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Home My WebLink Aboutpitkin.eh.246533401014 (2009)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. CH, *NSITE WASTEWATER TREA*NT SYSTEM (OWTS) CONSTRUCTION PERMIT 0405 Castle Creek Road, Suite 10 Aspen, CO 81611 Phone: 970.920.5070 Fax: 970.920.5077 Permit #: 08058 Parcel ID #: 2465-334-01-014 Permit Issued: ®NEW ❑REPAIR ❑REMODEL/ADDITION ®TANK ONLY ❑FIELD ONLY ❑AMENDMENT ❑ Owner(s): Craig and Sally Sakin Property Address: 1710 Legal Description: Lot 37 Size of Lot: 35.55 Size of Building: Mountain Ranch Road Mountain Ranch Acres Detached Accessory Unit: ®YES []NO Sq. Ft. Size of Accessory Unit The system is designed for: 4 bedrooms in the main house + toilet and sink in barn Sally's office and family room NOT considered bedrooms (powder room access only) Designed By: HP Geotech (Jason Deem) Project #: 4060197 Phone #: 970-468-1989 barn Sq Ft. Dated: August 24, 2007 Mailing Address: P.O Drawer 1887, Silverthorne, CO 81498 Fax #: 970-468-5891 Email Address: Hpgeo4 o2hpgeotech.com Perc Rate: 0.7 LTAR Profile Hole Depth: 8 ft Depth to Groundwater or Bedrock: Minimum Tank Capacity: 1563 gallons Minimum Absorption Area: 1785 sq ft Permit Conditions: >8 ft 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. An October 2, 2008 letter may also be referenced with respect to sizing differences between the former ISDS Regulation and current OWTS Regulation. Changes must be approved by this Department and the engineer prior to construction. This design calls for two 1250 gallon single compartment tanks followed by a 48" dose tank equipped with an Orenco P501512 pump. An Advantex AX -20 treatment unit will also be installed. The field will consist of Geoflow per engineer design. Trees with roots are OK in the area of the field for this technology. Section 6.28.110 A. does not apply here. 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 manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. 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 OVVTS 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/NR before final approval of the system will be issued. C, l () qct Octssued By: ( OF1 Date: j, /c- 7 (' Expires: 1'C Al 5 `� Installer: _T1 fl , V iliK. License* Reactivation Authorized by: Final Approval Issued By: Cal -(a L/ 75 T�� 1-9 Date: 12/ g / 0 g New Expiration Date: []Fee pU � I • Pitkin County Environmental Health & Natural Resources Department Permit for an Individual Sewage Disposal System 0405 Castle Creek Road, Suite 10, Aspen, Colorado 81611 Phone 970-920-5070 / FAX 970-920-5077 Permit# 06084 Parcel ID# 2465-334-01-014 Type of permit Name of Owner Street Address X Addition/Remodel to H Craig & Sally Sakin 1710 Sopris Mountain Ranch Raod Property legal description Lot 37 Size of lot 35 acres Water source Private Well Mountain Ranch Su Total square footage of 1 1 # of bedrooms in house 6 # of offices, lofts & im si W rooms in house Caretaker unit Total square footage of �et er u # of bedrooms in caretaker unit # of is fts8 d ro caretaker unit Designed for what # rooms (list) 6=4 +o wl % bat bunkroom +barn toilet&sink V -. a mit information Designed by HP Geotech Mailing Address 5020 County Road 1 Perc rate 27 mpi Profile hole depth Glenwood Springs, CO 81601 8 ft Depth to groundwater or bedrock Minimum Septic tank capacity 3413 gallons Minimum Absorption area Comments >8 ft 2837sf-30% red=1986sf Septic permit approved per compliance with the engineer design and specifications dated October 5 2006. Any changes must be approved by this department and the design engineer 2rior to them being made. Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin County ISDS regulations. The design is for a 2000 gallon single compartment concrete tank followed by a 1500 gallon single compartment concrete tank followed by a 500 gallon concrete tank with an automatic siphon and a screen vault. Flow is to a concrete distribution box with a built-in baffle with even distribution to a Quick4 bed of gravelless chambers 10 units wide by 22 units long for a total of 220 units. This department does not endorse any brand of products. 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. This department must also be called for an inspection with a minimum of 48 hours advanced notice. The owner has the responsibility that all components are inspected and maintained on a regular basis by qualified personnel. Revegetation over the area of the field is very important for the functioning of the system. Pitkin County has guidelines that must be followed to assure the plants that are introduced are appropriate for the conditions of the area. The use of native plants is strongly Permit approved by: k4L, Date: /0 34d 06 Plans and specifications of the pr sed individual s6bage disposal system have bee reviewed and are considered satisfactory. Permission is hereb ranted 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 De rt t. rbuilt drawings must be included with this permit before the final approval will be issued. Expiration Date: 4W b Installer: License Number: Final approval: Date: -09-EOOS 16:58 From: Td*8457013 Paae:111 D ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) 1141/NR CONSTRUCTION PERMIT APPLICATION 0405 Castle Creek Road, Suite 10 Aspen, CO 81611 Phone: 970.920.5070 Fax: 970.920.5077 Parcel IOa (available from the Pitkin County ASaeaaOPS Office 910.920-5160 or at www ri lkna9eeaenGnrol: l ' I I „) (0r7 �') �-' t 1 ( Purpose of Pena: Q NEW ❑ REPAIR OU[ TO FAILURE ❑ REMODEL/ADDITION ❑ TANK ONLY ❑ FIELD ONLY Cast of System Rapair or RomodoNAdda on (approximate): $10, 000 Business Phone: 9'70-845-5656 Property Address: 1710 Sopris MTN Ranch Rd, Basalt CO 81621 Lot: 37 Block: Filing: Subdivision: Sopris Mountdln Ranch Building Pumlil p (if applicable): OTT.2006.PREK PmpeMOwner(s)': Craig and Sally Sakin Emall Address: Owners Malling Address: 157 Beaver Dam'Rd City,State,Zipt Katonah NY 1 0536 Nome Phone: Business Phone: *Contact information must be provided for die owner signing flus appitcarfon. Primary Contact Person/ApmicardCif not ownor): Rick Warner Co -r -Ay: George Shaeffer Construction ConuiwApplicanl Malling Address: PO BOX 373 Cita. Stats, Zip: Vail CO 81658 Con Prone: Business Phone: 9'70-845-5656 Fax Number: - Email Address9SConco-coil Building Pumlil p (if applicable): OTT.2006.PREK Lot Size (in acres): Slzb or Building (square teat): 9400 f P t l Bedrooms:ti Num4 bcr ooena Oetachod Accessory Unit? ©VES El No Siza or Accessary Unit (square feet): Number of Potential Bedrooms In of FD4ufo USI for die AcceszOry, Unn: Water Sourra: O PRNATE WEIl ❑SURFACE WATE0. ❑SPRING ❑COMMUNITY/PUBLIC WAI tiI SYSTEM Noma of Community/PubBc Wolof Sysiom (d applicable): Engineering Firm:C o— rt PaW a Jdo Number: edtec,nnicaI Phone Number: 970-466-1989 Number. voting Aldross'. 5020 County Rd 154 ciy,State.ap: Glenwood CO 81601 PLEASE READ BEFORE SIGNING: - I conity that the above information is Complete and accurate and that I have provided Complete and amunte Infwmation in aft of the documenra includod In my application Package. I acknowledge that EM/NR may revoke any permit 1 em Issued li my applieadon la found to contain any Inaccurate, false, or misleading information. I understand that no construction may be undertaken on an OWT6 until an OWTS Construction Permit Ia Issued. P O O 0 i PITKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM 0405 Castle Creek Road, Suite 10, Aspen Colorado 81611 Phone(970)920-5070 Fax(970)920-5077 Name of OWNER 5kU,%4 S Owner's Mailing Address 13 city, State, Zi K -A -D (0 aro Business Phone: Q1 4 - nql - Home Phone: gig -11277-0-2 E-mail Address: N Primary Contact Person (all communication regarding this permit will go through this person) Name `'PTA- O Company Y --N B G GTS Contact Mailing Address City,State,Zip V Business Phone: Ono - g' - 2,cMo Cell Phone: 0110-411 61Fax:C110 - - S E-mail Address: Parcel ID # (available from assessor's office at 9205160 or at www.oitkinassessor.oro) Building Permit # (if available) Street address of property H0013IM NI VALV H FD - Legal Description: Lot � ,Block — ,Filing — ,Subdivision SOFFA5 HM. fLMa Size of lot: S9 acres. Type of proposed structure: HAS ("i 2eS I DE NLE Total square feet of house %qll # of bedrooms (potential) in house Caretaker Unit: Attached ( ) Detached ( ) t -VA Permit is for. New Home (x ) Repair due to failure ( i Remodel/Addition ( ) Emergency use ( ) Water: Private well (X ) Spring ( ) Stream ( ) Community/Public Water System ( ) If community system: Name of system The fee for a ISDS application is $600 for a permit that takes 6 hours or less for the department to approve. If approval takes longer than 6 hours, a rate of $100 per hour will be charged. The maximum fee is $1000. The basic fee of $600 is