Geotechnical Report Bridge 00061 - Connecticut€¦ · 1.0 INT or the propo lk, Connect n Figure 1...

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N N E C T I C U T 0

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GEOTECHN

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ON OF BRIRUCTION

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OJECT NO.

epared for:AECOM rise Drive, SHill, CT 060

epared By:Design, Incouthford Ro, Connecticu

File No. 010nuary 2017

P H O N E : 2 0 3 . 7

ICAL | CONENGI NEER

URE REPO

IDGE NO. 0AND RESUCONNECT

. 102-295

Suite 3B 067

. ad ut 06762

01-036.00

7 5 8 . 8 8 3 6 F A

STRUCT ION S and SCI EN

ORT

00061 URFACING

TICUT

A C S I M I L E : 2 0 3

| ENVIRONMNT ISTS

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3 . 7 5 8 . 8 8 4 2

ENTAL

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January 1File No. Mr. JeffrAECOM500 EnteRocky H Via Ema Re: G R I- S N Dear Mr. GeoDesiengineeriConnectiabutmentabutmentconstructgeotechn We appre Sincerely GeoDesi David B. Project E Ulrich LaSr. Princ

R O A D M I D D

10, 2017 0101-036.00

rey J. Keefe, M erprise Drive

Hill, Connecti

il: jeffrey.ke

Geotechnical Reconstructio-95 Median Rtate Project

Norwalk to W

. Keefe:

gn, Inc. (Geing evaluatiicut. Our serts of the ext, performingtion recommical recomm

eciate the op

y,

gn, Inc.

Pell, E.I.T. Engineer

a Fosse, P.Eipal

D L E B U R Y , C O

0

P.E., L.S.

e, Suite 3B icut 06067

eefe@aecom

Structure Ron of BridgeReconstructiNo. 102-295

Westport, Co

eoDesign) haion for thervices includxisting bridgg geotechnic

mendations mendations ar

pportunity to

.

N N E C T I C U T 0

m.com

Report e No. 00061ion and Resu5 nnecticut

as completed proposed

ded characterge, obtainingcal engineerfor permanee included he

o work with y

0 6 7 6 2 T E L E P

GEOTECHN

urfacing

d a subsurfacrehabilitatio

rizing the sug core sampring analysesent grounderein.

you. Please

P H O N E : 2 0 3 . 7

ICAL | CONENGI NEER

ce exploratioon of Bridgubsurface conples of bedrs, and providanchors. R

call if you h

Daniel FReview

7 5 8 . 8 8 3 6 F A

STRUCT ION S and SCI EN

on program ge No. 000nditions in trock in the ding geotechResults of o

have any que

F. LaMesa, Pwer

A C S I M I L E : 2 0 3

| ENVIRONMNT ISTS

and geotech061 in Norwthe vicinity o

vicinity of hnical designour analyses

estions.

P.E.

3 . 7 5 8 . 8 8 4 2

ENTAL

hnical walk, of the

each n and s and

1.0 INTR1.1.1.

2.0 PRO2.2.2.

3.0 SUBS3.3.3.

4.0 GEO4.4.4.

4.5.0 LIMI APPENDAPPENDAPPENDAPPENDAPPEND

RODUCTIO.1 GENERAL.....2 VERTICAL D.3 DESIGN CR

OPOSED CO.1 GENERAL.....2 EXISTING BR

.3 PROPOSED CSURFACE .1 SITE GEOLOG

.2 SUBSURFACE

.3 SUBSURFACE

3.3.1 Fill

3.3.2 Natu

3.3.3 Bed

3.3.4 Gro

OTECHNIC.1 ABUTMEN.2 SEISMIC CON

.3 PERMANEN4.3.1 Mat

4.3.2 Anc

4.3.3 Anc

4.3.4 Corr

.4 CONSTRUCT

ITATIONS

DICES DIX 1 FIGDIX 2 201DIX 3 195DIX 4 LIM

ON......................................

DATUM .............RITERIA ........ONSTRUCT.......................

RIDGE NO. 0006CONSTRUCTION

CONDITIOGY ..................E EXPLORATION

E PROFILE ..........................

ural Soils....

drock ...........

undwater Ob

CAL ANALYNT AND WING

NSIDERATIONS NT GROUND

terial Design

chor Size and

chor Design

rosion Prote

ION CONSIDER

S ...................

GURES 16 BORING55 BORINGMITATIONS

Table.........................................................................................

TION AND .......................61 ...................

N ......................ONS ...................................NS ..............................................................

....................

....................

bservations .

YSES AND GWALL STAB

.......................ANCHORS ...

n Parameters

d Length Re

Capacity .....

ection ...........

RATIONS ...............................

G LOGS G LOCATION

S

ofConten.........................................................................................EXISTING

.......................

.......................

.......................

....................

.......................

.......................

.......................

....................

....................

....................

....................

RECOMMBILITY DESIG..............................................s ...................

quirements .

....................

....................

.......................

....................

NS AND LO

nts.........................................................................................

G CONDITI..................................................................................................................................................................................

....................

....................

....................

MENDATIOGN ...................

.......................

.......................

....................

....................

....................

....................

.......................

....................

OGS

............................................................................................IONS ..................................................................................................................................................................................................

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....................

