Geotechnical Investigation · project number 212-011, dated March 7, 2012, was reviewed prior to...

826 21 ½ Road | Grand Junction, CO 81505 | TEL 970.263.7800 | FAX 970.263.7456

Geotechnical Investigation

Encana Oil & Gas (USA) Inc Divide Road Produced Water Treatment Facility

OA Project No. 012-0400

Yeh and Associates, Inc. Consulting Engineers & Scientists

5 7 0 0 E a s t E v a n s A v e n u e , D e n v e r , C O 8 0 2 2 2 , ( 3 0 3 ) 7 8 1 - 9 5 9 0 , F a x ( 3 0 3 ) 7 8 1 - 9 5 8 3 1 5 2 5 B l a k e A v e n u e , G l e n w o o d S p r i n g s , C O 8 1 6 0 1 , ( 9 7 0 ) 3 8 4 - 1 5 0 0 , F a x ( 9 7 0 ) 3 8 4 - 1 5 0 1

5 7 0 T u r n e r D r i v e , S u i t e D , D u r a n g o , C O 8 1 3 0 3 , ( 9 7 0 ) 3 8 2 - 9 5 9 0 , F a x ( 9 7 0 ) 3 8 2 - 9 5 8 3

October 9, 2012 Project No. 212-011 Mr. Chris Putnam Encana Oil & Gas (USA) Inc. 2717 County Road 215, Suite 100 Parachute, Colorado 81635 Subject: Addendum Letter, Site Suitability, Divide Road Water Facility, Garfield County,

Colorado Dear Mr. Putnam,

Yeh and Associates had previously conducted a Geotechnical Investigation at the proposed Divide Road Water Facility in Garfield County, Colorado. Our report, under our project number 212-011, dated March 7, 2012, was reviewed prior to the issuance of this letter. The major geotechnical considerations for this site are as follows.

Based on exploratory drilling and proposed grading, cuts in hard to very hard sandstone,

occasionally cemented, may be encountered. We believe the sandstone material can be excavated by conventional construction equipment, but may need to be excavated by means of heavy ripping and/or blasting. Site specific geotechnical recommendations are presented in our previous report.

We believe that there are no geotechnical constraints that would preclude construction

at this site. If our geotechnical recommendations are considered in the design and construction, we believe the site is suitable for the proposed facility. If you have questions or need additional information, please call us at 970-384-1500. Sincerely, YEH AND ASSOCIATES, INC. Reviewed By: Keith E. Asay Richard D. Johnson, P.E. Staff Engineer Project Manager

GEOTECHNICAL INVESTIGATION DIVIDE ROAD WATER FACILITY

GARFIELD COUNTY, COLORADO March 7, 2012

Prepared For:

Mr. Kevin McDowell Encana Oil & Gas (USA), Inc. 370 17th Street, Suite 1700 Denver, CO 80202

Prepared By: Yeh and Associates, Inc. 1525 Blake Avenue Glenwood Springs, CO 81601 Phone (970) 384-1500 Fax (970) 384-1501 Project No. 212-011

Divide

1.0

2.0

3.0

4.0

5.0

6.0

FigurFigurFigurFigurFigurFigurLabo

Road Water Fac

PROJECT

1.1 Pu

1.2 Pr

1.3 Si

1.4 Si

SITE INV

2.1 Su

2.2 Su2.2.1

2.3 Si

FOUNDA

3.1 Pu

3.2 Tr

SEISMIC

CONCRE

LIMITATI

re 1 – Approre 2 – Approre 3 – Treatmre 4 – Storagre 5 – Drill Lores 6 and 7 –ratory Test R

cility

T INFORMA

urpose and S

roposed Con

te Condition

te Geology .

VESTIGATIO

ubsurface In

ubsurface CGroundwate

te Grading ..

ATION RECO

ump House

reatment Are

CONSIDER

ETE AND CO

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

ximate Site ximate Test

ment Area Dge Tank Areog legend – Sieve AnaResults and

TABLE

ATION .........

Scope .........

nstruction ....

ns ................

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

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

nvestigation .

onditions ....er ................

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

OMMENDAT

Foundation .

ea and Stora

RATIONS ....

