenrich

Exit 90

Un

nam

ed

Str

ee

t

Gro

veM

ain

Pratt

I 84

Main

South

I 91

Hartford

Trinity

Hillcrest

Driveway

Brown

Hig

h

Phelps

State Hwy 15

Park

Driveway

US

Hw

y 5

Garden

Ledyard

Wilbur Cross

Maple

Sta

te H

wy

3

Driveway

Elm

Driv

ew

ay

Fines

Till

Till

Sand overlying Fines

Fines

Water

Alluvium overlying Fines


Till

Sand

Till

Water

Till

Sand

Water

Till

Sand



Sand overlying FinesSand overlying Fines


Sand

Till

Water


Fines

Till

Fines

Till

Till

Water

Sand and Gravel


Fines

Water

Sand and Gravel


East Hartford

Hartford

Glastonbury

Wethersfield

Project No 42-317Route 2 Safety Improvements and Pavement Resurfacing

4

Surficial Soils Geology

0 6,400 12,8003,200Feet

Approximate Project Location

I 91

Main

Silver

I 84

Wilbur Cross

State Hwy 2

Fo

rbe

s

Nott

US Hwy 44

Brewer

Burnside

State Hwy 15

US

Hw

y 5

Park

US Hwy 6

Naubuc

Hills

Roberts

Maple

Jordan

Pitkin

Willow

Sta

te H

wy

3

Griswold

Hartford

Brown

Forest

Hebron

Weth

ers

field

Otis

Pratt

River

Prosp

ect

Elliott

I 384

Maxim

Preston

Governor

Colt

Lo

cu

st

Win

dsor

Bond

Fra

nklin

Victoria

WellesChurch

Airport

Capitol

Sila

s D

eane

BrittCam

pfie

ld

Ho

use

Run

way

Barker

Albany

Gard

en

Court

Hig

h

Mather

Chester

Wawarme

State

Putnam

Long Hill

Sisson

BurkeOconnell

Elm

Gilman

Ma

rke

t

Murp

hy

Adelaide

Oa

k

Walnut

Bra

inard

Wa

shin

gto

n

Spring

Pearl

Hil ls

i de

HandelStandish

Wyllys

Oxford

Sheldon

Bro

ok

Sandra

Ledyard

Great Meadow

Larrabee

Woodmont

Jefferson

Douglas

Penney

Re

se

rve

McKee

Lancaster

Nutmeg

Plain

Central

Merc

er

Spruce

Bradley

May

Monro

e

Huyshope

Lin

dberg

h

Retreat

Hudson

Judd

Yale

Cherry

Naomi

Chipper

Trum

bull

Van Dyke

Risley

Rive

rside

New

London

Whiting

Meadow

Ridgewood

Glastonbury

Hanmer

Go

od

win

Pa

rk

Cromwell

SO Meadow

Hu

bba

rd

Crescent

Roosevelt

Short

Scotland

River Drive

Liebert

South

Robbins

Pleasant

Porter

Connector

Ner

Sterling

Bliss

Pent

Broad

Jerry

Exit 5

Wells

Stonington

Eaton

East

Ensign

Mill

East S

ervic

e

Jayce

Perim

ete

r

Great Hill

Olmsted

Center

Tolland

Hartland

Allyn

Willys

Ser

vice

Cambridge

Hillcrest

Garvan

King

Hart

Unnamed Street

Jay

New

Mahl

Holly

Ely

Benton

Lilac

Talcott

MorrisonD

arlin

Hillsdale

Rev

erend

Moo

dy

Shelly

Woo

ste

r

Nye

Myrtle

Evans

Marsh

Hollister

Folly Brook

Gold

State Hwy 94

Latim

er

Exit 86

Shadycrest

Be

llevu

e

Woodycrest

Ripley

Michael

Laure

l

Cedar

Grove

Alb

ert

Orchard

Landers

Driveway

Whitn

ey

Vill

age

Gle

nn

Belden

Elm

er

Suffolk

Westway

Eco

logy

Lincoln

Booth

Daniel

Wilcox

Rivermead

Phelp

s

Francis

Willia

m

Murray

Richard

Holland

Heath

er

Linwood

Carter

Exit 3

Bantle

Ramp

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Moore

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bel

Sawka

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Riverview

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Greene

Old Roberts

Higbie

Winding Brook

Winding

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Barbonsel

Terry

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Knoll

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Exit 5

B

Kelley

Donald

Willow Street

Exit 7

Greenwood

Exit 56

Howard

Wakefield

Exit 51

Salem

Exit 6

Gould

Uncas

Exit 2

9A

Balsam

Cumberland

Bre

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Jenrich

Exit 90

Un

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Str

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Gro

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Pratt

I 84

Main

South

I 91

Hartford

Trinity

Hillcrest

Driveway

Brown

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Phelps

State Hwy 15

Park

Driveway

US

Hw

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Garden

Ledyard

Wilbur Cross

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Portland Arkose

East Hartford

Glastonbury

Hartford

Wethersfield

Project No 42-317Route 2 Safety Improvements and Pavement Resurfacing

4

Bedrock Geology

0 6,400 12,8003,200Feet

Approximate Project Location

Appendix G

Special Provisions

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PROJECT NO. 42-317 ITEM #0601651A--#0601680

