GEOTECHNICAL STRUCTURE REPORT REPLACEM ENT OF … · tandard SPT nd a 140-po es. ring subsurf...

9 8 4 S O U T H F O R D

R O A D M I D D

D L E B U R Y , C O

GEOTE

RENEW

S

5

G

N N E C T I C U T 0

ECHNICAL

EPLACEMW HAVEN MILFORD

STATE PRO

PreH.W. Loch

55 Hartland SHartford, C

PreGeo

984 SoMiddlebury

GeoDesign FOc

0 6 7 6 2 T E L E P

GEOTECHN

L STRUCTU

MENT OF CMAINLINE

D, CONNEC

OJECT NO.

epared for:hner, IncorpStreet, Suite Connecticut

epared By:Design, Incouthford Ro, Connecticu

File No. 033ctober 2017

P H O N E : 2 0 3 . 7

ICAL | CONENGI NEER

URE REPO

ULVERT E (MP 65.6)

CTICUT

. 301-175

porated 401 East 06108

. ad ut 06762

1-020.00

7 5 8 . 8 8 3 6 F A

STRUCT ION S and SCI EN

ORT

)

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

| ENVIRONMNT ISTS

3 . 7 5 8 . 8 8 4 2

ENTAL

1.0 INTR1.1.1.

2.0 EXIS2.2.2.

3.0 PUBL4.0 SUBS5.0 SUBS

5.

5.5.5.

6.0 SOIL7.0 GEO

7.7.7.7.7.

8.0 MAT8.8.8.8.

9.0 CON9.9.9.9.9.9.

10.0 LIM APPENDAPPENDAPPENDAPPEND

RODUCTIO.1 GENERAL .2 DATUM .....3 DESIGN CRSTING CON.1 EXISTING C.2 PROPOSED.3 JACKING ALISHED GSURFACE SURFACE .1 RAILROAD

5.1.1 Ballas

5.1.2 Misce

.2 ORGANIC C

.3 GLACIAL T

.4 GROUNDWLS LABORA

OTECHNIC.1 EXISTING C.2 JACKING A.3 GEOTECHN.4 BEARING S.5 SEISMIC DE

TERIAL AN.1 REUSE OF O.2 GRANULA.3 COMPACTE.4 PERVIOUS

NSTRUCTIO.1 SUBGRADE.2 TEMPORAR.3 PROTECTIO.4 TEMPORAR.5 ABANDON.6 DEFORMTI

MITATION

DIX 1 FIGDIX 2 BODIX 3 LADIX 4 LIM

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

RITERIA ........NDITIONSCONDITIONS

D REPLACEMAND RECEIVIEOLOGY ..EXPLORACONDITIO

D FILL/FILL ...st .....................

ellaneous Fill ..

CLAYEY SILTTILL ...............

WATER AND SATORY TE

CAL ENGINCONDITIONS

AND RECEIVINICAL STATISTRATA ........ESIGN ...........

ND COMPAON-SITE MATR FILL ...........ED GRANULASTRUCTURE

ON RECOME PREPARATRY GROUNDON OF EXISTRY EXCAVAT

NNING EXISTIION MONITO

NS .................

GURES ORING LOGABORATORMITATIONS

Table

......................................................................................... AND PRO

S ......................ENT ...............ING PITS ...........................

ATIONS ......ONS ..........................................................

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

T ............................................

SURFACE WAESTING .....NEERING RS ......................ING PITS .......IC DESIGN PA..............................................

ACTION RETERIAL ................................AR FILL ........E BACKFILL .MMENDATTION ...............

WATER CONTING EMBANKTIONS ...........ING CULVER

ORING POINT....................

GS RY TESTINGS

ofConten

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

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

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

.......................POSED CO...............................................................................................................................................................................

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

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

.......................ATER .................................

RECOMME..............................................ARAMETERS..............................................EQUIREME............................................................................................TIONS ...............................

NTROL ...........KMENT ...............................

RT ...................S AND MONIT....................

G RESULTS

nts

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

ONSTRUCT...............................................................................................................................................................................

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

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

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

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

....................ENDATION..............................................

S ....................................................................ENTS ............................................................................................................................................................................................................................................

TORING .............................

S

............................................................................................TION ..............................................................................................................................................................................................

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

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

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

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

NS ....................................................................................................................................................................................................................................................................................................................................................................................................................................................

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

...... 1 ........ 1 ........ 1 ........ 1 ...... 1 ........ 1 ........ 2 ........ 2 ...... 2 ...... 3 ...... 3 ........ 4 ........ 4

........ 4

........ 4

........ 4

........ 5 ...... 5 ...... 5 ........ 5 ........ 5 ........ 7 ........ 7 ........ 8 ...... 8 ........ 8 ........ 8 ........ 8 ........ 8 ...... 8 ........ 8 ........ 9 ........ 9 ........ 9 ...... 10 ...... 10 .... 10

1.1 GENE This repconstructHaven Mlocation i H.W. Lothe Geote 1.2 DATU Elevationcoordinat

1.3 DESI

Our reco2016 IntBridge DMaintena

2.1 EXIS The Newthis area which prMainlineextends aelevationembankm The culvin its hyMainlineLocationother site

ERAL

port summation recomm

Mainline wheis shown on

chner (HWLechnical Sub

UM

ns (El.) refetes are based

IGN CRITE

ommendationterim RevisiDesign Manance-of-way

2.0 EXIS

STING COND

w Haven Maithe Mainlin

rimarily conse, is carried approximaten of 29.6. ment is at app

vert has expeydraulic cape) the railroan Plan (Appee features.

