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HomeMy WebLinkAboutSoils Report 05.04.2018H-P�KUMAR Geotechnical Engineering I Engineering Geology Materials Testing I Environmental 5020 County Road 154 Glenwood Springs, CO 81601 Phone: (970) 945-7988 Fax: (970) 945-8454 Email: hpkgienwoodra©kumarusa,conn Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, Summit County, Colorado SSI RSO"IL STUDY O }` .INL A.rf}(.)J })ESI(.:'\i },NCE AND SHO'.t(I_i}LDINiG BE()(.' I, ( .NVON (}.REEK PROPERTIES 'Tv ROAI.) 263 (..`mwrv, c.:oLoR, ID() I CTf N().. (Sy. .MAY 4, 2(1S PREPARED )°(•:DR: BRIAN KI - 1533 B I..a.15331 EECH STRIKE RIFLE, COLORADO SI.650 cer ewer@nctz ro.net) I.`ABLE O.F :: NTS PURPOSE AND SCO OF STUDY - 1 - PROPOSED CON;STRUCTION - 1 - SI'I" CONDITIONS . - - EXPLORATION SUBSURFACE CONDITIONS _ 2 - I�()I.;N.I.7ATION BEARING CONDII"I(.)NS - 3 - ,SIGN DA"I I(NS - 3 - F(:)E.NI)ATIONS 3 - I`C:C..N1.>A"[i()N AND RETAINING WALLS - 4 - FF.,OOR SLABS - 5 - UNDER!)RAIN SYSTEM. - 6 - SURFACE DRAINAGE - 7 - I.JM!.TA"I.IONS,..........................................................................................................................- `7 - RE 1 - 1:,C:1CATi(:)N OF .I: X_PLORAT(:)i \" BORINGS S OF EXPLORATORY BORINGS E 3 1. .I:::a C3: NL) ANL:) NOTES FIGURES 4 through 6 - SWC i.t-(.:(.)NSOLIDA'I'.ION --FST I I?S TABLE 1- SUMMARY OF LABORATORY TEST RESTJL H -P I(1.1MAR Project No. 18-7-202 111 IL!. POSE A NJ1 SCOV.“ ()1:i UDY This report presents the results of a subsoil study for a proposed residence itnd shop building to be located on Lot 1, Block 1, Canyon Creek Properties, County .Road 263, east of New Castle, Garfield Countyi Colorado, The project site is shown on Figure , The purpose of the study was to develop recommendations or the foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Brian Klein dated 'March 15, 2018, A field exploration program consisting of exploratory borings was conducted to obtain information on the subsurface cond ions, Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other eflp;Ille,ering, characteristics, The results (3 the field exploration and laboratory testing, were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundations, '1 his report summarizes the data obtained during this study and presents our conclusions, design reconunendations and other g:eote,chnical engineering eonsicie,rations based en the proposed construction and the subsurface. conditions encountered. P ROP OSE C (INSTR. UCTI 0 IN The proposed resit:let-Ice will be two story wood frame structure and the shop building wUl be it single story steel Clarrle structure, located on the property as shown On Figure Both buildings with have slab -on -grade ground floors at an elevation near to slightly above. the ex istin2 ground surface. Grading for the Mructures is assumed to be relatively minor with cut depths between about 3 to 5 feet, We assume relatively light foundation loadings, typical et' the proposed rype of construction, IC building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendarions contained in this report. LS C: 7. nd the gr e i.iticl s it't<tt;t a�l?l) ;ata:. =nostiv slc?t fS3;: to the south at a grades about 4 to 5(.70. The elevation build] i g are' 2 to 4 feet. The s.%t : is ve ;tasty cl lly grass and weeds, he f'ielfl e� lalorai,ie)i lcar t.lie Sroject azs c€:: i�ciuete ori l)I.il 2, 201 . Thr rv' bur were drilled at: the (ovations shown on l:ai. Ire 1 io evaluate the subsurface cc13��zb..ii was (kilted at the shop bu[( .Milk site stili:% :? Jnis , i n { ix '.1 , €it'Iite4: at the residence site c Wer'._ advanced with 4,4 lob diameter continuous flight eu `°I", )0 4E-4513 drill .rig. The borings were logged by a representative of 1-1,-1'/Kurnar. Ii itla a 2 inch 1.D. spoon sanxpicr. The sa.driven s vitll blows from a 140 pound hammer zi.liis t inches, This; •are, a!r indicatio SU.BS't�.TR.E I"ifl<itive den, �7I a: Ji ;m{ tend. of iken and the penetration rCs,S t.R;alo:. 2. Th.. samples were re turni.'. s' i ounitereci, Pclow ubout 1 toot o o <lI{ic, tc)l)s€:til, ci,risiste: ? e?l about !ti tt) 14 feet t medium dense, silty to very siit:y e°lalti e , sa :1 wiY11 tt .r cl ra< 1 a , rly.€t It o t or more of very :`itdll §i€il (v T:?_ rev €I1t14` ;:laly %:%i`th ::<P[ere€.:`i gravel, B 23 feet 24Boric s 1 and re peGIt .( f i (ltiiii? ili.Iise ti,i � sic tered ill>t)th drilled in Borin .viii feet HaP - (UMAf2 8-7-202 ,� 1£ t"altt�r ; t still ert..orme.d on sample, obtained t.3`i3itt t lc: k t_rin s inelt.l<:1 � 1 < tural moisture conic t t an (la,are:ity. tIid Y'i.'4:.Fll 1`rrl£ I' than ii["`s.Ci :s.tze gradation aria yses. R'sltlt, t:?s we Ct!Ilsoll.£lrltti)ti throueli f3, i3IC3ic tr`. C.4 w' tf S,.l�:lrterat `. iwiii il3iC''.4Sil#i_l€ty un l :r r,r nditt£ r1 () " ioadi..€:i And lwettiti The san. ples typically- showed nil toin nor hydro compression potential. One sail Boric I c#,il`t at 1(Y) showed a .low swell potential when wetted under a constant ,000 ps sr z"c l r e �l lzt� laboratory testing .is hLirli;rl.iri ed in Table .1. =y rrtt:ib ssuined exi. av :dt.iol ti d NRING CONDITIONS bear i li irne risk of se.i ra:i! .5- soils s .pis were to ecr ad's. i s 3 Alii( j:11'€.',{_'rillt,('# `shontld b taken to prevent \lie ttltl 'lrr. Io , expa l sit,rr paten=iiai encountered in one of the system. ly and can uct:urat fill below the footings, ris for spread foo., ..z ier or screw pile • I) ; RI I li fCO iIMEN .sATION:S A lower tisk (��clrl,�itl rin tht sll.l�su.'face conditions encountered ire the explor tc ry, borings and the nature Inc build H -P Projoct No. 18.7-202 ; }e,~L-t3 'ON l:,1)1.kij 11r1010 uc)r:)rJ 1.)1,11', yal £.