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pitkin.eh.264316103002 (2013)
(From Most Recent to Oldest Permit) Permit Application Log Sheet/Notes & Photos Communications As -built Design Engineer Design Soil Information Water Permit & Information Second System on prope-rty Third System .etc. Floor Plans Please See Building and Land Use Approvals Files for additional information. ,1 O2iV SITE WASTEWATER TREAT*T SYSTEM (OWTS) CONSTRUCTION PEKMIT 1 76 Service Center Rd Aspen, CO 81611 Phone: 970.920.5070 Fax: 970.920.5374 Permit #: 0039.2013.powt Parcel ID #: 2643-161-03-002 Permit Issued: ®NEW CDU ❑REPAIR ❑REMODEL/ADDITION ❑TANK ONLY ❑FIELD ONLY ❑AMENDMENT Owner(s): Rock Property Address: Legal Description: or, LLC 100 River Rock Lane Lot M Little Texas Size of Lot: 0.6 Acres Size of Building: 3736 Sq. Ft. Designed By: Phone #: Fax #: SGM 970-945-1004 Detached Accessory Unit: DYES ®NO Size of Accessory Unit: Project #: 2013-415.001 Mailing Address: Email Address: 118 West Sixth Sq. Ft. Dated: September 24, 2013 Glenwood Sarinas Perc Rate: 36 mpi Profile Hole Depth: Depth to Groundwater or Bedrock: Minimum Tank Capacity: 1125 gallons Minimum Absorption Area: 1058 fe (30% reduction) Permit Conditions: This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications cited above. Changes must be approved by this Department and the engineer prior to construction. This permit is for a residence with 4 bedrooms. The existing system, which will not be reused, must be properly abandoned. The system shall consist of sewage flowing via gravity to an existing 1000 gallon two compartment septic tank and then to a relocated second 1000 gallon, two compartment septic tank. If the tanks are not reused, a single 2000 gallon two- compartment septic tank will be used in their place. An Orenco ProStep pump package will be installed in either the second compartment of the second 1000 gallon tank or the second compartment of the 2000 gallon tank. Effluent will be pumped to an automatic distribution valve where it will be distributed to 2 soil treatment area beds organized into 4 zones. The total number of quick -4 chambers is 107 with 53 in the upper bed and 54 in the lower bed. The beds shall be a minimum of 100 feet to any well, 10 feet to the property lines, and not installed in the driveway. This Permit must be kept on-site during installation. The engineer must do a final inspection of the installation and submit an "as -built" letter to this Department within 30 days of the final inspection, unless a longer period of time has been agreed upon, in writing. This Department must also be called for the final inspection with a minimum of 48 hours notice. Minimum horizontal distances between components of the system and physical features shall conform to the requirements of the Pitkin County OWTS Regulation. This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the system by qualified personnel, in accordance with the manufacturers recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate property or will not fail. Issuance of this permit does not imply compliance with Pitkin County building and/or land use regulations, nor guarantee issuance of building and/or land use permits. THIS PERMIT IS EXPRESSLY CONDITIONED UPON COMPLIANCE WITH ALL REQUIREMENTS OF THE PITKIN COUNTY OWTS REGULATION, INCLUDING BUT NOT LIMITED TO THOSE CONDITIONS SPECIFIED ABOVE. Plans and specifications for the proposed OWTS have been reviewed and are considered satisfactory. Permission is hereby given to the property owner(s) to perform the work indicated in accordance with the Pitkin County OWTS Regulation. This Permit will expire 1 year from the date of issuance unless construction on the system has commenced. An "as -built' drawing must be submitted and approved by EH before final approval of the system will be issued. Issued By: Date: 10/07/13 Expires: ,nrmnn,e . �3c1 . z o13, Po kAJT CIHZONSITE WASTEWATER TREATMENT SYSTEM (OWTS) CONSTRUCTION PERMIT APPLICATION 76 Service Center Rd - Aspen, CO •81611 Phone: 970.920.5070 Fax: 970.920.5374 Parcel to# (available from the Pitkin County Assessoes Office 264316103002 970-920-5160 or at www.Pitkinassessocorgl: Purpose of Persil: ❑ NEW ❑ REPAIR DUE To ri(B.URE X REMODEL/ADDMON ❑ TANK ONLY ❑ FIELD ONLY Cost of System Repair or Remodel/Addition (approximate): W$20,000 Property Address: 100 RIVER ROCK LANE, WOODY CREEK Lot: M Block: Filing: Subdivision: LITTLE TEXAS -ropertyowner(sr:ROCK RIVER, LLC EmallAAdress: sarah@eightysixllc.com :)mets Mailing Address: City. State. z1g: 710 Johnnie Dodds Blvd, Suite 110 Mount Pleasant. SC 29464 tome Phone: (843) 375-1384 Business Phone: 'Contact information must be provided for the owner signing this application Primary Contact PetsontApplcant (d not owner): Falcone Construction Management Company. 970-948-5122 Contact/Applicant Mailing Address: P.O. Box 3252 Basalt, CO 81621 City, State, Zip: Cell Phone: 970-948-5122 Business Phone: Fax Number. Email Address: Building Peri) it (if applicable): 0052.2013.prbk Lm Sae (in acres): 6 ACRES, Size of Building (square feet): 3736 SF Number of Potential Bedrooms: 4 Detached Accessory Unit? ❑ YES IX NO Sae of Accessory Unit (square feet): Number of Potential Bedrooms In or Fixture List for the Accessory Unit N/A Water Source: XI PRIVATE WELL ❑ SURFACE WATER ❑ SPRING ❑ COMMUNITY/PUBLIC WATFA SYSTEM Name of Community/Public Water System (if applicable): Engineering Finn: SGM 2013-415.001 970-945-1004 Fax Number: Mailing Address. 118 W. Sixth St., Suite 200 Glenwood Springs, CO 81601 PLEASE READ BEFORE SIGNING: I certify that the above information is complete and accurate and that I have provided complete and accurate information in all of the documents included in my application package. 1 acknowledge that EH/NR may revoke any permit I am Issued if my application Is found to contain any inaccurate, false, or misleading Information. I understand that no construction may be undertaken on an OWTS until an OWTS Construction Permit .. .. Fee 8 Receipt k Date: Date: I 0 0 15SGM www.sgm-inc.coni July 18, 2014 PITKIN COUNTY ENVIRONMENTAL HEALTH Attn: Kurt Dahl 76 Service Center Road Aspen, CO 81611 RE: OWTS Certification of Installation 100 River Rock Lane Pitkin County CO, Parcel ID #264316103002 Pitkin County Environmental Health and Natural Resources Department: This letter is intended to fulfill the Pitkin County requirements for the certification of construction by a CO PE of the Onsite Wastewater Treatment System (OWTS) at 100 River Rock Lane, Pitkin County, CO. This work was completed under Pitkin County Environmental Health and Natural Resources Department Permit for Parcel ID # 264316103002. The observations made by SGM of the OWTS installation have been completed per Pitkin County requirements and are pursuant to plans and specifications prepared by SGM, Inc. SGM conducted site visits on 4/10/2014, 4/22/2014 and on 6/5/2014 to observe the installation of the OWTS system. The OWTS improvements for the project have generally been installed per plan as shown on the attached As Built drawing. Installed components included a 4" building service line, a 2,000 gallon septic tank, a duplex pumping system and piping to the automatic distribution valve, absorption field piping, and absorption trenches. The absorption trenches included Quick 4 chambers and pressurized perforated piping to distribute the effluent. Observation ports were installed at the end of each trench per plan. The duplex control panel was installed in the basement of the residence and the audible and visual alarms were functioning. The system was run and SGM was able to observe a full pump cycle and the functioning ADV which distributes effluent to the leachfields. The contractor, Falcone Construction, and OWrS installertested the tank for watertightness successfully. The two existing 1,000 gallon septic tanks were not relocated but disposed of and replaced with a single 2,000 gallon tank. The attached as built drawings show the layout of the completed system. All items have been installed per setback requirements. The as -built survey was completed by Rocky Mountain Surveying and SGM field located additional facilities as noted and shown on the attached plan. GPS coordinates have been provided on the drawing. 