arizes the mendations foere the railro

Figure 1 (A

L) is the Primb Consultant

erenced in thd on Connec

RIA

ns are basedions AASHTnual (last rey Association

STING CON

DITIONS

inline currene has four trsists of stormby an existily perpendic It is apprproximate E

erienced a paacity. Addit

ad embankmendix 1) dep

1.0 INT

subsurface or the propoad crosses a

Appendix 1),

me Designert for HWL.

his report arcticut State P

d on load anTO LRFD Bevised Februn (AREMA)

NDITIONS

ntly crosses aracks that arem water fromng 2 foot bycular to the Mroximately

Elevation 43.

artial collaptionally, at

ment is slougpicts the app

St

TRODUCTI

explorationsed culvert r

an unnamed Locus Plan.

r for the proj

re in stated Plane Coordi

nd resistanceBridge Desiuary 2011), Manual for

AND PROP

an unnamede supported om the Eastery 2 foot stonMainline, ha89 feet lon

se of masonthe culvert’hing, furtherproximate p

Netate Project

ION

n program,replacementstream in M.

ject and Geo

feet and areinate System

e factor desiign Specificand the 20Railway En

POSED CO

d stream at apon an embanrn Steel Roane masonry as an inlet elng. The top

nry blocks, w’s outlet endr impeding w

plan location

Replaceew Haven Mt No. 301-17

O

, geotechnit at Milepost

Milford, Conn

oDesign, Inc

e based on m, NAD 1983

ign, the 201cations, the 017 Americngineering.

ONSTRUCT

pproximate nkment. Thead industrial

culvert. Thelevation of 3p of the ov

which has cad (on the swater flow. n of the exi

ement of CuMainline MP75 – MilfordOctober 24,

Page N

ical design t 65.6 of the necticut. Th

c. (GeoDesig

NAVD 88. 3.

4 with 20152003 Conn

can Railway

TION

Milepost 65e crossing strarea north o

e existing cu30.9 and an overlying rai

aused a redusouth side oFigure 2, Bsting culver

ulvert P 65.6 d, CT 2017 No. 1

and New

he site

gn) is

The

5 and nDOT y and

.6. In ream, of the ulvert outlet ilroad

uction of the oring

rt and

2.2 PROP A replacethe existidepth of jacking badequate The newBased onfootings Standardnear the be used access ro The propembankmrequired of the po 2.3 JACK Due to ththe northjacking pit was dethe down The proptrack. B(south) aexpect threceivingsurface in

Two pubRodgers,Stone, 19replacem

POSED REP

ement culveing culvert athe new culv

below the em to accommo

w culvert strun the upstreset 2.5 feet b

d CTDOT enculvert’s dofor mainten

oad will be v

posed constrment. It wil

by the Contrts shall be a

KING AND R

he location oh while at thpit be on the ecided to jacnstream (sou

posed pits wased on the

and El. 28.1 he jacking pg pit to be apnside the jac

blished maps 1985 and

992) to obtament.

PLACEMEN

ert is proposeat Milepost vert below tmbankment.odate a 100-

ucture will am and dowbelow these

ndwalls will ownstream enance of the

very minimal

ruction consll be the resptractor’s equapproved pri

RECEIVING

of the streamhe south granorth (upstr

ck from the uth) and upstr

will be locatepresent pro(north). Ba

pit to be appproximatel

cking pit will

s were cons(1:125,000

ain informati

NT

ed approxim65.6. Due tothe track leve The propos

-year storm.

consist of twwnstream invlevels, at El

be construcnd to providculvert and

l.

ists of jackiponsibility ouipment andior to pipe m

G PITS

m to the northades are relream) side odownstreamream (north)

ed approximfile, we antiased, in partpproximatelyy 20 foot wl be at about

3.0 PUBLIS

sulted (1:125scale, Surfi

ion on the r

St

mately 16 to o the high vel, the prefersed culvert r

win 48” diaverts of El.. 25.6 and 25

cted. A perde Metro Nod the adjacen

ing the RCPof the pipe m

d by subsurfamanufacture.

h of the railratively leve

of the railroam end, by ins

) sides of the

mately 30 feeicipate that t, on a discu

y 20 foot wwide by appro

t El. 24.

SHED GEO

5,000 scale, icial Materiaregional geo

Netate Project

20 feet wesvolume of trarred methodreplacement

ameter reinfo28.1 and 27

5.1, respecti

rmanent acceorth Railroadnt railroad e

P piping belomanufacturerace conditio

road embankel, there are ad. Howeverstalling the je railroad, re

et south and the pipe inv

ussion with awide by appr

oximately 1

OLOGY

Bedrock Gals Map of logy in the


O

t (centerlineaffic on the d of culvert rt is sized to

forced concr7.6, and botively.

ess road is td access. Thembankment

ow the Metrr to supply l

ons. The des

kment and thadvantages

r, during desjacking and espectively.

north of theerts will be a pipe jackinroximately 20 feet long,

Geology of Cf Connecticuarea of the


Page N

e to centerlinmainline an

replacement be hydrauli

rete pipes (Rttom of end

to be construhis road willt. Traffic o

ro North railubricant posign and loc

he rise in grato installin

sign developreceiving pi

e nearest raiat about El.