ORROSIVITY

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

LIST

Location t Hole Locati

Drill Logs a Drill Logs

lysis Test RSummary T

i

OF CONTE

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TIONS ........

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age Tank Fo

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Y ................

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OF FIGURE

ions

esults Table

NTS

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oundations ..

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No. 212-011

1

1

1

2

2

2

2

3 4

4

5

5

6

6

7

7

Divide Road

1.0 P1.1 P

This repo

Facility in

provide f

surface d

The site

investiga

and Asso

personne

engineer

investiga

the propo

laborator

1.2 PFrom site

include n

storage o

structure

duplex pu

recovery

coagulan

room. W

5 feet or

the easte

between

pad area

of a berm

between

d Water Facility

PROJECT INPurpose andort presents

n northern G

foundation d

drainage.

investigation

ate subsurfac

ociates. Sam

el and repres

ring characte

ation, the res

osed constru

ry testing.

Proposed Coe plans date

new pads (up

of waste wat

es that includ

ump houses

units, gene

nt mix tanks,

We believe th

less are pla

ern edge to a

3H:1V and

a will consist

m and 5-foot

3 and 18 fe

NFORMATIOd Scope the results o

Garfield Coun

esign recom

n consisted o

ce condition

mples obtain

sentative sa

eristics of ma

sults of our a

uction, site r

onstructiond January 2

pper and low

ter associate

de but are no

s, truck off lo

rators, mcc,

flow equaliz

hat the DAF

nned for the

accommoda

4H:1V. A cu

of three sto

high concre

et are plann

ON

of our geotec

nty, Colorad

mmendations

of geologic r

s. Test hole

ned during th

mples were

aterials enco

analyses, an

econnaissan

n 8, 2012, pro

wer) with stru

ed with natu

ot limited to

oad bays, off

polymer sto

zing tanks, h

units and hig

e majority of

ate the acces

ut slope dow

orage tanks,

ete containm

ned for the ta

1

chnical inve

o (Figure 1)

s for propose

reconnaissa

e drilling was

he field explo

subjected to

ountered. T

d our conclu

nce, subsurf

ovided by the

uctures relat

ral gas prod

DAF units, s

f load tanks,

orage, coagu

high pressur

gh pressure

the upper p

ss road and

wn to the low

168 feet in d

ment wall is p

anks and cut

stigation for

. The invest

ed buildings

nce and exp

s observed b

oration were

o laboratory

his report su

usions and re

face investig

e client, prop

ted to the co

uction. The

sludge tanks

fresh water

ulant storage

re pump hou

pump hous

ad. Fills of u

pump house

wer pad is pr

diameter and

planned arou

ts of up to 10

the Divide R

tigation was

, tanks, site

ploratory tes

by a represe

e examined b

testing to de

ummarizes o

ecommenda

gation, and r

posed const

ollection, trea

e upper pad w

s, condensat

r tanks, sepa

e tanks, poly

use and a co

e will be enc

up to 13 fee

e. Fill slope

roposed at 2

d 54 feet tall

und the tank

0 feet are pl

Project No. 2

Road Water

performed t

grading and

t hole drilling

entative of Ye

by the proje

etermine the

our field

ations based

esults of the

ruction will

atment and

will include

te storage ta

arators, vapo

ymer and

ontrol equipm

closed. Cuts

t are planne

s are planne

H:1V. The l

l. A combina

ks. Cuts of

anned for th

212-011

to

d

g to

eh

ct

e

d on

e

anks,

or

ment

s of

ed on

ed

lower

ation

he

Divide Road

pad with

fill. Agai

1.3 SThe prop

Parachut

Basin of

ridges an

undevelo

was near

8286 fee

included

the site w

1.4 SThe Pice

a major g

wide, is o

structura

Hogback

the Doug

Exposed

of light b

Uinta For

of the Uin

2.0 S2.1 S

Eleven te

were drill

were drill

d Water Facility

the exceptio

n, fill slopes

Site Conditioposed Divide

te, Colorado

western Col

nd deep valle

oped with a t

rly level alon

et. Divide Ro

sage, scrub

was snow co

Site Geologyeance Basin

gas producti

oriented nort

ally on the no

k and the Elk

glas Creek A

in the proje

rown and gr

rmation. Th

nta Formatio

SITE INVESTSubsurface est holes we

led in the pro

led in the ge

on of the sou

are planned

ons e Road Wate

o (Figure 1) a

lorado, a ma

eys. The pr

two-track un

ng the southw

oad was loca

b oak and oth

overed with d

y of western C

on area. Th

thwest-south

ortheast by t

k Mountains,

Arch.