ITEM #0601651A - RETAINING WALL (SITE NO. 1)





























ITEM #0601680A - RETAINING WALL (SITE NO. 30) Description: This item will consist of designing, furnishing and constructing a retaining wall in the location, grades, and to the dimensions and details shown on the contract drawings, and in accordance with these specifications. The retaining wall on this project shall be built with and backfilled using lightweight fill as described in this special provision. Retaining Wall Selection: The wall chosen shall be selected from the list shown on the contract drawings. The contract drawings may detail a cast-in-place reinforced concrete retaining wall. This type of retaining wall may also be used as an option. The Engineer will reject any proposed retaining wall that is not listed on the contract drawings.

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The list on the contract drawings is for all proprietary retaining walls that are appropriate for each site. This list does not warrant that the walls can be designed to meet either the dimensional, structural, or geotechnical constraints at each site. The following is a list of the Department's current approved proprietary retaining walls, no other proprietary retaining walls will be allowed:

NOTE: SEE THE CONTRACT DRAWINGS FOR THE SPECIFIC WALLS

THAT ARE ACCEPTABLE FOR EACH SITE.

Prefabricated Modular Walls 1. Doublewal-Standard Module Doublewal 173 Church Street Yalesville, CT 06492 (203) 269-3119

2. T-Wall Retaining Wall System The Neel Company 8328-D Traford Lane Springfield, VA 22152 (703) 913-7858

Mechanically Stabilized Earth (MSE) Walls

1. Reinforced Earth Walls The Reinforced Earth Company 133 Park Street North Reading, MA 01864 (978) 664-2830

2. Retained Earth The Reinforced Earth Company 1372 Oldbridge Road, Suite 101 Woodbridge, VA 22192 (703) 499-9818

Design: Design computations are not required for the cast-in-place wall detailed on the contract drawings except for any temporary earth retaining systems included in the lump sum item. The Contractor shall submit working drawings and design computations for temporary earth retaining systems in accordance with Article 7.14.03. 1 - Design Computations: If the Contractor chooses one of the proprietary wall options, he is fully responsible for the design, detailing and additional specifications required. The actual designer of the retaining wall shall be a qualified Professional Engineer licensed in the State of Connecticut. The designer must have designed at least three proprietary walls within the last three years.

2 - Designer's Liability Insurance: The Designer of the proprietary retaining wall shall secure and maintain at no direct cost to the Department, a Professional Liability Insurance Policy for errors and omissions in the minimum amount of One Million Dollars ($1,000,000). The Designer may, at his election, obtain a policy containing a maximum Two Hundred Fifty Thousand Dollars ($250,000) deductible clause, but if he should obtain a policy containing such

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a clause, the Designer shall be liable to the extent of the deductible amount. The Designer shall obtain the appropriate and proper endorsement to its Professional Liability Policy to cover the indemnification clause in this contract as the same relates to negligent acts, errors or omissions in the work performed by the Designer. The Designer shall continue this liability insurance coverage for a period of three years from the date of the acceptance of the work by the agency head as evidenced by a certificate of acceptance issued to the contractor or for three years after the termination of the contract, whichever is earlier, subject to the continued commercial availability of such insurance. The Designer shall supply the certificate of this insurance to the Engineer prior to the start of construction of the wall. The designer’s insurance company shall be licensed in the State of Connecticut. 3 - Preliminary Submissions for Proprietary Retaining Walls: Prior to the start of fabrication or construction, the Contractor shall submit to the Engineer a design package, which shall include, but not be limited to the following: a. Detailed Plans:

• Plan sheets shall be approximately 24" x 36".

• Stamped by a licensed Professional Engineer (Connecticut).

• Full plan view of the wall drawn to scale. The plan view must reflect the horizontal alignment and offset from the horizontal control line to the face of the wall. Beginning and ending stations, all utilities, signs, lights, etc. that affect the construction along with all property lines and easement lines adjacent to the wall shall be shown.

• Full elevation view of the wall drawn to scale. Elevation views should indicate the elevation at the top and bottom of walls, horizontal and vertical break points, and the location of finished grade.

• Typical cross sections drawn to scale including all appurtenances. Detailed cross section should be provided at significant reinforcement transitions such as wall ends.

• Details of all wall components and their connections such as the length, size and type of reinforcement and where any changes occur; modular component and facing details including reinforcing steel and reinforcement connections; joint material including geotextile filter location and horizontal joint compression material, etc.

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• Drainage details for embankment backfill including attachment to outlets shown on contract drawings.

• Details of any roadway drainage pipe projecting through the wall, or any attachments to the wall. Details of the treatment of drainage swales or ditches shown on the contract drawings.

• Design parameters used along with AASHTO references.

• Material designations for all materials to be used.

• Detailed construction methods including a quality control plan. Construction quality control plans should include monitoring and testing frequencies (e,g, for setting batter and maintaining horizontal and vertical control). Construction restraints should also be listed in the details. Specific requirements for construction around obstructions should be included.