ng contracto26 feet longand the wo

Connecticut, ut, Janet Raproposed cu


ne) of nd the

is by ically

RCP). d wall

ucted l only on the

ilroad rts as

cation

ade to ng the pment its on

ilroad . 27.6

or, we g, the orking

John adway ulvert

The surfigravel, sais mappe

A GeoDedrilled b2016, anboring loobtained provided Test boralignmento advancorresponembankmculvert inmaterial. Represenprocedur(SPT) utboring wto advanSPT Resoccurren Due to achad to beinch O.Dwas 18-in Bedrock

Excludinsurficial culvert re

ficial materiaand, silt, and

ed as green, f

esign represy New Eng

nd April 9, 2ogs are inclu

by taping d by HWL.

rings were nt. Solid stence the borend to depths

ment (El. 43nvert at the

ntative soil res in genertilizes a stan

with a 140-poce the sampsistance Valce and provi

ccess restrice used. As aD. split-barrenches rather

was not enc

ng the presegeologic m

eplacement,

al in this locd clay that isfine grained

4.0 S

entative obsland Boring

2017. Exploruded in Appfrom existi

drilled to em auger, hoeholes to els ranging fro3). The borie railroad ce

samples in al accordan

ndard 2-inchound hammeler the middlue (N). Thide an indica

ctions at Bora result non-sel sampler athan 30-inch

countered du

5.0

ence of Fillmapping. Th

as inferred f

cale is mapps intermixed greenstone.

SUBSURFA

served and log Contractorration locatiendix 2. Thng site feat

explore subollow-stem alevations raom approximngs were te

enterline. T

Borings B-ce with AS

h O.D. split-er falling a ddle 12-inchehe blows aration of the r

ring B-3, a trstandard SPTand a 140-pohes.

uring subsurf

0 SUBSURF

l, the explohe generalizfrom the bor

St

ed as glaciawith cobble

ACE EXPLO

ogged threers of CT, Inons are depihe locations tures and in

bsurface conauger and drianging frommately 26.5 erminated apTest borings

1 and B-2 TM D-1586barrel samp

distance of 3s of a normre indicatedrelative cons

ripod-mountT testing waound hamm

face explorat

FACE CON

orations werzed subsurfaring data, is s

Netate Project

al till, consises and bould

ORATIONS

test boringsnc. on Septeicted on Figand elevati

nterpolation

nditions in ive and wash

m approximafeet to 31 f

pproximatelywere termi

were obtain6. The splipler that is d0 inches. Th

mal 24-inch pd on the bosistency of th

ted drill rig as performed

mer were use

tions.

NDITIONS

re generallyace profile isummarized


O

sting of a vaders. The un

S

(B-1 througember 21, 20gure 2 (Appons of the efrom topog

the vicinityh drilling meately El. 16feet below thy 11.5 to 1inated in na

ned by splitit-spoon samdriven into thhe number o

penetration ioring logs ahe material.

(with a low d in this borined; however

y consistentin the area

d as follows:


Page N

ariable mixtunderlying bed

gh B-3) that 016, Octobeendix 1) and

explorationsgraphic map

y of the cuethods were

6.5 to 12, whe top of th6 feet belowatural, glacia

t barrel sammpling procehe bottom oof blows reqs recorded a

at their dep

height of pung. A standathe hamme

t with publof the prop


ure of drock

were er 18, d test were

pping

ulvert e used which he rail w the al till

mpling edure of the quired as the th of

ulley) ard 2-er fall

lished posed

R O G

Figure 3,the propoStratificabetween The follo 5.1 RAIL The thicklocations

5 AB

5

Mthbrm

5.2 ORG Organic generallyof fine to 5.3 GLAC Glacial Tborings. coarse sa

Railroad Fill/Organic ClayGlacial Till –

, Profile A-Aosed culvert.ation lines onmaterial typ

owing presen

LROAD FILL

kness, charas.

.1.1 Ballast

ApproximateBoring B-2, a

.1.2 Miscella

Miscellaneouhe Ballast. Trown fine to

minus (0 to 5

ANIC CLAY

Clayey Silty consisted oo coarse sand

CIAL TILL

Till was enc This mater

and with vary

/Fill – 5 to 1yey Silt – 1 to– 10+ feet thi

A’, (Append. The profilen the logs an

pes.

nts a summar

L/FILL

acter, and c

ly twelve inand generally

aneous Fill

us Fill was enThe Miscello coarse san%) amounts

YEY SILT

t encountereof stiff to ved (10 to 50%

countered berial generallyying amount

5 feet thick (o 1.5 feet thiick

dix 1) depicte includes mnd profiles ar

ry descriptio

consistency o

nches of Raiy consisted o

ncountered ilaneous Fill nd with vary of wood fra

ed below thery stiff, dark

%) and gravel

elow the My consisted ots of fine to c

St

(to about El.ick (to about

ts a generalimaterial types

re interpretiv

on of the maj

of the Railr

ilroad Ballasof fine to coa

in Borings Bgenerally co

ying amountagments was

he Miscellank brown, Orl (0 to 20%)

Miscellaneousof medium coarse grave

Netate Project

. 28 to 27.5)t El. 29.5 to

ized subsurfs, groundwatve and repre

ajor strata en

road Fill wi

st was encoarse gravel.