due at the time of application. The remainder, if any, will be due in two stages: first, at the time of issuance of the ISDS permit; second, before final approval of the ISDS permit. Application for an individual sewage disposal system is hereby submitted. I hereby certify that the above information is true and accurate and that I have provided true and accurate information on locations of all existing and proposed wells, contour intervals, buildings, property lines, ditches, slopes, waterlines, springs, suction or irrigation lines, drinking water cisterns, drain tiles, irrigation ditches, lakes, water courses, streams, fioodplains, dry gulches, and existing septic systems. I hereby certify that any such features not shown on attached site map are not present. Issuance of the permit does not imply the approval of any other permit required for construction pursuant to Pitkin County codes. No construction may be undertaken until all approvals and permits have been obtained. The Pitkin County Environmental Health Department, Pitkin County and employees of these agencies will be held harmless should the individual sewage disposal system fail or malfunction. The permit to construct is issued on information submitted by the applicant or his/her representatives. The owner assumes full responsibility in case of failure of the system. Signature of applicant C; � Date 0 N, Received by Receipt# Date �r C_ 01^�y 10`6 n Pitkin County Environmental Health Department Contact Log Sheet �W Parcel ID#: Address: Date Person Spoken To Comments !Action to be Taken Initials Time - Ti- l 0 t l ti� 2 ug - V TiT Parcel ID#: Address: Date Person Spoken To Comments !Action to be Taken Initials Time - Ti- 2 ug - V Chrla Ostberg From: DennisT@gsconco.com Sent: Monday, December 08, 2008 9:07 AM To: Carla Ostberg; Jason_Deem%GSCONCO@gsconco.com Cc: PauIS@gsconco.com Subject: Fw: Septic system grading Hi Carla, These are the photos of the septic leachfield grading at Sakin. Dennis Dennis Thompson George Shaeffer Construction Company P.O. Box 373 Vail, Colorado 81658 41011 Highway 6 Avon, Colorado 81620 970.845.5656 (v) 970.845.7013 (f) wwweeoreeshaefrer.com — Forwarded by Dennis Thompson/gsc on 12/08/2008 09:03 AM --- Paul Sisneros 1210812008 08:55 AM To: Dennis Thompson/gsc@gsconco W: Subject: Septic system grading Dennis, Hares some photos showing the grading around the septic system, I'm not sure which ones Carla needs. 0 a Paul Sisneros George Shaeffer Construction Company P.O. Box 373 Vail, Colorado 81658 1710 Sopris Mtn Ranch Rd Basalt, Colorado 81621 970.927.1575 (v) 970.927.1575 (I) www. seoreeshaefrer.com 10 rL e r - ^"': a s — • -- VIP. i T` 1 1 I _!� 4 '�Y~Y ��r �' `fir#`?�...1.'�!'►'. i ak s • G( o3hech HEPWORTH-PAWLAK GEOTECHNICAL November 20, 2008 K.H. Webb Architects Ann: Stacey Gochring 710 West Lions Head Circle, Unit A 40 Hepworth-Pxwlak Geotcchmcal, Inc. P. o. Drawer 1887 Silverthmne. Colorado 80498 Phone: 970.468.1989 rax: 970.468.5891 email: hpgeo44hrgeo1ec11.cu1n Vail, Colorado 81657 Job No. 406 0197 Sale-t'n Subject: As -Built Evaluation of Onsite Wastewater Treatment System, Existing Residence, Lot 37, Sopris Mountain Ranch, Pitkin County, Colorado. Dear Stacey: Hepworth-Pawlak Geotechnical, Inc. has observed the installation of the Onsite Wastewater Treatment System (OWTS) for the four bedroom residence on the project site. The OWTS components observed include: septic tanks, dosing tank, Advantex unit, Geoflow Headworks, Geoflow, driplines, supply and return manifold piping, Geoflow air vacuum breakers and the approximate locations of all components. We previously designed an OWTS for the subject site and presented our recommendations in a report dated August 24, 2007, .lob No. 406 0197. Our observations and recommendations are presented in the following paragraphs. We performed an OWTS As -Built evaluation on October 22, October 27 and November 3, 2008. A photograph log of the installation is provided as an attachment. The septic tanks were backfilled up to the tank lids and the sewer pipe from the Barn and Residence were backfilled prior to our arrival on side. It is our understanding that the Pitkin County Environmental Health Department may have observed the tanks and sewer lines under the original OWTS permit. The drip dispersal system orientation was slightly modified from our original design; however, the general absorption area is similar to the design. Due to the complexity of the dripline layout, we were not able to create an As -Built site plan that shows the exact locations of the system components. Other modifications that were noted during our site visits include: • Ten driplines were installed rather then using the design recommendation of seven driplines. Lengths of driplines ranged from 34 feet to 262 feet for a total of 1,514 linear feet of dripline. 4 Glenwood Springs 970.945-7988 • Parker 303-841.7119 • Colorado Springs 719.633-5562 0 K.H. Webb Architects November 20, 2008 Page 2 A pump and pressure test was performed by Valley Precast, the service provider for the Advantex system, on November 6, 2008. A copy of the Advantex Start -Up Summary Report from Valley Precast is included as an attachment. According to Fred Pifer with Valley Job No. 406 0197 GC:CJtech • The furthest west dripline run shown in the original design was moved south of the supply and return manifold piping • The third dripline run from west to east was split into two runs rather then using the design recommendation of one run. • A short 34 feet long dripline run was added at the far eastern end of the drip field. • The total length of dripline measured totals approximately 1,514 linear feet or 3,028 square feet of absorption area. As stated in our October 2, 2008 letter, the drip dispersal area must meet or exceed the March 2008 Pitkin County OWTS Regulations. Based on the new regulations the absorption area must be at least 2,466 square feet. Even though the absorption area as constructed is smaller than designed, it exceeds the minimum requirements. • Due to the shallow depth ofdriplines, the solid I inch diameter Schedule 40 PVC pipe installed beneath the driveway was not sloped back to the return manifold and dose tank. The dripline tubing was to be extended into the deeper trenches excavated for the solid pipe so effluent would drain through the drip emitters to prevent freezing. The 1 inch diameter PVC pipe was also supposed to be insulated with foam pipe wrap and then insulated top and sides with 2 inch thick rigid foam insulation board. We did not observe the extensions of the driplines or the insulation prior to backfill by Longs Excavation, Inc. v • A temporary cut bank for parking up to approximately 6 feet high had been excavated near the dripline that is located south of the supply and return manifolds. The culbank �Ott %� must he backfilled in accordance with Section 6.28.040.B.I of the Pitkin County OWTS Regulations to use of the OWTS. C •�� prior • The septic tanks and Advantex unit had no[ been backfilled up to the access risers at the time of our observations. Riser lids should remain uncovered for maintenance access following backfill. All piping should be supported with compacted backfill to prevent sagging and potential rupture. A pump and pressure test was performed by Valley Precast, the service provider for the Advantex system, on November 6, 2008. A copy of the Advantex Start -Up Summary Report from Valley Precast is included as an attachment. According to Fred Pifer with Valley Job No. 406 0197 GC:CJtech 0 a K.H. Webb Architects November 20, 2008 Page 3 Precast, the system appeared to be adequately pressurized and working as designed. We were unable to verify that all joints were leak free prior to backfill; however, all PVC and Geoflow unions observed appeared to be in good condition when the system was adequately pressurized and leaks are unlikely prior to backfill. Improper piping support and backfill of the piping system will increase the likelihood of damage to dripline and PVC pipe unions. It is our opinion that the OWTS meets the general intent of our August 24, 2007 design report except for the items discussed above. An As -Built Photograph Log is also provided as an attachment. The observations and recommendations presented above are based on our site observations and our experience in the area. We make no warranty either express or implied. Alterations to the system including recommended corrections, backfill and site grading could alter the operation and effectiveness of the OWTS. Please feel free to contact us if you have any questions regarding this letter. Sincerely, HEPWORT(n�H-PPAjWLLAAK GEOTECHNICAL, INC. Jason A. Deem•• 0 R 0 ._. Project Geologist ,�BW�F Reviewed by: 28161 o .. //2c.e Ronald J. Uhle, P.E., C.C.E. as8/0NA1 Associate ��`• Attachments: As -Built Photograph Log Advantex Start -Up Summary Report Provided by Valley Precast cc: Paul Sisneros, George Shaeffer Construction (email) Dennis Thompson, George Shaeffer Construction (email) Carla Ostberg, Pitkin County Environmental Health Department (email) Job No. 406 0197 /q AS -BUILT PHOTOGRAPH LOG Job No. 406 0197 a� s Photograph 1: View looking west at end of supply and return manifolds. Dripline #10 is shown to the right (south) and Dripline #9 is shown to the right (north). Photograph 2: View looking northwest at dripfield. Photograph 3: View looking west at end of supply and return manifolds. Geoflow Air Vacuum Breakers had yet to be installed at the time of the photograph. 