ONS ..........................................................................................................

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.......................

.......................

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.......................

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...... 1 ........ 1 ........ 1 ........ 1 ...... 1 ........ 1 ........ 2 ........ 2 ...... 2 ........ 2 ........ 2 ........ 3 ...... 3

...... 4

...... 4

...... 4

...... 4 ........ 5 ........ 6 ........ 6 ...... 6

...... 6

...... 7

...... 7

........ 7 ...... 8

1.1 GENE

This is a Hill Ave295. The

AECOMGeotechn

This repoprovides ground a 1.2 VERT

ElevationDatum (N

1.3 DESI

Our recoBridge DFebruary

2.1 GENE

Figure 2 side cuts(gas, saninto the n94) with barriers downwarat about northeast

ERAL

Structure Sonue over I-9e site locatio

M is the Primenical Subcon

ort summarigeotechnica

nchors to pr

TICAL DAT

ns (Elev.) staNAVD 1988

IGN CRITER

mmendationDesign Specy 2011).

2.0 PRO

ERAL

(in Append on both sid

nitary, and stnatural soilsa sidewalk

on the easterds from the 2H:1V (hort and southw

oils Report f95 in Norwaon is shown o

e Designer fnsultant for A

izes subsurfaal engineerinrovide added

TUM

ated in this r8).

RIA

ns are based ifications, a

POSED CO

dix 1) depicdes of I-95, utorm). The S. In the areaon the west

ern travel labridge elev

izontal to vewest of the br

1.0 INT

for the propoalk, Connecton Figure 1

for the bridgAECOM.

ace exploratng recomme

d resistance a

report are in

on load andnd the 2003

ONSTRUCT

ts the existiutility polesStrawberry Ha of the bridgtern travel laane, and 5 fation to matertical). Tworidge supply

I-95 M

F

TRODUCTI

osed Rehabiicut, Departm(in Appendi

ge rehabilitat

tions includiendations foat both abutm

feet and bas

d resistance f3 ConnDOT

TION AND

ing bridge. S with overh

Hill Avenuege, the roadane, an abovfoot wide bch the I-95 go controllers

y power to th

ReconstrMedian Reco

NorwalFile No. 0101

ION

litation of Btment of Traix1).

tion. GeoDes

ing test borior design anments.

sed on the 19

factor designT Bridge De

EXISTING

Site featureshead wires, tre Bridge spadway is relatve grade wa

bike lanes ongrade (appros mounted ohe traffic ligh

ruction of Bnstruction alk to Westp1-036.00 – J

Bridge No. 00ansportation

sign, Inc. (G

ngs and bednd constructi

988 North A

n, the 2012 sign Manua

G CONDITI

s include vetraffic lightsans over a setively flat (apater main sepn both. The

oximate Elevn concrete phts.

Bridge No. 0and Resurfaort, Connec

January 10, Page N

0061, StrawProject No.

GeoDesign)

drock coringion of perm

American Ve

AASHTO Lal (BDM; re

IONS

egetated roa, and utility ection of I-9pproximate parated by je side cuts gv. 73) with spads located

00061 acing cticut 2016 No. 1

wberry 102-

is the

g, and anent

ertical

LRFD evised

dway lines

95 cut Elev. ersey grade

slopes d both

2.2 EXIS

Figure 2 95. The bdeck widsupportedwith fousupported55 feet lothe ends 2.3 PROP

The propand modabutmentinstallingprovide iwingwall

The subsand test b 3.1 SITE

Publishedsand andvarying asand rang The undeweatherinGranitic 3.2 SUBS Six borinThese boinclude S A GeoDeadditionaBoring C

STING BRID

depicts the bridge is a

dth of 52.7 fd by two co

ur in-line reid on shallowong, and havof the abutmPOSED CON

posed bridgedifications tots and piersg new approaincreased latl height.

surface condboring data.

GEOLOGY

d geologic md gravel depoamounts of fging from 25

erlying bedrng, mediumGneiss.

SURFACE E

ng logs that woring logs anStandard Pen

esign represal data for uContractors o

DGE NO. 000

existing bri129 foot lonfeet and a mncrete graviinforced conw foundationve wing wallments. NSTRUCTIO

e rehabilitatio both subs, replacemeach slabs, anteral resistan

3.0

itions discus

Y

mapping indosits. The glfines. The sa5 to 50 perce

rock is mappm grained S

EXPLORAT

were drilled nd their locnetration Res

entative obsse in designof CT, Inc.