• Details of parapet attachments where required along with any lighting and/or signing requirements.

• Details of Architectural Treatment where required.

• Details of Temporary Earth Retaining Systems where required.

• Details of wall treatment where the wall abuts other structures.

• Treatment at underground utilities where required. b. Design Computations:

• Stamped by a licensed Professional Engineer (Connecticut).

• Computations shall clearly refer to the applicable AASHTO provisions as stated in the Notes on the Contract Drawings.

• Documentation of computer programs including all design parameters.

• The design shall conform to the criteria listed below. c. Construction Specifications:

• Construction methods specific to the proprietary retaining wall chosen. These specifications should include construction limitations including

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vertical clearance, right-of-way limits, etc. Submittal requirements for materials such as certification, quality, and acceptance/rejection criteria should be included. Details on connection of modular units and connection of reinforcements such that assurance of uniform stress transfer should be included.

• Any requirements not stated herein. The submissions for proprietary retaining walls shall be treated as working drawings in accordance with Section 1.05 amended as follows: a. 6 sets of each submission shall be supplied to the Department b. The Contractor shall allow 21 days for the review of each submission. If subsequent submissions are required as a result of the review process, 21 days shall be allowed for review of each submission. No extensions in contract time will be allowed for the review of these submissions. 4 - Final Submissions for Proprietary Retaining Walls: Once a proprietary retaining wall design has been reviewed and accepted by the Department, the Contractor shall submit the final plans. The final submission shall include one set of full size (approximately 24" x 36") mylar sheets and five sets of full size blue line copies. The final submission shall be made within 14 days of acceptance by the Department. No work shall be performed on the retaining wall until the final submission has been received. Acceptance of the final design shall not relieve the Contractor of his responsibility under the contract for the successful completion of the work. The actual designer of the proprietary retaining wall is responsible for the review of any shop drawings prepared for the fabrication of the wall. One set of full size blue line copies of all approved shop drawings shall be submitted to the Department's permanent records. 5 – General Design Requirements a. All designs for proprietary walls and temporary earth retaining systems (if required) shall conform to the latest edition of the American Association of State Highway and Transportation Officials (AASHTO) Standard Specifications for Highway Bridges including the latest Interims published except as noted otherwise herein. b. The wall design shall follow the dimensions of the wall envelope shown in the contract drawings.

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For all proprietary walls, the top of the leveling pad or reinforced concrete toe footing shall be located at or below the bottom of the footing elevation shown on the contract drawings. If no footing elevation is shown, the minimum wall embedment shall be four feet as measured to the top of the leveling pad or toe footing.

If steps at the bottom of the wall are required, they shall be kept at or below the footing elevation shown on the contract drawings. Steps in addition to those shown on the contract drawings will be permitted at no additional cost to the Department. c. The wall shall be designed to be within all property lines and easement lines shown on the contract drawings. If additional work areas are necessary for the construction of the proprietary retaining wall, the Contractor shall be responsible for obtaining the rights from the affected property owners. Copies of these rights shall be forwarded to the Department. d. The top of the wall shall be at the top of the wall elevations shown on the contract drawings. Where coping or barrier is utilized, the wall face panel shall extend up into the coping or barrier a minimum of two inches. The top of the face panels may be level or sloped to meet the top of the wall line noted. e. Cast-in-place concrete will not be an acceptable replacement for areas noted by the wall envelope, except for minor grouting of pipe penetrations and leveling required for coping or traffic barrier. f. The wall shall be designed for a minimum live load surcharge equal to two feet of soil at a unit weight of 125 pounds per cubic foot. If there are specific live load surcharges acting on the wall, they shall also be accounted for. The minimum equivalent fluid pressure used to design the wall shall be 33 pounds per cubic foot per linear foot of wall. g. If stated on the contract drawings, the wall shall be designed for seismic forces according to the AASHTO Specifications. h. If the wall is detailed with a concrete parapet, the top two courses of prefabricated modular walls units shall be designed to support a transverse railing load of 10 kips. The 10 kip load may be distributed over the length of the parapet section between joints, but not exceeding 20 feet. Computations that verify the stability of the top two courses of the modular units shall be submitted to the Engineer. The detailing and reinforcement in the parapet section above the gutterline or finished grade, including any light standard attachments, shall be as shown on the contract drawings.

i. The wall shall be designed to accommodate all roadway drainage and drainage structures as shown on the contract drawings.

j. The maximum allowable bearing pressure of the soil shall be as shown on the contract

drawings. The bearing pressure stated assumes a uniform pressure distribution. If additional

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soils information is required by the Contractor’s designer, it must be obtained by the Contractor and will not be reimbursed by the Department.

k. Parapet and Moment slab Design:

• General requirement for parapet and moment slab design:

The parapet and moment slab shall be designed in accordance the AASHTO Standard LRFD Bridge Design Specifications – 2007, including the latest interim specifications and errata, amended as follows:

The parapet shall be designed and constructed of precast or cast-in-place concrete. The moment slab shall be designed and constructed of cast-in-place reinforced concrete. Above the finished grade, the parapet dimensions, concrete and reinforcement shall conform to the Department’s retaining wall parapet details. Below the finished grade, the parapet shall be designed to resist the forces specified in Table A13.2-1 of the AASHTO LRFD Bridge Design Specifications for the parapet types indicated below:

Parapet Type AASHTO LRFD Test Level

42” High Standard Parapet TL-4

32” High Standard Parapet TL-3

Sidewalk Parapet TL-3

The moment slab and its connection to the parapet shall be designed to resist, at a minimum, a transverse load equal to 133% of Ft. The length of the structural connection between parapet and moment slab assumed to resist transverse force Ft

shall be the distance between parapet joints but not greater than 30 feet in any case. The length of the moment slab assumed to resist sliding and overturning may exceed parapet joint spacing but shall be no greater than 30 feet in any case. The moments shall be summed about the front face of the wall facing. All resistance factors shall be taken as 1.0. The internal angle of friction for the soil shall be assumed to be 34 degrees unless otherwise shown on the contract plans. Minimum concrete cover for reinforcing steel shall be 2 inches for top bars and 3 inches for bottom bars

• Precast Concrete Parapet Alternative:

Precast parapet sections shall be no less than 8 feet in length.

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Parapets shall include details for shear transfer between adjacent units by either concrete shear keys or steel dowels as follows:

o Shear keys when used shall be monolithically cast in each parapet section or joint location. Shear keys shall be located vertically within the top 32 inches of the parapet and shall be a minimum of 24 inches in length with a tapered width between 3 and 4 inches, and a minimum interlock depth of 2 inches.

o Steel dowels when used shall be a minimum of 3 in number, smooth,

14 inches long minimum, and 1 inch diameter at each parapet interface. Steel dowels shall be located in each parapet joint and spaced approximately 1 foot apart vertically. Steel dowels shall be positioned to project equally into each adjoining parapet sections and shall be detailed to avoid impeding shrinkage and thermal movements. Bond breakers may be used with steel dowels for that purpose. Alternatively, pockets may be cast to receive steel dowels in adjacent parapet units. Pocket widths shall not exceed steel dowel diameters by more than ½ inch.

Moment slabs for precast concrete parapets shall be structurally continuous throughout the overall wall length. Construction joints are permitted in moment slabs.

• Cast-in-Place Parapet Alternative:

The minimum distance between parapet joints shall be 20 feet. Expansion and contraction joints shall be placed in accordance with Section 11.6 of the AASHTO LRFD Bridge Design specifications. Expansion and contraction joints shall be located a minimum of 10 feet from the nearest edge of a catch basin. Expansion and contraction joints shall be located a minimum of 6 feet from the centerline of light standard anchorages and junction boxes. Preformed expansion joint filler, ½ inch thick, shall be installed at the expansion joints in the parapet. Parapets shall include details for shear transfer between sections by way of concrete shear keys or steel dowels as follows:

o Shear keys when used shall be monolithically cast in each parapet section or joint location. Shear keys shall be located vertically within the top 32 inches of the parapet and shall be a minimum of 24 inches in length with a tapered width between 3 and 4 inches, and a minimum interlock depth of 2 inches.

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o Steel dowels when used shall be a minimum of 3 in number, smooth, 14 inches long minimum, and 1 inch diameter at each parapet interface. Steel dowels shall be located in each parapet joint and spaced approximately 1 foot apart vertically. Steel dowels shall be positioned to project equally into each adjoining parapet sections and shall be detailed to avoid impeding shrinkage and thermal movements. A bond breaker shall be used with steel dowels for that purpose.

Moment slabs for cast-in-place parapets shall extend to the outside face of the retaining wall as shown on the plans. Moment slabs for cast-in-place parapets shall be structurally continuous throughout the overall wall length except at parapet contraction and expansion joint locations where longitudinal reinforcing within 2 feet of the wall face shall be discontinuous for the purpose of crack control. All remaining longitudinal reinforcing in moment slabs at parapet expansion and contraction joint locations shall be continuous. A vertical 1” deep chamfer on the exposed face of the moment should be provided in locations directly under parapet expansion and contraction joints. Construction joints are permitted in moment slabs for cast-in-place concrete.

6 - Design Requirements for Mechanically Stabilized Earth Walls: The design shall consider the internal stability of the wall mass as outlined below. The global stability of the structure, including slope stability, bearing capacity safety, and total and differential settlement is the responsibility of the Department. a. Hydrostatic Forces: Unless specified otherwise, when a design high water surface is shown on the contract drawings at the face of the wall, the design stresses calculated from that elevation to the bottom of wall must include a three foot minimum differential head of saturated backfill. In addition, the buoyant weight of saturated soil shall be used in the calculation of pullout resistance. b. Backfill: The friction angle of the backfill used in the reinforced fill zone for the internal stability design of the wall shall be assumed to be 34 degrees unless shown otherwise on the contract drawings. The friction angle of the in-situ soils shall be assumed to be a maximum of 30 degrees unless otherwise shown on the Contract drawings. The maximum assumed unit weight of lightweight fill material used to determine the factors of safety for sliding and overturning shall be 50 pounds per cubic foot. c. Soil Reinforcement: The soil reinforcement shall be the same length from the bottom to the top of each wall section. The reinforcement length defining the width of the entire reinforced soil mass may vary with wall height along the length of wall. The minimum length of the soil reinforcement shall be seventy percent of the wall height, H, or eight feet, whichever is greater.

