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Home My WebLink Aboutpitkin.eh.246734301010 (1998)Document Layout (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 property Third System .etc. Floor Plans Please See Building and Land Use Approvals Files for additional information. Aspen/Pitkin Environmental Health Department Permr an Individual Sewage Disposal Sy 0��S. Galena St. Aspen, Colorado 81611 Phone 970-920-50701 FAX 970-920-5197 Permit # Qt55� r Parcel ID # Type of permit/U nor �� Name of Owner Y'll , Sohn N l Street Address Property legal description Size of lot / a qL Water source 5 7- 3113-01-6/0 S sfCct - ! lC ?4-4&z,r- 6g4nwa44 8/ocic_ 11, 64 kwa.rj e Total square footage of the house L # of bedrooms in house 3 I r # of offices, lofts & similar sized rooms in house Caretaker unit Tothl square footage of the caretaker unit _ # of bedrooms in caretaker unit # of offices, lofts & similar sized rooms in caretaker unit Designed for what # bedrooms Permit information Designed by E-0. r r Mailing Address Ove.nue , e,4 . gOa ! g - I96 '7 Perc rate Profile hole depth ` Depth to groundwater edro Septic tank capacity /� 3 ne15 minr`muyYl Absorption area 5Ce l,Vorrs 61f'l LL C�'Slarr incW'5 At 4116ws'e? J 17Sp 1,00, 2-emeearhazn4 6&v, -eft k piic - to L pk4f ,1 AA -be- va.ulf 14-►icl- IS' X 54.7s' send �1-kr �J 511 grtwe -55 &ham bw3 alo mil hlyr Lt1 elouAh 1( sidL a end of d[d wbere 6rO55in fD YC 564 AleecL - musf b -e it 5 or ULLro E/ICQYeeenf � �llce W2-lC/ or -Y u lint / is rircd A. Permit approved by: �t Date: y"•� Plans and specifications of the proposed individual sewage disposal system have been reviewed and are considered satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was issued unless system construction has commenced or an extension has been approved in writing by the Department. As -built drawings must be Included with this permit before the final approval will be Issued. Installer. / rr loul- Lr k n ✓a f 45 � � A "'ZOL u n Final inspection approval: Date: 7 - /(o - 9� I nil !n3�c�1'a1 is requ'a'Cd by 4W3 va44uen4- OAd flu._ gnJ✓Vff . L lww 6�s,y„ cv&s /�y�tired c%ca %p �1,, reiac +'m 0+ 4lez eln•uCWaY• All �yn5 dakd s -/a -g8 ,r ag"q8 mresf G� �l� d. C�'Slarr incW'5 At 4116ws'e? J 17Sp 1,00, 2-emeearhazn4 6&v, -eft k piic - to L pk4f ,1 AA -be- va.ulf 14-►icl- IS' X 54.7s' send �1-kr �J 511 grtwe -55 &ham bw3 alo mil hlyr Lt1 elouAh 1( sidL a end of d[d wbere 6rO55in fD YC 564 AleecL - musf b -e it 5 or ULLro E/ICQYeeenf � �llce W2-lC/ or -Y u lint / is rircd A. Permit approved by: �t Date: y"•� Plans and specifications of the proposed individual sewage disposal system have been reviewed and are considered satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was issued unless system construction has commenced or an extension has been approved in writing by the Department. As -built drawings must be Included with this permit before the final approval will be Issued. Installer. / rr loul- Lr k n ✓a f 45 � � A "'ZOL u n Final inspection approval: Date: 7 - /(o - 9� I nil !n3�c�1'a1 is requ'a'Cd by 4W3 va44uen4- OAd flu._ gnJ✓Vff . L -Gaal MyA'cj Col Plea a,7 sus/-« /•0 2 tour,�u I (onufeJC 4a AL cuts leucl . Inlet i yt� . �uuP bro>trtbc Lt TP✓ 4an I - LWze W� I j ins-6-1led Q{ - -h'ut Df insileCkel � 4 Coit fV4ed - i / �nC C6nry�i�/� �d-b1C 0.50. .2 - in C&_. PVC- 4-otc -&AL do 5e J 4 e l i of �C ra.ud 5-5 Chau bzrS . 56j k+ U o/ cQi �'44I, e, /G A Je- 6+ 4ni'fs In e4O4 row 4tti Engineer's des�n� (7 rows of G, % 8 8 d0 tail User /`In Place /n doufItI l( sick or -field % wrap&d 4rou-�d low& tt"L • cnt&540r gtLt lvakr (Iigr W{u'CtL- ru.n5 ccQ dr;ucway _ 1 of i5 ivo Ciox -lo 41LIL 5eu un,,— will %[ denL Iu �Lr Wfcis 1. 11- H- 48 /ns4al4er ealkd kid -A Crnorn -�, insp(cfi'Ul r/) eneaseuenf v( U2,0 b -at. UA46c 16 jel ou4 dLcL 4o sche/dukd nuch�,r ifCCep� (e#,v Eei ilwe - ve-ri",7j n /t sleeUh'no� q &'nt r r- v 4lu.ie InsDeci;o� �wtl(cd Eo % r J/m ca-AeAC.ed a�Caseue�,f &r //z /U � - whcAL i+ not 12e 2S' away leach -ke ld . Ile /ICL s' Pre4j kulck Gheaxd fmire. NZv L,,nu dour, dti•uewa,, kP QISo en(s5ed IILo ".r,<- ' 16' cn &4&w Yde- Loge it crosses WAc sewer G'ru t P by yllu vu SL. U);Ii coot. G c dc+c -6 ��ue¢4.er a76,- enGirices /nS4e.15 i!C. r3• Ali q/ I v U' L -y ?ermn x f / e -n ! Permit For'. New mstafauo.I ASPEN/P IN ENVIRONMENTAL HEALTH DEPARTM NT APPLICAT FOR INDIVIDUAL SEWAGE DISPOSAL SEM 130 S. Galena. SI.. Aspen Colorado 81611 Phone 970-920-50'710/Fak 970-920-5039 4&-7 Parcel 1D# _ f, 22 - % 1 /-D( -D(O Repair ( Name of OWNER JOHN #"it Street Address O: Owner s Mailing Address use t ) Legal Descimpum:L/ Lot ,610ck _L Subdiwsion &AT25YATOF S*MAI% M ESN Size of lot: I M& acres Type ofproposedSncture:�NdI. IE fMl O. IU( '7. Size of bldg. envelop � J Total arealiving space (sq. d): G / o A of Bedrooms, offices and similar size rooms: Caretaker Unit' ` )Attached ( )Oetacheo f Total areailmir space of Wretaker undlso R i ` x of Bearooms, offices and similar size rooms Primary Contact Person Contact Manmg Address Waterl-Pevateweil ( )Spring . )Stream �( �)Commumtym rPublic;Naeof System) CM-ttwill yVr-VrVl`7(QjN Is Proof of ACeduate `Nater Attached! I Required l It(1� Yes ( ) No ( A water quality !est and'.ved oumo rest or approval Ieder from community system) Has this prc3C been aogroved by Plbtm County ? (Vyes 1 ) No Is a way of :"•e moor plan macnea ( RggutLe9 ) ? ( Yes 1 ) No - :se site cyan anacr ea APpliWber'pr an inalviatial sewage disdasal system is ready suommeo. : horsey candy!ne the above •nimnavon Is true and accurate and Tat I have erowdea )roe anal accurate mrarmsom on locations of ail existing and proposes wells, contour Intervals. owldinga, propem pines. JdChim, slates. watenmes, strings. suction or Imgahon lines. arherg •Nater tatems, dram rlles..mgaeon pathos. lakes, nater courses. streams. doodalamS. dry guides, and ealetmg Sothic systems. I acknowledge mat any false or mcomplete nfermatim will inva idata me application ane any suosequent perms issuance of me pemld Does not amply me approval of ary other permit reauire i for construmon