1:\2013\2013415_I00_RiverRock\B_Calcs and Reports\OWTS\PitCo_OWIS_Cert_Lelter-100 River Rock Lwc.dm GLENWOOD SPRINGS 118 West Sixth St, Suite 200 1 Glenwood Springs, CO 81601 1 970.945.1004 0 July 18, 2014 Pitkin County Environmental Health OWTS Certification Letter Page 2 SSGM www.s9m-inc.com The intent of this letter, along with the attached record drawing, is to provide adequate information to convey that the installation of the OWTS improvements for the residence at 100 River Rock Lane were completed pursuant to Pitkin County regulations and the construction plans and specifications prepared by SGM. Please feel free to contact me if I may provide further information or provide you with copies of any of the photographs that were taken during the site visits by SGM for Pitkin County records. Very Truly Yours, SGM INC. Andrew Rapiejko, PE 40308 cc: Falcone Construction 0 0 SEPTIC SYSTEM AS -BUILT SURVEY "EISCHEID—WALDORF" GODFREY PARCEL AS SHOWN ON THE GODFREY-LANDIS SUBDIVISION EXEMPTION BOUNDARY LINE ADJUSTMENT PLAT RECORDED IN PLAT BOOK 21 AT PAGE 98 IN THE COUNTY OF PITKIN, STATE OF COLORADO. YPC LSO 29030 I �ao 0 g�n Ri Z I 10VE& Phial >� 7 H •43'5O•E N�g•2333+2g. .62' SFA w \ / oaan.arousntdt emmm v$s TAWe \00 F rte. °.og r,0 ...\ �iao yryA ^m HOUSE w 0 Legend wi _O p CJs iS4A1 •` / 31.zrj56i-lo6.pit+I y . © 3'I, Lr11.IY-let. Ma ''wA 'A TA'fvtmAnua/ A..V 3A. J* S -I G Pr u� i By Sbv\ 41411 b 31 1 - ,ffii f (a 31, I'll L57t-Wl.fa%bs M flhs "X its" l 1. Michael P. Lafferty, hereby certify that this SEPTIC FIELD IS—BUILT was prepared under my nIpeMsion 07/2011, that I is NOT a land eurcey plao and that it in NOT to be •elied upon for the establishment of fences, buildings, or other future imprauement construction linea. COCKY MOUNTAIN SURVEYING DAM 3Vaverm: 04/2014 1133 CRYSTAL SPRINGS ROAD r0E no. :13532 :ARBONDALE CO. 81823 170-379-1919 RPC 1 9018 NOTICE: According to Colorado law you must commence my legal e<don based upon any defect m this survey - duce years after you first discover such defect. b. event may any action basal upon any defect in this suety be rommeocei mom then are years from the date of the cestifiradon shown hamn. lL SEPTIC SYSTEM AS -BUILT SURVEY "EISCHEID—WALDORF" GODFREY PARCEL AS SHOWN ON THE GODFREY-LANDIS SUBDIVISION EXEMPTION BOUNDARY LIKE ADJUSTMENT PLAT RECORDED IN PLAT BOOR 21 AT PAGE 98 IN THE COUNTY OF PITKIN, STATE OF COLORADO. 0 15 30 60 YPC LSg 29030 1" = 30' H VEN RPC \ LS/ 9018 I�DtatV.iWr10\ E N83'4Y60'E P7/6M4! N-j6'23'33� 10.62 SrO, I 23.29 ?� r>> o \ wncve aumtw, y . 0 Ok9 rF. .-i. \ a4 896 PG BNI L .10: \\/* . s g '0 6.a IN � ow/ S. p P HOUSE / w 0 Legend a �' o \ Q9 8SP17C TAMC LID GA4 L 31.2fi156i -bj,.eVlcvl y Q 31. Lfi141Y-1o6 sti i'19 ,r�sjd� � *T•a/WG+Aic,✓ AoOtn 67 SbA 6 31, Z 41 - 06.6e3} 6 34, 7,71 Lsl , -lot 6*tUT1 Al its., 60+4[ RA"a 0 BATE: I, Michael P. Lafferty, hereby certify that this SEPTIC FIELD AS -BUILT was prepared under my euperviaion 07/2014, that it is NOT a tared euruey, ptat, and that it it NOT to be .40 relied upon for the sslabtisho e t of fennes, buildin0e, or Other ftture improvement conetruction lines. ROCKY MOUNTAIN SURVEYING DATE SURVEYID: 04/2014 NOTICE:. basal up to an,Colcid rrado , in you must mmmmm my 4133 CRYSTAL SPRINGS ROAD M NO. 1969E upon my dual a this In Mud. Lt.. years Ober you fiat discover such defect. 9 ao evmt may any CARBONDALE CO. 81623 action based upon my de&ut in this survey be mmamced Ewa 970-379-1919 [hm trn yeazs from the dve of tM1«etdfiudon eb0we heteoa Pitkin County Mail - 100 River Rock - 4 T installers • Page 1 of 3 �I) i fit r ry GOO n V Kurt Dahl <kurt.dahl@pitkincounty.com> 100 River Rock - OWTS installers 1 message Andrew Rapiejko <AndrewR@sgm-inc.com> Tue, Jul 22, 2014 at 9:32 AM To: "Kurt Dahl (kurt.dahl@pitkincounty.com)" <kurt.dahl@pitkincounty.com> Hey Kurt — Please see the summary below for those involved with the OWTS install at 100 River Rock Lane. Thanks Andrew Andrew Rapiejko, PE, LEED AP BD+C Senior Engineer SSGM 118 W Sbdh St, Suite 200 Glenwood Springs, CO 81601 970.394.9052 / 720.648.3203 cell www.sgm•inc.com 1in From: joe falcone [mailto:joefalconel@comcast.net] Sent: Tuesday, July 22, 2014 7:47 AM To: Andrew Rapiejko Subject: Re: 0052.2013.PRBK That is correct Andrew. The electrician was Schwener Electric. https://mail.google.com/maiUuIO/?ui=2& ik=23 t7b56eb0&vievv=pt&search=inbox&th=1475eb6fbOcd858... 7/22/2014 Pitkin County Mail - 100 River Rock - *TS installers • Page 3 of 3 Here is the As Built from the surveyor. Can you guys come up with drawings and documentation to put this to bed? Joe Falcone Falcone Construction Mgmt 970-948-5122 7 https://mai I.google.com/mail/u/O/?ui=2&ik=23 f7b56ebO&view=pt&search=inbox&th=1475eb6fbOcd858... 7/22/2014 0 PiOdn County Environmental Health Department Contact Log Sheet rk MOM �F�e �son Spoken To I • G • Imp M M Ab .\ SEE A THIS SHEET G� - .MiM I•.5'. \ ,...,,\ i w� ``''' �`� JH.H �I\` \\, 'Nfw[1•.p 10 1.5 __r _____ _____ ��� `�\ I \ if \t f//',� ` oLK+�e`iLr r '...\ m �1• en'°ri�tin'`,, +, ��\,., amir w�ertAa.,w �� 9wvwe' � w000r,i \ \�\Y,, 4IGOH-� ' ...•SIA.-MlY \, \ \ \ \� sG P i \: ✓ L•s9oa Y ex' � � i \ u rMi \' \ \\ Laer `,.. �4 \. \ \w., `w, �� rrvnes w �� �� \ � - amw. rmJ. � 'ro• o* w9c `'V \ A, V �\ \• \ INN ] . \ \. \ 'w ` a \ non, wIu¢ -,\\ \ � '.\ � '6\y\ �. t les f > 'Y•\,� \ nrAwn 'fit'^... \\\ \\\ ro' wrrs s[,yp-`. • YOIMpE �\` �\ ��y i B i � I $p..,.,`�i'.w ,`yam -.c, `\ � \� 4\ l / �,. , ` ` ""- f,wJ \ \ ........\� \<eM ) 4 i ` ' ' / MLN) p• BVIdNG / U RED A r6 -.. \ +t \' \�,\ \ �` `\ rnnLsnexr •� sECI cIo \ ' I 1 / 90306 �4 '\ sirnc mvr Ar qt C � t � ,�o»ari rierrN, •, RMIMAI.d/ I6') ldf LLG,/EW di \\`. `�\. � \ \`.\ \ �.. \ `•. \a\\� \\ �l \� •A .. .. f / �.9L,>a .xv,e (amw Preliminary �SGM Wm eq CMK w cweeurs ro y¢ aEn Dab 09M lou+is. C J.ORI Not For Eischeid-Walldorf OWTS Plan liew.A S sig, s 1 zoo 100 River Rock Lane, Wood Creek, CO ac r r33 5 Construction Gl9nwo9d5prings.COB1601 Y a 970.945.1004 www. mi,c.com Fk anowniw I. CLM'NNCma 5 OBNB, A GAO FKF n? M1 nE EAO:/HE£P rDR UYOA GQV r DLC/NE£R T' SLw a Cnr rD.P nss M MIMPl. wr X ALNP T .Pb'TA(LER 9NLL LLINi?PAI ro ALL PRKN CVNV/% E)A'RVI,IIfHIK N llf � BE 7)00, W/ AROC ALG COMAYRXIS LM' nM ONSRF wA lvl SYSId (OW/5J Sw(L ME£r APP[Ai1NE 10' NP°f ALaawnays. crornR,Cr WILL WnF fNdMrm a<avers NSTALuxw a-IrtBLxeW lwr w .SEODwfD NSTAWT4V OBSfRINM CAN Br MWE BY Z£ OESMM' 11. GNfFa. 2'a VKK W'PC 1 / BfG1wP'NG R6/wC FALYL/nE5 SNOMN CW ZEY PLM'S IS FMIw 1�• UMENLW ES 7W Atlr AS LCYS/RIK'nD AwLWA,IWN. LONIAACmR S/NLL LERBI' ZC fX51MG T' RA LPNC FAcnmEs Aaf NDr N mLxL/cr wm, >ME PAVPDSEB 6,PaOKMENIS FAc&jnE w ,. CLWIAACRHI MY fi L EXASNNG I," GI M SEPnC rA A5 POSSNLE PWV6MD INEY MEEr N -SIL SPY CDRaENr COUMY REOMREMO,lS F mE EXIsnNO SEPRC TANTS ARE DEEMED WT SURABLE fPP w' aEOSi INE LX/SM1G TANKS WILL BE aElp AAD A SNOLE 2.L G M TANK WML W Al A'bTKlED. ALL OMfR IXSIAVD SEWER FACH/nf5 WML BE ABWOONEp N RACE OA afMOLED FALW SaF As 0£Tf.YIIANlD NEDES544Y BY )lam CONIR1CmR. S )/K opm SHALL LW INSTALLED N ACWRPINCE WN .SCM 5lLCllKIWNS ANO W00WA 1M 5' aELOMAIOIMIKNS. SDBSZNmNs OF COMPONENTS Oa wTERNAs ML NOr BE KLOWED WI r nw AP1%tlVK OF ZE LIESWP/ EAgNf£R. MSIANiH SFLIL[ PRONOf GTKW LN WHEN RflNKSIMC sL1B5'mNWM£ 6. IME ABSa f SHOULD BE PaDR"CIID lTXM, CPMPACi%v. LEILHY/L1A IPMIC KEPT OFE w ME AoSPPPTpN REL wr O wMBF . WMP IRGY%S ANO HGW TLPED YEHKLES SHO(Ho hDBE ALLOWED CN IM.,05PPPIXN FHLD. AfG SOH .PITnED OR COAwAChD SLWl PF • aEA,oLm AW aEPucEn wm, SAW oa LLwmr R.Icm wmE wnxFMs ). ALL PLL Hr1E (HWKL01]S'S SINLL ff.WLLfTII MEEOfO. UN(L55 OIHERMISE SPECBYO. 