B-1 at grounonsisted of vts of gravel s encountere

neous Fill inrganic Claye.

s Fill or thedense to verel (5 to 50%)


O

; over 26.5)

face profile ter levels, anesent approx

countered.

ill vary betw

untered belo

nd surface anvery loose toand silt (0

ed in B-1.

n all boringey Silt with

e Organic Cry dense, gr) and silt (5


Page N

in the vicinind SPT N-va

ximate bound

ween explor

ow track lev

nd B-2 just bo medium dto 35%). T

gs. This mavarying am

Clayey Silt iray-brown fito 35%).


ity of alues. daries

ration

vel in

below dense, Trace

aterial ounts

in all ine to

5.4 GRO Groundwand B-3 31.0. Grand inclu The streainlet and Our grouindicativfactors, tdifferent

Soils labin the baccordanof the GAppendix

7.1 EXIS The exisoutlet inculvert bwith the 7.2 JACK Based onfollowingpit reacti Miscellan

UNDWATE

water was en(near both

roundwater uded on the l

am level waEl.28 at the

undwater mee of the truetemperaturefrom the tim

oratory testiborings. Tence with AST

Glacial Till sx 3.

7.0 GE

STING COND

ting stone mvert elevatio

bears on soilexisting one

KING AND R

n the resultsg geotechnicon:

neous Fill Phi (aSatura

ER AND SUR

ncountered aends of thelevels meas

logs (Append

as surveyed location of

easurementse yearly grou, precipitati

me of the exp

6.0 S

ing consistedested sampleTM D422. amples rang

OTECHNI

DITIONS

masonry culvon of appro. The new c

e.

RECEIVING

s of the subscal paramete

angle of interated unit wei

RFACE WA

at depths of 0culvert). T

ured duringdix 2).

at approximthe proposed

s took placeundwater reon, construcploration pro

SOILS LAB

d of four graes were froFines conten

ged from 9

CAL ENGI

vert has an oximately 29culvert is suf

G PITS

surface explers for design

rnal friction)ight (γsat) = 1

St

ATER

0 to 4 feet bhese corresp

g exploration

mately El. 30d culvert out

over a relaegime. Grounction activitogram.

BORATORY

adation testsom the Glacnt (percentagto 34%. La

INEERING

inlet invert 9.6. Based officiently dis

lorations andn of the jack

) = 31 degree120 pounds p

Netate Project

below the grpond to appns are shown

0 in the locatlet.

atively shortndwater levety and othe

Y TESTING

s on represencial Till strge by weighaboratory te

G RECOMM

elevation ofon the borinstant that it i

d laboratoryking/receivin

es per cubic fo


O

round surfacproximate Eln on Figure

ation of the

t period of tels will vary

er conditions

G

ntative soil sratum. Theyht passing thesting results

MENDATIO

f approximang data we is not anticip

y testing, weng pit suppor

oot (pcf)


Page N

ce at Boringslevations 283 (Appendi

proposed cu

time and ary due to seas which ma

samples retry were testehe No. 200 ss are includ

ONS

ately 30.9 anassume tha

pated to inte

e recommenrt and the jac


s B-1 8.5 to ix 1),

ulvert

re not asonal ay be

ieved ed in sieve) ded in

nd an at the erfere

nd the cking

Organic C

Glacial T

Groundw The gene North Jac

F O G

Center of

F O G

South Jac

O G

MoistEffectCoeffCoeff

Clayey Silt Phi (aSaturaMoistEffectCoeffCoeff

Till Phi (aSaturaMoistEffectCoeffCoeff

water DesigDesig

eral stratigrap

cking pit: ill: ground s

Organic ClayGlacial Till: E

f Railroad Eill: ground s

Organic ClayGlacial Till: E

cking Pit: Organic ClayGlacial Till: E

t unit weighttive unit weificient of Actficient of Pas

angle of interated unit weit unit weighttive unit weificient of Actficient of Pas

angle of interated unit weit unit weighttive unit weificient of Actficient of Pas

gn Groundwagn Groundwa

phy varies b

surface to Elyey Silt: El. 2El. 25 to 12

mbankmentsurface to Elyey Silt: El. 2El. 26.5 to 16

yey Silt: GrouEl. 30 to 16

t (γm) = 116 pight (γ') for stive Earth Prssive Earth P

rnal friction)ight (γsat) = 1t (γm) = 114 pight (γ') for stive Earth Prssive Earth P

rnal friction)ight (γsat) = 1t (γm) = 132 pight (γ') for stive Earth Prssive Earth P

ater level Noater level So

by location an

. 27 27 to 25

: . 28 28 to 26.5 6.5

und Surface

St

pcf saturated soiressure (Ka) Pressure (Kp)

) = 30 degree118 pounds ppcf saturated soiressure (Ka) Pressure (Kp)

) = 38 degree140 pounds ppcf saturated soiressure (Ka) Pressure (Kp)

orth of Embauth of Emba

nd can be ap

to El. 30

Netate Project

il = 57.6 pcf= 0.32 ) = 3.26 (jac

es per cubic fo

il = 55.6 pcf= 0.34 ) = 3.04 (jac

es per cubic fo

il = 77.6 pcf= 0.24 ) = 4.23 (jac

ankment = Eankment = E

pproximated


O

f

cking pit reac

oot (pcf)

f

cking pit reac

oot (pcf)

f

cking pit reac

El. 30 El. 28

d as follows:


Page N

ction only)

ction only)

ction only)


7.3 GEOT Because designed

We recom

Gene

U U B

Beari

Slidin

C C C C S

Eow

Cu

7.4 BEAR We recoglacial tifrom the

TECHNICA

endwalls wd, rather stand

Bottom ofBottom ofFooting b

mmend the f

eral:

Unit weight oUnit weight oBackfill Angl

ing and Settl

Nominal (Bearing RPredicted

ng/Overturn

Coefficient ofCoefficient ofCoefficient ofCoefficient of

liding Resis

Earth pressurf soil depth o

with AREMA

Computation sing the abo

RING STRA

mmend thatill soil. The e foundation

AL STATIC D

ill be locatedard CTDOT

f footing emf footing is b

bears on com

following sta

of backfill abof backfill bele of Interna

lement:

(Ultimate) BResistance Fa

Settlement

ing:

f Friction fof Friction fof At-Rest Eaf Active Eartance Factor

re calculationor 250 psf, i

A

of lateral fove recomme

ATA

t footings boverlying m

n area prior

DESIGN PA

ed outside thT endwalls w

mbedded 2.5 below water

mpacted granu

atic design p

bove the watelow the wat

al Friction (φ

Bearing Resiactor (φb) = of the headw

r Sliding = 0r Soil agains

arth Pressurerth Pressure, r (φτ) = 0.9 -

0.8 -ns should asn addition to

orces should ended param

ear on granmiscellaneour to placem

St

ARAMETER

he railroad liwill be used.

feet below gtable; ular fill.

parameters:

ter table of 1ter table of 6φ’) = 34°

stance (Natu0.45

walls is estim

0.55 (AASHst Wall (tan e (Ko) = 0.45

(Ka) = 0.28 Pre-cast Co- Cast-in-plasume a surfao surcharge l

be based onmeters.

nular fill or us fill and o

ment of fill.

Netate Project

RS

ive load infl. We expect

ground surfa

128 pcf 65.6 pcf

ural Soils) =

mated to less

HTO LRFD Tdelta) = 0.40

5

oncrete ace Concreteace surchargloading (e.g

n AASHTO

compacted organic clay Standard e


O

fluence limitt that for end

ace;

2 Tons per

s than one in

Table 3.11.50

e ge of a minim., Cooper E8

Section 3.11

granular filyey silt shouendwall foo


Page N

t they will ndwalls:

square foot

ch.

.3-1)

mum of 24 in80) in accord

1, Earth Pres

ll over the duld be excavotings shoul


not be

nches dance

ssure,

dense vated ld be

embeddestandard 7.5 SEISM By inspethe site sand the recomme

8.1 REUS ExcavateStructure 8.2 GRAN Culvert M.02.01,of Granu 8.3 COM

In cases recommefootings,from the 8.4 PERV Pervious Pervious walls. Tslope of

9.1 SUBG Subgradesix inche

ed 2.5 feet bdetails.

MIC DESIG

ection, the sasoils as AREsoil types o

end a Seismi

8.0

SE OF ON-S

ed materials e Backfill du

NULAR FIL

Bedding sh, in cases wh

ular Fill per C

MPACTED G

where fill isend use of C the limits ooutside edge

VIOUS STRU

Structure BStructure B

The limits of 1.5H:1V (Ho

GRADE PRE

e preparationes of excava

below grade

GN

aturated site EMA Type 1overlying roic Site Coeff

MATERIA

SITE MATE

are not antue to its eleva

LL

all consist here its thickConnDOT S

GRANULAR

s required bCompacted of the fill shes of the foo

UCTURE B

Backfill shalBackfill shouf backfill shoorizontal:Ve

9.0 CONS

EPARATION

n should be ation should

in accordan

soils are no1, "stiff soil ock are stabficient of 1.0

AL AND CO

ERIAL

ticipated to ated fines co

of Granularkness is less tandard Form

R FILL

elow foundaGranular Fihould extendotings.

ACKFILL

ll consist ofuld be usedould extend ertical) to the

STRUCTIO

N

conducted ibe made wi

St

nce with Co

ot prone to liconditions w

ble deposits 0 for design.

OMPACTIO

be suitable ontent (amou

r Fill per Cthan two feem 817, Secti

ation level tll. When pld laterally o

f ConnDOTd to backfill

upwards froe intersection

ON RECOM

n such a waith a smooth

Netate Project

onnecticut D

iquefaction. where the so

of sands, g

ON REQUIR

for re-use aunt passing N

ConnDOT Set. Compaction M.02.02

to a thickneslacing Compoutside a lin

T Standard Fl the ends oom the botton of unexcav

MMENDAT

ay as to minih-edged blad


O

Department o

We recomoil depth is lgravels or s

REMENTS

as Granular No. 200 siev

Standard Foted Granular

2.

ss of more tpacted Granne drawn do

Form 817, Sof the culverom of the cuvated, undist

TIONS

imize disturde, attached


Page N

of Transport

mmend classiless than 200stiff clays".

Fill or Pervve).

rm 817, Ser Fill shall co

than two feenular Fill beown 1H:1V

Section M.0rt and assoc

ulvert or heeturbed mater

rbance. Thed to the buck


tation

ifying 0 feet We

vious

ection onsist

et, we neath away

02.05. ciated el at a rials.

final ket of

the excavsubgrade Construcbase of fDisturbedGranular 9.2 TEM Surface wcontrol ddiversionoccur in filter mat Notwithsmethods should bAssociatisettlemenstructure 9.3 PROT The exisconstruct 9.4 TEM The Fill maximumdepth of stockpileGiven the If excavexcavatiocontactor

vator or, altee is essentiall

ction operatifooting excad subgradesr Fill.

PORARY G

water and gduring consn barriers an

the dry. Mterial to min

standing, thebest suited

be developeion (AREMnts greater s.

TECTION O

sting railroation.