pursuant :c =!tin County cones. No constmaim may bo uneMa en uummil all approvalstirla1ermits nave Death covered. Te owner assumes all rreess oonnsicildies In rase of failure Signature - :f this system. (/ IVDater W Signature :`. aopltrant r/V/NV/•1/�VA^// ___________________________ __________________________________________________________ For department use below PERMIT FOR INOIVIDUAL SEWAGE DISPOSAL SYSTEM 3 i . -'nii i ge r.bt i i r v amwnm Perc Rate �_ 'con oar Iron Profile Hale 7ecm feet Seobc :an• :aoac:ty: J,3/J gadons Absorption area. 430 sq. `t. jbij e 'i�s. %/4L e&is4r&;nf5 of 4&,,.s sue1r � owrtr- has dtci�d 7f G'u,�l- 4e 5iz-e d Yl 14 $cpn�C Syste"i -� Sw IIGG 3 LcI•weis on%. rV aa•{ rte+ be isoSSi�% To incr'eas, Ala - 5i ? -e of 4u -3e c- st fs�µ /n 41,u- jkl.Al i � marc. W ooms a�✓e do;re d - h )Soo ja 1 /on ba4&d ne ke_ -in C via 61- 6Z C Ca gairu, hIa-A ie) 7nix c7S+ee dts"sJwysi+YQ4O I�NG m)n/tel,+t, ur y eeP W soil GxtsiS %x-li�xen bedrock_g bo&l.,- W 44.c_ le"h -r'eld • .—+ An inspection is required prior too backfill of any component of the distribution system. ou&- Design by Engineer Required ? (Fres f ) No All plans and specifications of the engineer must be followed. Any changes must be approved by the AspenfPitkm Epwronnimal Health Department in writing and the engineer must certify the anal installation to the Environmental Health Department ;n writing! Permit approval by: /.7�Ga rCl.s a Date X02 -�S '7 PINS dna $.K:lceeths of me omwlm now4usi age ch/dal system nave leen rewewea ano are conslderCa satisfactory. Permission a Moody granted to me diviner or me egam !b gm orm tee work indicated In accordance wM me Pakin County ISOS Reguiaticn In eget al me time of issue. This derma becomes invalid 6 manus from me date me the 2111^. a sues Issued mless system lbrhsWCtlM has commencea or an intension has .Dean approved In wming Dy me Department As -Built drawings must be included with this permit before the final approval will be issued. Installer: j 1 9 Receipt # Site Plan Weil Permit and .Soils Test 7, Date received �— Floor Plan Water Quality Test or I - I t - l Date Info Corri �6_ Received by _ Comm Dev Approval ✓ 'Nater Svstem Leder Final Insp Requeste- Final :nspec:ion Approval: Date: .Peep ions E �J iL de-srgn a•td se�-C4-Aca ;a -is j C -O Ckwd, a4J-ed Il -dg ql rn us-: be 4 d owed . All x I iaa clGs mow s+ %x AWn4a- `n d - 7 -aa -98 V,`5�1cd 3ife do -,aaf fnsf?ckcn w ajI 5txn (� wts ln54a-l(ed • l(c dries kad hec., retUgr c( K as C< r�sucf `/u - 5Cf'c- 15 � s -Lo- tv-zd +r, be- rC de51 Jr, �J • L- 4-1 m 'Au- Sc�uu &'r't was "narl'4ua4-e- in 5a -rt.- "e85 v will it- &, r 54,d bU irl54&jQr. l C (e n-OQ� uP by ��.,da ,� ono k�e, CJS du,u i G'(Vb y beAG - B - k, PP I Aspe•Pitkin Environmental Health Department • Contact Log Sheet ParcellD#: i • •1 _ Date —PersonSpokenTo Comments Action to be Taken I •/ / E - ' 1 • MW-,' I WPM • ' -_ ://'•iia iA. . ' I i 0 (,L1 3-0l-U/U • CHURCH &Associates, Inc. ENGINEERS & GEOLOGISTS January 19, 1999 John and Heather Keller P.O. Box 271 r t + Woody Creek, Colorado 81656 Z 199y 1 t ENVIRON1,!EyTA H�„�1n A' l '_N / Pi%N Subject: OWS Installation Observation Revision, Proposed Residence Lot 10, Gateway to Snowmass Mesa Pitkin County, Colorado Job No. 9000 Dear Mr. and Mrs. Keller, As requested, we observed the installation the Onsite Wastewater System (OWS) at the subject site. The OWS was designed in our report dated August 13. 1998 with an addendum dated August 28, 1998 under Job No. 9000. We did not document the correct area of the house in our Installation Observation letter dated January 15, 1998. The residence consists of three -bedrooms and between 2000 square feet (SF) and 6000 SF. Please substitute this letter for the January 15'' letter. The OWS was installed for a three-bedroom residence between 2000 SF and 6000 SF of living area. The installed OWS includes a 1750 gallon two compartment pre -cast concrete septic with a pump is screen vault and a pressure distributed chamber mound. The pump control panel, which includes the high water alarm and power for pump, was installed near the septic tank location. Power was not installed to the control panel at the time of our last observation. The OWS was installed in conformance to the plans and specifica- tions presented in our design except for changes in the configuration of the drain field. An As -Built drawing is presented as Figure 1. A representative form our office observed the encasing of the sewer line according to Aspen/Pitkin Environmental Health Department regulations. If Utero are any questions, please call. CHURCH & Associates, I DO qEG� �,,, �•:PQo cyG9 ro 13172 Edward O. Church, P. FSS��G\ EOC/cbs IONAI. 3 copies sent cc: APEHD, Attention. Nancy MacKenzie DENVER 4501 Wadsworth Boulevard Wheat Ridge, CO 80033 CASTLE ROCK 303.660.4358 1 303.463.9317 Fax: 303.463.9321 EVERGREEN 303.816.1455 l _Q LOT 10, GATEWAY TO SNOWMASS MESA PITKIN COUNTY, COLORADO CLEANOUT 4' SCHEDULE 40 q `— PVC PIPE PRESSURE DISTRIBUTED CHAMBER BED PROPOSED A - 8 CHAMBERS RESIDENCE B - 9 CHAMBERS C - 7 CHAMBERS D - 6 CHAMBERS TOTAL CHAMBERS - 54 CHAMBERS TOTAL AREA - 837 SF PUMP CONTROL PANEL 7 'o CLEANOUT 1750 GALLON TWO COMPARTMENT PRE -CAST CONCRETE SEPTIC TANK WITH A PUMP IN A SCREEN VAULT 2' SCH 40 PVC PIP N❑Rt SCA E 1' = 0' JOB NO. 9000 AS -BUILT DRAWING FIGURE 1 • 0 09-16-1996 12:42PM FROM 1 F.. v n m m I PROPOSED PRESSURE DISTRIBUTED CHAMBER BED I ROW OF 6 CHAMBERS 6 ROWS OF 8 CHAMBERS 54 CHAMBERS TOTAL J I 2- PVC PIPE E 0 CHURH INC TO • • LOT 10. GATEWAY TO SNOWMASS MESA PITKN COUNTY. COLORADO 1 - 20 MIL LINER INSTALL ON DOWNHILL AND END SDE I - I 19709205197 P.02i02 SCHEDULE 40 4' PVC PIPE EXISTING SCHEDULE, 40 4' PVC PIPE EXISTING CLEANOUT 2 OPTIONAL CHAMBERS F POSSIBLE RESIDENCE UNDER SCALE 1"=3o PROPOSED 1750 GALLON TWO COMPARTMENT PRECAST CONCRETE SEPTIC TANK WITH A PUMP N A BIOTUBE VAULT APPROXIMATE LOCATION OF EXISTING DRIVE NOTES I. INSTALLER SHOULD BE AWARE OF UTILITIES APPROXIMATE TOPOGRAPHY NEAR NORTH PORTION OF THE PROPOSED DRAIN 3' CONTOURS FIELD. 