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The soil reinforcement length shall be sufficient to satisfy the sliding, overturning and pullout factors of safety designated in AASHTO Specifications and the minimum lengths required for external stability as recommended by the Department. Calculation of stresses and pullout factors of safety shall be in accordance with the AASHTO Specifications for Highway Bridges. Calculations for stresses and factors of safety shall be based on assumed conditions at the end of the design life. The design life shall be 75 years unless otherwise indicated on the contract drawings. The design of soil reinforcements shall account for section loss as outlined in the AASHTO Specifications. All soil reinforcement shall be hot dipped galvanized. 7 - Design Requirements for Prefabricated Modular Walls: The general design of the wall shall be according to the AASHTO Specifications. The design shall consider the stability at each level of modules. The global stability of the structure, including slope stability, bearing capacity safety, and total and differential settlement is the responsibility of the Department. a. Hydrostatic Forces: Unless specified otherwise, when a design high water surface is shown on the contract drawings at the face of the wall, the design stresses calculated from that elevation to the bottom of wall must include a three foot minimum differential head of saturated backfill. In addition, the buoyant weight of saturated soil shall be used in the calculation of pullout resistance. b. Backfill: The friction angle of the backfill shall be assumed to be 34 degrees if sufficient amounts of pervious backfill are used. The friction angle of the in-situ soils shall be assumed to be a maximum of 30 degrees unless otherwise shown on the Contract drawings. c. Infill: The maximum assumed unit weight of infill material used for determining the factor of safety for overturning shall be 100 pounds per cubic foot. If Doublewal modules are to be filled with crushed stone, the maximum assumed unit weight of the infill shall be 80 pounds per cubic foot. d. Safety Factors: The minimum factors of safety shall be as specified in the AASHTO Specifications amended as follows. The factor of safety for T-Wall shall be 1.5 for pullout of the concrete stem. Shear keys are not to be included in these computations. Only resisting forces developed beyond the theoretical failure plane may be used in these computations.

Materials:

1 - Cast-in Place Concrete Walls: The materials furnished and used in the work shall be those prescribed within the Standard Specifications for Roads, Bridges and Incidental Construction, including supplemental specifications and applicable special provisions.

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2 - Prefabricated Modular and Mechanically Stabilized Earth Walls: Materials shall conform to the following requirements and those not listed below shall be as prescribed within the Standard Specifications for Roads, Bridges and Incidental Construction, including supplemental specifications and applicable special provisions. a. Concrete: The concrete shall conform to the requirements of Section M.03 and as follows: Concrete for all precast components shall be air-entrained composed of portland cement, fine and coarse aggregates, admixtures and water. The air-entraining feature may be obtained by the use of either air-entraining portland cement or an approved air-entraining admixture. The entrained-air content shall be not less than four percent or more than seven percent. The concrete utilized shall be a mix which will attain a minimum 28-day strength (f 'c ) of 4,500 pounds per square inch. The mix design shall be furnished to the Engineer. Concrete for footings or unreinforced leveling pads shall be conform to the requirements of Class "A" Concrete. Class "F" Concrete shall be used for cast-in-place concrete copings. Concrete Finish: Unless otherwise indicated on the contract drawings or elsewhere in the specifications, the concrete surface for the exposed face shall have an ordinary steel form finish. All non-exposed surfaces shall have a unformed finish which shall be free of open pockets of aggregate and surface distortions in excess of 1/4 inch. Acceptance Criteria for Precast Components: Precast components shall be accepted for use in wall construction provided the concrete strength meets or exceeds the minimum compressive strength requirement, the soil reinforcement connection devices and the panel or module dimensions are within the manufacture's allowable tolerances and any chipping, cracks, honeycomb or other defects are within acceptable standards for precast concrete or repaired as determined by the Engineer. It is recognized that certain cracks and surface defects are not detrimental to the structural integrity of the precast components if properly repaired. The Engineer shall determine the need for and proper method of such repair. All repairs shall be approved by the Engineer prior to acceptance of the precast component for use in wall construction. Marking: The date of manufacture, the production lot number, and the piece-mark shall be clearly marked on the side of each panel or module. b. Reinforcing Steel: Reinforcing steel shall conform to the requirements of ASTM A615, Grade 60. c. Attachment Devices for Prefabricated Modular Walls: All structural connectors shall be hot dipped galvanized according to the requirements of ASTM A123 (AASHTO M-111). The minimum thickness of the galvanizing shall be based on the service life requirements in the AASHTO Specifications.