ect area was

ray siltstone

he surficial de

on which inc

TIGATION Investigatio

ere drilled on

oposed trea

eneral area o

uth pad edge

d between 3

er Facility wa

and was loca

ajor gas prod

oposed site

nimproved ro

west trend o

ated adjacen

her natural b

drifts up to 3

Colorado is a

he asymmetr

heast, and is

he Axial Upl

, on the sout

Tertiary age

and sandsto

eposits inclu

cluded clay, s

on n February 1

tment area (

of the propos

2

e and corne

H:1V and 4H

as approxim

ated on the

duction area

was located

oad along the

of the ridge w

nt to the nort

brush and gr

3 feet deep.

a complex o

rical, arc-sha

s deepest on

lift, on the ea

th by the Un

e sedimenta

one and slop

uded alluvium

silt, sand an

4 and 15, 20

(upper pad)

sed water st

rs, which wi

H:1V.

ately 21 roa

Roan Platea

a made up of

d on a south

e top of the

with elevatio

th end of the

rasses. At th

of numerous

aped basin i

n the east ed

ast by the W

ncompahgre

ary rocks inc

pes of siltsto

m and residu

d gravel.

012. Test ho

and test hol

torage tanks

ll require up

ad miles nort

au in the nor

f high platea

west trendin

ridge. The e

ons ranging f

e site. Existi

he time of ou

anticlines a

s 100 miles

dge. It is bo

White River U

Uplift and o

luding the sl

one and clay

uum of the e

oles TH-1 th

les TH-7 thro

s (lower pad)

Project No. 2

to 14.5 feet

th and west o

rthern Picea

aus, mesas,

ng ridge and

existing grad

from 8261 to

ing vegetatio

ur investigat

and synclines

long by 50 m

ounded

Uplift/Grand

n the west b

lopes and le

ystone of the

erosional sur

hrough TH-6

ough TH-11

). Yeh and

212-011

t of

of

nce

was

de

o

on

tion,

s and

miles

by

edges

e

rface

6

Divide Road

Associate

Location

were drill

The loca

CME 55

pre-deter

blow cou

hole logs

To perfor

sampler w

standard

hammer

inches or

an index

are prese

2.2 SSubsurfa

weathere

topsoil an

Hard to v

and 5 fee

to be pen

One sand

the No. 2

One wea

was non-

sample.

report. T

d Water Facility

es chose tes

accuracy is

led at least 5

tions of the t

rubber track

rmined dept

unts and obta

s presented

rm the modif

was seated

hammer we

(ASTM D15

r a fraction t

of the consi

ented on Fig

Subsurface Cace condition

ed to compa

nd natural si

very hard sa

et from exist

netrated with

dstone bedr

200 sieve). A

athered bedr

-liquid and n

Results are

The silty san

st hole locat

only within

5 feet below

test holes ar

k rig and test

hs where a m

ain samples

on Figures 3

fied Californ

at the bottom

eighing 140

586). The nu

hereof, cons

istency or re

gures 3 throu

Conditions ns generally

ratively unw

ilty sand soil

ndstone bed

ing grades.

h a 4-inch au

rock sample

Atterberg lim

rock sample

non-plastic.

e reported un

d classified

ions and use

the limits of

w proposed e

re presented

t holes were

modified Ca

. Bulk samp

3 and 4.

nia penetratio

m of the test

pounds and

umber of blo

stitutes the N

elative densit

ugh 5.

consisted o

weathered sa

ls was difficu

drock was en

The sandst

uger.