2. RECOMMEND A REGISTERED SURVEYOR MARK PROPERTY LIES NEAR DRAIN FIELD AREA. A 10 FOOT SEPARATION DISTANCE MUST BE MAINTAINED BE IVEF.N DRAIN FELD AND PROPERTY LINE ACCORDING _COUNTY REGULATIONS. NOTES I. PRESSURE DISTRIBUTION WILL NOT CHANGE FROM AUGUST 13. 1998 DF_,3iG . 2. ALL OTHER RECOMMENDATIONS N OUR AUGUST 13. 1998 DESIGN SHOULD BE FOLLOWED. 0 RECONFIGURED DRAN FIELD (LOCATIONS ARE APPROXHATE) FIG_ I iew-s /,,slap d as (L un 45, 7 81 8o 8F, 9, 8) TOTAL P.02 ASPEN/PITKINSIRONMENTAL HEALTH DEPARTMENIO ISDS DESIGN REQUIREMENTS DEPARTMENT USE ONLY Permit # Name Keller Parcel ID # House Size 2,700 (75 gpd, 100 gpd, or 130 gpd) 100 Number of Bedrooms, Lofts, Offices, Similar Rooms, Main House 3 Number of Bedrooms, Lofts, Offices, Similar Rooms, Caretaker unit Average Daily Waste Flow 450 # bedrooms X 2 people/br X 75 State Review Required? no Perc Rate 9 (T) Design Flo w (Q) = # bedrooms X 2 people/bedroom X gpd X 1.75 Q= 1050 Absorption Area (A= Q/5 X SORT) A = 630 sq. ft. of absorption area required 41 infiltrator units without reduction or 210 lineal feet of 3' wide trenches A maximum 30% reduction is allowed for use of deep gravel or graveness chambered system. 441 sq.ft. with reduction 28 infiltrator units with reduction 147 lineal feet of infiltration units in 3' wide trenches Type of system: OAbsorption trenches 0Absorption bed 0 Gravelless chambers ODry well OSeepage Pit OPumping Chamber Is an Engineer -Designed System required? no / yes X reason: �id t c.l(. u ILLI! /rc ct/cC 6l . Minimum tank capacity 1312.5 gallons SETBACK FROM L ,, # of feet = 104 /Vt fl Remember: 8 feet of additional distance for each 100 gallons/day of design flow over 1,000 gallons/day should be added unless an RPE can verify that it is not necessary to prevent contamination. APPROVED FOR ISSUE BY: SYSTEM INSTALLED BY: DATE OF FINAL INSPECTION REQUEST: FINAL INSPECTION BY: 1 Printed on Recycled Paper DATE: DATE: WRIGHT & ADGER LAW PARTNERSHIP 201 NORTH MILL STREET, SUITE 106 ASPEN, COLORADO 81611 ALLEN H. ADGER 174 MIDLAND AVENUE. SUITE 204 MAIL TO: 4 September 1997 P.O. BOX 646 BASALT. COLORADO 81621 Pitkin County Department of Environmental Health Attn: Betsy Kipp 130 S. Galena Aspen, Colorado 81611 Re: Gateway Subdivision - Proof of Adequate Water Dear Ms. Kipp: BASALT TELEPHONE: 970-927-9090 BASALT FAX: 970-927-0077 PLEASE REPLY TO BASALT OFFICE Pursuant to Heather and John Keller's request, I am writing to state that Gateway Subdivision has .22 CFS of water rights by absolute decree as of 1973 and that a water augmentation plan for the subdivision was filed in 1991. This plan provides for the domestic and irrigation water for Gateway Subdivision homes, and there is no "FAR" or size limitation on the square footage of homes in the subdivision. Thank you for your attention to my letter. Sincerely, WRIGHT & ADGER, LLP By: —�— .- Alien H. Adger, counsel for Uatewa' of Snowmass Mesa Subdivision Property Owners Association. AHA cc: Joe Raczak, Treasurer, G.S.M.S.P.O.A. c-\Pte..N `keller.hr also n[rd 4., V,c 2 �� ;.jx ins i Su95�'s+ y� bak, °PFS d bq Pb deeu ►�e�ard �r h�s� C'en s�aetcs�.. ,r.w Gamic/vay e� 0�a� SnBaJ/�ss, too ozc-r St �B� r %fie e� e Q �r. r s fl m. �-k"g k Gx S o�(l buf Z also zJa&kc( �e �4 a! le�O /n �/Ou / lu r s hand a/�(Z do def Gq�;'r61 6W.O gr f C I�n.ex '1-c- a ✓ 1 U K V wl" D tt M &-r- / a n a n S -eh , tJo Y h c �.i y �t� s n2a-6 s Oz P -A /-vl(tCfl MOr-P, e &n VO_rLIf, nf" -D use.. a daA ,OOM Q f fh s (DCO_tte-n �.i sten d o,C havm i er�'JQs`c.. 5 y i e eu yoZ.r- 7 OPso Co (e c( au jeR a end- e -Y f Gee s�j n e d e u t h I{ a./Ld_ he .5a -td �tt esu le( A& U a %jCc4 rt9flM, oo- MUM E.O. CHURO INC. • ENGINEERS & GEOLOGISTS August 28, 1998 John and Heather Keller P.O. Box 271 Woody Creek, Colorado 81656 Subject: OWS Addendum, Proposed Residence Lot 10, Gateway to Snowmass Mesa Pitkin County, Colorado Job No. 9000 Dear Mr. and Mrs. Keller, As requested by Betsey Kipp of the Aspen/Pitkin County Environmental Health Department, we prepared an addendum to our Onsite Wastewater System (OWS) redesign dated August 13, 1998 under the same job number. The addendum addresses separation distances between the water line and components of the OWS, specifically the drain field and sewer line. The water line must be 25 feet from the drain field. If the water line is located less than 25 feet, the water line must be encased in schedule 40 PVC pipe within 25 feet of the field per county regula- tions. We understand the water line crosses the sewer line near the garage of the residence. The sewer line must be encased in schedule 40 PVC pipe where the water line is within 10 feet of the sewer line per county regulations. If encasing the lines is not an option, the water line can be relocated 25 feet from the drain field and 10 feet from the sewer line. If there are any questions, or if we can be of further service, please call. E. O. CHURCH, INC, Uo0 - Edward 0. Church, P. J�+ 13172 y; 0 S'`ONAI- �N 3 copies sent fax: 970-945-6306 CC: Nelson Environmental Wastewater Solutions, LTD. cc/fax: Aspen/Pitkin County Environmental Health Department, Attention: Betsey Kipp cc/fax: Trulove Excavating, Attention: Ty Trulove 925 East 17th Avenue • Denver, Colorado 80218-1407 P.O. Box 2869 • Evergreen, Colorado 80437-2869 (303)832-9692 FAX(303)832-3517 (303)674-0660 FAX (303)674-0613 1� EOC E.O. CHUFO, INC. 41 ENGINEERS & GEOLOGISTS August 13, 1998 John and Heather Keller P.O. Box 271 �C _ Woody Creek, Colorado 81656 AUG 19 Subject: OWS Redesign, Keller Residence 19981( r Lt , Gateway to ass Mesa cNVlASPti) Pitkin County, Colorado H.