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d. Soil Reinforcing and Attachment Devices for MSE Walls: Soil Reinforcement: All soil reinforcement and structural connectors shall be hot dipped galvanized according to the requirements of ASTM A123 (AASHTO M-111). The minimum thickness of the galvanizing shall be based on the service life requirements as previously stated. Steel strip reinforcement shall be hot rolled to the required shape and dimensions. The steel shall conform to AASHTO M223 (ASTM A572) Grade 65 unless otherwise specified. Welded wire fabric reinforcement shall be shop fabricated from cold-drawn wire of the sizes and spacings shown on the plans. The wire shall conform to the requirements of ASTM A82, fabricated fabric shall conform to the requirements of ASTM A185. Connection Hardware: Connection hardware shall conform to the details on the plans and the requirements in the special provisions or the plans. All fasteners shall be galvanized according to the requirements of ASTM A-153 (AASHTO M-232). The minimum thickness of the galvanizing shall be based on the service life requirements as previously stated. e. Joint Materials: All horizontal and vertical joints between panels shall be covered by a geotextile (separation-high survivability) conforming to the requirements of Article M.08.02-26. The minimum width and lap shall be twelve inches. Details of installation including connection of the geotextile to coping shall be provided. f. Backfill: Backfill shall be lightweight fill that conforms to the requirements below. In addition, the backfill for Mechanically Stabilized Earth Walls shall conform to all of the following requirements: Electrochemical Requirements: The backfill material shall conform to the following electrochemical requirements: Lightweight aggregate for geotechnical fill shall be expanded shale lightweight aggregate or approved equal meeting ASTM C 330. No by-product slags, cinders or by-products of coal combustion shall be permitted. Grading shall conform to ASTM C 330 – 3/4 inch x No. 4. Lightweight aggregate shall have proven record of durability as determined by ASTM C-88 and ASTM C-131. The Lightweight aggregate shall have the following properties:

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Gradation

Sieve ASTM C 330 Requirement

1-inch 100

3/4 in 90-100

3/8 in 10-50

No. 4 0-15

Physical Properties

Property Test Method Requirement

Density Minimum ASTM D 4254

3

40 lb/ft

Maximum ASTM D 4253 3

60 lb/ft

Soundness (MgSO4- 5 cycles) ASTM C-88 < 30%

Abrasive Resistance ASTM C-131 40%

In-situ Phi (φ) Angle ASTM D-4030 40º

Electrochemical Properties

Property Test Method Requirement

Resistivity ASTM G187 > 3000 ohm-cm

pH ASTM D4972 5 - 10

Chloride Content ASTM D1411 < 100 mg/kg

Sulfate Content ASTM C1580 < 200 mg/kg

The following information shall be furnished by the Contractor prior to the start of construction:

1. Submit lightweight fill product data sheet and certification from the Manufacturer that the lightweight fill product supplied meets the requirements of this Section.

The materials for bagged stone shall conform to the following requirements: the crushed stone or gravel shall conform to the grading requirements of Article M.01.01 for No. 3 or No. 4 coarse aggregate or a mixture of both; the bag shall be of burlap and shall be large enough to contain one cubic foot of loosely packed granular material g. Smooth Steel dowels : Steel dowels used in parapets joints shall conform to the requirements of ASTM A36 and shall be galvanized in conformance with the requirements of ASTM A153.

Construction Methods:

1 - Cast-in-Place Concrete Walls: All construction methods for cast-in-place retaining

walls shall be in accordance with the detailed requirements prescribed for the construction the

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appropriate items as specified in the Standard Specifications for Roads, Bridges, and Incidental Construction. 2 - Prefabricated Modular Walls: All construction methods for items not listed below shall be in accordance with the detailed requirements prescribed for the construction of the appropriate items as specified in the Standard Specifications for Roads, Bridges, and Incidental Construction. a. Special Surface Treatment: If a special surface finish is proposed for the wall, before proceeding with production, a model modular unit shall be provided by the fabricator for the Engineer's approval to establish a guide and standard for the type of finish to be furnished on the exposed face. This model shall be kept at the fabricator's plant to be used for comparison purposes during production. Formed surfaces other than the exposed face shall not require a special finish. b. Inspection and Rejection: The quality of materials, the process of manufacture, and the finished units shall be subject to inspection by the Engineer prior to shipment. Modular units which have imperfect molding, honeycomb, open texture concrete, or broken corners shall be repaired to the satisfaction of the Engineer or shall be rejected. Insufficient compressive strength shall also be cause for rejection. Modular units with special surface treatments shall be rejected if there are variations in the exposed face that deviate from the approved model as to color or texture in accordance with precast concrete industry standards. c. Marking: The date of manufacture shall be clearly scribed on an inside surface of each modular unit. d. On Site Representative: A qualified and experienced representative from the wall supplier shall be at the site at the initiation of the wall construction to assist the Contractor and the Engineer. If there is no more than one wall on a project then this criteria will apply to construction of the initial wall only. The representative shall also be available on as needed basis, as requested by the Engineer. e. Installation: The modular units shall be installed in accordance with manufacturer's recommendations. Special care shall be taken in setting the bottom course of units to true line and grade. The vertical joint opening on the front face of the wall shall not exceed 3/4 inch. Vertical tolerances and horizontal alignment tolerances measured from the face line shown on the contract drawings shall not exceed 3/4 inch when measured along an eight straightedge. The overall tolerance of the wall from top to bottom shall not exceed 1/2 inch per eight feet of wall height or one inch total, whichever is the lesser, measured from the face line shown on the contract drawings. A strip of geotextile shall be installed at all vertical joints.