061

idge which cng double spinimum vertity abutmentncrete piers ns. The origils that extend

ON

on will consstructures. Snt of the brnd installingnce to offset

0 SUBSURF

ssed below a

dicates the pacial till conand and gravent gravel pa

ped as bothSchist and O

TIONS

for the desiations are insistance Test

served and lon of ground a

in Novemb

I-95 M

F

carries the twpan structuretical clearants with angle

running painal abutmend at an angle

sist of replaSubstructure ridge seats a permanent t added load

FACE CON

are based on

presence of tnsists of sanvel deposits articles and f

Trap Falls FOrdovician

gn of the exncluded in Ating, additio

ogged four tanchors. Ther and Dece

ReconstrMedian Reco

NorwalFile No. 0101

wo-way Strae constructednce of 14 feeed wingwallarallel to I-9nts are conste of approxim

acement of thmodificatio

and backwaground anch

ding due to t

NDITIONS

n review of p

thin (10 to 1d with graveare compos

from 50 to 7

Formation: Granitic G

xisting bridgeAppendix 3.nal borings w

test borings (he borings wember, 2016


awberry Hild in 1955 wet. The steel ls and a mid95. All the tructed of comately 35 to

he superstruons will inclls with reinhors. Anchorthe increase

published geo

15 feet thickel, cobbles, sed of mixtu5 percent sa

gray to silvGneiss: light-

e, circa 1955. Because twere drilled

(B-1 throughwere drilled 6. Explorat


January 10, Page N

ll Avenue ovwith an out-t

superstructud-span bridgesubstructure

oncrete, are ao 45 degrees

ucture and reclude raisingnforced concrs are intendin abutmen

ological map

k) glacial tiland boulder

ures of graveand particles.

very, partly r-colored fol

5, were availthese logs dd.

h B-4) to proby New Eng

tion location


ver I-to-out ure is e seat es are about from

epairs g the crete,

ded to nt and

pping

ll and rs and el and .

rusty-liated

lable. do not

ovide gland

ns are

depicted the borininterpolaboring co Borings Auger ansoil of ap Represenwith ASTO.D. splifalling a 12-incheValue (Noccurren Bedrock bedrock. core timedetermininches in Groundw 3.3 SUBS A subsurcondition

The profvalues. Sboundari

The follo 3

Sthe sidewfine to m

on Figure 2ngs were deated from tooordinates.

were used tnd/or casing pproximately

ntative sampTM Specificit-barrel samdistance of s of a norm

N). The blowce and provi

core sampl The core sa

es were recned by measn length.

water levels w

SURFACE P

rface profilens along the

file includes Stratificationies between m

owing is a m

.3.1 Fill

idewalk Fillwalk along S

medium sand

(Appendix etermined byopographic m

to explore sdrilling met

y 25 feet (ap

les were obtcation D-158mpler that is 30 inches. T

mal 24-inch ws (i.e. the ide an indica

les were obamples wereorded everyuring the co

were measur

PROFILE

e, attached abridge align

material typn lines on thmaterial type

more detailed

l: An approxStrawberry Hand (35 to 5

1) and boriny taping fromapping pro

ubsurface cthods were uproximate E

tained by sp86. The split-

driven into The number openetration "N" values)

ation of the r

btained in twe drilled usiny foot of coore recovery

red using a w

as Figure 3 (nment and be

pes, groundwhe logs and es; in-situ co

description

ximate 2-fooHill Avenue.50%) fine to

I-95 M

F

ng logs are inom existing ovided by A

onditions beused to adva

Elev. 66) belo

lit barrel sam-barrel sampthe bottom of blows reqis recorded

) are indicatrelative cons

wo test boring a five foore length an

y percentage

weighted tap

(in Appendiehind the abu

water levels, profiles are

onditions wi

of the subsu

ot thick laye. The Fill gecoarse grav

ReconstrMedian Reco

NorwalFile No. 0101

ncluded in Asite feature

AECOM. A

ehind the abance the borow current s

mpling procpling procedof the borin

quired to advas the Stan

ted on the bsistency of th

ings (B-2 at long, doubnd rock quae of core pie

pe in the open

ix 1), depictutments and

and Standare interpretiveill vary and t

urface mater

er of Fill waenerally conel and trace


Appendix 2. es and theirAECOM al

butments anrings to a msite grades.

edures in gedure utilizes ng with a 14vance the sandard Penetrboring logs he material.

and B-3) to ble tube, NQality designaeces that ar

n drill holes

ts the generad wingwalls.

rd Penetratioe and represtransitions m

rials encount

as encounternsisted of ve(0 to 10%) a


January 10, Page N

The locatior elevations so estimated

nd the wingwaximum dep

eneral accorda standard 20-pound ham

ampler the mration Resisat their dep

characteriz core barrel.

ation (RQD)e greater th

.

alized subsu

on Test (SPTsent approxi

may be gradu

tered at the s

red at B-1 bery dense, bramounts of s


ons of were

d the

walls. pth in

dance 2-inch mmer

middle stance pth of

ze the . The ) was an 4-

urface

T) N-imate

ual.

site.

below rown, silt.

3

STopsoil amedium gravel, tr

Gencountevery dengravel, tr

Glayer wavery denlittle to s

3

Wpenetratiat the bosound be

B

encounteB-2. Thi100% wi73% (fair

3

G(approximlevels wiactivity, measurem

We have

.3.2 Natural

ilty Sand: Aat B-4 and Bdense, brow

race (0 to 10

Gravelly Sanered either bense and consrace to little

Glacial Till: Bas approximase and consiome fine to

.3.3 Bedrock

Weathered Bon resistance

orings B-2 aedrock.

Bedrock: Meered at B-3 as is consisteith Rock Qur quality).

.3.4 Groundw

Groundwater mate Elevatill vary depand other

ments.