{ i , • ()' Je}.10ok. ;= x)Q U7?::) pUI? hlci: Jf.!i dns A t illt:ll(S 10011 Zt W11>rtdTH 1[.):) uu p )md on am C ;?Il AA s',.)JJuorm S sae„AAt!Es11F;puuo>i 1) uo)yR)ui 3c1 tl.3t{1 pinoto £) `230lit(,)-1 ilt s lum r Liiillt;l<:)i? pre tlt)mtft"1€) ,)I.J1 tai p )Sa€.to4t) 1" 4;°.It= 4p ii t F.S?"s ? ye,u)lri z1) ? ili1'ts;?J} yif a3 1C` Finot ; a;=JI1 un,u: ':1�:).DJ (I. -is 1l li= .J€:) 't )z"_t'CCG;J po.uoU.dnull uP? i3w31tilt? S1? ;1i:: t: tJ:7i"t S' lili'.'(LYi iti ds €)1 t.¢ culoq pu ; do. _)<);)J0Juoi.l [13M nt s.04 iit i )1t1 t l ''s' IS.iig ',il. iY.',Iz` ,r ?Te( 1- i , ai) x (1 `.:7t Frl .x l'P?( ?? 4ti:?[ji`'piIl"l0 40 113-,)t.t.io;:➢E'ld '?.;0i C11tFop €:).i;)i ;: £1 )Itl=)L ,, t:i ?,1 ? ) 11s r Jt.7;% I( )''• .uoq ' 71j(?i) )I:I?";>:lll()tlt)t..dC)I.i;) J J:)U3 Si rt?(snort rulo;) :Ku s;)t;:)UI ; .)0 ;.1 MAA lUt11111L10 pjI1o;) :1C1",)tiL) UoS 11uucn,jt )pi )Uft 00 p os1 LIP Ct1 . dot LJ:)U1 ; Frl€ ( 0(1 1 )1.1:)o?s slgi e-oq [a}S ; .t ir1sti;7.1c 30:} p•ACi31s<),) og pi1`Io(.gs altos il:T1Luoo.f. 1F?.rrtlt>,u p0 sl 11 r1 o1J 00 1:) 3.)I; t:J s: tal -),.. t 1 `LLit3NAS UOI:jt )Ufl0.J: )t11? he des least 1 i of i'tit" i tic`i<trll C'onsis1in of rl'i ° t711 i1:c soils. The bac and retaining structures s.houlf:i iae d signed Pial' kl?l)I"€'llin iE surcharge press i1'i:s til>C' rI[:liac nr. f')C tin; s, t[' fiL' (:li'ISI:i"li tii:?i pressures recommended d above assume drained i°<>nd.it.ioia:s l: ehind bacchfi.11 ,surface. 'File buildup of water behind a wall. mere 1sc. the lateral pressure a1 1posed on a foundation wall or retai should be pro iciccl prevent l"r cit"t static pressure. buildup be.hint Bai .l<#ili rf:�t{l l tie pl<c.eci iii �:iiitc�z"s� lit= > and ssia s- r- i outent areas should he coir p f 'lei € :.> at lcf:ist 95% of should b tcli; :ii not to €:t %{"i ampf: t tlit:" ii2Cltii eit criar;�ia t;EiLt�l, excessive �lf:�;i�1t i'l c ia'.Iti'ral resi t tin {Jt I'(iLtr;i§aLi fc. s .6i uncierdrairi e r ax.iinum the side of theo siding of the tbot.ings i:till bi kised on a c oef ieu. fiat of 1 fiction c f }.; ;, i' s itre lia'cssa.iae of compacted back -fill g< cialat5eg:i usinu,rE[ icluiva\lF.r.itP f5i /ri 1. rtS' it iY€r.liit }taf 350Slpic`f. 6 e nresgjllie II'_"Il ues .Li ti 3i4d lL nde 4tbo e ii:? i iiii., tilts b.l i.. f,£t' vhiicll viil occur at tine ult.ina<at: sti"eil 1., ar icciiail ill tll case of the ides of the f °t:.