PORARY E

and naturam one vertic

20 feet. Thes, constructe shallow gr

vations cannon support sr and design

ernatively, hly undisturbe

ons should avations shos soils shou

GROUNDWA

groundwater struction. Wnd routing e

Methods to cimize loss o

e contractor to control wed to meet

MA) construthan permis

OF EXISTIN

ad embankm

EXCAVATIO

al site soils al to one and

hese maximuion equipmeroundwater,

not be slopesystem will ed by a Prof

hand-shovel ted.

be planned ould be free uld be over-

ATER CONT

in the areaWater inflow

existing flowcontrol grouf fines, shee

should reviewater during t American

uction requissible value

G EMBANK

ment must b

ONS

are classifid a half horium slope anent, etc.) at this cut geom

ed up in acbe required.

fessional Eng

St

to remove th

to mitigate of water an

-excavated t

TROL

a of the culvs will need

w into the endwater ma

eting, trenche

ew the plans construction

n Railway irements; anes are perm

KMENT

be protected

ed as OSHAzontal (1V:1

nd excavationthe top of thmetry will on

ccordance w. The systemgineer regist

Netate Project

he loose, dis

disturbancend loose soito firm stab

vert will imd to be temexisting culvay include sues, and deep

and boringsn. The contEngineeringnd insure t

mitted to imp

d by the co

A Class “C1.5H) slope n depths ass

the excavationly apply ab

with OSHA m should betered in the S


O

sturbed mate

e to the finails prior to pble ground

mpact tempormporarily covert to allowumps fitted well points

s and interprtractor’s meg and Mainthat no dew

mpact existin

ntractor at

C” soil and up to a maxsume no surons or grounbove the grou

requiremene chosen andState of Con


Page N

erial such tha

al subgrade. placing concand replace

rary groundwontrolled usiw constructio

with non-w.

ret the meaneans and metntenance-of-watering-ind

ng rail lines

all times d

can be cutimum excavrcharge loadndwater seeundwater lev

nts, a tempd installed bnnecticut.


at the

The crete. ed by

water ing a on to

woven

ns and thods

f-Way duced s and

during

t at a vation d (i.e. page. vels.

porary by the

9.5 ABAN Once theexisting c 9.6 DEFO Deformamovemenstart of ptwice permonth af The DMPtwin-pipea distanc

This repo

NDONNING

e new culverculvert with

ORMTION M

ation monitonts. DMP’sipe jacking. r shift durinfter end of ja

Ps should bee alignment,e of 30 feet

ort is subject

G EXISTING

rt has been pcementitiou

MONITORIN

oring pointss should be After three

ng jacking, aacking or unt

e installed on and at 10-fo(total of 7 D

t to the Limi

G CULVERT

put into servus grout.

NG POINTS

s (DMPs) sinstalled prbaseline rea

and then onctil end of con

n Track 1, 2foot intervalsDMPs at each

10.0 LI

itations in Ap

St

T

vice, we reco

S and MONI

should be irior to start adings have bce a day fornstruction.

2 3 and 4, ons in both direh track, or 28

IMITATIO

ppendix 4.

Netate Project

ommend gro

ITORING

installed to of jacking/r

been obtainer two weeks

n the ties at tections exten8 total).

ONS


O

outing the en

allow monreceiving pited, the DMPs, and finally

the approximnding away


Page N

ntire length o

nitoring of t installation

P’s should bey weekly fo

mate center ofrom the pip

ulvert P 65.6 d, CT 2017

No. 10

of the

track n and e read r one

of the pes to

Appendix 1

Figures

Geotechnical | Construction | EnvironmentalEngineers and Scientists

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

Appendix 2

Boring Logs

MiscellaneousFill

OrganicClayey Silt

Glacial Till

6 12 15 14

8 13 50/4"

28 14 13 15

17 78 50/6"

60 50/6"

65 50/1"

50/1"

24

16

24

18

12

7

1

6

5

6

14

6

7

0

S-1

S-2

S-3

S-4

S-5

S-6

S-7

Medium dense, black-brown fine to coarse SANDand fine to coarse GRAVEL, little Silt, trace Asphalt,trace Organic FibersVery dense, brown fine to coarse SAND, some Silt,some fine to coarse Gravel, trace Asphalt, traceOrganic Fibers

Very stiff, dark brown fine to coarse Organic ClayeySILT and fine to coarse SAND, little fine Gravel

Very dense, gray-brown fine to medium SAND,some coarse to fine Gravel, some Silt

Very dense, gray-brown fine to medium SAND,some Silt, some coarse Gravel

Very dense, gray-brown fine to coarse GRAVEL andfine to coarse SAND, little Silt

Very dense, no recovery

END OF BORING 20.5ft

No. ofCore Runs: 0

RQ

D %

Casing Size/Type: SSA-4" OD

Total Penetration in

Hole No.: B-1

Sheet1 of 1

No. ofSoil Samples: 7

Fall: N/Ain.

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

Groundwater Observations: @4' after .5 hours

Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

0

5

10

15

20

25

30

SAMPLES

Inspector: Vincent McClelland

Finish Date: 9-21-16

Connecticut DOT Boring Report

Blows onSampler

per 6 inches

Core Barrel Type: None

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%

SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

30

25

20

15

10

5

Earth: 20.5ft

Stat./Offset: MP 65.6

Sam

ple

Typ

e/N

o.