4.0 GEO

identified th

Ab

Soils

An approximB-3 on the sown to light br

%) amounts

nd: An appelow the Filisted primaramounts of s

Borings B-4ately 14 to isted of primcoarse grave

k

Bedrock: The (50 blows nd B-3 and

edium graineand fine-graent with pubuality Desig

water Observ

readings wtions 79 to pending on f

conditions,

OTECHNIC

he following

butment Stab

mate 3-foot thouthern side rown fine to of roots, an

proximate 6ll, Silty Sandrily of fine tsilt, and a va

4 and B-1 we16 feet thick

marily brownel, trace to li

he borings for 0 inchesweathered G

ed, moderateined, moder

blished geolonation (RQD

vations

were measu73.5) below

factors suchwhich ma

CAL ANAL

g geotechnica

bility Design

I-95 M

F

hick layer oof the bridgcoarse sand

nd occasional

6 to 9.5-food, or Topsoito coarse sanarying amou

ere terminatek below the

n, gray, and oittle silt, and

were advans of penetratiGneiss and

ely hard, slirately hard, ogic mappinD) values ra

ured at depw the grounh as temperaay be differ

LYSES AND

al issues, wh

n

ReconstrMedian Reco

NorwalFile No. 0101

of Silty Sandge. The Siltyd, little (10 tol lenses of c

ot thick layl. This stratund with somunt of cobble

ed in a nature Gravelly Sorange-stain

d occasional l

nced to samion). ConfirmSchist was g

ightly weathslightly wea

ng. Coring reanging from

pths of appnd surface dature, seasonrent from t

D RECOMM

hich are disc


d was encouy Sand genero 20%) silt, layey silt.

yer of Graum was gen

me (20 to 35%es and/or bou

ral Glacial TSand. The Tned fine to mlenses of silt

mpling refusmation coringenerally en

hered, blackathered, grayecovery rang

m 17% (very

proximately during drillinn, precipitatthose at the

MENDATIO

cussed in the


January 10, Page N

untered belowrally consisttrace to little

avelly Sand erally mediu%) fine to culders.

Till Stratum.Till was genemedium sandt and clay.

sal at very ng was compncountered a

k/gray Schisty/white Gneged from 63

y poor qualit

12 to 21 ng. Groundwtion, construe time of

ONS

ese sections:


w the ted of e fine

was um to coarse

. This erally

d with

high pleted above

t was eiss at 3% to ty) to

feet water

uction these

4.1 ABU Design cwingwallabutmentground awalls (incwalls of Resistanc Structuraabutmentparametestability: Sliding/O

Se

Pe

Co

Co

TMENT AN

concepts wels to offset tht and wingw

anchors instacluding abut

f this type, ce Factor (φτ

al and surchts/wingwallsers provided

Overturning:

Co Co Co Co Ea

of(i.

Un

In

Tr(A

eismic Consi

ermanent Gr

orrosion Pro

onstruction C

ND WINGW

ere preparedhe increased

wall heightsalled near thetments and wwe recommτ) = 0.80.

harge loads, s should be

d below. We

oefficient ofoefficient ofoefficient ofoefficient ofarth pressuref 24 inches oe., HL-93) i

nit Weight o

nternal Frictio

raffic surchaAASHTO)

iderations

round Ancho

otection

Consideratio

WALL STABI

d by AECOd lateral eart. The stabie tops of thewingwalls) ismend a Bear

and lateral in accordan

e recommend

f Friction forf Friction forf At-Rest Earf Active Earte calculationof soil depthn accordanc

of Existing B

on Angle of

arge equiva

I-95 M

F

ors

ons

ILITY DESI

OM to increh loading thility increase abutments/s typically bring Resista

earth pressunce with AAd the follow

r Sliding = 0r Soil againstrth Pressure th Pressure, (ns should ash or 250 psfce with AAS

Backfill Soil

f Existing Ba

alent of 2 f

ReconstrMedian Reco

NorwalFile No. 0101

IGN

ease the stabhat will resule will be pr/wingwalls.

based on acceance Factor

ures for desASHTO desigwing parame

.55 (AASHTt Wall (tan d(Ko) = 0.44(Ka) = 0.28sume a surff, and shouldHTO Sectio

= 120 pcf

ackfill Soil =

feet of soil


bility of thelt from the inrovided by The design epted resista

(φb) = 0.4

sign of tied-gn guideline

eters for eva

TO LRFD Tdelta) = 0.40

face surchargd consider s

on 3.11.6.

= 32 degrees

l (250 psf)


January 10, Page N

e abutmentsncreased retusing permof lateral su

ance factors. 45 and a Sl

-back (anches and the daluating abut

Table 3.11.5.0

ge of a minisurcharge loa

should be


s and ained anent

upport For liding

hored) design tment

3-1)

imum ading

used

4.2 SEISM Because 4.7.4.3.1use of a considere 4.3 PERM Permanenand wingThe surfirecommewithin th

4

W

4

MIC CONSI

this multi--1 it does noSite Class C

ed susceptib

MANENT G

nt tied-back gwalls. Baseicial Fill andend that the bhe underlying

.3.1 Material

We recomme

GroLes

An

So

R

.3.2 Anchor

IDERATION

span bridgeot be analyzeC for this ble to liquefa

GROUND AN

ground anced on the subd Silty Sand bond zone bg natural Gra

l Design Para

end using the

out: Type I ss Than 2%

nchor: Grade

oil Anchors:

o Ultima50 psi

o Ultimapsi gro

o Gravel

o Glacia

Rock Anchor

o Ultima80 psi

Size and Len

NS

e is located ed for seismridge. By i

action.