(test hole T

mit testing ind

(test hole T

Additionally

nder the foun

as an SM ac

3

ed a hand h

the method

elevations at

d in Figure 2

e advanced u

alifornia or sp

ples were als

on resistanc

t hole, then

falling a dis

ows (Blow Co

N-value. The

ty of the mat

of topsoil ove

andstone bed

ult and there

ncountered

tone bedrock

H-6 at 2 fee

dicated the s

H-9 at 2 fee

, a water sol

ndation conc

ccording to t

eld GPS uni

s/instrument

the test hole

2. All test ho

using 4-inch

plit-spoon sa

so obtained

ce tests, a 2.

driven up to

stance of 30

ount) require

e N-value, w

terial tested

er about 1- fo

drock. Diffe

efore, topsoi

in all test ho

k was occas

t) had 12 pe

sample was

t) tested ind

luble sulfate

crete and co

the Unified S

it to field loc

t used. Test

e location.

oles were ad

continuous

ampler was u

at depths in

0-inch inside

12 inches w

inches utiliz

ed to drive th

hen properly

. Test hole

oot of silty sa

erentiation be

l depths wer

oles at depth

sionally ceme

ercent fines (

non-liquid a

icated 37 pe

e was also pe

orrosion sect

Soil Classific

Project No. 2

ate test hole

t hole depth

vanced usin

flight auger

used to reco

ndicated on t

e diameter

with blows of

zing a “cat he

he sampler 1

y evaluated,

logs and leg

and underla

etween the

re approxima

hs of betwee

ented, but a

(material pas

and non-plas

ercent fines

erformed on

tion of this

cation Syste

212-011

es.

s

ng a

to

ord

test

f a

ead”

12

is

gend

in by

ated.

n 1

ble

ssing

stic.

and

this

m

Divide Road

(USCS).

Results.

2

Groundw

drilling an

magnitud

duration

drainage

2.3 SCuts of u

Based on

conventio

(occasion

We belie

for the so

The on-s

of organi

be stripp

Fill shoul

moisture

95 perce

compact

engineer

We belie

differenti

estimate

moveme

Total and

d Water Facility

Results of t

.2.1 Groun

water was no

nd sampling

de of the var

and intensity

e characteris

Site Gradingup to 18 feet

n drilling and

onal constru

nally cemen

eve that prop

oil conditions

site (cut) soil

c material, d

ed of vegeta

ld be placed

conditioned

ent of maxim

ion of fill sho

r.

eve that 3 to

al settlemen

differential s

nt), provided

d differential

the laborato

ndwater

ot encounter

g. Variations

riation will be

y of precipita

tics of the su

g and fills of u

d our observ

uction equipm

ted) may ne

posed fill slop

s at the site.

s can be use

debris and p

ation, organi

in thin, loos

d to within 2

um standard

ould be obse

13 feet of fil

nt of the pum

settlements

d the fill is pl

movements

ry testing ar

red during dr

s in groundw

e largely dep

ation, site gr

urrounding a

up to 14.5 fe

vations, we b

ment; howev

eed to be exc

pes of 3H:1V

ed in site gra

particles are

c soils and d

se lifts of 8 in

percent of o

d Proctor dry

erved and te

l (northwest

mp house. F

on the orde

laced in gen

s cannot be

4

re summariz

rilling and te

water conditio

pendent upo

rading chang

area.

eet are plann

believe that m

ver, hard to v

cavated by m

V to 4H:1V a

ading fills pr

no larger tha

debris. Tops

nches thick o

optimum moi

y density (AS

ested by a re

t to southeas

For a differen

r of 1 to 2 in

neral conform

totally elimin

zed in the Su

st holes wer

ons may occ

on the amoun

ges, and the

ned for the p

material can

very hard sa

means of he

and cut slope

rovided the m

an 6 inches.

soil is not re

or less. We

isture conten

STM D 698)

epresentative

st building co

ntial fill depth

ches (or abo

mance with t

nated. Move

ummary of L

re backfilled

cur seasona

nt of spring s

e surface and

proposed con

n be excavat

andstone bed

eavy ripping

es of 2H:1V

material is su

Areas to re

ecommended

recommend

nt and comp

). Placemen

e of the geot

orners) woul

h of 10 feet,

out 2 to 3 inc

the recomme

ement tolera

Project No. 2

aboratory Te

at completio

lly. The

snowmelt,

d subsurface

nstruction.

ted by

drock

and/or blast

are appropr

ubstantially f

eceive fill sh

d for fill mate

d fill materia

pacted to at l

nt and

technical

ld likely resu

we would

ches of total

endations ab

ances should

212-011

est

on of

e

ting.

riate

free

ould

erial.

ls be

least

ult in

bove.

d be

Divide Road

determin

several a

penetrati

As an alt

piers or m

specialty

needed.