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Assembly of the various components shall be performed in such a manner that no undue strain or stress is placed on any of the members that constitute the completed structure. f. Backfilling:

Doublewal:

Infill for modular units shall be placed, one course at a time, in lifts not exceeding two feet in thickness. The dry density of each lift of pervious structure backfill placed inside the modular units, after compaction, shall not be less than 90 percent of the dry density for that material when tested in accordance with AASHTO T-180, Method D. Each lift shall be thoroughly compacted with a vibratory tamping device. Placement of the pervious structure backfill behind the wall shall closely follow erection of successive courses of modular units. At no time shall the difference in backfill elevation between the interior and exterior of the wall exceed six feet. The units may be backfilled with crushed stone, provided that the design of the wall was based on a density of 80 pounds per cubic foot. All pervious structure backfill placed outside of the modular units shall be placed in accordance with the requirements of Article 2.16.03.

T-Wall:

Backfill placement shall closely follow erection of each course of modules. Backfill shall be placed in such a manner as to avoid any damage or disturbance to the wall materials or misalignment of the modules. Any wall materials which become damaged or disturbed during backfill placement shall be either removed and replaced at the Contractor's expense or corrected, as directed by the Engineer. Any backfill material placed within the wall envelope which does not meet the requirements of this specification shall be corrected or removed and replaced at the Contractor's expense. Backfill shall be compacted to 95 percent of the maximum density as determined by AASHTO T-99, Method C or D (with oversize correction, as outlined in Note 7). The moisture content of the backfill material prior to and during compaction shall be uniform throughout each layer. Backfill material shall have a placement moisture content less than or equal to the optimum moisture content. Backfill material with a placement moisture content in excess of the optimum moisture content shall be removed and reworked until the moisture content is uniform and acceptable throughout the entire lift. The optimum moisture content shall be determined in accordance with AASHTO T-99, Method C or D (with oversize correction, as outlined in Note 7).

Rev. Date 11/6//2018

PROJECT NO. 42-317 ITEM #0601651A--#0601680

If 30 percent or more of the backfill material is greater than 3/4 inch in size, AASHTO T-99 is not applicable. For such a material, the acceptance criterion for control of compaction shall be either a minimum of 70 percent of the relative density of the material as determined by a method specification provided by the wall supplier, based on a test compaction section, which defines the type of equipment, lift thickness, number of passes of the specified equipment, and placement moisture content. The maximum lift thickness after compaction shall not exceed ten inches. The Contractor shall decrease this lift thickness, if necessary, to obtain the specified density. Compaction within three feet of the face of the modules shall be achieved by at least three passes of a lightweight mechanical tamper, roller or vibratory system. The specified lift thickness shall be adjusted as warranted by the type of compaction equipment actually used. Care shall be exercised in the compaction process to avoid misalignment or damage to the module Heavy compaction equipment shall not be used to compact backfill within three feet of the wall face. At the end of each day's operation, the Contractor shall slope the last level of backfill away from the wall facing to direct runoff of rainwater away from the wall face. The Contractor shall control and divert runoff at the ends of the wall such that erosion or washout of the wall section does not occur. In addition, the Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. 3 - Mechanically Stabilized Earth Walls: All construction methods for items not listed below shall be in accordance with the detailed requirements prescribed for the construction of the appropriate items as specified in the Standard Specifications for Roads, Bridges, and Incidental Construction.

a. Special Surface Treatment: If a special surface finish is proposed for the wall, before proceeding with production, a model face panel shall be provided by the fabricator for the Engineer's approval to establish a guide and standard for the type of finish to be furnished on the exposed face. This model shall be kept at the fabricator's plant to be used for comparison purposes during production. Formed surfaces other than the exposed face shall not require a special finish. b. Foundation Preparation: The foundation for the structure shall be graded level for a width equal to or exceeding the length of the soil reinforcements, or as shown on the plans. Prior to wall construction, the foundation, if not in rock, shall be compacted. Any foundation soils found to be unsuitable shall be removed and replaced with granular fill. At each panel foundation level, an un-reinforced concrete leveling pad shall be provided as shown on the plans. The leveling pad shall be cast to the design elevations as shown on the plans.