NCHORS

hors are recbsurface conare not suit

be located beavelly Sand

ameters

e following m

Cement, 3,0

e 150, Prestr

ate Soil-Grougrout pressu

ate Soil-Grouout pressure,

lly Sand Fric

al Till Frictio

rs:

ate Rock-Gr(Ref. PTI, 2

ngth Require

I-95 M

F

in Seismicmic loads, exc

inspection, b

ommended tnditions, we table to suppelow these stand Glacial

material para

000 psi Min

ressed Steel

ut Bond Streure, Ref. PTI

ut Bond Stre Ref. PTI, 20

ction Angle =

on Angle = 3

rout Bond S2004)

ements

ReconstrMedian Reco

NorwalFile No. 0101

c Zone 1, pcept for the based on the

to increase trecommend

port the soil trata, beyondTill, or in B

ameters:

nimum Comp

Bar

ess in GraveI, 2004)

ess in Glacia004)

= 35 degree

38 degrees

Stress in We


per AASHTconnectionseir density,

the stability d use of soil

anchor bondd the backfil

Bedrock.

pressive Str

elly Sand = 2

al Till = 60 p

s

eathered Be


January 10, Page N

TO LRFD T. We recommsite soils ar

of the abutmor rock anc

d zone. Thull’s active w

ength, and B

20 psi (mini

psi (minimu

drock/Bedro


Table mend re not

ments chors. us, we

wedge,

Bleed

imum

um 50

ock =

Infrom theinclinatiobond zonThe load15 feet b

Aof four tidiameter

B15 feet, abutmentof the bar

4

Tthe bondResistancperformatheir desWe also roff at 90abutment

Tzone to tminimumpercent opercent o

4

W 4.4 CON Anchor ITill, or Bspoils, an

nclination ane horizontal ons were basnes. We recod carrying zoelow final S

Anchor Spaciimes the diaof 3 inches

Bond Zone aand a min

t/wingwall hrs at a minim

.3.3 Anchor

The maximumd zone areace Factor ofance test be ign load andrecommend 0 to 100% ts and wingw

The prestressthe structure

m tensile strof the specifiof the specifi

.3.4 Corrosio

We recomme

STRUCTIO

Installation: Bedock durind interpreta

nd Embedmfor soil an

sed on the gommend tha

one of the antrawberry H

ing and Diamameter of thand a minim

nd Free Strenimum free height and somum of 10 fe

Design Capa

m allowablea by the ulf 0.70 and 0.performed ad include incproof load tof their des

walls do not

sing steel bare. We recomrength of thied minimumied minimum

on Protection

end use of do

N CONSIDE

Determinating construcation of the p

ment Depths:nchors or 4geometry of at soil and rnchors (i.e., “Hill Road lev

meter: We rhe bond zonemum of 0.5 in

essing Lengtstressing le

oil friction aeet on center

acity

anchor desitimate soil-.50, for soil at each abutmcremental lotesting all ansign load. Tfail structur

r must be cammend the dhe prestressim tensile strem tensile stre

n

ouble corrosi

ERATIONS

ion of the ction should

performance

I-95 M

F

We recomm45 degrees f the embankrock anchors“bond zone”

vel.

recommend ae or 4 feet. nches of gro

th: We recomength of 22angle. Centrar and 5 feet f

ign load in s-grout, or roand for rock

ment. The teoading/unloanchors to 133The lock-offally.

apable of safdesign load ing steel. Thength and thength.

ion protectio

competent bbe based ontesting resu

ReconstrMedian Reco

NorwalFile No. 0101

mend using for rock ankments and s not be mix”) should be

a minimum The bond zo

out cover ove

mmend a m2 feet for balizers shoulfrom the bar

soil should bock-grout, bk, respectiveest anchors sading and m3% of their df load shoul

fely transmitnot exceed

he lock-off he maximum

on for the pe

bond zone inn observatio

ults.


an inclinationchors. The the anticipa

xed on a sinlocated a m

anchor spacone should her the bar.

minimum bonbars based old be placedr ends.

be determinebond stress ely. We recoshould be lo

maximum credesign load ald be select

tting load ind 60 percent

load shouldm test load sh

ermanent anc

n the Gravelon and evalu


January 10, Page N

on of 25 deselected an

ated depths tngle substruc

minimum dep

cing of the hhave a mini

nd zone lengon the prop

d along the le

ed by multipand applyi

ommend thaoaded to 133eep requiremand locking ted such tha

n the anchor t of the specd not excee

hall not excee

chors.

lly Sand, Guation of dr


egrees nchor to the cture. pth of

higher imum

gth of posed ength

plying ing a at one 3% of ments.

them at the

bond cified ed 70 ed 80

lacial rilling

GroundwWe recomgrouting. Performaeach abuproof tes

This repo

water: We anmmend that .

ance and Proutment, be pted.

ort is subject

nticipate thatemporary s

oof Testing: erformed ac

t to the limit

at groundwasteel casing b

We recommccording to t

5.0 LI

ations includ

I-95 M

F

ater will be be used to m

mend that pethe special p

MITATION

ded in Appen

ReconstrMedian Reco

NorwalFile No. 0101

encounteredmaintain an o

erformance teprovisions.