6 ALG,MSERS, 111LK BOY£$ AW IHYLs SNA[L £XR]q T MG/ AWL£ SLNMNNPNO nArS,IED CMM!' (MESS Nsl)IfLm N A LID SINFKE WN£RE nK AWL( PPIOf FFAIUBES SwLL lX NSNLLEM AT LMIO[ SLK SITYL BE BULT UP Aa0LM1 RrsfR AW SLLWfD AWWY RmAI RAS'E1P At A X MBA. SJ�OPE' SLP9E ro N)L.YJIT. 9.SEIIW PwE AMS EETLLBT't RPE SHML BE PtKPD%Y EEPOEo FLY INE IAEAtY/ PEIAH PWNMD. IG R£Lfrk'/AIKW LV K( AFEIS PTT(BffiED fpP OWIS FAGYLTY Atl) CPVSIMA:I.CW SMILE BE SEEPED PFR RlA'D, COUv1Y 1PEYIK.I)AOS'S M PW A£ AIiWOKD P1N.YLT WtaSY.I^c PLAN SEEDNG . SINLL BF ZE RETNK�/!Y d' 1M£ ONNER AW Cd,IRICRLY J I. SEPnC TAMr ASSQ,6ff5 SI(A{G PE CG61RUClED wnR J.YAIf m ASVNE No GmfND OR SIRPAJ w)FR lMa fFFFCr�M'W.,v NHLA,Es OF Ilff acSrva �1T. P/gNPC ABEIXRrE .WII-20IAIKW PfNC6 [IN SEPAL TANKS AS BEWARED BY RQ MWIYACJLNYR AW sLMCaae LxwXlnws la P5N5E Of ALL FEAIOLED EXASr1hD wSrEIIMER FAG/LIES PER MKN GDUAPY R£GNATKBb'. IM CUVIR.ICTTM WILL PERFORM A P£RCOLATpN nST fLq nK KSCR BED LOGRD Ar THE nravn, ETM cr n/E PaoaRTr KLNC fiLE Hn.Lsx�. aFsuls SHAGaf PAEYNIEO m >rrs t),EIM'FR PRFK m NSTA(LND 1>M ABSAPP//CW BED. 's F crcl "rnx """R wN" `°" ""'xa'R'Ks `°RK R"v` Lr o"`R T°°' `R°" »J"m>Pos`D °W'S AUTOMATIC DISTRIBUTION VALVE .1, . PBL GP (11'P)1 •� aar WerE EmE 1. Zf nrslNc oar wtLG rs m eE ABWOPNm N RACE. nlE LocMTav of lHE aar WELL GOES W) MEF; CUMFM COU//lY OWLS CR/Ia1N FAP SEmiCK fMN/ PROP£RN LINES dP W.MESIIC WELL J. lNsrKux snvL nWvmE M oREACD caviRCL RwEL srnFM As PAPr of rI/E Prow srslEM. 2 owrwm r s CPKI/Lr OWNER AVD/PP e;vlo L LYYIM,CNF fAP tOG OF CPNIAYIL PANEL LOMROL PMn SHKL Bf MtlUNlEO OH )JlE FXRFKIP OF Nk BUHLPNC MI/H/N SKJR OF INE aESPEt'IWE P(MwMC SYSR.Y. 6)YHRE /S WT A SIMABLE LOGINN 1I1E BUl[� )Il£ MSTKLLR WILL CPKMJ nff OESA:S' £M:NEIX rCV! C(/L01:.C£ ON M KI£Rw>F PAAYL L6CAlxw a cav)an PAArt vwL � AA]W/IFO Ar A cLBAHMsvr TIDY;/; m guar ACCESS' AW Euv.•isuucE 4 >M IASYL SIWL LOURD SLCN TwT I1K A(AR.M CM B£ aFAPLY SEEN ANO F/GNO. 1. PUYRNG SYSnM SILALL wK A CIXO WGIIKR PSC/MFLE ASSEMBLY. Wf£P IKVE /N GYKO WFAR/fa MSCHIRCE ASSEAASLY WI(L P2WV BAp' /Nm SfPTK' TAMP. 2 PSCINSYi'E ASSfA,BLY SMALL INK A 0rsL'GTECr UNHN, ALDESLBLE n OROUNo LELfL rue RAIP REP(ALELfNf. a PNIIP sISIFM ANLL B.CGULL IINEE' FLGr S"710AM.M 2W' FEW M 1V F' amr. AW A MCN w1Ex ALARM. M AOPIpwL Low wA)ER AURM/afIXNPWr P•F nar a OP)KMLAf. A nNrs SNVL BE SEI m PEIMR A wAIMUN DOSE m THE ABSPPPINN Bm. s. nmr IRE£ HAI/LYE AAO mlIiN'CLE WILL EXIFNO m A MAX. O W OF 12 MCHES maw IHE mP a n,E rAMr MSER. B. INSTK[ER SHILL NRN/SH ANO INSTALL M IXIER/LAL SP[A0f BOA: ). SPLKE" BOX (MEAN l) SHN.L BE uG AR'NOL'FD FOR WET LOUI/ONS. B. KL MIRE SPlAZS WILL � LDMRE/ID NYM W.�S'IEB � L1MWE�r0.�45/^A^ A)AY-LS' C Of N S/MLNRD CwNBERS PWNOED: 101 0.6YN CR//Fall •�-��'-A��w.J-��/✓� .ttSQBXY l 6.800 SF MIN. rAMY GPACRr - 1.125 GLLONS / 'ESA / P/rK'ES 0 rANY GP.Irm PMMOFD s 2oW GLLONs LB5/G4 FLOW - " WP PEtCLYA M?T - J6 WW TEAL MIT OF J6 MR 5 ALERA6E OF J FERC )Er PMIS ABS wYFA REGPIGPEO ARG - ;SIT SF 2oB eorNe REPK'rHW IOM CINYHR GELY.C'IKN MN. ARG REOUw2D (lsJT'O. ro) - law SF / OF N STANDARD CwLASD3 REDWRfO: 107 /a LM m BE LEVEL MIZ GPOIIW T' SLw wr X ALNP W/ AROC f1LL w�' \ 10' NP°f \4 w 2'a VKK 2" RS 5^OOC WM ADv T' RA LPNC - SWEEP W OfG BEND N -SIL SPY ABSORPRON BEDDEWL aar WerE EmE 1. Zf nrslNc oar wtLG rs m eE ABWOPNm N RACE. nlE LocMTav of lHE aar WELL GOES W) MEF; CUMFM COU//lY OWLS CR/Ia1N FAP SEmiCK fMN/ PROP£RN LINES dP W.MESIIC WELL J. lNsrKux snvL nWvmE M oREACD caviRCL RwEL srnFM As PAPr of rI/E Prow srslEM. 2 owrwm r s CPKI/Lr OWNER AVD/PP e;vlo L LYYIM,CNF fAP tOG OF CPNIAYIL PANEL LOMROL PMn SHKL Bf MtlUNlEO OH )JlE FXRFKIP OF Nk BUHLPNC MI/H/N SKJR OF INE aESPEt'IWE P(MwMC SYSR.Y. 6)YHRE /S WT A SIMABLE LOGINN 1I1E BUl[� )Il£ MSTKLLR WILL CPKMJ nff OESA:S' £M:NEIX rCV! C(/L01:.C£ ON M KI£Rw>F PAAYL L6CAlxw a cav)an PAArt vwL � AA]W/IFO Ar A cLBAHMsvr TIDY;/; m guar ACCESS' AW Euv.•isuucE 4 >M IASYL SIWL LOURD SLCN TwT I1K A(AR.M CM B£ aFAPLY SEEN ANO F/GNO. 1. PUYRNG SYSnM SILALL wK A CIXO WGIIKR PSC/MFLE ASSEMBLY. Wf£P IKVE /N GYKO WFAR/fa MSCHIRCE ASSEAASLY WI(L P2WV BAp' /Nm SfPTK' TAMP. 2 PSCINSYi'E ASSfA,BLY SMALL INK A 0rsL'GTECr UNHN, ALDESLBLE n OROUNo LELfL rue RAIP REP(ALELfNf. a PNIIP sISIFM ANLL B.CGULL IINEE' FLGr S"710AM.M 2W' FEW M 1V F' amr. AW A MCN w1Ex ALARM. M AOPIpwL Low wA)ER AURM/afIXNPWr P•F nar a OP)KMLAf. A nNrs SNVL BE SEI m PEIMR A wAIMUN DOSE m THE ABSPPPINN Bm. s. nmr IRE£ HAI/LYE AAO mlIiN'CLE WILL EXIFNO m A MAX. O W OF 12 MCHES maw IHE mP a n,E rAMr MSER. B. INSTK[ER SHILL NRN/SH ANO INSTALL M IXIER/LAL SP[A0f BOA: ). SPLKE" BOX (MEAN l) SHN.L BE uG AR'NOL'FD FOR WET LOUI/ONS. B. KL MIRE SPlAZS WILL � LDMRE/ID NYM W.�S'IEB � L1MWE�r0.�45/^A^ A)AY-LS' C Of N S/MLNRD CwNBERS PWNOED: 101 0.6YN CR//Fall •�-��'-A��w.J-��/✓� .ttSQBXY l 6.800 SF MIN. rAMY GPACRr - 1.125 GLLONS / 'ESA / P/rK'ES 0 rANY GP.Irm PMMOFD s 2oW GLLONs LB5/G4 FLOW - " WP PEtCLYA M?T - J6 WW TEAL MIT OF J6 MR 5 ALERA6E OF J FERC )Er PMIS ABS wYFA REGPIGPEO ARG - ;SIT SF 2oB eorNe REPK'rHW IOM CINYHR GELY.C'IKN MN. ARG REOUw2D (lsJT'O. ro) - law SF / OF N STANDARD CwLASD3 REDWRfO: 107 /a LM m BE LEVEL MIZ GPOIIW T' SLw wr X ALNP W/ AROC f1LL w�' \ 10' NP°f \4 wNo IroLo 2'a VKK 2" RS 5^OOC WM ADv T' RA LPNC - SWEEP W OfG BEND N -SIL SPY FLUSHING ASSEMBLY WIms PLC CAP (DO NOT CLUE) 1' DEEP SAW CUT PK CLEANOUT, VEM, OR OSSERVARON PIPE OBSERVATION PORT/CLEANOUT CAP W, r0 5Y W 4 SrANGRe L 89? oa APPROKo EcvAIL GM I Eischeid-Walldorf 51.t. S0. zoo 100 River Rock lane, Woody Creek, CO m. CO 8; 601 CLEAN—OUT DETAIL NOT TO SCALE DIREC77ON OF fLOW Butyl Rubber 1 Sealant rxibl Wires to panel Boot N ET TEE 0aWLL EE W, EFFLUENT FILTER EXISTING TANK VINALEO AREIS IPAY MFRS DllSla LESELA6 COLWSE 'r m Bsr wX. Lwr aENsry EXKIMG SL6-BlY F1R O9N .@"p9CArtXIS `CWr CLA£5 6 A9lOSl,f LL'MMACr TV 93M N B" L6/5' W Lsf rHSM Pm C'aI nAvawJs D FVPE aASr A rILIrsEn .srDAe E6Ll1AG wlww. cDwaK'r ro 9Si ALAI' PPV LL9r5 IrP 6"ALL SANS RPE WTES' r. PLACE NO CdwAcr e¢HVAC wTERNL arcwf NSTALGAG RPE T PNE BEMNO ML6! BE N fYAC[ COMPACRD AW RFE NSTNLED Ar RK CY MYEMENr NSTKLI)KAP LffiSfRKIBYM' PIPE DETAIL Minimum Height PROSTEP LPFLUENT PUMPING PACKAGE..