0 0 AS -BUILT PHOTOGRAPH LOG Job No. 406 0197 Photograph 7: View of supply and return manifold connections. Photograph 8: View looking north at dripfield excavation. Photograph 9: View looking west at Geoflow Headworks unit. Gtech 0 AS -BUILT PHOTOGRAPH LOG Job No. 406 0197 W 0 Photograph 4: View looking south at Dripline #10. Temporary cutbank can be seen in the left side of the photograph. Cutbank must be backfilled as stated in the our As -Built letter prior to operation of the system. Photograph 5: View looking east at supply and return manifolds and dripfield to the left. Photograph 6: View looking northwest at dripfield and 1 inch diameter piping that runs underneath driveway. 0 AS -BUILT PHOTOGRAPH LOG Job No. 406 0197 Q3 4 n u Photograph 10: View looking south at septic tanks and Advantex unit. 11/10/2008 08:24 7193953 VALLEY PRECAST_ PAGE 02 119 Od0 Room NONE ■ ■ ■■ ■ ■■ ■ ■ Kong ar m ■■N■ ■ ■n■ in ■ n ■ m■ ■■ g■ ■ on WN ■ ■m@ ■ ■ ■R■ ■NE■ ■■ ■m at�o *vanTbx' Field Maintenance Report Valley Precast Inc. Start -Up Summary Report (719)395-6764 Propeay 0-ten/71eeldna a Crafg $akin "On" Timor Bening epaHar �Y p e ) oJ� lnelolled Dee tallnoo7 Sit.Addresa 1710 Sopris Mtn. Rd, - Basalt, Colorado eun-up one 11/08/2008 Mode bedrooms DasePMle oceePancy Delo a S �S Mode 3B 4 Phone Avaronpd Ivtnar PFem k 7- (970)468-1989 Valley Precast (719)395-6764 Phare PJeatnclan Phone sjnc, (303)6 97-9404 Primary Treatment Ir futsing aLLW processing Tank, complete the following, (J Prd0eseast lank sepdo Volume ( pet) Reolrc Volume (—gal) Constructlon ❑Ccncmte ❑FIbo,giass ❑other If using o 60POnota Sepur, Tank and Recho Tank, complete the following: SePtlo Tank(/ -X5' gal_) Construcdon ('Concrete ❑`Fiiberglass 00ther Manufacturer-fq }j /ae•ttl Recire Tank(/eX s17 get.) Construction OrConorete, ❑fiharglass 00ther Manufacturer:l(sb _$% 11'10/2008 02:20 7193953727 VALLEY PRECAST_ PAGE 02 • Craig Sakin • �rp� qej-� 170 9ila Address '3?0� ❑ Floats at propely at L -In. OMEN OMEN NONE ■ ■ an No ■ ■ @MGM - Basalt, Colorado 11/06/2008 ■ MEN ■ ■ ■o■ mass ■■ on OMEN® A*varffbW Field Maintenance Report Valley Precast Inc. Start -Up Summary Report (719)395-6764 Properly Ownw/hackine/ Septic Tank gel.) OOsr it.,InnWNd ;� Date Craig Sakin �rp� qej-� 10/11/2007 9ila Address '3?0� ❑ Floats at propely at L -In. 16-in.34-In. Sun -OP Dna 1710 Sopris Mtn. Rd. - Basalt, Colorado 11/06/2008 PM. Nune¢r P.rmaa Mod. aed..om Occupana occupancy Dene "6_01S Mode 3B a Deslerlx/eneTlCr ph., Au,MrlaeG Innener "0.. H -P Geothech (970) 468-1989 Valley Precast (719) 395.6764 Daalar Phoria ENctrklan PhaM 9ax Enterphses,lnc. (303) 697-9404 Primary Treatment If using a ainole Processing Tank, complete the following: L Processing Tank septic volume ( gel.) Rocirc volume ( get.) commuctlun ❑Conoroto ❑Fiberglass ❑Othor If using a aeoani Soptic Tank and Recite Tank, complete the following: Septic Tank gel.) "Otr Timer Seting Construction 'Concrete Manufacturer 6nr {. /O a1 d ❑ Fiberglass ❑ Other co Y7C r-_+0 Reclrc Tank (r1 i0 gal.) Construction Dbconcrme77 Manufacturer. COb'4914A)d Fiberglass E] Fiberglass Weer co'CrC+"C� U Pump Model: P * t,/ '3?0� ❑ Floats at propely at L -In. 16-in.34-In. Secondary Treatment ❑ RSV setting, a 9 -In. ❑ Residual head measurement: Pod Rt -in. Pod e2 -In. Pod 43 -in. Olsoharge TankGailin (S� e1 gal-) construction � / ,concrete I�❑ Fiberglass E) PVC (Basin) Manufacturer. r/ �r-c r� ff C q57 ❑ Pump Model: P f�c'5' ❑ Floats set properly at I �; -in. 9«2 -in. ab -in. ❑ Discharge pump flow rete (drawdown test): ( 3 i7 gpm) ❑ Discharge pump dose volume: ( __ gal -Mose) Comments C9 Control Panel Panel ID (RTU or UL A) On" Timer Setting "Otr Timer Seting RTU113128 Filter Pods Pod Rl Serial No. Pod e2 Serial No. Pod A3 Serial No. 211076 other System Components ❑ Disinfection equipment (manufacturer): i❑ Dispersal system (type or): Mns (Initial) renco's Start -Up Procedure was followed. �II lids are secured. Circuit broakers are on and control panel is latched. ,147 �or Service Call" label with phone 0 was aRxad to panel. ql G Homeowner Package was re/waw with: �Buildor on (date) �/ _0 (j Ay ❑ Resident on (date) The system is ready for use /myes ❑ No (explain) Date form to 1-866-384-7 F"& 11/10/2008 08:20 Street Address 7193953727 VALLEY PRECAST_ PAGE 03 0 • V alley Precast (719) 395-6764 ADVANTEX OPERATION AND MAINTENANCE AGREEMENT Legal Address L.of" lul VPI Inc. will perform operation and maintenance services for the Onsite Wastewater System serving the subject site as outlined below: Control Panel, Pumps and Alarms: During each visit, all electrical components shall be tested for proper function. Correa control settings will be verified. Operations data from panel will be recorded. Processing Tank: During each visit, the scum and sludge layers in the processing tank (septic tank) will be measured. A recommendation for pumping will be made when the scum thickness exceeds four inches, or the sludge thickness exceeds 24 inches. Pumping System: During each visit all pumps shall be observed to verify proper performance. The pumps will be operated manually. The 13iotube screen will be removed and cleaned. Recirculating Filter: The filter will be observed for signs of excess organic build-up or improper performance. The media will be cleaned as necessary. The system will be observed to verify proper distribution across the media and distribution laterals will be flushed. Drain Field: The surface area around the drain field will be observed for signs of failure such as lush vegetation growth or effluent ponding. Liquid levels within the field will be observed through the observation pipe and levels recorded. Items that are not included in this contract include: 1. Corrective and/or repair maintenance if necessary, other than covered under warranty. 2. Effluent sampling and analysis if applicable. 3. The cost of tank pumping. Alarms: VPI will respond to alarm conditions at no cost during the agreement period. Service Calls: Service calls will be billed at a rate of $70.00 per hour and $45.00 per hour for trav I time. A visit to the site other than the routine visits provided by this agreement or a system warranty issue will be deemed a service call. Examples would include (but are not limited to) damage caused by acts of vandalism,failure of tank or failure of another party's work, i.e. electrician, plumber, excavator, etc. The goal of VPI is to observe the operation and perform maintenance for the Onsite Wastewater Sy tem to allow for proper long-term function of the system and compliance with the conditions of the installation perrr it and recommendations of the manufacturer. VPI will perform 0&M services as outlined for $265 per visit, with two visits per year ($530 per y ar). Payment in full for the first ( 3 ) years is required prior to initiation of the agreement. This agreement periodII be for the ( 3 )-ycar period subsequent to placing the system into operation. C_\J U Ptech HEPWORTH-PAWLAK GEOTECHNICAL August 7, 2006 Craig and Sally Satan c/o KH Webb Architects Attn: Stacey Goehring 710 West Lionshead Circle, Unit A Vail, Colorado 81657 Hepmortamlak Geotechnical, Inc. 5020 County Rend 154 Glenwood Springs, Colorado 51601 Phone: 970-945-7988 Fix: 970-945-3454 email: hpgeotghpgeotech com mo- ►. i :V Subject: Additional Percolation Testing, Proposed Residence, Lot 37, Sopris Mountain Ranch, Sopris Mountain Road, Pitkin County, Colorado Dear Mr. and Mrs. Sakin: As requested by Stacey Goehring with KH Webb Architects, Hepworth-Pawlak Geotechnical, Inc. performed additional percolation testing in the proposed septic disposal area at the site. The testing was done as a supplement to our previous proposal to you, dated February 11, 2005, Proposal No. 21-05. We previously performed percolation testing at the site and presented our findings in a report dated March 24, 2005, Job No. 105 188. A profile pit and three shallow test pits were excavated in the proposed septic disposal area on August 3, 2006 at the locations shown on Figure 1. Percolation test holes were hand dug in the bottom of the shallow test pits and soaked with water prior to testing. The subsoils exposed in the profile pit consisted of about 1 foot of topsoil overlying clayey to silty sandy gravel with cobbles and small boulders down to the bottom pit depth of 8 feet. No free water was observed in the pit and the soils were slightly moist to moist. Perforated PVC pipe (4 inch in diameter) was placed in the profile pit prior to backfilling. Percolation testing was conducted on August 5, 2006, by a representative of Hepworth- Pawlak Geotechnical, Inc. The percolation test results are summarized on Table 1. Percolation tests indicate infiltration rates between 20 and 30 minutes per inch with an average of 27 minutes per inch. Based on the subsurface conditions observed in the profile pit and the percolation test results, the tested area should be suitable for a a7 Parker 303-841-7119 9 Colorado Springs 719-633-5562 • Silverthome 970-468-1989 Craig and Sally Sakin August 7, 2006 Page 2 conventional infiltration septic disposal system. Pitkin County requires a professional engineer to design the septic disposal system. If you have any questions or need further assistance, please call our office. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Trevor L. Kn& Rev. by: DEH TLK/vad attachments Figure 1 — Location of Profile Pit and Percolation Test Holes cc: Hepworth-Pawlak Geotechnical (Silverthome) — Attn: Andy Kosse 8 Job No. 105 188 p! C�cPtech APPROXIMATE SCALE 1" = 100' / 8110 1 I ' 8120 `\i LOT 36 8130 \\ / \ PROFILE \BORING 2 P-4QP-5 EXISTING V i P -i •� A� VIEWING 8140 STAND F- P -3 \ PROFILE \\ SED BORING A BORING \ SEPTIC \ I \ \ \ DISPOSAL APPROXIMATE \ AREA \ \ PROPOSED \ BUILDING 'I \ SITE y 1 EXISTING 1 EPHEMERAL 8110 11 8150 \ DRAINAGE II \ l \ \ LOT 37 8120 105 188G2CPt@CiI LOCATION PROFILE D FIGURE 1 PERCOLATION TEST I - A 8130 160 8140 EXISTING — — — \ ---- 8150 LEGEND: GRAVEL DRIVE ` BUILDING \�� ® Previous boring. (SHADED) ENVELOPE /� v 8160 Previous percolation / test hole. ♦ / \ 8170 Profile pit for current study. V Q Percolation test hole for current study. LOT 27 105 188G2CPt@CiI LOCATION PROFILE D FIGURE 1 PERCOLATION TEST I - I 3o HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS JOB NO. 105 188 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 (MINJINCH) P-4 40 15 Added Water 6114 5 114 1 30 51/4 4112 3/4 7112 63/4 3/4 6 314 6 114 1/2 6 114 51/2 314 51/2 5 112 5 41/2 112 4 112 4 1/2 P-5 45 15 Added Water 7 53/4 1 114 20 53/4 4 112 11/4 7112 61/2 1 61/2 5112 1 51/2 41/2 1 41/2 3 314 314 33/4 3 3/4 3 2114 314 P-6 38 15 Added Water 71/2 61/2 1 30 61/2 6 112 8 71/4 314 7 114 63/4 1/2 63/4 6 3/4 6 51/2 1/2 51/2 5 1/2 5 1 41/2 1 112 Note: Percolation test holes were hand dug in the bottom of shallow backhoe pits on August 3, 2006 and soaked prior to testing. Percolation tests were conducted on August 5, 2006. The average percolation rates were based on the last two readings of each test. HP• .G.6 tech HEPWORTH-PAWLAK GEOTECHNICAL August 24, 2007 K.H. Webb Architects Attn: Stacey Goehring 710 West Lions Head Circle, Unit A Hepworrevlak Georechnical, [tic. P. O. Drawer 1587 Silverrhone, Colorado 80498 Phone: 970,468,1989 Fax: 910-468,5891 email: hpgec,Qhpgeorech.cntrt Vail, Colorado 81657 Job No. 406 0197 Subject: Revised Individual Sewage Disposal System Design, Proposed Residence, Lot 37, Sopris Mountain Ranch, Pitkin County, Colorado. Dear Ms. Goehring: As requested, Hepworth-Pawlak Geotechnical, Inc. has redesigned an Individual Sewage Disposal System (ISDS) based on the percolation rate of the subsoils for the proposed residence. The redesign was prepared to maximize the system efficiency based on comments by Angela Helliwell of SCG Enterprises who is the local area Geoflow representative. The previous design was dated June 20, 2007 (Job No. 406 0197). The revised ISDS design was performed under our written agreement to K.H. Webb Architects dated May 8, 2006. The data obtained and our ISDS design recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Site Conditions: The ground surface in the area of the proposed ISDS slopes gently to moderately down to the northeast. Site vegetation consists primarily of oakbrush and grasses. The site is roughly 35 acres in size. Water service will be provided to the proposed residence by an existing onsite water well located southwest of the proposed residence. The well is approximately 360 feet from the nearest comer of the proposed drip dispersal field. The proposed residence will be a single story building constructed over a walkout basement level. A single bathroom will be located in the proposed barn. We did not increase the sewage design flow due to the barn bathroom because the number of occupants and the total quantity of water used will not change. We assume that the basement level floors will be concrete slab -on -grade. The proposed residence will have Glenwood Springs 970-945-7988 • Parker 303-841-7119 • Colorado Springs 719-633-5562 31 K.H. Webb Architects August 24, 2007 Page 2 four bedrooms and has over 6,000 feet of living space; therefore, a design flow of 130 gallons per person per day was used. Percolation Test: Percolation tests P -I through P-3 were originally conducted on March 4, 2006 to evaluate the percolation rate of the natural soils at the site. However, it is likely that the subsoils were frozen due to the highly variable results of these tests. Additional percolation testing was performed at our request by our Glenwood Springs office on August 3, 2006, One Profile Pit and three percolation test pits, P-4 through P-6, were excavated at the approximate locations shown in the attached Percolation Test report. The test holes were hand excavated at the bottom of the shallow backhoe pits to a total depth of about 38 to 45 inches below grade and were soaked with water for 8 to 24 hours prior to testing. The soils exposed in the Profile Pit consist of about 1 foot of topsoil overlying a clayey to silty, sandy gravel with cobbles and small boulders to the depth explored. Free water was not encountered in the Profile Pit or in the previously conducted exploratory borings which were advanced as deep as 20 feet and were located near the proposed absorption area. A PVC piezometer was installed in the new Profile Pit for future inspection of groundwater conditions. The soils exposed in the percolation test holes were similar to those observed in the Profile Pit. The average soil percolation rate is 27 minutes per inch. The Percolation Test report and Subsoil Study for Foundation Design report are both provided as attachments. Based on the most restrictive percolation rate from the August 5, 2006 tests, which was 30 minutes per inch, a corresponding loading rate of 0.7 gallons per square foot per day was used. The loading rate was chosen based on the Geoflow recommended loading rate for percolation rates between 20 and 30 minutes per inch. r A-ki'l 0 WO i n ov`r .t -c ISDS Analysis: Based on the subsurface conditions encountered and the percolation test results, the tested area is suitable for an ISDS utilizing a subsurface drip dispersal system in the shallow soils and an Orenco Systems Advantex pretreatment unit for the treatment and dispersal of effluent. A site plan showing the proposed ISDS, proposed residence and the minimum horizontal setback distances of site features relative to the ISDS components is shown on Figure 1. The ISDS was designed for a total of four bedrooms. JOD NO. 9UD U197 3a K.H. Webb Architect• • August 24, 2007 Page 3 All materials and installation should meet the requirements of the current Pitkin County Individual Sewage Disposal System Regulations. Septic and Dosing Tanks: Two concrete single chamber, 1,250 gallon Copeland Concrete septic tanks, or equivalent, will be used for primary treatment of sewage from the residence. The septic tank will be followed by a concrete 500 gallon single chamber Copeland Concrete dose tank equipped with a submersible effluent pump installed within a pump vault. Sewage will gravity feed from the proposed residence to the septic tank and run through the Advantex treatment unit. Following pretreatment, effluent will gravity feed to the dose tank where it is pressure distributed to the drip dispersal field. In order for the drip dispersal system to operate correctly in freezing conditions, the dose tank must be placed at the lowest point in the entire system which is a location southeast of the absorption area. If the septic tank access riser lids will be installed at grade, with no backfill cover, then the lids should be insulated with foam insulation board to provide frost protection. The sewer pipe inlet tee in the first chamber of the septic tank should be installed beneath the access lid of the first chamber of the septic