�!T" Job No. 9000 Dear Mr. and Mrs. Keller, As requested, we have investigated subsurface conditions in the proposed drain field excavation and analyzed site conditions and redesigned an onsite wastewater system (OWS). Subsurface conditions are described in a report prepared by Hepworth-Pawlak Geotechnical, Inc dated November 8, 1996 under Job No. 196 531. We prepared an OWS design dated November 28, 1997 under the same job number. The designed system presented in the November 28th design was not be installed due to relocation of the driveway. SITE CONDITIONS - The site is located in a rural residential area in Pitkin County, Colorado. A three-bedroom single-family residence is proposed in the north central portion of the site. The site slopes steeply to the east at 20 to 35%. There is a sparse cover of grass, weeds, and moderate cover of sagebrush at the site. EXISTING AND PROPOSED CONSTRUCTION - A three-bedroom residence with between 2000 and 6000 square feet (SF) is under construction. The locations of the three-bedroom residence and OWS are presented on Fig. 1. The sewage load for a three-bedroom home is 600 gallons per day,/ (GPD), 1050 GPD with a 1.75 peaking factor. This loading includes a,/ dishwasher, garbage grinder, and washing machine. The residence will be served water by a public water district. Utilities to the residence are located near the proposed field area. Construction of the OWS has begun. Presently, installed components include a 4 -inch schedule 40 PVC pipe to the location indicated on Fig. 1 and a excavation of a 16 feet by 42 feet field area. The excavation is 2 to 10 feet deep and is bottomed in fractured shale bedrock. The drain field excavation is 2.5 feet from the top of a 10 foot road cut. SUBSURFACE CONDITIONS - The subsurface investigation was performed by Hepworth-Pawlak Geotechnical, Inc. Subsurface conditions were explored by excavating a profile pit and three percolation holes. Refer to Hepworth-Pawlak Geotechnical, Inc. submitted with the application for the locations of the profile pit and percolation holes. Subsurface conditions consist of a 6 inch topsoil layer underlain by silty clay with claystone fragments to 8.5 feet, underlain by shale bedrock to the maximum death explored of 9 feet. No free water was encountered 925 East 17th Avenue • Denver, Colorado 80218-1407 P.O. Box 2869 • Evergreen, Colorado 80437.2869 (303) 632-9692 FAX (303) 8323517 (303) 674.0660 FAX (303) 674.0813 13 • 2 . in the profile pit. Percolation test results ranged from 8 to 10 minutes per inch (MPI). The average percolation rate is 9 MPI. Conditions exposed in the field excavation consist of 4 to 6 feet of silty, sandy clay, underlain by fractured fissile shale bedrock to 10 feet the maximum depth excavated. RECOMMENDATIONS - We believe a septic tank, pump, and pressure dis- tributed chamber bed can be installed as indicated on Fig. 1. An OWS design based on an average sewage load of 600 GPD, a sand filter application rate of 0.95 gallons per day per square foot, and a percolation rate of 9 MPI as presented on Figs. 1 and 2. We recommend the installation of a 1750 gallon two compartment precast concrete septic tank with a pump in a biotube vault. A pump will be required to distribute the effluent through the field, to increase the efficiency of the field, and elevation difference between the septic tank and drain field inlet. We recommend a pump with a 31 gallon per minute flow rate at a 12 foot of head be installed. Pump details are presented as Fig. 3 and Table 1. We recommend an 18 feet by 56.75 feet pressure distributed chamber bed be installed. The existing excavation should be utilized. We recom- mend the excavation of the proposed field be excavated on the uphill and north sides as indicated on Fig. 1. Prior to the installation of mash chamber, we recommend the installation of a 20 mil liner due to prox—fnsla.0 imity to the road cut and sand filter material due to the fractured shale bedrock. The sand should be hydro -compacted during installation to limit differential settling of chambers. The drain field should be constructed similar to Fig. 1 and 2. If additional bedrooms in unfinished areas are possible, we recommend the OWS be constructed to serve the additional loading, although at this site additional bedrooms will be difficult due to the lack of additional drain field area. The installation of a properly sized OWS to serve future buildout can be cost effective. The proposed septic tank configuration will serve up to a three bedroom residence. For greater than three bedrooms, the septic tank can be upsized 437 gallons for each additional bedroom. Each additional bedroom would require an additional 258 SF of field or 17 chambers. We recommend the surface of the field be seeded after installation of the fields. We recommend using a native seed mix available at seed stores. These mixes do not require irrigation and develop a growth 10 to 15 inches high. No automatic sprinkler system should be installed over the fields. No landscaping or plastic can be installed over the fields, which will reduce performance of the fields. Livestock should not be confined in the field areas. The owner must realize an OWS is different from public sewer service. The owner must assume the responsibility for maintenance of the OWS. The system is relatively maintenance free, but the owner must have the septic tanks pumped. We recommend the septic tank be pumped every two years. There are daily considerations, such as not putting plastic or other nonbiodegradable material into the OWS. Water use must be moni- tored so toilets are not allowed to run when seals malfunction. To illustrate the point, a running toilet can consume in excess of 1000 GPD. An excess 1000 GPD loading could flood and irreparably harm the OWS. Iq • 3 • We caution against installation of a water softener. The hydraulic loading from the backwash of a water softener may be detrimental to OWS and a separate drywell should be constructed for the backwash waste, if a softener is installed. Chemically treated water from a swimming pool or spas should not be introduced to the OWS. LIMITATIONS - An OWS design requires installation by a contractor who is experienced in its installation. our investigation, layout, design and recommendations are based on data submitted. If subsurface condi- tions considerably different from those described in this report are encountered, we should be notified to evaluate the effect on the proposed OWS. If modifications to this design are made by the Health Department, we should be contacted to evaluate the