- BPP5000-57CWOB RELOCATED TANK OWTS Notes and Details RL TER 1.000 Ar IIEosr Rq 3 � a AW® Jd O 3013A15W ABY C3.1Ri 4ID.1 J Jr PE. AM a 4 `V S S�'w- 15SGM www.sgm-inc.com October 7, 2013 River Rock LLC 710 Johnnie Dods Blvd, Suite 110. Mount Pleasant, SC 29464 SUBJECT: 100 River Rock Lane OWTS Design Memo Pitkin County Parcel ID # 264316103002 SGM Job No. 2013-415.001 SGM has prepared an Onsite Wastewater Treatment System (OWTS) design for the subject site as presented in this memo and the construction drawings. The design was prepared for an OWTS construction permit submittal to Pitkin County Environmental Health Department per current standards and regulations. SITE CONDITIONS The site is located north of Aspen at 100 River Rock Lane in Pitkin County, CO. The project site is located just south of Woody Creek, CO and a portion of the lot fronts the Roaring Fork River. The site is bisected by River Rock Lane which provides access to adjacent residences through an access easement. The existing vegetation consists primarily of native grasses, oak brush, aspen trees, and evergreen trees. The site generally slopes to the southwest and will hold snow through the winter months. The elevation range of the property is between 7299 at the south end of the site and 7350 at the north end of the site. The slope of the site varies An existing OWTS system currently serves the residence, which does not meet current Pitkin County Environmental Health Department criteria. The existing system includes two 1,000 gallon septic tanks, a dry well (250 sf), two absorption trenches (581 so, and associated piping. The existing system was installed under Aspen Pitkin Environmental Health Dept ISDS Permit No. 91013. Due to the proposed improvements the existing system will generally need to be abandoned to meet current requirements for the proposed residence. There are multiple setback and physical constraints associated with this site which has led to the proposed system design. These include the steep slopes, unique layout of the lot lines, an onsite well, and the building and driveway location. These items are further discussed in this report and are identified in the construction drawings. OWTS CALCULATIONS The residence will act primarily as a vacation home only being occupied on a part time basis. The residence is currently designed to have 4 bedrooms and is under 6,000 sf. There are no additional rooms in the residence which could be considered offices, studies, or are similar in size to a proposed bedroom, bringing the total Bedroom count to 4. Bedroom numbers will be used as the design criteria for the systems. Due to the square footage of GLENWOOD SPRINGS 118 West Sixth St, Suitb 200 1 Glenwood Springs, CO 81601 1 970.945.1004 11 0 0 6SGM www.sgm-inc.com the house being below 6,000 square feet, average wastewater of 75 gallons a day per person will be used. The average wastewater flow calculation is described below and the spread sheet calculations can be found at the end of the report: Typical occupation and water consumption, per county regulations, is two people per bedroom at 75 gallons per day per person, for a total of 150 gallons per day per bedroom. With 4 bedrooms this provides an average daily waste flow of 600 gallons per day. Applying a 1.5 loading factor yields a design flow of 900 gallons per day. The average percolation rate in the proposed absorption area is 36 MPI. Per county requirements, a 1,512 sf absorption area is required. Absorption beds will be used due to a lack of space for trenches. Additional reductions for the use of chambers (20%) and dosing (10%) in the bed system will be applied bringing the required bed area to 1,058 sf. A single 2,000 gallon two-compartment septic tanks will be installed (or reuse existing two 1,000 gallon tanks as possible) which provides greater capacity than the minimum required tank capacity of 1,125 gallons. SUBSURFACE CONDITIONS The required Pitkin County soil tests were completed by HP Geotech in August of 2013 (HP Job No. 112 422A). Average percolation rates for the three percolation holes ranged between 48 and 18.5 MPI. The average rate of 36 MPI will be used for absorption bed sizing. A boring was completed for structural design in Dec of 2012 by HP Geotech (HP Job No. 112 422A). The single boring was taken near the existing entrance to the residence and was approximately 6 feet deep where practical drilling was refused by a boulder. According the data collected during the boring, subsurface conditions found throughout the site consisted of a layer of topsoil underlain by a layer of slightly silty, sandy, dense, slightly moist, brown, and with typically subrounded rocks. Groundwater was not encountered during the geotechnical boring and soil testing procedures, although moisture content generally increased with depth. The slope on the south side of the residence was created by constructing a driveway, which exposed subsurface conditions. The homogeneous nature of the subsurface condition can clearly be seen within the road cuts around the site. PROPOSED DESIGN The following narrative describes the proposed OWES as shown in the construction drawings for each system component. The septic tanks, appurtenances, and absorption area are designed to meet county requirements. The general description of the proposed system is as follows: Sewage from the residence will be collecting in the building pipe system, conveyed through a service line to the septic tanks where it will be fed by gravity to a secondary treatment system which will pump doses to the automatic distribution valve and delivered to the absorption beds or dry well. Building Sewer Service Line: Sewer pipes shall be 4 -inch SCH40 PVC pipe with solvent welded joints, installed with a minimum slope of 2% to the septic tanks. Cleanouts are required at the stub out from the building within 5 -feet of the face of the structure, and every GLENWOOD SPRINGS 118 West Sixth St, Suit6 200 1 Glenwood Springs, CO 81601 1 970.945.1004 `S� • 0 OWTS DESIGN CALCULATIONS - for Pitkin Owner's Name Parcel ID # i�bl-fli.(Y12 House Size (sq. ft.) (75 gpd or 100 gpd) 75 Number of Bedrooms in Main House - ' 4 Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House 0 Number of Bedrooms in Detached Caretaker unit 0 Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit 0 (1f the caretaker unit is ATTACHED, treat as ff part of main house.) Average Daily Waste Flow 600 State Review Required? no Perc Rate —(1) Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.5 Q= 900 Minimum tank capacity 1125 gallons Absorption Area (=Q/5 X SQRT perc rate)(1-4 loading factor) A = 1,512 sq. fL of absorption area required Absorption Area (—Q/5 X SART pert rate) WITH SECONDARY TREATMENT (no loading factor) A= 1,080 sq. ft. of absorption area required Abs. Area w/ loading factor (B25) Trench Bed Quick4 Trench Quick4 Bed Pipe and Gravel (-10%) 1561 no md. 1512 178 153 Dosing (-20%) 1210 (-20%) 1210 123 123 Chambers (-30%) 1058 (-10%) 1361 107 138 Max Allowable(50%1 756 (-30%) 1058 77 107 Secondary Treatment Abs Area w/ out loading factor (B28) Tree Bed Pipe and Gravel (-10%) 972 no red low 98 109 Dosing (-20%) 864 (-20%) 864 88 88 Chambers (-30%) 756 (.10%) 972 77 98 Max Allowable (-50%) 549 (-30x) 756 55 77 100 SETBACK FROM WELL # of feet = 50 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 25 SETBACK FROM DRY GULCH # of feet = 0 15SGM www.sgm-inc.com 100' of pipe or as called out on plans. Bends in the sewer pipe are not to exceed 45 degrees. The pipe should be properly bedded per the typical trench detail presented on the construction drawings. Septic Tanks: The existing septic tanks shall be inspected for conformance with current county regulations and vehicle load rating. If deemed salvageable for reuse they shall be as shown in the plans. The northernmost tank shall remain in place and the southern tank located adjacent to it and connected in series. If the tanks are not salvageable a single 2,000 gallon tank shall be installed. The tanks and lids shall conform to current County OWTS regulations. The tank shall be installed with watertight access risers with lids that can be secured between six and twelve inches of the lid. The septic tank inlet and outlet and compartment divider shall be provided with open-end sanitary tees extending a minimum of 14" below the inverts of the openings. An effluent filter shall be installed on the outlet tee The septic tanks shall be installed at a location accessible for pumping and maintenance. Horizontal distance from the pumper truck point of access to the tank should not exceed 100 -feet; vertical distance from the tank to the truck should not exceed 10 -feet. Access Risers and Lids — Access risers and lids extending to finished grade must be provided for each septic tank. The risers are to be watertight and