tank so that it can be reached for service should it become clogged. A high water alarm switch should be installed in the dosing tank 3 to 6 incites above the upper float position. The high water alarm will provide audio and visual warning of a high water condition in the tank and should be placed inside or on the dwelling where it will be readily seen or heard. The PVC handle on the Biotube Pump Vault filter cartridge should be extended up to within reach of the dose tank access riser lid. This will allow for easy access and maintenance of the filter. Approximately 2 feet of soil backfill cover should be placed over the tops of the septic and dose tanks to allow for easy access and frost protection. For maintenance reasons deep tank installations should be avoided and we should be contacted to evaluate this ISDS design should it appear that a deep tank installation involving more than 4 feet of backfill soil over the top of the septic and/or dose tanks may be required. Dosing Pump: An Orenco P3005, 115 volt submersible effluent pump with a 2 inch diameter discharge assembly, or equivalent, is suitable for this application. Due to the Job No. 406 0197 35 G95bech K.H. Webb Architect • August 24, 2007 Page 4 cylindrical design of the P3005 pump, it must be installed in an Orenco Biotube Pump Vault. For design purposes it was assumed that the elevation difference from the dosing pump intake to the absorption area manifold is not more than 18 feet and that the length of the effluent transport pipe does not exceed 200 feet. The pump must be capable of providing a total flow rate of 13.27 gallons per minute at 92.75 feet of total dynamic head. Pump sizing calculations and pump curve are provided as an attachment. The dosing pump will be controlled by a control panel and a system of float switches. The float switches should be set to provide a dose of about 189 gallons. The actual dose volume is about 152 gallons, assuming an effluent drainback volume of about 37 gallons in the supply and return manifold piping. At the design flow the system would be dosed approximately 12 times per day. During peak flows the override float switch will engage in the dose tank which will to dose additional effluent to the absorption area if necessary. Sewer and Effluent Piping: The sewer line from the proposed residence to the septic tank should not be less than the diameter of the building drain and not less than 4 inches in diameter and will service all levels of the proposed residence. Soil backfill beneath the sewer pipe must be adequately bedded and compacted to reduce settlement of the pipe. The sewer pipe should be installed in landscape areas with at least 2 feet of soil backfill covering the pipe, or the pipe should be insulated on the top and sides with 2 inch thick rigid foam insulation board for frost protection. Beneath driven surfaces we suggest Schedule 40 PVC sewer pipe should be used and the pipe should be insulated if it will be installed with less than 4 feet of backfill soil cover. We recommend the use of Schedule 40 PVC pipe between the proposed residence and the septic tank, though this is not required by local regulations. The portion of the sewer pipe extending from 5 feet outside the building foundation should have a slope of at least 2%. Cleanout pipe(s) should be installed in the sewer line adjacent from the building foundation, adjacent to the inlet of the septic tank, where the sewer pipe bends at 90 degrees or more and at least one cleanout should be installed at least every 100 linear feet of non -pressurized sewer or effluent pipe throughout its length. We recommend that a straight section of pipe be installed between the residence foundation and the septic tank. Job No. 406 0197 3Z1 V 1- 0 0 K.H. Webb Architects August 24, 2007 Page 5 Any required 90 degree bends in the sewer pipe should be accomplished through the use of a series of 45 degree smooth elbows or a 90 degree long sweep to help prevent clogging of the pipe. The 1.5 inch diameter schedule 40 PVC transport pipe should be sloped at 2% minimum to drain back to the dose tank between doses. It is critical that the effluent transport pipe be properly bedded to prevent settlement which could cause standing effluent to freeze in the pipe. Absorption Area: The soil absorption area is designed to be 3,120 square feet and will consist of a Geoflow subsurface drip dispersal system, which includes an Orenco Systems Advantex pretreatment unit. Absorption area calculations are provided as an attachment. The absorption area will consist of seven loops of Geoflow Wasteflow PC dripline with 2 foot emitter spacing. The driplines range in length from 177 to 282 feet long. A total of about 780 emitters will be used with 4 square feet of absorption area given to each emitter based on Geoflow recommendations. A plan view of the absorption area is provided as Figure 2. The driplines should be installed to a depth of approximately 12 inches using a vibratory trencher. Supply and return manifold piping will be constructed of 1.5 inch schedule 40 PVC pipe and should be buried to a minimum depth of 40 inches for frost protection and must be sloped at 2% minimum to drain back to the dose tank between doses. A typical cross section is provided as Figure 3. Beneath driven surfaces, supply and return manifold pipes should also be insulated for frost protection. Manifold piping will be connected to the Wasteflow PC drip line by a section of blank dripline with no emitters. Beneath driven surfaces I inch diameter Schedule 40 PVC pipe will be used. The I inch piping should be insulated and sloped to drain toward dripline with emitters or to the supply and return manifolds. A typical manifold connection detail is provided as Figure 4. The drip dispersal system will include a Geoflow Wasteflow manual Headworks unit, which is a pre -assembled unit that includes the filter, valves and pressure gauge in a protective box. The Headworks unit will be installed between the pump and the field. For accessibility the Headworks unit must be installed near the ground surface and be Job No. 406 0197 306� K.H. Webb Architect• • August 24, 2007 Page 6 filled with perlite insulation in a plastic bag for frost protection. Additional frost protection to the Headworks unit is recommended by installing head tape around the piping within the protective box. A Headworks unit detail is provided as Figure 5. Air vacuum breakers will be connected to the supply and return manifold piping on the uphill side of each end of the drip dispersal field. The air vacuum breakers will be housed in a valve box and should be insulated with perlite in a plastic bag for frost protection since they must be accessible from ground surface. An air vacuum breaker detail is provided as Figure 6. Since the Geoflow system is buried at a shallow depth we recommend the soil backfill be re -vegetated as soon as possible with a mountain meadow grass mix or suitable equivalent due to frost protection and erosion control. If suitable vegetation is not established during the growing season, the field should be covered with a layer of straw or mulch for winter time frost protection. Additional winterization recommended by Geoflow includes: 1) Manifolds, supply lines and return lines must be sloped back to their respective dosing or treatment tanks. These lines need to drain rapidly. Under extreme conditions return and supply manifolds must be insulated or buried below frost - line. Be sure drain valve on flush line remains open long enough for entire field to drain. 2) Remove the check valve at the pump. 3) Insulate equipment boxes, including Headworks box or filter and field flush valve boxes as well as zone dosing valves, pressure regulator and air vacuum relief valves. Use closed -cell insulation such as perlite in a plastic bag. 4) In severe freezing conditions, use heat tape or small heater in the Headworks box. 5) The top of air vacuum relief valves must be no higher than soil surface. 6) Driplines will self -drain through the emitters into the soils. If the cover crop over the dripfield is not yet adequately established, add hay or straw over the field for insulation. 3�O M_;u'�� 0 0 K.H. Webb Architects August 24, 2007 Page 7 7) Mark the valve box with a metal pin so it can be located when covered in the snow. 8) .If using manual filter flush valves or manual field flush valves, they should be left cracked open slightly to provide for rapid drainage of the flush line in freezing conditions. 