impact on the performance of the OWS. All construction is to be in accordance with the ISDS 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 ISDS regulations. The installer of Z the system is to be approved by the County Health Department, and is to have demonstrated a knowledge of the ISDS regulations and require- ments. The OWS design includes one installation observation. The installa- tion observation included in the previous design was performed during site visits made in order to prepare this design. If there are any questions, or if we can be of further service, please call. E. O. CHURCH, INC, Edward O. Church,'P.E. �? C7 EOC/cbs 3 copies sent fax: 970-945-6306 cc: Nelson Environmental Wastewater Solutions, LTD. cc/fax: Aspen/Pitkin County Environmental Health Department, Attention: Betsey Kipp cc/fax: Trulove Excavating, Attention: Ty Trulove PROPOSED EXCAVATION - APPROXIMATELY 18' X 56.25 F"-7 -.. PROPOSED PRESSURE J DISTRIBUTED CHAMBER BED 6 ROWS OF 9 CHAMBERS 18' X 56.25' 54 CHAMBERS TOTAL Q (20 MIL LIFER J INSTALL ON DOWNHILL AND TEND SDES I W10. GATEWAY TO SNOWMASSWSA IN COUNTY. COLORADO V Al&,ew 51s -&u - 2- PVC PIPE SCHEDULE 40 4- PVC PIPE _ EXISTING SCHEDULE 40 4- PVC PIPE SCALE 1"=30' EXISTING CLEANOUTS RESIDENCE UNDER CONSTRUCTION EXISTING 16' X 42' EXCAVATION PROPOSED 1750 GALLON TWO COMPARTMENT PRECAST CONCRETE SEPTIC TALC WITH A PUMP N A BIOTUBE VAULT TANK SHOULD BE PLACED IN FILL OF TURN AROUND (run�rrc«1 __6f z> APPROXIMATE LOCATION OF EXISTING DRIVE NOTES I. INSTALLER SHOULD BE AWARE OF UTILITIES DEAR NORTH PORTION OF THE PROPOSED DRAN APPROXIMATE TOPOGRAPHY FIELD. 3' CONTOURS 2. RECOMMEND A REGISTERED SURVEYOR MARK PROPERTY LINES NEAR DRAIN FIELD AREA. A IO FOOT SEPARATION DISTANCE MUST BE MAINTAINED BETWEEN DRAIN FELD AND PROPERTY LINE ACCORDING COUNTY REGULATIONS. W 4,�d U/u- ? cwl 64A L_ hCi�h� LOCATION OF PROPOSED OWS JOB NO. 9000 FIG. I 2' PVC MANIFOLD —a• GRAVELLESS 2' PVC PIPE EFFLUENT INLET FROM DISCHARGE PUMP °o 20 ML PVC LINER 1.25' PVC BALL VALVE ON DOWNHILL AND INSTALLED AT END TO BE DOWNHILL END SIDES USED AS A CLEANOUT 125' PVC PIPE HUNG ACCORDING J MANUFACTURER SPECIFICATIONS 1,556.25' WITH 0.125" DIA. HOLES FACING UP EVERY 5' TYPICAL FIELD CROSS-SECTION 3' OR 4' PVC OBSERVATION/VENT LOPE � GRADE PIPE S�OpE FOR CONTOURS PARELLEL WITH LENGTH OF FIELD 15' GRAVELESS CHAMBERS SEM -MOUND AT SAND FILTER MATERIAL SOUTHERN PORTION 4' BELOW CHAMBERS OF FIELD DUE TO DEPTH 20 ML PVC LNER SAND RLTER MATERIAL MUST HAVE LESS THAN IO% OF WIEGHT OF 0.6 MM SOL PARTICLES AND A UNIFORMITY COEFFICIENT LESS THAN 4. SAND FILTER MATERIAL MUST BE APPROVED BY THIS OFFICE PRIOR TO INSTALLATION. CALCULATIONS FIELD CACLCULATIONS FELD SPECIFICATIONS STRUCTURE - 3 BEDROOM RESIDENCE LENGTH - 56.25 FT 2000 TO 6000 SF iN2 WIDTH - 18 FT LOADING - 200 GPD PER BEDROOMNUMBER OF ROWS - 6 TOTAL LOADING - O - 600 GPD -/oSo = ��pSSF NUMBER OF CHAMBERS PER ROW - 9 R SAID FILTER APPLICATION RATE - T - O.�SS GAL/DAY/SF✓ TOTAL NUMBER OF CHAMBERS - 54 AREA - (1.75 X 0)/T TOTAL PROPOSED AREA - 837 SF ✓ TOTAL AREA - 1105 SF p 3 REDUCTION FOR CHAMBERS - 30% TOTAL AREA WITH REDUCTION - 774 SF (, o TREAMENT UNIT CALCULATIONS AND SPECIFICATIONS TOTAL CAPACITY - 1.75 X 0 X (30 HOURS/24 HOURS) = 1312.5 GALLONS RECOMMEDATION -1750 GALLON TWO COMPARTMENT PRECAST CONCRETE SEPTIC TANK WITH A PUMP (31 GPM AT 12 HEAD) IN A BIOTUBE VAULT ALTERNATIVE -1500 GALLON TWO COMPARTMENT PRECAST CONCRETE SEPTIC TANK WITH AN EFFLUENT FILTER ON OUTLET AND A 500 GALLON LIFT STATION WITH A PUMP FIELD DETAILS JOB NO. 9000 FIG. 2 13 Eoc E.O. CHURCH, INC. ENGINEERS & GEOLOGISTS Effluent Pumping System Tank Adapter— (cost or bo"ed) Inlet Tee Liquid Level Disclosure: the owners of E.O. Church, Inc, also own S.C.G. Ecterpr.see, Inc. which distributes Orenco Systems kr— Products Patents 1 4,439,323 it 5,492,635 Foreign Patents Pending 00199'7, Orenco Systems, Inc. JOB NO. 9000 Slope Ground Away from Riser PVC Spfce Box with Cord Grips Fiberglass Casketed Lid with Stainless Steel Bolts PVC Riser with Grommet(s) (bonded to tank odapter with recommended adhesive) Gocduit to - " Discharge Assembly Control Pone //� f Flexible Hose Conduit Seal / Ef'luenl Discharge ...k-1 j4' Weep Hole \—Tank Adapter (cost or bolted) Level Control Float Assembly i ( Pow Inducer Check Volve (optional) Vault Inlet Ports Effluent Pump (See Table 1) Filter Cartridge Drain Port Biotubdo Pump Vault Notes: 1. Audible/Visual Alarm in buL!ding, Norm Lm -el 3 Inches Above On Float Level 01 Tank To Be Installed On Dedicated Circuit 2, One 1750 Gallon Two Compartment Precast Concrete Septic Tank. 3. Risers to surface: two 0 0 EDW -TD -1 Rev. 1.0 (2/98) FIG. 3 E. 0. Church, Inc. 9112/98 Pump Selection for Pressurized System Orifice Size Residual Head at Last Orifice Lateral Lengtf Total Number of Laterals per Cel Orifice Spacinc Distributing Valve Model (# of Zones Lift to Manifolc Discharge Assembly Size Transport Line Size Pipe Class/Schedule Transport Lengtl Manifold Size Pipe Class/Schedulc Manifold Lengtl Lateral Sizl Pipe Class/Scheduli Flow Mete Calculation 0.125 5.00 56 6 5.00 1 5 2.00 2.00 40 15 2.00 40 15.00 1.25 40 none Minimum Flow Rate per Orifice 0.43 gpm Number of Orifices per Zone 72 Total Actual Flow Rate 31.2 gpm Number of Laterals per Zone 6 Total Dynamic Head: Lift to Manifold 5.0 feet Residual Head at Last Orifice 5.0 feet Frictional Head Losses: Head Loss in Transport Pipe 0.3 feet Head Loss through Discharge Assembly 1.9 feet Head Loss in Distribution Header 0.1 feet Head Loss in Laterals 0.1 feet 'Add-on' Friction Losses 0.0 feet Head Loss through Distributing Valve 0.0 feet Head Loss through Flow Meter 0.0 feet Size Pump tor: IUTALf-LUWHAIL 311gpm CQ3 10 1 AL UYNAMIC HLAU 1' A teet PROJECT: Job No. 9000 r ��fi�►� ��fifi■ ieet 200 ��■ feet inches feet inches 150 x 0 8 x 0 100 50 P30 07- 4 sbae Pao 05 - 3 sops• Effluent Pumps 112 Hp to 1112 Hp tiOHertz 115MV00 Curve poi -Available in 116V or 230V 0 10 20 30 40 50 Net D'acharge, GPM • L Table 1 EOC a E.O. CHURC PNC. t ENGINEERS & GEOLOGISTS November 28, 1997 Rob Sinclair P.O. Box 8114 Aspen, Colorado 