3.0 FWe belie

the uppe

supporte

the pump

We belie

associate

such as m

Foundati

are prese

3.1 PFoundati

of fill (no

pump ho

the order

more det

removed

soils.

1. F

2. Rco

d Water Facility

ed by the st

alternatives s

ng the fill wi

ternative, a d

micropiles. T

y contractor.

OUNDATIOeve that the s

er pad (treatm

ed by a footin

p house can

eve that cons

ed foundatio

moving the s

on recomme

ented below

Pump Houseons should

rthwest to so

ouse. For a d

r of 1 to 2 inc

tail in section

and the fou

oundations

Resistance tooefficient of

tructural eng

such as mov

ith a deep fo

deep founda

Typically, he

We could p

ON RECOMMsite is favora

ment area ex

ng, mat or pa

be supporte

solidation of

on movemen

structure or

endations fo

w.

e Foundatiobe construct

outheast bui

differential fi

ches (or abo

n 2.3. Loose

undation sho

can be desig

o sliding at thfriction of 0.

gineer. If mo

ving the pum

oundation sy

ation system

elical piers a

provide reco

MENDATIONable for prop

xcluding pum

ad foundatio

ed by a footi

the controlle

nt. If movem

a deep foun

or structures

on ted on undis

ilding corner

ill depth of 1

out 2 to 3 inc

e, disturbed

ould be exten

gned for a m

he bottom of35. Passive

5

ovements ex

mp house int

ystem could

could includ

and micropile

mmendation

NS posed constr

mp house) a

on placed on

ng, mat or p

ed fill would

ments exceed

dation as de

supported b

sturbed, con

rs) would like

0 feet, we w

ches of total

soils encou

nded to undi

maximum allo

f the mat foue pressure a

xceed the tol

o the cut sid

be employed

de drilled be

es are desig

ns for a deep

ruction. We

and lower pa

n sandstone

pad foundatio

be low and

d structure to

escribed abo

by sandstone

trolled fill. W

ely result in

would estima

movement)

ntered at fou

isturbed con

owable soil

undation canagainst the s

erances of t

de of the exc

d.

edrock piers

ned and inst

p foundation

believe stru

ad (storage ta

bedrock. W

on placed on

therefore, a

olerances, th

ove should b

e bedrock an

We believe th

differential s

ate differentia

. Settlemen

undation lev

ntrolled fill an

pressure of

n be calculatside of the fo

Project No. 2

the structure

cavation or

(shafts), hel

talled by a

n system, if

ctures for bo

anks) can be

We believe th

n controlled

low risk of

hen alternat

be employed

nd controlled

hat 3 to 13 fe

settlement of

al settlemen

nt is discusse

vel should be

nd/or natural

3,000 psf.

ted based onooting can al

212-011

e,

ical

oth

e

hat

fill.

ives

d.

d fill

eet

f the

ts on

ed in

e

l

n a so

Divide Road

bca

3. Tbre

4. Ae

3.2 TFoundati

bedrock

extended

1. F

2. Rcobca

3. Tbre

4. Ae

4.0 SBased up

design of

1613.5.3

period (S

indicated

coefficien

d Water Facility

e consideredan be estima

The soils beloottom of fouequired by lo

All foundationngineer prio

Treatment Aons should

encountered

d to undistur

oundations

Resistance tooefficient of e consideredan be estima

The soils beloottom of fouequired by lo

All foundationngineer prio

SEISMIC COpon the natu

f the structu

3 (1) and (2))

SS) and 1-sec

d on Figures

nts, Fa and F

d for the slidated based o

ow foundationdations be

ocal municip

n excavationor to placeme

Area and Stobe construct

d at foundati

rbed bedrock

can be desig

o sliding at thfriction of 0.d for the slidated based o

ow foundationdations be

ocal municip

n excavationor to placeme

ONSIDERATure of the su

res for the p

). The proje

cond period

1613.5 (1) a

Fv, for the sa

ding resistanon an equiva

ons should b constructed

pal code.

ns should beent of concre

orage Tankted on undis

ion level sho

k.

gned for a m

he bottom of40. Passive

ding resistanon an equiva

ons should b constructed

pal code.

ns should beent of concre

TIONS bsurface ma

proposed pro

ct site is loca

(S1) ground

and (2), in th

ame periods

6

nce if it is proalent fluid de

be protectedd at least 3.5

e observed bete.