NS

ndix 4.


d during anopen hole du

esting of twAll other an


January 10, Page N

nchor installauring drilling

wo anchors, onchors shou


ation. g and

one at uld be

APPENDIX 1

FIGURES

Figure 1 – Site Locus Plan Figure 2 – Exploration Location Plan Figure 3 – Subsurface Profile A-A’

Geotechnical | Construction | EnvironmentalEngineers and Scientists

TELEPHONE: 203.758.8836 FACSIMILE: 203.758.8842984 SOUTHFORD ROAD MIDDLEBURY, CONNECTICUT 06762

APPENDIX 2

2016 BORING LOGS

Test Borings B-1 through B-4

PavementStructureMiscellaneousFillGravellySand

Glacial Till

30 20 50/4"

26 43 55 52

21 35 50/4"

33 54 50/4"

16

24

16

16

8

16

15

8

S-1

S-2

S-3

S-4

Very Dense, brown fine to medium SAND and fineto coarse GRAVEL, trace Silt

Very Dense, brown fine to coarse SAND, some fineto coarse Gravel, little Silt

Very Dense, Top 6": brown orange stained fine tomedium SAND, little fine to coarse Gravel, little SiltBottom 9": light gray dark red stained fine to coarseSAND, little fine to coarse weathered Gravel, traceSilt, occasional lenses of Silt & Clay

Very Dense, gray fine to medium SAND, little fine tocoarse Gravel, little Silt, occasional lenses of Silt &Clay

END OF BORING 16.3ft

No. ofCore Runs: 0

RQ

D %

Casing Size/Type: 2" I.D. S.S.A.

Total Penetration in

Hole No.: B-1

Sheet1 of 1

No. ofSoil Samples: 4

Fall: N/Ain.

Sampler Type/Size: 1-3/8" I.D. SS

Groundwater Observations: None

Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

0

5

10

15

20

25

30

SAMPLES

Inspector: Dave Pell

Finish Date: 11-30-16

Connecticut DOT Boring Report

Blows onSampler

per 6 inches

Core Barrel Type: N/A

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%

Surface Elevation: 94.0

SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

90

85

80

75

70

65

Earth: 16.3ft

Stat./Offset: 15+85/20L

Sam

ple

Typ

e/N

o.

Project No.: 102-295 (Geo: 0101-036.00)

Town: Norwalk

NOTES: 1) Gravelly Sand from 0.3' to 2.3' inferred to be reworked or controlled fill.2) Inferred boulder from 2.3 to 4 feet due to auger grinding and splitspoon refusal at 2.3 feet.

Project Description: Strawberry Hill Avenue Bridge - I-95 Median Reconstruction

Northing: 101995.63

Easting: 421117.39

Engineer: Dave Pell

Start Date: 11-30-16

Material Descriptionand Notes

Bridge No.: 00061

Route No.: I-95

Fall: 30 in.Hammer Wt.: N/A Hammer Wt.: 140

Driller: Orin Cone

26.7

TopsoilGravellySand

Glacial Till

WeatheredBedrock

12

23

19

64

65

60

113

44

61

263

100

105

90

70

87

23

22

50

60

84

41

35

30

30

440

2 13 21 20

50/5"

100/3"

32 95 100/5"

48 84 100/5"

100/4"

50/0"

24

5

3

17

17

4

0

60

24

3

2

9

9

2

0

52

S-1

S-2

S-3

S-4

S-5

S-6

S-7

C-1

Top 7": Dense, brown fine to coarse SAND,some fine to coarse Gravel, little Silt, tracefine Roots and OrganicsBottom 17": Dense, light brown, fine to coarseSAND, some fine to coarse Gravel, trace Silt,trace fine Roots

Very Dense, light gray/tan fine to coarseSAND and fine to coarse GRAVEL, trace Silt

Very Dense, light gray fine to coarseGRAVEL, trace fine to coarse Sand, trace Silt

Top 6": Very dense, dark gray fine SAND,some Silt, some fine to coarse GravelBottom 3": Very Dense, gray fine to coarseGRAVEL and fine to coarse SAND, little Silt

Very Dense, gray-brown fine to coarseSAND, some fine to coarse Gravel, little Silt

Very Dense, light brown/dark brown fine tocoarse SAND, little Silt, trace fine Gravel

Very Dense, no recovery

Poor quality, moderately hard, slightlyweathered, fine-grained gray/white GNEISS,fracturing 60 - 70 degrees.

No. ofCore Runs: 2

RQ

D %

Casing Size/Type: 4" I.D. F.J.


Hole No.: B-2

Sheet1 of 2


Fall: 30in.


Groundwater Observations: @4' after 18 hours, @12' after 1 hour

Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

0

5

10

15

20

25

30

Cas

ing

Blo

ws

per

6"

SAMPLES




Blows onSampler

per 6 inches

Core Barrel Type: NQ (2-1/16" I.D.)

Rock: 10ft




SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

90

85

80

75

70

65

Earth: 25ft


Sam

ple

Typ

e/N

o.