Rev. Date 11/6//2018

PROJECT NO. 42-317 ITEM #0601651A--#0601680

c. On Site Representative: A qualified and experienced representative from the wall supplier shall be at the site at the initiation of the wall construction to assist the Contractor and the Engineer. If there is no more than one wall on a project then this criteria will apply to construction of the initial wall only. The representative shall also be available on as needed basis, as requested by the Engineer. d. Wall Erection: Panels shall be placed in successive horizontal lifts in the sequence shown on the plans as backfill placement proceeds. As backfill material is placed behind the panels, the panels shall be maintained in a vertical position. Vertical tolerances (plumbness) and horizontal alignment tolerances shall not exceed 3/4 inch in eight feet. The allowable offset in any panel joint shall be 3/4 inch. The overall vertical tolerance of the wall (plumbness from top to bottom) shall not exceed 1/2 inch per eight feet, or one inch total, which ever is the lesser, measured from the face line shown on the plans. e. Placement of Reinforcements: Bending of reinforcements in the horizontal plane that results in a permanent deformation in their alignment shall not be allowed. Gradual bending in the vertical direction that does not result in permanent deformations is allowable. Connection of reinforcements to piles or bending of reinforcements around piles shall not be allowed. A structural connection (yoke) from the wall panel to the reinforcement shall be used whenever it is necessary to avoid cutting or excessive skewing of reinforcements due to pile or utility conflicts. Soil reinforcements shall be placed normal to the face of the wall, unless otherwise shown on the plans. f. Backfill Placement: Backfill placement shall closely follow erection of each course of panels. Backfill shall be placed in such a manner as to avoid any damage or disturbance to the wall materials or misalignment of the facing panels. Any wall materials which become damaged or disturbed during backfill placement shall be either removed and replaced at the Contractor's expense or corrected, as directed by the Engineer. Any backfill material placed within the reinforced soil mass which does not meet the requirements of this specification shall be corrected or removed and replaced at the Contractor's expense.

Lightweight aggregate shall be compacted in place during construction using smooth drum roller between 8 and 12 tons (static weight), sized to compact adequately without causing significant particle breakage. Place and compact the aggregate in 12-inch loose lifts with a minimum of 2, maximum of 4 orthogonal passes of compaction equipment, unless otherwise directed by the Engineer. Additional passes of compaction shall be performed, if required, until all measurable compaction has been achieved. The lightweight aggregate shall not be over- compacted. Construction equipment, other than for compaction shall not operate on the exposed fill.

Where weep holes are installed within the limits of the lightweight fill, bagged stone

shall be placed around the inlet end of each weep hole, to prevent movement of the

Rev. Date 11/6//2018

PROJECT NO. 42-317 ITEM #0601651A--#0601680

lightweight fill material into the weep hole. Approximately one cubic foot of crushed stone or gravel shall be enclosed in each of the burlap bags. All bags shall then be securely tied at the neck with cord or wire so that the enclosed material is contained loosely. The filled bags shall be stacked at the weep holes to the dimensions shown on the plans or as directed by the Engineer. The bags shall be unbroken at the time lightweight fill material is placed around them, and bags which are broken or burst prior to or during the placing of the lightweight fill material shall be replaced at the expense of the contractor.

When proposed atop virgin soil, the existing soil shall be excavated 12” below

existing grade prior to placing the lightweight fill. In this case, the vertical limit of lightweight fill shall be measured from 12” below existing grade.

Prior to placement of the soil reinforcements, the backfill elevation at the face shall be

level with the connection after compaction. From a point approximately three feet behind the back face of the panels to the free end of the soil reinforcements the backfill shall be two inches above the attachment device elevation unless otherwise shown on the plans. Compaction within three feet of the back face of the panels shall be achieved by at least three passes of a lightweight mechanical tamper, roller or vibratory system. The specified lift thickness shall be adjusted as warranted by the type of compaction equipment actually used. Care shall be exercised in the compaction process to avoid misalignment of the panels or damage to the attachment devices. Heavy compaction equipment shall not be used to compact backfill within three feet of the wall face. At the end of each day's operation, the Contractor shall slope the last level of backfill away from the wall facing to direct runoff of rainwater away from the wall face. The Contractor shall control and divert runoff at the ends of the wall such that erosion or washout of the wall section does not occur. In addition, the Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. Method of Measurement: This work will be paid for on a lump sum basis and will not be measured for payment. Basis of Payment: This work will be paid for at the contract lump sum for “RETAINING WALL (SITE NO. X)“, complete in place, which price shall include all work shown within the pay limits shown on the contract drawings for the retaining wall including but not limited to the following:

1. Design and construction of the proprietary retaining wall.

2. Excavation required for the construction of the retaining wall.

3. Design and construction of temporary earth retaining systems to retain the existing facilities during construction.

Rev. Date 11/6//2018

PROJECT NO. 42-317 ITEM #0601651A--#0601680

4. The furnishing, placing and compacting of lightweight fill within the payment lines.

5. The furnishing and placing of backfill drainage systems for the wall.

6. The furnishing and placing of rigid metal conduit, junction boxes, light standard anchorages, and other electrical appurtenances located within the wall proper.

7. Services of the On-Site Representative.

8. Any other work and materials shown on the plans for the retaining wall.

The price shall also include all materials, equipment, tools and labor incidental thereto. If bedrock or boulders in excess of one cubic yard are encountered in the excavation, it shall be paid for under the item "Structure Excavation - Rock".

Appendix H

Retaining Wall Typical

Bridge M

anual Section 3 V

8.dgn 3/4/2009 1:44:54 PM

LightweightFill

subject: project number 42-317 department of … · 2020. 12. 29. · c. final edited boring logs...

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