HomeMy WebLinkAbout1.17 Geotechnical Report.pdf826 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 Figur Figur Figur Figur Figur Figur LaboRoad Water Fac PROJECT 1.1 Pu 1.2 Pr 1.3 Si 1.4 Si SITE INV 2.1 Su 2.2 Su 2.2.1 2.3 Si FOUNDA 3.1 Pu 3.2 Tr SEISMIC
CONCRE LIMITATI re 1 – Appro re 2 – Appro re 3 – Treatm re 4 – Storag re 5 – Drill Lo res 6 and 7 – ratory Test Rcility T INFORMA urpose and S roposed Con te Condition te Geology . VESTIGATIO
ubsurface In ubsurface C Groundwate te Grading .. ATION RECO ump House reatment Are CONSIDER ETE AND CO ONS ........... ximate Site ximate Test ment Area D ge Tank Are og legend Sieve
Ana Results 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 R Summary T i OF CONTE ...................
................... ................... ................... ................... ................... ................... ................... ................... ................... TIONS
........ ................... age Tank Fo ................... Y ................ ................... OF FIGURE ions esults Table NTS ................... ................... ...................
................... ................... ................... ................... ................... ................... ................... ................... ................... oundations
.. ................... ................... ................... ES ................... ................... ................... ................... ................... ...................
................... ................... ................... ................... ................... ................... ................... ................... ................... ...................
Project ................... ................... ................... ................... ................... ................... ................... ................... ...................
................... ................... ................... ................... ................... ................... ...................No. 212-011 1 1 1 2 2 2 2 3 4 4 5 5 6 6 7 7
Divide Road 1.0 P 1.1 P This repo Facility in provide f surface d The site investiga and Asso personne engineer investiga the propo laborator 1.2 P From 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 IN Purpose and ort 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 Co e 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 feNFORMATIO d 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 onstruction d 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 plannON of our geotec nty, Colorad mmendations of geologic r s. Test hole ned during th mples were aterials
enco analyses, an econnaissan n8, 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 cutstigation 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 10the 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 th212-011 to dg to eh ct ed on eanks, or ment s of ed on ed lower ation he
Divide Road pad with fill. Agai 1.3 S The prop Parachut Basin of ridges an undevelo was near 8286 fee included the site w 1.4 S The Pice a major g wide, is o structura Hogback the Doug
Exposed of light b Uinta For of the Uin 2.0 S 2.1 S Eleven te were drill were drill d Water Facility the exceptio n, fill slopes Site Conditio posed Divide te, Colorado western Col nd
deep valle oped with a t rly level alon et. Divide Ro sage, scrub was snow co Site Geology eance 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 INVEST Subsurface est holes we led in the pro led in the geon 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 yof 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 outh 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 feet deep. 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 strs, 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 tanksll 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 oon tion, s and miles by edges erface
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 S Subsurfa weathere topsoil
an Hard to v and 5 fee to be pen One sand the No. 2 One wea was nonsample. report. Td 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 C ace 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 sanst hole locat only within 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
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 teld 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 Sit 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 Syste212-011 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 S Cuts 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 andd Water Facility Results of t .2.1 Groun water was no nd sampling de of the var and intensity e characteris
Site Grading up 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 differentialthe laborato ndwater ot encounter g. Variations riation will be y of precipita tics of the su gand 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 movementsry 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 should212-011 est on of eting. 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 F We belie the uppe supporte the pump We belie associate such as m Foundati are prese 3.1 P Foundati
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. OUNDATIO eve
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 House ons should rthwest to so ouse. For a d r of 1 to 2 inc
tail in section and the fou oundations Resistance to oefficient of tructural eng such as mov ith a deep fo deep founda Typically, he We could p ON RECOMM site is favora ment area ex
ng, mat or pa be supporte solidation of on movemen structure or endations fo w. e Foundatio be construct outheast bui differential fi ches (or abo n 2.3. Loose undation sho can be desig
o sliding at th friction of 0. gineer. If mo ving the pum oundation sy ation system elical piers a provide reco MENDATION able 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 of 35. 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 fou e pressure axceed 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 can against the serances 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 calculat side 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 on ooting can al 212-011 e, ical oth e hat fill. ives d. d fill eet f the ts on ed in eln a so
Divide Roadbca 3. Tbre 4. Ae 3.2 T Foundati bedrock extended 1. F 2. Rco bca 3. Tbre 4. Ae 4.0 S Based up design of 1613.5.3 period (S indicated coefficiend Water Facility e considered
an be estima The soils belo ottom of fou equired by lo All foundation ngineer prio Treatment A ons should encountered d to undistur oundations Resistance to oefficient of e considered
an be estima The soils belo ottom of fou equired by lo All foundation ngineer prio SEISMIC CO pon the natu f the structu 3 (1) and (2)) SS) and 1-sec d on Figures nts, Fa and Fd for
the slid ated based o ow foundatio ndations be ocal municip n excavation or to placeme Area and Sto be construct d at foundati rbed bedrock can be desig o sliding at th friction of 0.