attached to the septic tanks such that a watertight seal is provided. Dosing Pumps — An Orenco ProStep system shall be installed in the most downstream tank compartment. The dosing pump shall be as included with the Orenco ProStep BPP50DD- 68CWDB pumping package. Use Orenco PF 50005 50 gpm high head pump. Discharge Assemblv— Included with the Orenco ProStep pumping package. Float Switch Assemblv — Included with the Orenco ProStep pumping package. Floats shall be installed to provide an 83 gallon dose. Secondary Treatment System: Not required for this system. Electrical Splice Box: Controls and alarms shall be listed per UL508. The splice box shall be installed per manufacturer's recommendations. Control Panel and Alarms: Controls and alarms shall be listed per UL508 as included with the Orenco ProStep pumping package The control panel shall be located such that it can be readily seen and heard. An ideal location is on the north side of the garage, or within the garage itself. Automatic Distribution Valve: An Orenco ADV 6404 shall be installed at the highest elevation in the distribution system in order to provide the ability for the distribution pipes to drain after each dose. Discharge Piping: All discharge piping shall be SCH 40 PVC with solvent welded joints, and sized per the construction drawings. The pipe shall be properly bedded per the typical trench presented on the design drawings. Distribution pipes within the chambers shall be GLENWOOD SPRINGS 118 West Sixth St, Suiti 200 1 Glenwood Springs, CO 81601 1 970.945.1004 rZ GSGM www.sgm-inc.com attached to the underside of the top of the chamber using zip ties at 2' intervals. Perforations shall be pointed down at the 6 o'clock position. Absorption Area(s): Two separate absorption beds are proposed. The beds include the installation of Quick4 Chambers and perforated distribution pipe throughout the length of the chambers. The chambers will rest on and be covered with native material. Each proposed bed is divided into two separate zones. Each zone in this bed has approximately the same length of Quick4 Chambers and distribution pipes (104 If) and surface area. Chambers: Standard Quick4 Chambers shall be installed in the absorption beds. Based on county criteria of allowing 9.87 sf per chamber (actual area is 12 so, 107 chambers are required. Inlet pipes into the chambers shall be connected per manufacturer recommendations. Quick4 Multiport End Caps shall be installed at each end of the trench. An 4" PVC observation port shall be installed at the end of each trench. Install PVC cap on end of observation port, extend 4" above grade. Flushing Assemblies: Flushing assemblies shall be installed at the end of each Quick4 Chamber. Dry Well: The existing dry well will be abandoned in place. INSTALLATION OBSERVATIONS The installation of the OWTS is to be observed by the design engineer. A minimum of three observations by the design engineer are required for the installation of the system: one observation of the open, excavation to examine the sub grade, and a second observation after chambers and all laterals and appurtenances have been installed but before backfilling. Pump basin installation, septic tank improvements, pump, and plumbing, as applicable, can be observed during either visit. A final observation will be required after the final electrical connection has been made prior to placing the OWTS into service. OPERATION AND PREVENTATIVE MAINTENANCE SCHEDULE Septic tanks: The scum and sludge accumulation in the septic tanks should be monitored yearly. Once the cumulative scum or sludge thickness reaches 25% of the tank depth, the entire tank should be pumped. A pumping frequency of 1 to 3 years at design flows is anticipated. An alternative is a regular pumping frequency of every 2 years. Absorption areas: The surface areas around the fields are to be observed monthly for signs of failure such as lush vegetation growth, effluent ponding, and liquid in the observation pipes. Vehicle traffic shall not be allowed on the absorption areas. Secondary Treatment System: Not required. General: System users must realize an onsite wastewater system is different from public sewer service. There are daily considerations such as not putting plastic or other no biodegradable material into the system. Water use should be monitored so toilets are not allowed to leak when seals malfunction. Allowing fixtures to flow continuously to prevent /F 0 0 SSGM www.sgm-inc.com water lines from freezing is not acceptable. Although the proposed system can accommodate variable flows, spreadable water use over several hours and eliminating peak flows is recommended. To illustrate the point, a malfunctioning toilet can discharge in excess of 1,000 GPD. Excessive daily loading could flood and irreparably harm the OWES. SGM cautions against installation of a water softener that discharges to the septic tank and drain field. The chemical and hydraulic loading from the backwash of a water softener may be detrimental to the OWTS and separate drywell should be constructed for the backwash waste, if a softener is installed. If a garbage disposal is installed in the house it should be used at a bare minimum. Alternative methods should be found for disposal of waste other than by use of the garbage disposal. The design of the OWTS is based on the treatment of domestic sewage, only. The proposed OWTS design is based on flows noted in the report. Increased flows may hydraulically or organically overload the OWES, causing premature failure. LIMITATIONS Our investigation, layout, design and recommendations are based on data submitted. If conditions different from those described in this report are encountered, SGM should be called to observe the field conditions and recommend design alternatives to accommodate the unexpected conditions. If proposed construction is changed for other reasons, SGM should be notified to evaluate the effect of the changes on the wastewater system. All construction is to be in accordance with the current Pitkin County OWTS regulations. Pipe type and size, burial requirements, septic tank construction, and other specifications, which are not depicted in our report, are to conform to the requirements of the OWES regulations. The installer of the system is to be licensed by the county health department and demonstrated knowledge of the OWES regulations and requirements. This onsite wastewater design is intended to be used only for the wastewater load specified in the drain field calculations and for the site indicated on the subject line. Any other applications of this design are not authorized by SGM. Use of this design for any other area on the subject lot than designated, on any other lot or for wastewater volumes or strengths not indicated constitutes a misapplication of the design and voids all liabilities on the part of SGM. If there are questions or we may be of further services, please call. Respectfully, Andrew Rapiejko, P.E. SGM, Inc. 17 0 a ISDS DESIGN CALCULATIONS - for Pitkin Owner's Name Parcel ID 0 House Size (sq. ft.) (75 gpd or 100 gpd) 75 Number of Bedrooms in Main House Number of Offices, Libraries, Studies, Similarsized Rooms in Main House Number of Bedrooms in Detached Caretaker unit Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit (if the caretaker unit is ATTACHED, treat as if part of main house.) Average Daily Waste Flow 900 State Review Red? no Perc Rate (MPI) ®Table 6.78-3 Design Flow (Q4) = 0 potential bedrooms X 2 people/bedroom X gpd X 1.5 Q= 1350 Minimum tank capacity 1688 gallons Absorption Area (-Q/5 X SART pen: rate)(1.4 loading factor) A = 2,268 sq. ft. of absorption area required Ak = 2,700 A= 04'PBILTAR Absorption Area (-Q/5 X SQRT