Project No.: 301-175 (Geo: 0331-020.00)

Town: Milford, Connecticut

NOTES: 1.) Inferred boulders/ cobbles from 3.3' to 5.2' based on drill rod chatter and drillingdifficulty. 2.) Auger refusal at 5.2', hole offset 1' north, augered to 5' for Sample 3. 3.) AfterSample 5, switched to H.S.A. 3.25-inch I.D. casing. 4.) Auger refusal at 15.6' on inferredboulder. H.S.A. 3.25-inch I.D. casing replaced with 4-inch I.D. F.J. Casing, 300 lb hammer,30" hammer fall. 5.) Inferred boulders/cobbles from 15.6' to 16' and 19' to 20.5' based on drillrod chatter and drilling difficulty. Rollerbit minutes/foot were 4 minutes from 19' to 20' and 2minutes from 20' to 20.5'.

Project Description: Replacement of Culvert at MP 65.6 New Haven Mainline

Northing: 645970.61

Easting: 926004.71

Engineer: GeoDesign, Inc.

Start Date: 9-21-16

Material Descriptionand Notes

Bridge No.:

Route No.:

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

Driller: Orrin Cone

Surface Elevation: 32.3

MiscellaneousFill

OrganicClayey SiltGlacial Till

8 6 9 17

11 10 3 4

11 3 2 2

1 0 1 2

6 6 7 12

16 18 20 21

50/1"

25 50/0"

24

24

24

24

24

24

1

6

14

6

6

12

1

10

0

6

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

Medium dense, brown fine to coarse SAND,little fine to coarse Gravel, little Silt

Medium dense, brown fine to coarse SAND,little fine to coarse Gravel, trace Silt

Loose, brown fine to medium SAND, littlecoarse Gravel, trace Silt

Very loose, brown fine to coarse SAND,some Silt, trace fine Gravel

Stiff, gray-black Organic SILT and CLAY, littlecoarse Sand

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

Very dense, no recovery

Very dense, gray-brown fine to coarse SANDand fine to coarse GRAVEL, trace Silt


12

16

14

No. ofCore Runs: 0

RQ

D %

Casing Size/Type: FJ-3" ID


Hole No.: B-2

Sheet1 of 1


Fall: 30in.


Groundwater Observations: @None

Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

0

5

10

15

20

25

30

SAMPLES


Finish Date: 4-9-17


Blows onSampler

per 6 inches


Rock: 0ft



SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

40

35

30

25

20

15

Earth: 26.5ft


Sam

ple

Typ

e/N

o.

Project No.: 301-175 (Geo: 0331-020.00)


NOTES: 1.) Borehole started using hand using shovels from 0' to 3'. Railroad ballastobserved from 0 to 1 foot depth. 2.) No significant changes in drill water color observed from12' to 15'. 3.) Open hole drilling methods used below 15'. 4.) Inferred cobbles/ bouldersintermittently from 22' to 26.5' based on drill rod chatter and drilling difficulty. 5.) Boreholebackfilled with portland cement grout. 6.) No groundwater observations were made due touse of water to advance boring and limited time available on track.


Northing: 645900.18

Easting: 926024.35


Start Date: 4-9-17


Bridge No.:

Route No.:

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

Driller: Bradley Enos

Cas

ing

Blo

ws

per

12"

Surface Elevation: 43

Organic Silt

Glacial Till1 2 20 10

4 17 26 38

100/4"

100/2"

24

24

4

2

13

6

3

1

S-1

S-2

S-3

S-4

Top 10": Stiff, dark brown ORGANIC SILT, little fineSand, trace Organic FibersBottom 3": Medium dense, gray fine to coarse SANDand SILT, trace fine Gravel

Medium dense, gray-brown fine to coarse SAND,some fine to coarse Gravel, some Silt

Very dense, gray-brown fine to coarse SAND andfine GRAVEL, trace Silt

Very dense, light brown fine to medium SAND,some fine to coarse Gravel, some Silt


No. ofCore Runs: 0

RQ

D %

Casing Size/Type: FJ-3" ID


Hole No.: B-3

Sheet1 of 1


Fall: 18in.


Groundwater Observations: @0 after 0 hours

Gen

eral

ized

Str

ata

Des

crip

tion

Dep

th (

ft)

0

5

10

15

20

25

30

SAMPLES


Finish Date: 10-19-16


Blows onSampler

per 6 inches


Rock: 0ft



SM-001-M REV. 1/02

Pen

. (in

.)

Rec

. (in

.)

Ele

vatio

n (f

t)

30

25

20

15

10

5

Earth: 15.2ft


Sam

ple

Typ

e/N

o.

Project No.: 301-175 (Geo: 0331-020.00)


NOTES: 1.) Drilling performed using a tripod mounted rig and chop and flush methods.2.) Robert Marshall of GeoDesign, Inc. served as inspector on 10-19-16 from a depth ofapproximately 12' to end of boring. 3.) Open hole attempted below 15' with very difficultadvance of chopping bit, with 4" progess in approximately 0.75 hours. 4.) Standard SPTcould not be performed with tripod mounted rig due to low height of pulley, Hammer Fall =18".


Northing: 645871.33

Easting: 926079.29


Start Date: 10-18-16


Bridge No.:

Route No.:

Fall: 18 in.Hammer Wt.: 140 lb. Hammer Wt.: 140 lb.