Project No.: 102-295 (Geo: 0101-036.00)

Town: Norwalk

NOTES: 1) Started using water to advance casing after S-1. 2) Intermittent Drill chatter from5 to 10 feet. 3) Drove 4" I.D. FJ Casing to 5', thereafter started to predrill prior to advancingcasing due to difficult drilling. 4) Inferred obstruction from 10.3 to 10.5 based on splitspoonrefusal and drilling behavior. 5) Gravel fragment stuck in tip of S-4. 6) Auger chatter from15.5 to 16 feet. 5) Cores were drilled using new diamond bit.


Northing: 102011.71

Easting: 421080.19

Engineer: Dave Pell



Bridge No.: 00061

Route No.: I-95

Fall: 30 in.Hammer Wt.: 140 lb. Hammer Wt.: 140 lb.

Driller: Orin Cone

22.5

Bedrock

60 50C-2Very poor quality, moderately hard, slightlyweathered, fine-grained, gray/white GNEISS,fracturing 70 degrees

END OF BORING 35ft

No. ofCore Runs: 2

RQ

D %



Hole No.: B-2

Sheet2 of 2


Fall: 30in.


Groundwater Observations: @4' after 18 hours, @12' after 1 hour

Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

30

35

40

45

50

55

60

Cas

ing

Blo

ws

per

6"

SAMPLES




Blows onSampler

per 6 inches


Rock: 10ft




SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

60

55

50

45

40

35

Earth: 25ft


Sam

ple

Typ

e/N

o.

Project No.: 102-295 (Geo: 0101-036.00)

Town: Norwalk

NOTES: 1) Started using water to advance casing after S-1. 2) Intermittent Drill chatter from5 to 10 feet. 3) Drove 4" I.D. FJ Casing to 5', thereafter started to predrill prior to advancingcasing due to difficult drilling. 4) Inferred obstruction from 10.3 to 10.5 based on splitspoonrefusal and drilling behavior. 5) Gravel fragment stuck in tip of S-4. 6) Auger chatter from15.5 to 16 feet. 5) Cores were drilled using new diamond bit.


Northing: 102011.71

Easting: 421080.19

Engineer: Dave Pell



Bridge No.: 00061

Route No.: I-95


Driller: Orin Cone

16.7

TopSoilSilty Sand

GravellySand

Glacial Till

WeatheredBedrock

1 6 8 17

50/0"

67 50/3"

51 76 100/4"

100/4"

100/5"

50/0"

24

0

9

16

4

5

0

60

12

0

7

16

7

5

0

38

S-1

S-2

S-3

S-4

S-5

S-6

S-7

C-1

Medium Dense, Top 5": brown fine to mediumSAND, trace Silt, trace Roots and OrganicsBottom 7": light brown, fine to medium SAND, littleSilt, trace fine Gravel, trace Root fibers

Very Dense, No Recovery

Very Dense, light brown/tan fine to medium SAND,little fine to coarse Gravel, trace Silt

Top 6": Very dense, dark brown fine to mediumSAND, little fine to coarse Gravel, little SiltMiddle 6": Very dense, gray orange-stained fineSAND, little Silt, little fine to coarse Gravel,occasional lenses of Silt & ClayBottom 4": Very dense, brown orange-stained fine tomedium SAND, little Silt, trace fine Gravel

Very Dense dark gray, orange-stained fine tomedium SAND, little fine to coarse Gravel, trace Silt

Very Dense, dark gray fine to medium SAND, littlefine to coarse Gravel, little Silt

Very Dense, no recovery

Top 8": BoulderMiddle 4": Glacial TillBottom 48": Very poor quality, moderately hard,moderately weathered, black/gray medium-grainedSCHIST, fracturing 10 to 40 degrees

No. ofCore Runs: 2

RQ

D %



Hole No.: B-3

Sheet1 of 2


Fall: 30in.


Groundwater Observations: @21' after 0.5 hours

Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

0

5

10

15

20

25

30

SAMPLES




Blows onSampler

per 6 inches


Rock: 10ft




SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

90

85

80

75

70

65

Earth: 25ft

Stat./Offset: 13+85/55R

Sam

ple

Typ

e/N

o.

Project No.: 102-295 (Geo: 0101-036.00)

Town: Norwalk

NOTES: 1) Used 2" I.D. Augers to sample to 15 feet, then drove 4" F.J. Casing to 15 feetand continued sampling after S-5. 2) Auger grinding at 2 and 3 feet, from 4.5 to 4.8 feet, andat 8 feet. 3) 1 foot thick boulder from 5 to 6 feet based on splitspoon refusal and drillingbehavior. 4) No groundwater observed in 15 foot deep borehole morning of 11/30. 5) Drillerstarted to use water to advance after S-5. 6) Rod chatter from 17 to 20 feet intermittently,and on inferred bedrock at 25 feet. 7) Water color changed from light brown to gray atapproximately 17 feet. 8) C-1 dropped from approximately 28 to 29 feet. 9) Driller used samediamond bit for NQ core barrel previously used on B-2.


Northing: 101806.72

Easting: 421217.07

Engineer: Dave Pell



Bridge No.: 00061

Route No.: I-95


Driller: Orin Cone

73.3

Bedrock

60 60C-2Fair quality, moderately hard, slightly weathered,black/gray, medium grained SCHIST, fracturing 10to 20 degrees

END OF BORING 35ft

No. ofCore Runs: 2

RQ

D %



Hole No.: B-3

Sheet2 of 2


Fall: 30in.