9) Fields dosed with relatively small quantities of effluent are more likely to freeze than those dosed with design quantities. If winter use is less than summer use, then only use proportional number of fields to maintain water application rates in the field being dosed. Geoflow products can be obtained from SCG Enterprises in Conifer and Silt, Colorado, Phone: 1-888-560-3334. All materials used and installation methods should meet the requirements of the Grand County Building Department's ISDS Regulations. AdvanTex Treatment System: An Advantex AX -20 treatment system installed in the 3B configuration will be used to ensure that high quality effluent is applied to the absorption area. Research performed by the National Sanitation Foundation has shown that the AX -20 is capable of reducing the Total Suspended Solids in septic tank effluent by about 83% and is capable of reducing Biochemical Oxygen Demand of septic tank effluent by about 96%. The AdvanTex treatment system is sold as a package unit that includes component installation and two to three years of operation and maintenance. It is required that a maintenance contract with a certified AdvanTex maintenance company exist at all times because the system does require regular maintenance to function properly. The system will be monitored by Vericom, which is a web -based telemetry monitoring system. The use of Vericom does not require a dedicated phone line but will automatically send an alert to the maintenance provider if an alarm condition develops. The system should be observed for the first month of operation to ensure proper control settings and operation. Once "start-up" is completed a semi-annual observation of the system is required. During the semi-annual observations the septic tank sludge and scum accumulation should be measured and this data used to develop a tank pumping schedule. Job No. 406 0197 3-7 0 0 K.H. Webb Architects August 24, 2007 Page 8 The effluent quality should be observed to ensure that clear odorless effluent is dosed to the absorption area. In addition, the air vent/inspection ports in the absorption area should be measured and recorded for future use. The AdvanTex system is available from SCG Enterprises in Conifer and Silt, Colorado, Phone: 1-888-560-3334. Subsurface Drainage: Free water was not encountered in the profile pit or in the previous exploratory borings drilled at the site. Based on our observations of the site conditions and the extensive subsoil exploration which was conducted, it is our opinion that a subsurface drain will not be required to protect the absorption area due to the dry site conditions. Maintenance: The on-site ISDS will require maintenance. The level of maintenance will vary with the complexity of the system and water use habits of the users. We recommend that fats, oils, bath oils, greases, paint, solids, water softener backwash solution, water from hot tubs and other constituents that can clog and foul collection and disposal equipment are not disposed of in the residence drains. The absorption area and any areas directly up gradient of it should not be watered by lawn irrigation systems or other means as the soils may become hydraulically overloaded. Septic tanks and other treatment tanks should be pumped whenever the sludge occupies 1/3 of the liquid capacity of the first chamber of the septic tank. The high water alarm float switch should be checked at least once per year to ensure that it is working properly. In addition, the Biotube pump vault should be checked for clogging at least once per year and cleaned as necessary. Establish landscaping (preferably a grass cover) immediately. This will stabilize the soil and allow for the vegetation to take up the water. Do not discharge sump pumps, footing drains or other sources of clear water to the system except for the effluent discharge from your treatment system. Maintain all plumbing fixtures to prevent excess water from entering the dispersal system. Do not drive cars, trucks or other heavy equipment over the drip dispersal field. This can damage the drip components or the soil and cause the system to malfunction. Lawn mowers, rubber wheeled garden tractors and light equipment can be driven over the drip field. Do not drive tent stakes, golf putting holes, croquet hoops, etc., into the dispersal field. After a temporary shut down due to a vacation or other reason, the treatment plant ahead of the drip field filter, initially may not Job 38 • • K.H. Webb Architects August 24, 2007 Page 9 function effectively, resulting in the filter blocking. We recommend that an operation and maintenance manual be developed for the ISDS. Due to the complexity of the system a maintenance contract in addition to the Advantex maintenance contract should maintained with a septic system service company for the life of the system. Limitations: This design has been conducted in accordance with generally accepted engineering principles and practices in this area at this time. The primary intended function of the ISDS as designed is effluent treatment and disposal. Landscaping irrigation is intended to be a secondary benefit of the system and we make no warranty as to the water needs of landscaping on the property. The irrigation water supply may not be sufficient to meet the demands of landscape or lawn areas during peak water demand months. Please contact us if this problem occurs and we can provide mitigation recommendations. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the profile pit and percolation test holes in the attached report, the proposed type of construction, and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the profile pit and percolation test holes 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. Based on site reconnaissance, it is our opinion that the designed location of the ISDS does not violate any setback requirements of the current Pitkin County Environmental Health Department's ISDS regulations. We recommend that the position of the ISDS components, proposed residence, existing water well and setback requirements be verified in the field by a Professional Land Surveyor licensed in the State of Colorado. Pitkin County requires that an As -Built evaluation of engineered ISDS designs be performed by the ISDS engineer. We should be contacted to perform the ISDS As -Built evaluation the day before you are ready for the evaluation. Prior to evaluation, all ISDS components should be installed including: sewer pipe, Geoflow dripline, septic and Job No. 406 0197 99 Ge&Iech 0 0 K.H. Webb Architects August 24, 2007 Page 10 dosing tanks, pump vault, inlet and outlet tees, pump, Wasteflow Headworks and Advantex unit. No components of the ISDS should be backfilled prior to our performing the ISDS As -built evaluation. Please contact us for any necessary revisions or discussion after review of this report by the Pitkin County Environmental Health Department. If you have any questions, or if we may be of further assistance, please let us know. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Jason Deem Project Geologist Reviewed by: Ronald J. Uhle, P.E. C.C.E. Associate �.nOWc o . Ess/ONALENG\?�` Attachments: Figures 1 through 6 Geoflow Subsurface Dripline Dispersal: Field Calculation Geoflow Subsurface Dispersal: Pump Size Calculation Orenco P3005 Pump Curve Subsoil Study for Foundation Design Report Percolation Test Report Job No. 406 0197 Ge9tech a S 1.5 INCH DIAMETER SCH. 40 PVC RETURN MANIFOLD SLOPED AT 2% MIN. TO DRAIN BACK TO DOSE TANK WITH 2 FOOT EMMITTER E 1" SCH. 40 PVC PIPE SURFACES INSULATI PROTECTION (TYP.) • GEC WA�( ,. HEA LOT TYPICAL 0 0 GEOFLOW WASTEFLOW PC DRIPLINE WITH 2 FOOT EMMITER SPACING INSTALLED ALONG EXISTING GROUND SURFACE CONTOUR 1" SCH. 40 PVC OR BLANK GEOFLOW WASTEFLOW DRIPLINE 1 FOOT MIN. COVER SOIL OVER DRIPLINE 2' MIN. SPACING BETWEEN ROWS OF DRIPLINE 3.5 FEET MIN. COVER SOIL OVER SUPPLY AND RETURN MANIFOLDS AIR VACUUM BREAKER INSTALLED IN VALVE BOX INSULATED WITH PERLITE IN A PLASTIC BAG T 1.25 INCH DIAMETER SCH. 40 PVC SUPPLY MANIFOLD SLOPED AT 2% MIN. TO DRAIN BACK TO DOSE TANK �"1P LOT 37, SOPRIS MOUNTAIN RANCH 4060197 GeUtech FIGURE 3 HPFW[]RTH-PAWLAK GEOTECHNICAL I TYPICAL CROSS SECTION OF DRIP DISPERSAL SYSTEM 0 GEOFLOW WASTEFLOW DRIPLINE GEOFLOW LOCKSLIP COUPLING (LTC -600) - BLANK GEOFLOW WASTEFLOW DRIPLINE OR 1" SCH. 40 PVC PIPE PVC TEE E GEO FLOW LOCKS LIP ADAPTER (LTSLIP-600) GLUE INTO 3/4 INCH PVC PVC PIPE (?L�OOC4OOCi�! MANIFOLD CONNECTION (END FEED) BLANK GEOFLOW WASTEFLOW DRIPLINE RISER Not To same NOT TO SCALE 4060197 u o,^ GeUt@C�'1 fe I TYPICAL MANIFO D CONNECTIONDETAIL I FIGURE 4 3 FINISH OR, VALVE BOX 1' PVC COUPUNG---/I PVC MAINLIt FILTER AND FIEI FLUSH LINE 1' PVC BRICK r (SUPPORTS -�I CONE ATORNER) EACH` 1 CU. FT. PEA GRAVEL SUMP 0 0 VORTEX FILTER - IPS FLEX PVC SCH W UNION SCH 80 UNION I PVC LATERAL LINE) PRESSURE GAUGE AIR V T FIELD RUSH 1 1' PVC COUPLING @9@%@W7 SIMPLE WASTEFLOW HEADWORKS BOX - MANUAL FROM PUMP Not b SR e TO FIELD / 112" \ 12.5" FLUSH RETURN 15 .. . FROM. ,•� 25" 6940M@W