Foundationsturbed, san

ould be remo

maximum allo

f the mat foue pressure ance if it is proalent fluid de

be protectedd at least 3.5

e observed bete.

aterials, a Si

oject (2006 I

ated in seism

d motion, res

he 2006 Inte

are 1.2 and

operly compaensity of 350

from freezin5 feet below

by a represen

ns dstone bedr

oved and the

owable soil

undation canagainst the soperly compaensity of 350

from freezin5 feet below

by a represen

te Class C,

nternational

mic area wit

spectively, of

ernational Bu

1.7, respec

acted. Pass0 pcf for a le

ng. We recofinished ext

ntative of the

rock. Loose

e foundation

pressure of

n be calculatside of the foacted. Pass0 pcf for a le

ng. We recofinished ext

ntative of the

should be u

Building Co

h a mapped

f 0.28g and

uilding Code

ctively.

Project No. 2

sive pressurevel backfill.

ommend theterior grade o

e geotechnic

, disturbed

n should be

4,000 psf.

ted based onooting can alsive pressurevel backfill.

ommend theterior grade o

e geotechnic

sed for the

ode, Table N

maximum s

0.068g as

. The site

212-011

e

e or as

cal

n a so e

e or as

cal

No.

short

Divide Road

5.0 CThe conc

hole TH-

negligible

The degr

American

indicated

exposure

6.0 LThis stud

practices

recomme

test holes

subsurfa

during co

should be

recomme

engineer

The scop

environm

identifica

condition

pollution,

The repo

practice f

No warra

Respectf

YEH AN

d Water Facility

CONCRETE centration of

9 at 2 feet) w

e/low (Class

ree of attack

n Concrete I

d by the test

e.

LIMITATIONSdy was cond

s in this area

endations su

s, field recon

ce variations

onstruction,

e advised at

end on-site o

r.

pe of service

mental or bio

ation or preve

ns. If the ow

, other studie

ort was prepa

for geotechn

anties, expre

fully Submitt

D ASSOCIA

AND CORRf water-solub

was 0.006 p

s 0 exposure

k is based on

nstitute Guid

results, no s

S ucted in acc

a for use by t

ubmitted in th

nnaissance

s across the

conditions a

t once so ree

observation

es for this pro

logical (e.g.

ention of pol

wner is conce

es should be

ared in subs

nical enginee

ess or implie

ted:

ATES, INC.

ROSIVITY ble sulfate m

percent. This

e) degree of

n a range of

de to Durab

special requ

cordance wit

the client for

his report ar

and anticipa

e site may no

appear to be

evaluation o

of excavatio

oject did not

, mold, fung

llutants, haz

erned about

e undertaken

stantial acco

ering as exis

d, are intend

7

measured in

s concentrati

sulfate attac

0.00 to less

le Concrete.

irements for

th generally

r design purp

re based upo

ated construc

ot become e

different fro

of the recomm

ons by a repr

t include, sp

i, and bacter

zardous mate

the potentia

n.

rdance with

st in the site

ded or made

the laborato

on of water-

ck on concre

s than 0.10 p

. Due to the

r concrete ar

accepted ge

poses. The

on the data o

ction. The n

vident until e

om those des

mendations

resentative o

ecifically or

ria) assessm

erials or con

al for such co

the general

area at the

e.

ory on a shal

-soluble sulfa

ete exposed

percent as pr

e negligible/lo

re necessary

eotechnical e

conclusions

obtained fro

nature and e

excavation i

scribed here

may be mad

of the geote

by implicatio

ment of the s

nditions or bi

ontamination

ly accepted

time of our i

Project No. 2

low sample

ate represen

to this mate

resented in t

ow degree

y for Class 0

engineering

s and

m explorato

extent of

s performed

ein; this office

de. We

chnical

on, any

site or

ological

n, conditions

standards o

investigation

212-011

(test

nts a

erial.

the

0

ry

d. If

e

s or

of

n.