81612 Subject: OWS Design, Keller Residence Lot 10, Gateway to Snowmass Mesa Pitkin County, Colorado Job No. 9000 Dear Mr. Sinclair, • DEC a .: 199% ENVIgpw�atN I - ASPFj�/Pl1KN As requested, we have reviewed the subsurface investigation for the subject site and designed an onsite wastewater system (OWS). Subsur- face conditions are described in a report prepared by Hepworth-Pawlak Geotechnical, Inc dated November 8, 1996 under Job No. 196 531. SITE CONDITIONS - The site is located in a rural residential area in Pitkin County, Colorado. A three bedroom single family residence is proposed in the north central portion of the site. The site slopes steeply to the east at 20 to 35%. There is a sparse cover of grass, weeds, and moderate cover of sagebrush at the site. PROPOSED CONSTRUCTION - A three bedroom residence with between 2000 and 6000 square feet (SF) is proposed. The proposed locations of the three bedroom residence and OWS are presented on Fig. 1. The sewage load for a three bedroom home is 600 gallons per day (GPD), 1050 GPD with a 1.75 peaking factor. This loading includes a dishwasher, gar- bage grinder, and washing machine. The residence will be served water by a public water district. The access driveway will required considerable cut and fill. The profile pit and percolation tests were performed along the driveway and in an area of fill. Another drain field area was considered, but to the north of the structure, but shallow bedrock was encountered. As much as we do not like to install the drain field beneath fill, we do not believe there is any better location on the site for the field. The field will have to be installed beneath 8 to 10 feet of fill. The field cannot be moved downslope due to the risk of surfacing of efflu- ent along the driveway cutslope below. SUBSURFACE CONDITIONS - The subsurface investigation was performed by Hepworth-Pawlak Geotechnical, Inc. Subsurface conditions were explored by excavating a profile pit and three percolation holes. Please refer to Hepworth-Pawlak Geotechnical, Inc. for the locations of the profile pit and percolation holes. Subsurface conditions consist of a 6 inch topsoil layer underlain by silty clay with claystone fragments to 8.5 feet, underlain by shale bedrock to the maximum depth explored of 9 feet. No free water was encountered in the profile pit. Percolation test results ranged from 8 to 10 minutes per inch (MPI). The average percolation rate is 9 MPI. 925 East 17th Avenue • Denver, Colorado 80218-1407 P.O. Box 2869 • Evergreen, Colorado 80437-2869 (303) 832-9692 FAX (303) 832.3517 (303) 674-0660 FAX (303) 674-0813 0 0 2 RECOMMENDATIONS - We believe a "standard" bed OWS can be installed as indicated on Fig. 1. An OWS design based on an average sewage load of 600 GPD and a percolation rate of 9 MPI as presented on Figs. 1 and 2. We recommend the installation of a 1500 gallon, two compartment pre- cast concrete septic tank, and a 500 gallon tank with a dosing siphon. The dosing siphon is required to distribute the effluent through the field and to increase the effeciency of the field. A distribution box should be installed to distribute effluent on both ends of the field. ker end 2 feet by 52.5 feet "standard bed" be installed at the cation presen ed in Fig. 1. We recommend the bed be installed at a pth of 3feetThe bed must be installed prior to the construction he drive The drain field will be located beneath 8 to 10 feet of fill, which will be placed for the driveway. Instead of straw above the gravel, we recommend a Macifiri 140N geotextile on top of the gravel and a minimum of 3 feet beyond the limits of the gravel. Fill over the gravel should be compacted to a minimum of 90% of stan- dard Proctor density. Chambers may not be substituted due to the depth of the proposed fill which would be above the chambers and the potential to crush the chambers. If additional bedrooms in unfinished areas are possible, we recommend the OWS be constructed to serve the additional loading, although at this site additional bedrooms will be difficult due to the lack of additional drainfield area. If additional bedrooms are anticipated, althernatives should be reviewed because as difficult as it may be to do additional field area now, it would be much more difficult after the driveway is installed. The installation of a properly sized OWS to serve future buildout can be cost effective. The proposed septic ? tank configuration will serve up to a three bedroom residen Fob/ greater than three bedrooms, the septic tank can be upsized 700 al- lons for each additidroom. Each additional bedroom d re- quire an additional 10 SF of field. We recommend the surface of the field be seeded after installation of the fields. We recommend using a native seed mix available at seed stores. These mixes do not require irrigation and develop a growth 10 to 15 inches high. No automatic sprinkler system should be installed over the fields. No landscaping or plastic can be installed over the fields, which will reduce performance of the fields. Livestock should not be confined in the field areas. The owner must realize an OWS is different from public sewer service. The owner must assume the responsibility for maintenance of the OWS. The system is relatively maintenance free, but the owner must have the septic tanks pumped. We recommend the septic tank be pumped every two years. There are daily considerations, such as not putting plastic or other nonbiodegradable material into the OWS. Water use must be moni- tored so toilets are not allowed to run when seals malfunction. To illustrate the point, a running toilet can consume in excess of 1000 gallons per day. An excess 1000 GPD loading could flood and irrepara- bly harm the OWS. We caution against installation of a water softener. The hydraulic loading from the backwash of a water softener may be detrimental to OWS and a separate drywell should be constructed for the backwash W &i waste, if a softener is installed. Chemically treated water from a swimming pool or spas should not be introduced to the OWS. LIMITATIONS - An OWS design requires installation by a contractor who is experienced in its installation. Our investigation, layout, design and recommendations are based on data submitted. If subsurface condi- tions considerably different from those described in this report are encountered, we should be notified to evaluate the effect on the pro- posed OWS. If modifications to this design are made by the Health Department, we should be contacted to evaluate the impact on the per- formance of the OWS. All construction is to be in accordance with the ISDS 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 ISDS regulations. The installer of the system is to be approved by the County Health Department, and is to have demonstrated a knowledge of the ISDS regulations and require- ments. If there are any call. E. ,O!. CHURCH, Edward O. Chu or if we can be of further service, please t;p3 R[G �J0 cow i 72 = r� 7, 97, E. ,:•. .00, 3 copies sent '-Jccxcp� xc: Nelson Environmental Wastewater Solutions, LTD. Q3 PROPOSED STANDARD BED 12 X 52.5' TOTAL - 630 SF F n m _1 -v z r z m L.. A • LOT 10. GATEWAY TO SNOWMA9 MESA SEALE PITKIN COUNTY. COLORADO 1 = 40 DISTRIBUTION BOX SCHEDULE 40 PVC PIPE UNDER DRIVE } l PROPOSED l RESIDENCE N 1500 GALLON TWO COMPATMENT DOSING SIPHON IN 500 GALLON TANK PRECAST CONCRETE SEPTIC TANK a NOTES: FIELD SHOULD BE INSTALLED PRIOR TO THE EXCAVATION OF THE DRIVE FIELD SHOULD HAVE TWO INLETS SITE PLAN AND LOCATION OF PROPOSED OWS D 1 � FIG. I TYPICAL PLAN VIEW MIRAFI 140N GEOTEXTILE FABRIC OR EOUIVALENT -->,13'F EFFLUENT INLET LINE TYPICAL CROSS-SECTION NATURAL - GRADE MIRAFI 140N GEOTEXTILE FABRIC OR EQUIVALENT 3' BEYOND EDGE OF FIELD SPECIFICATIONS 0 ALTERNATE EFFLUENT INLET 52.5 DESIGN CRITERIA NO. OF BEDROOMS - 3 LOADING - 600 GPD PERCOLATION RATE - T - 9 MPI AREA - (1.75 X 0 X -M/5 TOTAL AREA - 630 SF TREAMENT UNIT SPECIFICATIONS BED SPECIFICATIONS LENGTH - 52.5 FT WIDTH - 12 FT NUMBER OF FIELDS - I TOTAL PROPOSED AREA - 630 SF GRAVEL - 11/2 INCH 1500 GALLON TWO COMPARTMENT PRECAST CONCRETE SEPTIC TANK 500 GALLON TANK WITH A DOSING SIPHON BED DETAIL JOB NO. 9000 FIG. 2 0 0 HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154 Glenwood Springs, CO ii6o1 November 8, 1996 Fax 970945-8454 Phone 970 945-7988 Heather and John Keller P.O. Box 271 Woody Creek, Colorado 81656 Job No. 196 531 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 10, Gateway to Snowmass Mesa, Picket Pin Lane, Pitkin County, Colorado Dear Mr. and Mrs. Keller: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study for design of foundations at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated October 16, 1996. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence will be a two story wood frame structure possibly over a basement level, located on the site as shown on Fig. 1. Ground floor will be either slab -on -grade or structural over a crawlspace. Cut depths are expected to range up to 10 feet. Foundation loadings for this type of construction are assumed to be relatively light. If building conditions or foundation loadings are significantly different from those described above, we should be notified to reevaluate the recommendations presented in this report. Site Conditions: The site was vacant and relatively undisturbed at the time of our field work. An access road was cut in the area of the proposed driveway for the backhoe. The ground surface is steeply sloping down to the east at grades of about 20% to 35 %. The building site is located in the bottom of a shallow drainage from the drainage ditch along Gateway Road to the west of the site. There is about 8 to 10 feet of elevation difference across the building area. Vegetation consists of sagebrush, grasses and weeds. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and a profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 1/2 to 1 foot of topsoil, consist of 3 1/ to 8 feet of silty clay with scattered claystone fragments. Relatively hard shale bedrock was encountered beneath the clay at depths of 41/4 to 8 Ih feet. The shale bedrock in this area typically has a low expansion potential. Results of swell - consolidation testing performed on a relatively undisturbed sample of the clay, presented on Fig. 3, indicate low compressibility under existing moisture conditions and light loading and a low collapse potential (settlement under constant load) when j 4 0 Heather and John Keller November 8, 1996 Page 2 0 wetted. The sample exhibited moderate to high compressibility under additional loading after wetting. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Recommendations: Considering the subsurface conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural bedrock designed for an allowable soil bearing pressure of 4,000 psf for support of the proposed residence. Due to the expansion potential of the shale bedrock, the footings should also be designed to impose a minimum dead load pressure of 600 psf. The expansion potential should be evaluated at the time of excavation. Footings placed on the silty clay soils should be designed for a soil bearing pressure of 1,000 psf. Settlement of footings bearing on the clay could be on the order of 1 to 2 inches, particularly if the soils become wet. There could be excessive differential movement between footings on the clay and footings bearing on bedrock. A lower risk alternative to footings on clay would be to excavate the clay down to bedrock and re- establish footing grade with imported structural fill. The structural fill should be compacted to at least 100 % of the standard Proctor density at a moisture content near optimum. Structural fill should consist of imported sand and gravel. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils and rock encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on-site soil and well - broken rock as backfill. Floor Slabs: The natural on-site soils and rock, exclusive of topsoil, are suitable to support lightly to moderately loaded slab -on -grade construction. There could be some floor slab movement due to settlement of the upper clay soils or heave due to wetting of the bedrock. To reduce the effects of some differential movement, floor slabs 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 H -P GEOTECH 0 0 Heather and John Keller November 8, 1996 Page 3 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 less than 50% passing 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 soils or a suitable imported material devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience where bedrock is shallow that local perched groundwater may 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 1 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 2 feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has 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. Free -draining wall backfill should be capped with at least 2 feet of the on-site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A swale will be needed uphill to direct surface runoff around the residence. H -P GEOTECH Heather and John Keller [November 8, 1996 Page 4 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Site Grading: The risk of construction -induced slope instability at the site appears low with the proper grading and drainage design and construction. We assume that cut depths for construction of a basement level will be up to about 10 feet. Fills should be limited in depth due to the existing steep slope. 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 90% 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 grouted at 2 horizontal to 1 vertical or flatter. Permanent cuts into competent shale of limited depth can probably be 1 to 1. 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 and observe cuts for stability considerations. Percolation Testing: The results of percolation tests are presented in Table II and a log of the profile pit is presented on Fig. 2. The percolation rates were between 8 and 10 minutes per inch with an average of 9 minutes per inch. The test results and subsurface profile indicate a conventional infiltration septic disposal system is feasible at the tested area. The system should be based in the clay soils above the bedrock. Limitations: This report has been prepared in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no other warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1, the proposed type of construction, and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits 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 at once so 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 ,") Cj H -P GEOTECH 0 0 Heather and John Keller November 8, 1996 Page 5 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 bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please call our office. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. 7 Jo dy Z, Adamson, Jr., P. Reviewed By: Wx +"'jp0 RECjS pR E H�qc 24443 Daniel E. Hardin, P.E. JZA/kmk attachments 3�H -P GEOTECH APPROXIMATE SCALE ■PROFILE PIT BOUNDARIES BENCH MARK GROUND WIRE FOR ELECTRIC n P.2 nP3 GATEWAY ROAD LOT 10 I SURFACE AT GUY POLE ; ELEV. = 100.0', ASSUMED. PICKET PIN LANE I196 531 I GEOTEOCHNICAL INC. I ANDA PERCOLATION LOTESTO HOLES S I Fig. ■ PIT 1 PIT 2 PROFILE PIT ELEV. = 123' ELEV. = 114' ELEV. = 108' 0 WC -8.9 5 WC -77 DD -87 DD -83 SI -200 -62 WC - 7.9 DD -94 10 LEGEND: r� TOPSOIL; silty clay, highly organic, soft, very moist, dark brown to black. CLAY ( CL ); silty, slightly sandy, scattered claystone fragments, medium stiff to stiff, slightly moist, grayish brown to gray, slightly calcareous. ASHALE BEDROCK; hard to very hard, dry, dark gray. 2" Diameter hand driven liner sample. NOTES 1. Exploratory pits were excavated on October 28,1996 with a backhoe 2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory pits were measured by instrument level and refer to the Bench Mark shown on Fig. 1. Logs of exploratory pits are drawn to depth. 4. The exploratory pit locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf) -200 = Percent passing No. 200 sieve. 0 Of HEPWORTH - PAWLAK I 196 531 LOGS OF EXPLORATORY PITS Fig. 2 GEOTECHNICAL, INC. 0 Moisture Content = 7.9 percent Dry Unit Weight = 94 pcf Sample of: Silty Clay From: Pit 2 at 5 Feet i 0 1 2 0 C 3 0 N m4 a E 0 U 5 0 7 6 E 10 0.1 1.0 10 100 APPLIED PRESSURE - ksf 196 531 HEPWORTH - PAWLAK SWELL- CONSOLIDATION TEST RESULTS Fig. 3 GEOTECHNICAL, INC. HEPWORTH-PAWLAK GEOTECHNICAL, INC. JOB NO. 196 531 TABLE I SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NATURAL MOISTURE CONTENT MIIp.11 NATURAL DRY DENSITY GRADATION PERCENT PASSING NO. 200 SIEVE ATTERBERO LIMITS UNCONFINED COMPRESSIVE STRENGTH b.n SOIL OR BEDROCK TYPE PIT DEPTH IIuU GRAVEL I%I SAND 1%1 LIQUID LIMIT 1%1 PLASTIC INDEX 1%1 1 4 7.7 83 62 silty clay with claystone fragments 2 3 8.9 87 Ehtly sandy silty clay 5 7.9 94 silty clay E E HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 196 531 Page 1 of 2 HOLE NO. HOLE DEPTH LENGTH OF (INCHES) INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-1 75 10 refilled 14 12 2 g 12 10 2 10 8 % 1 A 8 % 7 A 1 14 7%. 6h 3. 6%. 5h 1 16 Y. 14 A 2 14 %. 12 h 1 % 12 72 11 1 :4 11 9F. 1:4 9 h 8Y. % 8% 7%: 1 A P-2 66 %: 10 refilled refilled 1 6 '/. 6 A 9 8 Y. 1 A 8 % 7 % 1 7 % 6 h 1. 6 'f. 5 %, 1 5 %. 5 h 71 8 % 2 Y. 8 % 7 % 1 7 % 7 is 7 6 %a 1 i4 • 0 F HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 196 531 Page 2 of 2 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MINANCH) P-3 63 3'. 10 refilled refilled 10 h 8 Y. 1 '/. y 7 Y. 1 l4 7A 6Y. 1 6 A 5 14 % 12 A 10 %, 10 f. 9A 1 A 9% 8 1A 8 6 % 1 Y. 6 Y'. 6 �. 12 10 f. 1 h 10%: 9A 1 9 h 8 Y. 1 Y. Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on October 28, 1996. The Percolation holes were covered with insulation to protect from freezing. Percolation testing was conducted on October 29, 1996. 1 _ N .... LOT 9 J 6 i N l Y I O GUARD RAIL I ' i = ST 262.30 . I r ON i ( R= 198.53: L. = 22 51 ; CH= S.03°45 �, 22 5C- cr r n= 460 50 15I 8 A1C R = 72.46 � � � � � I � /� � �\ ��t V � � :r � ��1 �1 cc L= 59 23cri CH= S.22 055C,8 W 57 60:' / i ;rf o h LO T // •n � In a I SITE PLAN N \� KELLER RESIDENCE SNOWMASS, CO 0 A-0 If