SIMPLE WASTEFLOW HEADWORKS BOX - DIMENSIONS 1" AND 3/4" M NOT TO SCALE Not Ta Sade 406 0197 1 1 ^ C�Ute=h ^ re I TYPICAL WASTEFLOW RANCH DETAIL I FIGURE 5 0 0 FINISH GRADE 6" ROUND y6vWx GEOFLOW AIR VACUUM BR AKER (APVBK-1) SCH. 80 NIPPLE — LENGTH AS REQUIRED BRICK SUPPORTS (THREE) PEA GRAVEL SUMP @9@%@W 1" A I R ADD INSULATION IN FREEZING CLIMATES 1" THREAD DIAMETER �— PVC PIPE AND FITTING ACUUM BREAKER SECTION (PLUMBED TO PVC NOT TO SCALE Not To Scdo LOT 37, SOPRIS MOUNTAIN RANCH 4060197 GeCL 195h AK GEOTECHNICAL TYPICAL AIR VACUUM BREAKER DETAIL FIGURE 6 HEPWORTH-PAW LILI Oeoflow Subsurface Dripline Dispersal: Field Calculation Job Description: I Lot 37, So ris Mountain lunch Contact:Jason Deem prepared by H -P Geotech Date: 8/15/2007 This program makes the assumption that all zones are equal in size. If not, run the program zon, Total Cuantity of effluent to be disposed per day H draulic loading rate Total Dfs al Field Area Number of Zones I Ions / da joallons / s .ft. / da 2 600 square ft zones) - Dispersal area r zone 600 square ft Chooses spacing between WASTEFLOW lines • Chooses spacing between WASTEFLOW emitters ft 2 R v A Total linear ft. zone (minimum required) 1,300 each Total number of emitters zone 650 each Selett Wasteflow dri line wasWIDw PC- 1 gph � dri line Pressure at the beginning g of the dri field 20 psi W psi Feet of Head at the beginning of the dri field 46.2 ft What is the flow rare Der emitter in h7 1.02 gallons per hour Total flow per zone - closing 11.05 gallows per minute Note: A few States or Counties "quite additional flow for hushing. Please check your kwal rrguls hlush vel"Irt In this s readsheet below is for PC dd tine out . Claude dri One re uhts his Ins h if required, choose flush velocity How many lines of WASTEFLOW? 11/sec lines 0.37 gpm Flush flow required at the end of each dri line Total Flow required to achieve flushing velmity 2.22 gpm Total System Flow - worst eau scenario 13.27 g m Select pipe diameters for manifolds and submains 1.25 inch Select Vortex Filter item no.) AP4E-IF/5 lin. Select Zone Valve item no. not applicablel Maximum length of each WASTEFLOW line. For additional technical flow, pressure and flushing data please refer to Geoflov✓s Design Manual and WASTEFLOW hydraulics worksheeL 265 ft Check below to choose quantity ana lengm of aauy noses 0 o�3eoflow, Inc. Wasteflow Design Spreadsheet V 2003 8122/2007 0 0 Geoflow Subsurface Dispersal: Pump Size Calculation Job Description: Lot 37, So ris Mountain Ranch Contact: Jason Deem Prepared by: H -P Geotech Date: 8/15/2007 Minimum pump capacity to dose field 13.27 gpm Header pipe size 1.25 inch Pressure loss in 100 ft. of pipe 1.33 psi Friction head in 100 ft. of pipe 3.07 ft. Static head i) Height from pump to tank outlet R. ii) Elevation increase or decrease ft. Total static head 23 Il Friction head i) Equivalent length of fittings ft. ii) Distance from pump to field ft. iii) Total equivalent length of pipe 210 ft. iv) Total effective feet 6.45183 ft. v) Head required at dripfield 46.2 ft. vi) Headloss through filter or Headwork 12.71 ft. 55 psi vii) Head loss through zone valves 4.39 ft. 1.9 psi Total friction Head 69.75 ft. Total dynamic head 92.75 ft. Pump capacity 13.27 gpm x Note: Pump capacity flow assumes flow in dripline does not change during a dose cych For more accurate flows please see Geoflow's Flushing worksheet. If you need assistance designing for this additional flow, please a. See Geoflow flushing worksheet or b. Contact Geoflow at 800-828-3388. � Geoflow, Inc. Pump Selection Worksheet, V.2003H 8/22/2007 ,) 1^ i 250 200 50 0+ 0 q4 I I I I I I P301512, 230V-6 stage P301012,230V-5stage 230V- 4 stage P300511„115V-3 stage P300512, 230V- 3 stage 10 20 30 Net Discharge, GPM Effluent Pumps 1/2 Hp to 11/2 Hp Single Phase, 60 Hertz 115 / 230 Volt Curve pc3 40 50 Orenco Systems` Incorporated 814 AIRWAY AVENUE SUTHER11N. OREGON 97479-8012 TELEPHONE 15411459-4449 FACSIMILE 15411459.2884 ETD-PU-PC-3 Rev. 2.0 7/99 0 Geoft ech HEPWORTH-PAWLAK GEOTECHNICAL October 2, 2008 K.H. Webb Architects 41 Attn: Stacey Goehring 710 West Lions Head Circle, Unit A Vail, Colorado 81657 Job No. 406 0197 Subject: Onsite Wastewater Treatment System Certification, Sakin Residence, Lot 37, Sopris Mountain Ranch, Pitkin County, Colorado. Dear Stacey: As requested by the Pitkin County Environmental Health Department, Ilepworth-Pawlak Geotechnical, Inc. has evaluated our Onsite Wastewater Treatment System (OWTS) design for the subject site dated August 24, 2007, Job No. 406 0197. The evaluation was performed to assess whether the absorption area and tank sizing in our design meets the new Pitkin County OWTS regulations which became effective on March 8, 2008. This evaluation was performed as a supplemental service in accordance with our written agreement to K.H. Webb Architects dated May 8, 2006. The original design was sized based on the previous regulations for a four bedroom residence which has greater than 6,000 square feet of living space. Based on the previous method of design flow calculation, this equates to 1,820 gallons per day, which assumes 130 gallons per person per day and a 175% peaking factor. Based on the method of calculation in the new regulations, we have calculated a design flow of 1,233.2 gallons per day, which includes four bedrooms at 1,200 gallons per day and an additional toilet and sink in the barn at a total of 33.2 gallons per day. This assumes 100 gallons per person per day for each bedroom and a 150% peaking factor. Based on the absorption area sizing formula found in Section 6.28.080.A.2, the revised minimum absorption area size is as follows: Glenw4xul Springs 970-945-7988 • Parker 303-841-7119 • Colorado Springs 719-633-5562 0 0 KH Webb Architects October 2, 2008 Page 2��— A = (Q/LTAR)• 1.4 [i// 11 I Li S� (1,233.2 gpd/0.7g/ft2/day)' 1.4 = 2,466.4 square feet t C Where: A = Absorption Area in Square Feet Q = Design Flow in Gallons per Day LTAR = Loading Rate in Gallons per Square Foot per Day 1.4 = Peak Loading Factor •l.7AR based o/ percolation rale of 27 minules per inch and corresponding loading rote in '!'able 1—GeoJlow Wastewater Design, lnsiallalion and Maintenance, Guidelines, January ary 2004. The absorption area as calculated in the March 2008 regulations yields a minimum absorption area of about 2,466 square feet. The system in our August 24, 2007 design will consist of GeoFlow driplines that range in length from about 177 to 282 feet long for a total of about 780 emitters at 4 square feet per emitter, which totals 3,120 square feet of absorption area. This exceeds the minimum required absorption area by 654 square feet. We have also re-evaluated the septic tank sizing in our original design to determine if the settling capacity provided meets the requirements of the March 2008 OWTS Regulations (Section 6.28.070.A). The minimum settling capacity based on the design Flow of 1,233.2 gallons per day and a 30 -hour retention time would be 1,541.5 gallons. Our design has specified two 1,250 gallon single chamber septic tanks followed by a 400 gallon dose tank, which exceeds the minimum required capacity. Please feel free to contact us if you have any questions regarding this letter. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Jason A. Deem Project Geologist C: 4& '�N :C) Reviewed by: 38827 z :o m. �•`:' `r George W. Benecke, 111, P.E. �o� •,16�t1o:t ,.\`�`` Project Engineer FSS/ONAI Eat qac• cc: Carla Ostberg, Pitkin County Environmental Health Department (email only) Paul Sisneros, George Shafer Construction Company (email only) c:uottsr:�wr.urc�10P6'.1060/9TIPEO/91nR//'llfSl(iNM' �IaNI 4N 0191 New Hryrbxn C'rn d Job No. 406 0197 `� 9 ISDS DESIGN CALCULATIONS - for Pitkin USING LTAR Owner's Namp4jp' Parcel ID # House Size (sq. h.) _. _ (75 gpd or 100 gpd) 106 Number of Bedrooms in Main House Number of Offices, Libraries, Studies, Sinular-sized 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 800 1 33 = B 3 3 X 1.5 = I Z L4q .5 State Review Required? no LTAR �(1) Design Flow (Q) = # potential bedrooms X 2 people/bedroom X T X 1.5 Q= 1200 V 1 .Y C Oi-rn 33.;)- cda l Minimum tank capacity St10 goon VE (p J7 Absorption Area (- / 117) A = Q x 1.0 loading/LT�R ( � A = 1,714 sq. of absorption area required 1� I SR c er-NU.C� A bseFpA rea (—Q 45 X SNRT pee;e rate) \A M4 SECONDARY TDP A TMF4L 9 (no leaskag fader) A= 1,714 sq. R. of absorption area required Abs. Area w/ loading factor (B25) Pipe and Gravel Dosing Chambers Max Allowable Secondary Treatment Abs Area w/ out loading factor (B28) Pipe and Gravel Dosing Chambers Max Allowable 116 SETBACK FROM WELL # of feet = 66 SETBACK FROM POND, STREAM OR # of feet= 41 SETBACK FROM DRY GULCH # of feet = Trench Bed Qmck4 Trench Qukk4 Bed 1542957143 1714.285714 1563 173.7 1371.428571 