Divide Road

Keith E. AStaff Eng

d Water Facility

Asay gineer

8

Rev

Rich Proj

viewed by:

hard D. Johnect Manage

nson, P.E. er

Project No. 2

212-011

I~ DRAIIN JYo Sll CHECKED BYo RDJ

DESitiNED FliRo Enco.n~a Ill ' ~. USII PROJECT NIMBER• 212-011

SCALE

Y eh and Associates2 Inc. IIRIZo MIT Til SCALE VERT•

Consulting Engineers & Scientists

DATE• J/112012 PRIIJECTo

DATEo 3/112012

NIIT Til SCALE

Topogfll)hic maps cteatad with TOPO!~ Nallonal Geographic

Divide Road Water Facility

Approximate Site Location

riGURE

1

~ BORE HOLE LOCATION

NOTE: t BORING LOCATIONS ~ERE NOT SURVEYED AND ARE APPROXIMATE 2. DRA\JING BASED ON PLAN SET DATED JANUARY 28, 2012, PROVIDED BY ENCANA OIL ~ GAS

I~

208,000 bbl• STORACE TAt« 1

(168' OIA ~ 54' lAI..L)

TH-9~ - - - >f;Jc - >;J -----..... -...

DRA'JN B't'• S'J DATE• 3/1/2012 PRD..ECT•

CHECI<ED BY• RDJ DATE• 3/1/2012

DESIGNED FORo ENCANA OIL 8. GAS, USA

PROJECT NUMBER• 212-011

SCALE

Yeh and Associates, Inc. Consulting Engineers & Scientists

HURJZo I' = 100' 0

VERTI I' = 100' 50' 100'


Approximate Test Hole Locations

FIGURE

2

8,260

8,262

8,264

8,266

8,268

8,270

8,272

8,274

8,276

8,278

8,280

8,282

8,260

8,262

8,264

8,266

8,268

8,270

8,272

8,274

8,276

8,278

8,280

8,282

8,284

GEOTECHNICAL ENGINEERING CONSULTANTSYEH AND ASSOCIATES, INC.

Project Number: 212-011

Ele

vatio

n (ft

)FE

NC

ES

BY

ELE

VA

TIO

N -

A S

IZE

212

-011

, LO

GS

.GP

J R

DJ.

GD

T 2

/29/

12

Figure 3

80/9

50/2.5

8,284

8,286 8,286

29/12

50/6

50/1.5

Treatment Area/Off-Load TankTH-1

Elevation: 8279.0 ft

Proposed Elevation=8279 ft.Proposed Elevation=8278.5 ft.

Proposed Elevation=8275 ft.

50/5

50/1.5

Treatment Area/Off-Load TankTH-2


50/1.5

50/1.5

50/1.5

Treatment Area/Condensate Storage TankTH-3


50/2

20/bounce

Treatment Area/Fresh Water Tank-DAF Unit Bldg.TH-4


50/2

50/1

Treatment Area/DAF Unit Bldg.TH-5


Traetment Area/Between MCC & Pump HouseTH-6


Divide Road Water FacilityUpper Pad-Treatment Area

8,230

8,235

8,240

8,245

8,250

8,255

8,260

8,265

8,270

8,275

8,280

8,230

8,235

8,240

8,245

8,250

8,255

8,260

8,265

8,270

8,275

8,280

GEOTECHNICAL ENGINEERING CONSULTANTSYEH AND ASSOCIATES, INC.


Ele

vatio

n (ft

)FE

NC

ES

BY

ELE

VA

TIO

N -

A S

IZE

212

-011

, LO

GS

.GP

J R

DJ.

GD

T 3

/5/1

2

Figure 4

50/1

50/2

Storage TankTH-10


50/3

20/bounce

Storage TankTH-11


50/4

50/4

50/2

Future Storage TankTH-7


50/3

50/4

Future Storage TankTH-8


19/12

50/5

20/bounce

50/0

Storage TankTH-9


Proposed Elevation=8260 feet

Divide Road Water FacilityLower Pad-Storage Tanks


Project: Divide Road Water FacilityGEOTECHNICAL ENGINEERING CONSULTANTS

YEH AND ASSOCIATES, INC.