d for the slid ated based o ow foundatio ndations be ocal municip n excavation or to placeme ONSIDERAT ure of the su res for the p ). The proje cond period 1613.5 (1) a Fv, for the sading
resistan on an equiva ons should b constructed pal code. ns should be ent of concre orage Tank ted on undis ion level sho k. gned for a m he bottom of 40. Passive ding resistan on an
equiva ons should b constructed pal code. ns should be ent of concre TIONS bsurface ma proposed pro ct site is loca (S1) ground and (2), in th ame periods 6 nce if it is pro alent fluid
de be protected d at least 3.5 e observed b ete. Foundation sturbed, san ould be remo maximum allo f the mat fou e pressure a nce if it is pro alent fluid de be protected d at least
3.5 e observed b ete. aterials, a Si oject (2006 I ated in seism d motion, res he 2006 Inte are 1.2 andoperly compa ensity of 350 from freezin 5 feet below by a represen ns dstone bedr
oved and the owable soil undation can against the s operly compa ensity of 350 from freezin 5 feet below by a represen te Class C, nternational mic area wit spectively, of ernational
Bu 1.7, respecacted. Pass 0 pcf for a le ng. We reco finished ext ntative of the rock. Loose e foundation pressure of n be calculat side of the fo acted. Pass 0 pcf for a le ng. We reco
finished ext ntative of the should be u Building Co h a mapped f 0.28g and uilding Code ctively. Project No. 2 sive pressure vel backfill. ommend the terior grade o e geotechnic , disturbed
n should be 4,000 psf. ted based on ooting can al sive pressure vel backfill. ommend the terior grade o e geotechnic sed for the ode, Table N maximum s 0.068g as . The site 212-011 e
eor as cal n a so e eor as cal No. short
Divide Road 5.0 C The conc hole THnegligible The degr American indicated exposure 6.0 L This 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 ANd Water Facility CONCRETE centration of 9 at 2 feet) w e/low (Class ree of attack n Concrete I d
by the test e. LIMITATIONS dy 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 ASSOCIAAND CORR f water-solub was 0.006 p s 0 exposure k is based on nstitute Guid results, no s
Sucted 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 madethe laborato on of waterck 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 investigation212-011 (test nts a erial. the ry d. If e s or of n.
Divide Road Keith E. A Staff Engd Water Facility Asay gineer 8 Rev Rich Proj viewed by: hard D. John ect Managenson, P.E. er Project No. 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~ ---->;>J f;Jc -----..... -... 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' Divide Road Water Facility 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 CONSULTANTS
YEH AND ASSOCIATES, INC. Project Number: 212-011 Elevation (ft) FENCES BY ELEVATION -A SIZE 212-011, LOGS.GPJ RDJ.GDT 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 Tank TH-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 Tank
TH-2 Elevation: 8277.0 ft 50/1.5 50/1.5 50/1.5 Treatment Area/Condensate Storage Tank TH-3 Elevation: 8284.5 ft 50/2 20/bounce Treatment Area/Fresh Water Tank-DAF Unit Bldg. TH-4 Elevation:
8283.5 ft 50/2 50/1 Treatment Area/DAF Unit Bldg. TH-5 Elevation: 8284.5 ft Traetment Area/Between MCC & Pump House TH-6 Elevation: 8276.0 ft Divide Road Water Facility Upper 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 CONSULTANTS YEH AND ASSOCIATES,
INC. Project Number: 212-011 Elevation (ft) FENCES BY ELEVATION -A SIZE 212-011, LOGS.GPJ RDJ.GDT 3/5/12 Figure 4 50/1 50/2 Storage Tank TH-10 Elevation: 8272.0 ft 50/3 20/bounce Storage
Tank TH-11 Elevation: 8264.0 ft 50/4 50/4 50/2 Future Storage Tank TH-7 Elevation: 8276.0 ft 50/3 50/4 Future Storage Tank TH-8 Elevation: 8272.0 ft 19/12 50/5 20/bounce 50/0 Storage
Tank TH-9 Elevation: 8274.0 ft Proposed Elevation=8260 feet Divide Road Water Facility Lower Pad-Storage Tanks
Project Number: 212-011 Project: Divide Road Water Facility GEOTECHNICAL 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 pound hammer 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 hammer falling 30 inches was used to drive 1.5-inch I.D. sampler 1.5 inches. Soil Lithology Topsoil, 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, light brown, rust.
¾ " ½" ----Sieve Size % Passing ---3" 2 ½" 2" 1 ½" 1" 50 60 70 80 90 100 cent Passing 12" 6" 3" 1" 3/4" 1/2" 3/8" 4 8 10 16 30 40 50 200 Sieve Analysis Hydrometer Analysis Sieve Opening
in Inches U.S. Standard Sieves Size of Particles in mm 2" 100 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 Project Name: Divide Road Water Facility 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 40 100 10 1 0.1 0.01 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 Passing 12" 6" 3" 1" 3/4" 1/2" 3/8" 4 8 10 16 30 40 50 200 Sieve Analysis Hydrometer Analysis Sieve Opening
in Inches U.S. Standard Sieves Size of Particles in mm 2" 100 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 Project Name: Divide Road Water Facility 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 40 100 10 1 0.1 0.01 Per Particle Size (mm) Revised 04/27/2004
YEH & ASSOCIATES, INC Summary of Laboratory Test Results Project No: Grain Size Analysis Atterberg Limits Sample Type Dry Density Test Hole Depth (ft) (pcf) Gravel > #4 (%) Moisture
Content (%) PL Sand (%) Fines < #200 (%) LL Divide Road Water Facility PI Soil 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 Sampler NL -Indicates non-liquid NP -Indicates non-plastic
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