[ugs to resist lateral [oar.is L,cirl £ nsist i)l tli c.n 95% cl the uia i`iirrlil s r.in .lar l l"4i'Ci%ro d ii°>.tt4 at.: r€'zi::}i`.: ur C'ont i FLOOR SLABS The natural on-site soils, c: elusive o:1 topsoil.. are st itabLe to support -P AUR Ci 1...Dr!)\ dil t!, a (li ?I .z i� it I i ',{ :._ Ii' ° ) 1'C7ti cel>serve the slab su, poten io c. t t I fast c c)t c'C '1"€) reduce the r:l'l'fp is € f sa 12ie differentia l irrc) € I .E.IIt, flc € slabs should be selbs i`E € €i i° m Evil )earin 7 1t% al cl%ICI Columns with e.xpans on2 ii is wliieli ai €)i ` u s oii. ie t"t.ie it it"1.0vement l'l€?6.:bl I =ints should he used to redt.ice damage due to shrin.l:aee c,rae irl ll,e nd slab ief ="c'i:lt.t iernei.its b:)r joint spac i g intF,rc.€: n ent l"I€)tild he °si;abi shed by t} € .si o r' based on experce and tl e it f ienended :slab of snad and graveld rc rci l asci should be l -la - - ...ir<IThis in teriai sll€?iSl£t.urnsivt. i°' t=la'nus . III 'it l�t��?'t.F ,` tt 'ith iat: lease 0 reiellrled ),i lll,e No, 's sieve No. 200 sieve, support c):t :tit)r)r slurs sil€It:ii{i t i.ril:lEl€nec.i (c? £rt i fist £'i; If'il,cr° €> riir i stniidarc 1'CSC for density at a rTic).t:Itlii'e i;;ont n near opl..ir1"l.i. m. l C ilwred til t:,nn i�onsist o tllc sift; suds Clc.vai€:l o tops i1 :n (iversiL.ed (plus 6 incht r€:c s. .1 4i. 1."i .l. RAIN SYSTEM it is 4:1111 IIr€ e atal clingy the propos -.st I vei i., Ere i:ii l t:t i the Atli"T> [It'iCiITI�T cti"r.i€ e. i °i"r.;l' re, a foil rlc iitl€)r.1 Clf'iii7.k. sy st;4:,'.m is I)s`,3t 7"$'Clii7i" ..d. lt; lii:i.s 1" een our z.. r.. 3i lericncc Li i th r£ti kilt 11 ber'e cla ' t:;il.`s 2t.re present ell<i€. JC)�°<il :Ii3tch i s I!')iitl( i�<itcr c a Jevela:? I € t t"4Ii t..ITi'i( c): llervv' precipiltidon or seasonal runoff. Frozen ground during •`sp)l`ii";£' '' d111):i[ t'riI1 also £.;r ate �. l)i;:i't.t'ied €.`=:Ji1€lrCit"�i;. We Ie.:C)rmneltd be'lo;t drrnde construction, such as t:tilsi111? �vtal.ls, t;.t'<:1 ' sli2lce. nd:l lilzSi.'.Sri ,i"it arses, be protected from :x C.t:ttl ;and Iis'{: "ti.*,'tatic )res its uli€ a by an ur debrdrain a d ail dram systC'il'i. i ion €: slirroutidii1 4 "i de, i£e l) 1Ctlt he contactt l t:tl provide recomment.Itlt)tI4 t:3.( ari All earth retEli ii strrirc HI -P I<IVAR 7-202 drainage t t . ,. Positive SUI":<:€C;.' t.lAi.ilT}ii:;C; is ,i4, 1777()(,rt:tdi"lt aspect of the lii'f:)ji,e,t to prevent wettS.ii� f3.i t11C', i3i'.itil"II}a?: soils. The FollosvirVerl cl irlt. c}I irlicts.t� € � lad In iiutail earl at all tiT e after. i e widen ,e. I ci slz -e been comp I) i}nl.triElt}t on €:}f flee- #�t�t}ra t.ie)z} exr �ivat.iot s and trrider,luilt are as ould e � �� i. i ci Ex .e? iov back:101 s ld l: ea€:lu sted to near opti?nnm at least 5% o the maximum standard L';:' � :t£)Y` e