pew rate) WITH SECONDARY TREATMENT (no loading factor) A= 1,620 sq. ft. of absorption area required Area of Existing Dry Well - 270 sf Abs. Area w/ loading factor (825) Trench Bed Quick4 Trench- Qukk4 Bed - Pipe and Gravel (-toe) 2013 nore 2ZW 179 mz Dosing (-204) 1114 1205) 1814 156 156 Clambers I -w) 1588 )-104) &1 in 179 Max Allowable L"w°.t 11A (-10%) 12v 98 in Secondary Treatment Abs Area w/ out loading factor (628) Trench Bed Pipe and Gravel (-10 <1 1458 no red 1620 120 132 Dosing (-204) 12% 1-204) 1296 IN 1N Chambers 1-3041 1134 (-105) 1458 88 IN Max Allowable (-w5) d14 (-304) 1139 55 a `Includes reduction in Abs. area for use of exist SETBACK FROM WELL M of feet = 128 SETBACK FROM POND, STREAM OR IRRIGATION DUCH M of feet= 78 SETBACK FROM DRY GULCH 0 o feet= 53 090 0 0 Pump Selection for a Pressurized System - Single Family Residence Project 100 River Rock Lane/ Woody Creek, CO Parameters Discharge Assembly Size 1.50 inches Transport Length Before Valve 95 feet Transport Pipe Class 40 gpm Transport Line Size 1.50 inches Distributing Valve Model 6404 Trans port Velocity Before Valve Transport Length After Valve 20 feet Transport Pipe Class 40 feet Transport Pipe Size 1.50 inches Max Elaration Lift 25 feel Manifold Length 12 feet Manifold Pipe Class 40 Manifold Pipe Size 1.50 inches Numberof Laterals per Cell 4 Lateral Length 52 feet Lateral Pipe Class 40 Lateral Pipe Size 1.00 inches Orifice Size 1/6 inches Orifice Spacing 3 feet Residual Head 5 feet Flow Meter None inches Add-on' Friction Losses 0 feet Calculations Minimum Flow Rate per Orifice 0.43 Qpm Number of Orifices per Zone ie feet Total Flow Rate per Zone 7.9 gpm Number of Laterals per Zone 1 feet %Flow Differential tst/Last Orifice 5.9 % Trans port Velocity Before Valve 1.3 fps Trans port Velocity After Vol ve 1.3 fps Frictional Head Losses Loss thmugh Discharge 0.2 feet Loss in Transport Before Valve 0.4 feet Loss through Valor 1.6 feel Loss in Transport after Valve 0.1 feet Loss in Manifold 0.0 feet Loss in Laterals 0.7 feet Loss through Flowmeter 0.0 feet Add-on'Fnction Losses 0.0 feet Volumes Vol of Transport Line Before Valve 10.0 gals Vol of Transport Line After Valve 2.1 gals Vol of Manifold 1.3 gals Vol of Laterals per Zone 2.3 gals Total Vol Before Valve 10.0 gals Total Vol After Verve 5.7 gals Minimum Pump Requirements Design Flow Rate 7.9 gpm Total Dynamic Head 33.0 feel ce 4 Net Discharge (gpm) PumpData PF5005 High Head Effluent Pump 50 GPM, 1/2HP 1151230V 1060Hz, 200/230V 3060Hz 10 and System Cune:— Pump Cune:— Pump Optimal Ranger Operating Pointe Design Pointo 0 GecPtech HEPWORTH-PAWLAK GEOTECHNICAL 0 Hepworth-Pawlak Gmtechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 email. hpge"Oltpgeotech.com SUBSOILSTUDY FOR FOUNDATION DESIGN PROPOSED ADDITIONS 100 RIVER ROCK LANE WOODY CREEK PITKIN COUNTY, COLORADO JOB NO. 112 422A DECEMBER 20, 2012 PREPARED FOR: RIVER ROCK PROPERTIES c/o DAVID JOHNSTON ARCHITECTS ATTN: BRIAN BEAZLEY 418 EAST COOPER AVENUE, SUITE 206 ASPEN, COLORADO 81611 brlanAd i architects.com Parker 303-841-7119 • Colorado Springs 719-6.33-5562 • Silverthorne 970-468-1989 ao TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY .......................... ............................... 1 _ PROPOSED CONSTRUCTION .......................................... ................. 1 - SITECONDITIONS................................................................................................... - 2 - -FIELFIELD D EXPLORATION............................................................................................ - 2 - -SUBSURFACE SUBSURFACE CONDITIONS .................................... 3 - -DESIGN DESIGN RECOM ENDATIONS..................................................... FOUNDATIONS............:........................................................... 3 - FOUNDATION AND RETAINING WALLS......................................................... - 4 - FLOORSLABS...................................................................................................... - 5 - UNDERDRAINSYSTEM...................................................................................... - 6 - SITEGRADING.................................................................................................... - 7 - SURFACE DRAINAGE ............................... LIMITATIONS.......................................................................................................... - 8 - FIGURE I - LOCATION OF EXPLORATORY BORING FIGURE 2 - LOG OF EXPLORATORY BORING a?3 0 0 PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for proposed additions to the existing residence located at 100 River Rock Lane, Woody Creek, Pitkin County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to River Rock Properties dated October 5, 2012. A field exploration program consisting of an exploratory boring was conducted to obtain information on the subsurface conditions. A sample of the subsoils obtained during the field exploration was tested in the laboratory to determine the soil classification and other engineering characteristics. The results of the field exploration and laboratory testing wore analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION Proposed construction will consist of multiple additions to the existing residence. A one story structure over crawlspace level addition will be located at the southwest portion of the house. A covered front entry, second story and basement level will be added to the existing one story portion of the house. Basement level will be slab -on -grade and the main level will be structurally supported over crawlspace or basement levels. Grading for the structure is assumed to be relatively minor with cut depths between about 4 to 12 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. Job No. 112 422A M -2 - If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. SITE CONDITIONS The site was occupied with an existing one and two story single family residence. The ground surface appears relatively natural across the site with some minor grading during original construction. The topography consists of terrace benches separated by steep slopes. The existing residence is located on a gently sloping bench with steep slopes located to the east and west, sloping down to the west. The Roaring Fork River is located to the west of the site. Scattered cobbles and boulders are exposed at ground surface. Vegetation typically consisted of grass lawn areas, scattered evergreens and dense scrub oak along the slope down to the river. About 4 inches of snow covered the ground surface at the time of our field exploration. FIELD EXPLORATION The field exploration for the project was conducted on December 11, 2012. One exploratory boring was drilled at the location shown on Figure 1 to evaluate the subsurface conditions. The exploratory boring on the south side of the existing residence was not drilled due to accessibility issues. The boring was advanced with 4 inch diameter continuous flight augers powered by a truck -mounted CME -4513 drill rig. The boring was logged by a representative of Hepworth-Pawlak Geotechnical, Inc. A sample of the subsoils was taken with a 1% inch I.D. spoon sampler. The sampler was driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the sample was taken and the penetration resistance values are shown on the Log of Exploratory Boring, Figure 2. The sample was returned to our laboratory for review by the project engineer and testing. Job No. 112 422A -3 - SUBSURFACE CONDITIONS A graphic log of the subsurface conditions encountered at the site is shown on Figure 2. The subsoils consist of about 6 inches of topsoil overlying dense, slightly silty, sandy gravel with cobbles and boulders down to the depth explored of 6 feet. Drilling in the dense granular soils with auger equipment was difficult due to the cobbles and boulders and drilling refusal was encountered in the deposit. Our experience in this area is that the dense gravel deposit extends down well below proposed excavation depth and that groundwater is close to river level. Laboratory testing performed on the sample obtained from the boring included natural moisture content and finer than sand size gradation analyses. No free water was encountered in the boring at the time of drilling and the subsoils were slightly moist. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory boring and the nature of the proposed construction, we recormnend the additions be founded with spread footings bearing on the natural granular soils. The design and construction criteria presented below should be observed for a spread footing foundation system 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable bearing pressure of 3,000 psi Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. lob h o. 112 422A Cc~ tech -4- 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area. Additional footing depth may be necessary in the southwest addition where it extends over the steep (50% grade) slopes. 4) Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) All existing fill, topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to the relatively dense natural granular soils. The exposed soils in footing area should then be moistened and compacted. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of the on-site granular soils. Cantilevered retaining structures which are separate from the house and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 40 pcf for backfill consisting of the on-site granular soils. The backfill soils should not contain topsoil or oversized rocks. G gtedo a-7 1IFSCALF1INCH=2000FEET I - Improvement Survey Plat - GodfreY Parcel GodfreY-Landis Subdivision Exemption / Boundary Line Adjustment Plat Section 16, T.9 S., R.65 W. of the 6th P.M. Pitkin County, Colorado S / / P / I/m1/a610iMlm Q5 I j/ +�� J Hi mlwEuv mrs —Legend slope zones Table ;— EOxdxL ®n/a Raess mbrm .e mnYo¢ GRf >vnmav ur °'41A1RE CIC=!IR/IBC IQERRI'C GRIN �-{��.I aT.RrX (K �I • •IRMY!' � MIA.RNVJ —tf— SWCMI'IIRA ICE -G—awao/VIGK � �YPNYL w �U .lVD a1LL � •OCf .9}If( x4622 .W/dtMRN ®tlQUX6 IIQ ® QarGa• IAFF IMIfA Y6V> ® G Y W 0 /IC W//j tlSMdx§ EIC OGear PPtPab6 m .R.OI IMR.p( ®/amoE EmaAvm�.Ec+mo • s+obr aaw Mn �� G nmrpr mr/Pn vaS(>mr 0000000 ®oae rvlmm.Y p PPDg40Y Imam m EIR//R.' IIMa9M01 . ElRl14ILl[A wro M4 slope zones Table r(ry/I/6a/ .✓/MMx/I .�.q... MOf%TI/T SIOQ! (,C aG( S mf ) Am[ umr 1 uaa Jmmr � wro M4 GRAPHIC SCALE J W � EY M1 SGM 118 West Sixth Slreet, Suite 200 3lennood Springs, CO 81601 Landis Parcel 35,547.4.sq.A 0.816 acres Godfrey Parcel Godfrey -Landis Subdivision LOTP A+d Pf)s 4 s ar,O� irDh Aa4raPA9 gm10D N 6p1.1' Atl i SAI {MZ Y/ .Vi2CI5 /I6 SIIP LY I.VN s� pP� rm� - w w,M bw m+vN✓r w ePnb ieRiol b m hwa•.nE l.wy mx aR naYw .edsa. b a rear a. sAe'IY PeEb'• r w NNepv - ab r M1Y •nq[ Y� A. ml) wl Yj II. -tl11 - as of r emsse Em S rw - ab1 r deYDc bDap rwn Ni/ •D title b a lv1Y r xN)mL M� br myY sr ewb m� N In mUel Tb tam, Y �x Pry eevmvMr s e1a� A•a� -Iwr rm.. A.arr�;r�xwYr•r�wp - Sar Nc r r a rar..ba a. er rmlaN mow a w wsrLx aa•) .� M rNl PEPbA R r w wm�x mr b mpaf ro am oYmP n.v oro wEtP wem.�I a YM w o� r ro, wn.�oes, w .�•y •w .�.na buD arm au ww.w sA., mea. - M rr.M ww'b r ne.o Jao ... 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I+tiWb wobrf u akmr Bq�tiq / O piN wIv /M M eMti y � !r a r F[4bl JQ pqs .10RImY JSIP.aI M{' /.Lar 56>tlmT IMm ar b e rW eM aql' LLss LTHmY ImN M a e rW atl eqi!Mu SWmmY lmm ae' a w Y r ea .w•r.D r•x,6r a.a. aDumY nm M r.Y Y. rea a.x' raa. xxumT Prm M ro P. men w ooPm•a. msvmw umYr ro sab-m/pp'NY MJ[tlbl1Y ALPSMro.rW mJ �[Yua� mn)mT Aa rD M ro v men ae qP' 6M x2-u'uY mDr a.l b s n6• as �E' ISva• xl6)JYIY L?3 MI a . rW u4 aw' wu MI4lOt lam M b i iwY m/ ap{' we NCI1'IIT )).M M b e .W N aq' bwp rorAamT Rcm M a to a.r r ey..y awn v apE smr m araew Improvement Survey Plat No. 2012J79Wl RARAID, 1 of J1I1 t F ` �jppw t / It l I ol. t Q �u GRAPHIC SCALE J W � EY M1 SGM 118 West Sixth Slreet, Suite 200 3lennood Springs, CO 81601 Landis Parcel 35,547.4.sq.A 0.816 acres Godfrey Parcel Godfrey -Landis Subdivision LOTP A+d Pf)s 4 s ar,O� irDh Aa4raPA9 gm10D N 6p1.1' Atl i SAI {MZ Y/ .Vi2CI5 /I6 SIIP LY I.VN s� pP� rm� - w w,M bw m+vN✓r w ePnb ieRiol b m hwa•.nE l.wy mx aR naYw .edsa. b a rear a. sAe'IY PeEb'• r w NNepv - ab r M1Y •nq[ Y� A. ml) wl Yj II. -tl11 - as of r emsse Em S rw - ab1 r deYDc bDap rwn Ni/ •D title b a lv1Y r xN)mL M� br myY sr ewb m� N In mUel Tb tam, Y �x Pry eevmvMr s e1a� A•a� -Iwr rm.. A.arr�;r�xwYr•r�wp - Sar Nc r r a rar..ba a. er rmlaN mow a w wsrLx aa•) .� M rNl PEPbA R r w wm�x mr b mpaf ro am oYmP n.v oro wEtP wem.�I a YM w o� r ro, wn.�oes, w .�•y •w .�.na buD arm au ww.w sA., mea. - M rr.M ww'b r ne.o Jao ... M nvAef N 6nroYa rp m7aor r w as r w ane aP+/.eYvxn ...r owaJ,� r wp I.TN+.I b r6Y 1M brrx N AdY r,.PaP'.r aareYa AYbW r�eiy wD by b rgMY rer es as( •aW.v rb .bd n w My 3(i' Ie ri r b �eaW N pMeBn r •Oufo r!4 M.mW m w /eM r Ea warrw h ea�b a,er b Y/•I b or may Tyb-r-y{ piYq �Y>rb m..,veYm�o r rayµ . eN e... ,.Y eTar w psp w mdo neer .s•r P.aa r e a.ar dx harav .om.w.n aro r.or v w ava y w .nNa' a my Ic r o, p�.y ascw .w, ro sanw. O.r+W .'mpomW ra mwy ym.A N .mnaa Y .ewescr r /iM0 MafhJ w pa.( IY YoNw Pool, m r wrr a xm aoer-cws .vm�s[w emnov &IIONIIK MNYLYI M>, ramM hirtli 11 I119 h M Avl )I r M1p M u � M 364$ oN wobar s ab�c A LR} r M aYW Y Satin 14 !Ar/p D AaN M5• of V r M fd Ii4M IYifn Oiq me. I+tiWb wobrf u akmr Bq�tiq / O piN wIv /M M eMti y � !r a r F[4bl JQ pqs .10RImY JSIP.aI M{' /.Lar 56>tlmT IMm ar b e rW eM aql' LLss LTHmY ImN M a e rW atl eqi!Mu SWmmY lmm ae' a w Y r ea .w•r.D r•x,6r a.a. aDumY nm M r.Y Y. rea a.x' raa. xxumT Prm M ro P. men w ooPm•a. msvmw umYr ro sab-m/pp'NY MJ[tlbl1Y ALPSMro.rW mJ �[Yua� mn)mT Aa rD M ro v men ae qP' 6M x2-u'uY mDr a.l b s n6• as �E' ISva• xl6)JYIY L?3 MI a . rW u4 aw' wu MI4lOt lam M b i iwY m/ ap{' we NCI1'IIT )).M M b e .W N aq' bwp rorAamT Rcm M a to a.r r ey..y awn v apE smr m araew Improvement Survey Plat No. 2012J79Wl RARAID, 1 of State of Colorado Water Resources - View Well Details: ept 9117083 • 7/8/13 30:17 PM „41.0raiJ.1 »VI-Slan 01 h fWg[I Constructed Receipt: 9117083 Division: 5 Permit #: 34995-- Water District: 38 -_ P•ame / #: County: PFUUN ^psionated Basin: Manauement District: Case Number: WDID: Help Last Refresh: 7/8/201312:01:10 AM [-] Applicant/Owners History Date Range Applicant/Owneir Name Address Oily/State/Zip Unknown - Present PATE C C WOODY CAEK OD 81656 [-] Location Information Approved Well Location: Q40 Q160 Section Township Range PM Footage from Section Lines NE NW 16 9.OS 85.OW Sixth 2270 N 2100 W Northing (tfTM y): 4349035.4 Easting (t1TM x): 336948.3 Location Accuracy: User supplied Physical Address Subdivision Name LITTLE TEXAS City/State/Zip Fling Block Lot P Parcel ID: 49-2643-161-01-003 Acres in Tract [- ] Permit Details Date Issued: 08/19/1968 Date 0mine: Use(s): DOMESTIC AcluNer(s):ALL UNNAMED AQUIFERS Special Use: Area which may be irrigated: Maximum annual volume of appropriation: Statute: Permit Requirements: Totalizing Flow Meter Geophysical Log Abandonment Report No No No Cross Reference Permit Number Receipt Description Permit(s): Comments: Limb to historic use prior May 8, 1972. dmw 1/4/08 L-) Cottedruction/Drage Delaib Well Construction Date: 08/27/1968 Pump Installation Date: Well Plugged: 1st Beneficial Use: 08/27/1968 Elevation Depth Perforated Casing (Top) PerforahM