Driller: Orrin Cone

Surface Elevation: 31

Appendix 3

Laboratory Testing Results

GRAVEL SAND

COBBLES SILT OR CLAYCOARSE FINE COARSE MEDIUM FINE

GRADATION TESTCulvert at MP 65.6; Milford, CT BURMISTER SOIL CLASSIFICATION SYSTEM

TEST NO. MATERIAL SOURCE DESCRIPTION

BORING NO. B-3SAMPLE NO. S-2DEPTH 5-7' 1 of 4 Jar sample Fine to coarse SAND, some fine to coarse Gravel, some (24%) SiltTECH. RJM 13.1% moisture contentREVIEWER ULFDATE 12/19/16FILE NO. 331-020.00

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.1110100

PER

CEN

T FI

NER

BY

WEI

GHT

GRAIN SIZE IN MILLIMETERS

U.S. STANDARD SIEVE SIZE1 1/2" No. 200No. 100No.60No.403" No. 10No. 41/2" 3/4" 1" 2"

GRAVEL SAND




BORING NO. B-3SAMPLE NO. S-3DEPTH 9-9.3' 2 of 4 Jar sample Fine to coarse SAND and fine GRAVEL, trace (9%) SiltTECH. RJM 12.7 % moisture contentREVIEWER ULFDATE 12/19/16FILE NO. 331-020.00

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.1110100

PER

CEN

T FI

NER

BY

WEI

GHT



GRAVEL SAND




BORING NO. B-1SAMPLE NO. S-4DEPTH 7-8.5' 3 of 4 Jar sample Fine to medium SAND, some coarse to fine Gravel, some (24%) SiltTECH. RJM 13.8 % moisture contentREVIEWER ULFDATE 02/03/17FILE NO. 331-020.00

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.1110100

PER

CEN

T FI

NER

BY

WEI

GHT



GRAVEL SAND




BORING NO. B-1SAMPLE NO. S-5DEPTH 10-11.0' 4 of 4 Jar sample Fine to medium SAND, some (34%) Silt, some coarse Gravel TECH. RJM 13.6 % moisture contentREVIEWER ULFDATE 02/03/17FILE NO. 331-020.00

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.1110100

PER

CEN

T FI

NER

BY

WEI

GHT



Appendix 4

Limitations

Explorati 1. T

obbap

2. T

codtr

3. W

threnotom

Review 4. In

plcovtospin

Use of Re 5. T

foSsefo

6. T

dcoco

7. T

prb

ions

The analyses btained frometween theseppear eviden

The generalizonditions. Teveloped byransitions are

Water level rehe samples eviewed and oted that fluco variations

measurements

n the event thlanned, the onsidered vaerified in wro review anpecificationsnterpreted an

eport

This report haor specific atate Project ervices/ contoundation en

This report haesign purposopy of the reonsiderations

The scope of resence of helow, or arou

GE

and recommm widely spae exploration

nt, it will be n

zed soil profiThe boundary interpretate probably m

eadings and mat times andinterpretatio

ctuations in t in rainfals were made

hat any chanconclusions

alid unless thriting by Geond commen in order th

nd implement

as been prepaapplication toNo. 301-175tract and rel

ngineering pr

as been prepases only and eport may ses only, unles

our serviceshazardous or und this site.

EOTECHNI

mendations suaced subsurfans may not necessary to r

ile describedries between tions of wid

more erratic. F

moisture cond under conons have beethe level of thl, temperatu.

nges in the ns and recomhe changes aroDesign, Inc.nt on the fhat earthworkted in the des

ared for the o the Replac5, in Milfordlated documeractices. No

ared for this is not sufficecure it withs otherwise s

did not incltoxic materi

GEOTECH

ICAL LIMI

ubmitted in tace exploratibecome evidreevaluate th

d in the text istrata are a

dely spacedFor specific

nditions havenditions staten made in thhe groundwaure, and ot

nature, designmmendationsre reviewed a. We recommfinalized prok and foundsign and spec

exclusive uscement of Cd, Connecticuents, in accoother warran

specific projient to prepa

h the understspecified in t

ude environmials in the so

HNICAL | COENGI NE

ITATIONS

this report arions. The ndent until cohe recommen

is intended toapproximate d explorationinformation,

e been madeed on the l

he text of thisater and moisther factors

n or locations contained and conclusi

mmend that woject design

dation recomcifications.

se of H.W. LCulvert New ut, as describordance withnty, express o

ject by GeoDare an accuratanding that the report.

mental assesoil, surface w

ONSTRUCT IONEERS and SCI

re based in pnature and exonstruction. ndations of th

o convey treand idealize

ns and sam, refer to the

e in the explologs. Theses report. Hosture conditios occurring

n of the propin this rep

ions of this rwe be providen and relev

mmendations

Lochner and tHaven Mai

bed in GeoDh generally aor implied, is

Design, Inc. ate bid. Contits scope is

ssment or invwater, groun

N | ENVIRONI ENT I STS

part upon thextent of variaIf variationshis report.

ends in subsued and have

mples; actualboring logs.

orations, and e data have owever, it muon may occu

since the

posed structuport shall noreport modified the opportvant construmay be pro

their design inline (MP 6Design’s scoaccepted sois made.

This report tractors wishlimited to d

vestigation fondwater or ai

NMENTAL

e data ations s then

urface been

l soil

from been

ust be ur due

time

ures is ot be ied or tunity uction operly

team, 65.6),

ope of il and

is for hing a design

or the ir, on,

GEOTECHNICAL STRUCTURE REPORT REPLACEM ENT OF … · tandard SPT nd a 140-po es. ring subsurf...

Documents

Transcript of GEOTECHNICAL STRUCTURE REPORT REPLACEM ENT OF … · tandard SPT nd a 140-po es. ring subsurf...