ensity ii} l'i:1ve-a"}" en I'trli: iiab and to at least 90% of the maximum standard Proctor density .In iand.e:dtl}c Ilrc 'lte. Igo til °1li int e styrcouncling the exterior nt the buildings should be slope( tt>rt izt.Orli citi� coons, We recommend a minimum slc l e. } l it€c he s tip tl.ie lig;st l .i 1:ent: lit i lli< t:°t:l ;} e: a ilcl r}tinct itie.ii sin the l'iist (? e 3t i€ ; €ved areas" Root • should disoli61r , 'e:i1 1beyond the lin 5) i...Atndscai7.t.i x s ai .ii rerli€ire: regal« } ilea -y' }'rl at c)n : oulcl lie; lc;c feet from foundation walls. v l.b.! CAI ti'a:i in accordance'h generally acceptedgeotec}}r}Ical et7t his area at this We make no warranty either express or anplhed. fcoI.S1 tilt a exploratory orin s .1 iIIcd at alit loc dt}ons It constwctin:7II rind our experience}it tl'}e. area. Our set's- presence, i7t'{`,v�.Tztztiti Ct}' �)il`1�ti�lli$.�' Cit, iii C:}lCa i}� :3flL3et' 11 i. n •r: T1{)t i)i'. 0flic es - epot"i are t . •ate°d on Inc d upon the dna obtained oscri type t i3C) developing )rt istic.i e t" to olat on of the inti .tt; in the subsurface H-PAKUMAR 87-202 - 8 - during construction appear different from those described in this report, we should he not lied so that re-evaluation of the recommendations may be made, This report has been prepared for the exclusive use by our client for design purposes, We are not responsible for technical interpretations by others of our information, As the pioiect evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations nave been appropriately interpreted, Significant design changes may require additional analysis or 1110difiCatiOrlS to the recommendations presented herein, We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer, Respectfully Submitted, HP KLIMAR James FL Parsons, E.I. Reviewed by: David A. 0 tin P r•v, J171:Pikac HPrKUMA Project Nc, 1E3-7-202 IOTI up SUGINVIS f ON PARCCL /31.09/ 01245 BORING S. • • • rworosED RESIDEN.:t T.:'..1kING 2 F.• ;'•I P OS ED SLLNG -"•-; BORING 1 • 1.. fte T+11--4 143..# •• . - \ ..n • • 18' 7-202 I H-P---t3/KUMAR I IDCATION OF EXPLORATORY BORINGS • • 1-47a.:., LJ • 15 1.. DORIN6 i 21 /12 WC -.5. 7 0Csr=97 --200=-46 WC. =6.3 DDr- s3/12 25,12 DD=1 30 SHOP BUILDING BORING BORING 3 71, 46/1 ..1 WC:=7.5 00=110 1?. 35/12 I Wez--4.0 OC1=119 -1 ViC =3.1 = 08 - 2t1127 25/12 :• ! 2(I(125 /. -1 =1 5 ..,•• / DE.J= I 1 i • D0 1 .). / e / r,J4i/ 00=118 .. / ..) 43/12 WC=4.9 DD =129 /12 29/1? 18-7-202 k1510.ENCE. r, L/I1 16/12 0 - 10 • :0 -- LOGS OF EXPLORATORY BORINGS I Fig. 2 LEGEND 1 TOPSOIL; ORGANIC SILTY CLAYEY SAND, FIRM, MOM, DARK BROWN. ..i .,rr SANL) (SM -SC); SfL'TY to VERY SILTY. TYPICALLY CLAYEY, SCATTERED GRAVEL AND SMALL COiBLF.S, MEDIUM DENSE, SLIGHTLY MOIST, BROWN. CLAY (CL); SANDY TO V4E Y SANDY, >CATTECREIO GRAVEL AND SMALL COBBLES„ VERY I,. I STIFF, 54TRG'x°•{i'! .1 RELATIVELY UNDISTURBED DRIVE SAMPLE; 2 -INCA 1,0. CALIFORNIA LINER SAMPLE. 