Sample Types

Bulk sample was obtained from auger cuttings at the depths indicated.

Modified California Sampler. The symbol 29/12 indicates that 29 blows from a 140 poundhammer falling 30 inches was used to drive 2-inch I.D. sampler 12 inches.

Split Spoon Sampler. The symbol 50/1.5 indicates that 50 blows from a 140 pound hammerfalling 30 inches was used to drive 1.5-inch I.D. sampler 1.5 inches.

Soil LithologyTopsoil, brown, dark brown.

Bedrock Lithology

Legend for Symbols Used on Test Hole Logs

NOTES:1. Test holes were drilled on February 14 and 15, 2012 with 4-inch continuous flight auger.2. Groundwater was not encountered.3. Test hole descriptions are subject to explanations contained in this report.4. Elevations were estimated from topography by others.

Figure 5

Sand, silty, clayey, loose, slightly moist to moist, brown (SM).

Weathered sandstone bedrock, medium hard, slightly moist, white, light brown, rust.

Sandstone bedrock, occasionally cemented, hard to very hard, slightly moist, white, lightbrown, rust.

¾ "

½"

-

-

-

-

Sieve Size

% Passing

-

-

-

3"

2 ½"

2"

1 ½"

1"

50

60

70

80

90

100

cent

Pas

sing

20040103/8" 41/2"3/4"3"12" 6" 1" 30 508 16

Sieve Analysis Hydrometer Analysis

Sieve Opening in Inches U.S. Standard Sieves Size of Particles in mm

1002"

Drawn By: MA

Date:

NL

NP

91

64

100

100

#200 12

Yeh & Associates, Inc. Geotechnical Engineering Consultants

SIEVE ANALYSIS

Gravel (%)

Sand (%)

0

88

LL

PL

Divide Road Water Facility Project Name:

Sample ID: TH-6

Sample Depth (ft.):

2

Sample Description: Sandstone Bedrock

Project No.: 212-011

Figure No.: 6

Fines (%) 12 PI NP

Checked By: KA

⅜"

#4

#10

#40

0

10

20

30

40

0.010.1110100

Per

Particle Size (mm)

Revised 04/27/2004

¾ "

½"

-

-

-

-

Sieve Size

% Passing

-

-

-

3"

2 ½"

2"

1 ½"

1"

50

60

70

80

90

100

cent

Pas

sing

20040103/8" 41/2"3/4"3"12" 6" 1" 30 508 16

Sieve Analysis Hydrometer Analysis

Sieve Opening in Inches U.S. Standard Sieves Size of Particles in mm

1002"

Drawn By: MA

Date:

NL

NP

75

60

100

92

#200 37

Yeh & Associates, Inc. Geotechnical Engineering Consultants

SIEVE ANALYSIS

Gravel (%)

Sand (%)

8

55

LL

PL

Divide Road Water Facility Project Name:

Sample ID: TH-9

Sample Depth (ft.):

2

Sample Description: Weathered Sandstone Bedrock

Project No.: 212-011

Figure No.: 7

Fines (%) 37 PI NP

Checked By: KA

⅜"

#4

#10

#40

0

10

20

30

40

0.010.1110100

Per

Particle Size (mm)

Revised 04/27/2004

YEH & ASSOCIATES, INCSummary of Laboratory Test Results

Project No:

Grain Size Analysis Atterberg Limits

Sample Type

Dry Density (pcf)Test Hole Depth (ft)

Gravel > #4 (%)

Moisture Content

(%) PLSand (%)

Fines < #200

(%)LL


PISoil Description

Water Soluble Sulfate

(%)

212-011 Project Name:

Sample Location

TH-6 2 CA 7.5 98 0 88 12 NL NP NP Sandstone Bedrock

TH-9 2 CA 13.0 8 55 37 NL NP NP 0.006 Weathered Sandstone Bedrock

CA - Indicates Modified California SamplerNL - Indicates non-liquidNP - Indicates non-plastic

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