Cxdng (BOMom) Static Water Level Pump Rate 62 42 62 37 10 Lic# Name Addreg Phone Number Driller 634 COLUNS, F. E'BODIV 0525 COUNTY RD 109 GUNWOOD SPRINW, 0081601 97"28.9902 [-] APpliLadon/Permit History Well Construction Report Received 10/14/1966 Application Received 10/10/1968 First Beneficial Use 08/27/1968 Well Constructed o8/27/1968 Permit Issued O8/19/1968 [-] Imaged Documents Document Name Date Imaged Annadbed hap: //www.dw,. state. co. us/ Wel[PermitSearch /View."px?receipt-9117083 1 Page 1 of 2 0 0 C. C. Pate, M. D. Paducah. Texas This is a statement of ownership, providing for repairs and upkeep, and providing for a transfer of oc:nerrihip of a water well, located on the properties of C.C. Pate and P.R. Godfrey locited at "Little Texas", Woody Creek Colorado. This well is equally owner by P.E. Godfrey, C.C. Pate and J. Dan Powell and any repairs to the well, the well—house or the pump will be shared equally by th,) owners, but the outside pipes from the well to the three properties will be maintained by each property owner for his own line. It is understood that Powell and Pate share a pipeline to the corner of Pate property and this will be maintained equally by these owners, in case one owner desires to sell his property, it will bn al;reeable with all owners for any property owner to sell his intore.-t in the well, the new owner to assume all obligations of the, first owner. No additions to the well may be made without the permi!;sion of all owners. This statement and all its provisions signed by all owners this the.gth do+y of March 1976. J. D.nn Powell C.C. Pate P.E. Godfroy. v� _5_ All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfill in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.50. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 450 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a granular material compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab - on -grade construction. To reduce the effects of some differential movement, floor slabs Job No. 112 422A 9t -6 - should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum Required fill can consist of the on-site granular soils devoid of vegetation, topsoil and oversized rock. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in mountainous areas that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least I foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 1 %z feet deep. Job Na 112 0 -7- SITE GRADING 0 The risk of construction -induced slope instability at the site appears low provided the building is located as planned and cut and fill depths are limited. We assume the cut depths for the basement level will not exceed one level, about 10 to 12 feet. Fills should be limited to about 8 to 10 feet deep, especially at the downhill side of the -residence where the slope steepens. Embankment fills should be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to at least 95% of the maximum standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation or other means. The risk of slope instability will be increased if seepage is encountered in cuts and flatter slopes may be necessary. If seepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. This office should review site grading plans for the project prior to construction. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the additions have been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We JOU 1V O. 11 L 4LLA F 0 0 recommend a minimum slope of 6 inches in the fust 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free -draining wall backfill should be capped with about 2 feet of the on- site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory boring drilled at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory boring and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified 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 project 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 have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation Job No. 112422A C-496techh 0 KIM 0 bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Robert E. Stempihar Reviewed by: Da IT5 Job No. 1 l2 422A GMSCh 3� 0 � i 111 I 1 Ill I; • � llrll! 1' � 111 111 /I 1!1 111 III III / '1111'111 I +'11111111 I' LANDIS PARCEL; LOT 1 I ill 11 III II I II I. �� /Ilillllilll / Irll►111:111/ - llllillllilll � 1 �� )llllrllll' 1r � �\ 1I11'l.I11111/l '1 /llll�^ 1111!!1 o� III'I II,II(Ii1111�1111 I / J!III1111lI1'Il -� Al I a v u 1\ •'r� l I I III 1 � \11 III III III Ill I\� � II � I I / I 10ECK m� �aFms�wexaug I lu 1'l 111111 I I a � 1111111;1111 llrll� II. l'I %/ITN? IIIIrII� o �-1'1 ,/�'%111111';-�" III I 1 1=r?r ; \✓l MELBERG PARCEL; LOT P APPROXIMATE SCALE: 1 INCH = 20 FEET , 1124M I c t�ci, I LOCATION OF EXPLORATORY BUILDING I FIGURE 11 HEPWORfH�PAWLAH GEOTECHNicai 0 9 LEGEND: ® TOPSOIL; organic sandy silt and clay with gravel, frozen, dark brown. 1r o• GRAVEL, COBBLES AND BOULDERS (GP -GM); slightly silty, sandy, dense, slightly moist, brown, typically L subroundedrocks. ■ Drive sample; standard penetration test (SPT), 13/8 inch I.D. split spoon sample, ASTM -1586. 3x9/12 Drive sample blow count; indicates that 39 blows of a 140 pound hammer falling 30 inches were required to drive the SPT sampler 12 inches. TPractical drilling refusal. Where shown above bottom of log, indicates that multiple attempts were made to advance the boring. NOTES: 1. The exploratory boring was drilled on December 11, 2012 with a 4 -inch diameter continuous flight power auger. 2. Location of the exploratory boring was measured approximately by pacing from features shown on the site plan provided. 3. The exploratory boring elevation was obtained by interpolation between contours on the site plan provided. 4. The exploratory boring location and elevation should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring log represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the boring at the time of drilling. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) -200 = Percent passing No. 200 sieve 112 422A 3V LOG OF EXPLORATORY BORING I FIGURE 2 BORING 1 ELEV.=7335' 0 0 40/4,10/0 o ` WC=2.1 LL -200=20 _ .5 LL L d 5 N L (J � 0 10 10 LEGEND: ® TOPSOIL; organic sandy silt and clay with gravel, frozen, dark brown. 1r o• GRAVEL, COBBLES AND BOULDERS (GP -GM); slightly silty, sandy, dense, slightly moist, brown, typically L subroundedrocks. ■ Drive sample; standard penetration test (SPT), 13/8 inch I.D. split spoon sample, ASTM -1586. 3x9/12 Drive sample blow count; indicates that 39 blows of a 140 pound hammer falling 30 inches were required to drive the SPT sampler 12 inches. TPractical drilling refusal. Where shown above bottom of log, indicates that multiple attempts were made to advance the boring. NOTES: 1. The exploratory boring was drilled on December 11, 2012 with a 4 -inch diameter continuous flight power auger. 2. Location of the exploratory boring was measured approximately by pacing from features shown on the site plan provided. 3. The exploratory boring elevation was obtained by interpolation between contours on the site plan provided. 4. The exploratory boring location and elevation should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring log represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the boring at the time of drilling. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) -200 = Percent passing No. 200 sieve 112 422A 3V LOG OF EXPLORATORY BORING I FIGURE 2 i 11"1114J.11, AW01F 01ra l/// MELBERG PARCEL; LOT P 1 1 / 1 IR.YSDIb..9D1N[[ 1 \\ .D WIIO111 '1 I 1 •1T II sa nnsealn.�o ra+.Dlr.. 1 1 a.11 eerwn m•rrD •1 1 1 1 •1 11 1 ,•� "Y SITE PIANQ(HIBR'q) .aue .nm sn.r�we .e.e stet erD Il�f l rrwreas. �. 3>A III. -Al P • W41