21 /12 DRIVE 0 FALLING IT, IND.CATES THAT 21 BLOWS 06 A 140 POUND HAM,iLIER RI::C)uIRT:::1) 10 DRIVE THE CALIFORNIA OR 76T SAM''L' : 12 INCH ES. NOTES THE 1".XIaL2'<' 1 'RY` t:7= (t S WERE DRILLED ON APR 2, 2018 WITH A 4 ft H DIAMr TER CON TINL.IOa!S Ff_;GH-r POS E_ 40060. %. THE LOOATIONSOF THE EXPLORATORY 6001050 WERE MEA'.; APPROXIMATELY �3; : A•.,€N FR70 FEATU F..`, `si•) N ON .EI'.. SI?,. PLAN PROVi0%:0, ... ,... !FII frLEVA€i;:NE, Or lidE I.XPI.:iRhtC}li? BORINGS WERE NOT MEAS 400 "lHE i_006 CT THE EXPLORATORY ARE PLO'rrEc TO DEPTH, THE EXPLORATORY 601400 LOCATIONS 700060 BE CONSIDERED ACCURATE ONLY IC T0: DEGREE IMPLIED BY THE METHOD USED. TI1F 10060 BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL., 6. GROUNDWATER WAS 007 ENCO00TERE0 '0 THE:. Dol., 116 .€IME. 7. LABORAI0RY TES' RESULTS: WC = WA -I ER CONTENT (i;;) (ASTM 0 221 8); D0 = DRY DENSITY (',cr) (ASTM D 2(.16); -200= 0ERCEN1AGE PASSING NO. 200 SIEVE (A020 Ci 1140) LEGEND AND fr Si 111S3d 1S31 NOILV(1170SNCY3-113MS 06: _ d\flA111>Vt-d-H .ot - 3ansslrld olndav ?Ni! i )I 300 3dfISS INVISNO) 2-.3fs1Nn NOrld'003 MR,10iP,10V I Pd 901 •,t S9 = DM ,9 aLJO OW 1014 Pu nS AWS HO P41 111 pi. 1..0 ‘.4.0 9- 0 4 L SAMPLE. OF: Sandy Cloy wil-h Grovel FROM: 1 27 p:` NO MOVEMENT UPON WETTING SAMPLE CIF.: CR,,Jm::.,/ 17.,orm;-.1 i'-)FIng 2 ' 18-7-202 H-P%WMAR :AUL CCNALIDAlON "TRLATS :I-. 5 ON - SWELL 2 1 0 —1 — 3 — 4 1 S MPLE: 3t : Sra pry i[i &y with '.twee FROG: Sorin 2 cO iia' WC = 0,4 %, [)O = H7 pcf r_. EXPANSION UNDER CONSTANT PRCSSUFE UPON WETTING 18-7-202 H-PFWUIVIAR SWELL—CONSOLIDATION ,TEST ESi l_TS 1 Fig, 6 `05„! 43elQ-id i1/460.1V,102V1 QA:':;0-.1,1444nS , [ : ! : ' . • t : i) ill! v, t:c1-,:,-) A:pilUS •'. i l 9'6 ,_.-, i 1 11. v pu-i,s ,C,.-341.1,:_-; .•c i;,1,'S I • • 1 ' '..: ; ''., cs7 01 • i.. -i -,;•,v, :rc.us iC ars: c 1;) ,..-.gis , LT: i.3...\,plu-•,, ti -•:;,:y, lups,co:c.ITD...,":11p; •0-, 1 ,.. • . f . 6"E I -, t i A '• .:1.0 tflI 'A •`:•:1:1. D .i.ii.1-cir: s . Li 1 1,1A c.ip . c, . ,A1-:,10 tlit,,v, ,C1-1:-_) ,-:"..puUS • Lt.. 1 , 2•11,v, 1.11.113s ,..C.3XcL) fc-tif:s . -... , ia,,,17.,19 II -ILA% pe•ws .oi..ED ,citi,s ic.(oz1/4, 1 — 9t- ! • ifi-- C • 30.1. liOS (Ise.) I aAIS'S23dInCM . '3U-8V-Ir•i GI i1011 3A31S 00Z ON ONI:SVel 1NA08ad 1 ("A) ONVS° i• '/!.: 1 1?,.AVW•D A,IISN.„30 A HO TV U n _LV N IN -11N00 minis lova IsialfILVII H 1 d30 ON 1;,*309 I a3M3N°3Nn I SiliAln 0datiMill'-‘; NOU 1 V.! 0 NOUN'301 -,•:1 ldiNV§.--- . `05„! 43elQ-id i1/460.1V,102V1 QA:':;0-.1,1444nS