Groundwater Observations: @21' after 0.5 hours

Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

30

35

40

45

50

55

60

SAMPLES




Blows onSampler

per 6 inches


Rock: 10ft




SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

60

55

50

45

40

35

Earth: 25ft

Stat./Offset: 13+85/55R

Sam

ple

Typ

e/N

o.

Project No.: 102-295 (Geo: 0101-036.00)

Town: Norwalk

NOTES: 1) Used 2" I.D. Augers to sample to 15 feet, then drove 4" F.J. Casing to 15 feetand continued sampling after S-5. 2) Auger grinding at 2 and 3 feet, from 4.5 to 4.8 feet, andat 8 feet. 3) 1 foot thick boulder from 5 to 6 feet based on splitspoon refusal and drillingbehavior. 4) No groundwater observed in 15 foot deep borehole morning of 11/30. 5) Drillerstarted to use water to advance after S-5. 6) Rod chatter from 17 to 20 feet intermittently,and on inferred bedrock at 25 feet. 7) Water color changed from light brown to gray atapproximately 17 feet. 8) C-1 dropped from approximately 28 to 29 feet. 9) Driller used samediamond bit for NQ core barrel previously used on B-2.


Northing: 101806.72

Easting: 421217.07

Engineer: Dave Pell



Bridge No.: 00061

Route No.: I-95


Driller: Orin Cone

TopsoilSilty Sand

GravellySand

Glacial Till

2 2 8 12

12 12 18 21

50/4"

100/3"

24

24

4

3

7

12

4

3

S-1

S-2

S-3

S-4

Medium Dense, Top 3": dark brown fine to mediumSAND, some coarse Gravel, trace Silt, trace Rootsand OrganicsBottom 4": Brown/light brown fine to coarse SAND,little Silt, little fine Gravel, trace Roots, occasionallenses of Clayey Silt

Medium Dense, Top 6": light brown fine to coarseSAND, some fine to coarse Gravel, trace Silt, traceRootsBottom 6": light brown fine to coarse GRAVEL,some fine to coarse Sand, trace Silt, trace Roots

Very Dense, light brown fine to coarse SAND, somefine to coarse Gravel, trace Silt, trace RootsSpoon Tip: Gray orange stained, fine to coarseSAND, some fine Gravel, trace Silt, trace Roots

Very Dense, gray orange stained fine to mediumSAND, some fine to coarse Gravel, trace Silt

END OF BORING 15.3ft

No. ofCore Runs: 0

RQ

D %

Casing Size/Type: 2" I.D. S.S.A.


Hole No.: B-4

Sheet1 of 1


Fall: N/Ain.


Groundwater Observations: None

Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

0

5

10

15

20

25

30

SAMPLES




Blows onSampler

per 6 inches

Core Barrel Type: N/A

Rock: 0ft




SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

90

85

80

75

70

65

Earth: 15.3ft


Sam

ple

Typ

e/N

o.

Project No.: 102-295 (Geo: 0101-036.00)

Town: Norwalk

NOTES: 1) Auger grinding from 7.5 to 9 feet intermittently, and 11 to 14 feet intermittentlyon inferred cobbles.


Northing: 101789.5

Easting: 421121.48

Engineer: Dave Pell

Start Date: 12-1-16


Bridge No.: 00061

Route No.: I-95

Fall: 30 in.Hammer Wt.: N/A Hammer Wt.: 140

Driller: Orin Cone

APPENDIX 3

1955 BORING LOCATIONS AND LOGS

1955 Boring Location Plan

1955 Boring Logs

APPENDIX 4

LIMITATIONS

APPENDIX 3

LIMITATIONS Explorations 1. The analysis and recommendations submitted in this report are based in part upon the

data obtained from widely spaced subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. If variations then appear evident, it will be necessary to reevaluate the recommendations of this report.

2. The generalized soil profile described in the text and shown on the figures is intended to

convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretations of widely spaced explorations and samples; actual soil transitions are probably more erratic. For specific information, refer to the boring logs.

3. Water level readings have been made in the drill holes at times and under conditions

stated on the logs. These data have been reviewed and interpretations made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature and other factors occurring since the time measurements were made.

Review 4. In the event that any changes in the nature, design or location of the proposed bridge

structure are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing by GeoDesign, Inc. It is recommended that this firm be provided the opportunity for a general review of final design and specifications in order that earthwork and geotechnical recommendations may be properly interpreted and implemented in the design and specifications.

Uses of Report 5. This report has been prepared for the exclusive use of AECOM, the Connecticut

Department of Transportation, and their design team for specific application to for the Reconstruction of Bridge No. 00061 located in Norwalk, Connecticut in accordance with generally accepted soil and foundation engineering practices. No other warranty, express or implied, is made.

6. This design soils and foundation engineering report has been prepared for this project by

GeoDesign, Inc. This report is for design purposes only and is not sufficient to prepare and accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to design considerations only.

Geotechnical Report Bridge 00061 - Connecticut€¦ · 1.0 INT or the propo lk, Connect n Figure 1...

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