1371.428571 138.9 138.9 1200 15428571 43 121.6 1563 857.1428571 1200 86.8 121.6 Trench Bed 1542057143 1714185714 1563 173.7 1371.428571 1371.428571 138.9 138.9 1780 1542.857143 121.6 1563 8571428571 1200 86.8 121.6 0: 0 E10/15/2008 15:34 INTRODUCTION 3036979434 SCGENTERPRISES X10-/<'/� 0 Fv,-' I /('e Y - iSGG a- PV PAGE 01/02 GeoHvw's WAST[ T -LOWS' drip system disperses effluent below the ground surface througb 1/2" pressurized pipes. It is designed using the grid concept with supply and flush manifolds at each end of the dripline creating a dosed loop system. The grid design provides a complete subsurface wetted area. The objective with effluent dispersal is usually to disperse the effluent using the minimum area as quickly and safely as possible at an:tpproximately uniform rate throughout the year. If the main purpose of the Geoflow system is ro irrigate, then plcasc use the standard irrigation manual for landscape available from Geoflow, Inc. Subsurface drip is a highly efficient method to dispose of effluent. Small, precise amounts of water are uniformly applied under the svil surface from multiple points. The main advanta„es of Gevfl.ow's subsurface drip system for effluent dispersal are: • human and animal contact with effluent is minimized, reducing health risks. • Correctly designed systems will not cause puddling or runoff. .It can be used under difficult circumstances of high water tables, tight.. soils, rocky terrain, steep slopes, atound existing buildings, trees or other vegetation, and on windy sites. • I)isposal of water is maximized by mems of evapotranspiration. The syslcm requires no gravel. It is easy to install directly into indigenous soils and the natural landscape can be maintained. • lWinimims deep percolation. ' (,onsumption of .nitrates by the plant material is increased. Invisible and vandal proof .installations. I:iFtccn-'Vuar warranty for root intrusion, workmanship and materials. Systems are durable with a long expected life of approximately 30 years. Nun intrusive. It allows use of the space while operating. I .1sily automated. • P.f(luent nn be rc-used for irrigation. NOTkS I heseguidelines arc for secondary U:cated effluent. When using primary treated effluent Geoflow recommends iitotnatin,g all the self flushing valves, and increasing the number of emission points in the dispersal field. I'nr more information on septic tank dispersal, please check our website at www.gcoflow.com or telephone (4c0flo4v at. 800-828-:3188. • 1'Icnsc follow your State and County Regulations for onsite wastewater dispersal. These guidelines are intended to be a guide to users of the Geoflow drip system and should be used only as a supplement to your local regulations. • Occasionally, in Forested area, the dripline is placed on the surface and covered with mulch. I WAS] FiFLOWrt) is a regislcmd trademark of A.Llnnovations. Ge -!fOw Inc. , Tell Fret 800-848-3388, FOX: 415-927.0120, WWw.geof10W.CORt 1 J 11 10/15/2008 15:34 3036979434 i SYSTEM COMPONENTS See Diagram 1 on page 3. SCGENTERPRISES A typical drip sysrern instdlarion will consist of the elements listed below: 1- NVA$7'F.FLoty® DRIPLINF. (SCU prnduc( s6cc•I Fur speciticati')n) Pi PAGE 02/ 4�'A WAST'FI'J,.c>w dripline carries the water into the dispersal/reuse area. The dtipline is connected to the supply ,incl ream manifiAds with Compression or L ockshp fittings. Typical spacing between each dripline and LcLcyeen (trip emitters is 24" on center. 'I ilkAe-inch spacing is used regularly Fur softs with very low or high permeability. Dripline is usually buried G"• 10" below ground. Standard coil length is 500 -ft, Rolls of alternative lengths, diameters and dripper spocings may be special ordered, WAR'IT'I OW dripline fr.arures: ,I) nano-Roo'rcuART)@2 In 20OR W,isrcflow dripline will have new nano-ROOTGUARD which has an extended expected life of 30 years. The risk of root intrusion with an emitter slowly releasing nutrient rich effluent dirccdy "to the soil is well known to anyone who has observed a leaking sewer pipe. All Geoflow drip emitters arc ,,u:trantt•.cd to be protected against root intrusion with nano-ROOTGUARD. This patented process fuses the r1.,oL-growth inliibirrrr, -I'lt r1A.N& into each drip emitter during manufacturing. Treflan is registered with the Unired States 172 -PA fi,r this application. The nuio-RoorcuARD technology holds Tre inside the plastic,flan for extended time slowly releasing it in minute quantities to prevent root cells from dividing and growing into I he harrirr �nnc. 11. is chemically degradable, non -systemic, and virtually insoluble in water (0.3 ppm). nano- It1-fITO'Asll carries a 15 -year warranty against root intrusion. h,) Ger�sFiie/sCr"70 prosection t ieoliow's W.AITEFI.M has an inner lining impregnated with an antimicrobial, Tdbutyl tin maleate, to inhibit n,lhcsinn of bioto0cal growth on ncc inside walls of the tube and on the emitters. It does not have any mc,isal:lble biological effect on. the cfRuent passing through the tube, This minimizes the velocity required flash WAs� I::rt,ow dripline. The velocity only needs to move out the fine particles that pass through the 130 Inirre'm filter that, if not flushed, will ultimately accumulate at the distal end of each lateral. Itis not access,iry u, srour growth off the inside wall of WAs'ramow tubing. Since RE pumps deliver more volume ! JN-cn less resisn,nce Io firnv, just opening the flush valve will usually achieve this degree of flushing. '.01cn of minimum flushing velocity is requested by regulators, 0.5 feet per second is used with Wasteflow (11•iplinc u, grr. the Nettled parricles Rt the bottom of the pipe back into suspension. This equates to 0.375 gpm I lk'r dripline when using standard VI/AS'I'E.h7 OW dripline (0.55"1D) c•.) Turbulent Flow path V'Asrrru ludrip emitters are pre -inserted in the tube usually spaced G", 12", i �;;•' or 24" :Ipa rr with 24" being the roost popular. Angles in the emitter flow h:uh arc designed ro cause turbulenrc in order to equalize flow between emitters and keep the emitters clean. t 4-rillow cmirrcrs boast large flow paths, which, coupled with turbulent flow, have proven over the years to be socmely relinble a.nd dependable. nnno-ROOTGl1ARD is a registered trademark ofA.I.Innovations rrennn is a registered tredemsrk of DnwAgro Sciences I Gensllicld is a registered trademark ofA.IJnnovations G69'i'Qly 7n„ 7r,%IF Free 800-848-3386, Fart. 415.927.0140, www.geoflow sa MAY -02-2006 09:51 H—P GEOTECH P.02i18 1-ifm HEPWORTH-PAWLAK GEOTECHNICAL Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colovd, 81601 Phonc: 970-945-7998 Fax: 970.945.8454 email: hpgco0hpgc ttc&.r.wn SUBSOIL STUDY FOR FOUNDATION DESIGN AND PERCOLATION TESTING PROPOSED RESIDENCE LOT 37, SOPRIS MOUNTAIN RANCH PITKIN COUNTY, COLORADO JOB NO. 105 188 MARCH 249 2005 PREPARED FOR: CRAIG SAKIN C/O AUSTIN, PEIRCE & SMITH, P.C. ATTN: FRED PEIRCE 600 EAST HOPKINS AVENUE, SUITE 205 ASPEN, COLORADO 81611 S 3 Parker .303.841-7119 • Colorado Springs 719-633-5562 • Sllverchortic 970.468-1989 MR`r02-2006 09:51 H -P GEOTECH P.03i18 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY ................. ................. .................... .............. I ....... - 1 - PROPOSEDCONSTRUCTION...................................................... ............ _................ - 1 - SITI CONDITIONS..........................................................................................I............- 2 - FIELD-FIELD EXPLORATION.................................................................................................- 2 - SUBSURFACE - SUBSURFACECONDITIONS.......................................................................:..............- 3 - DESIGNRECOMMENDATIONS.................................................................................- 3 - FOUNDATIONS.............................................................................I............................3 - FOUNDATION AND RETAINING WALLS............................................................- 4 - FLOORSLABS .............................................. .................................... I ....................... . 5 - UNDERDRAIN SYSTEM..........................................................................................— 6— SITE GRADING.................................................................................... ..................... — - SURFACEDRAINAGE.............................................................................................- 7— PERCOLATION TESTING......................................................................................... 8. LIMITATIONS.................................................................I............... •...............Is............ 8 - FIGURE - FIGURE I - LOCATION OF EXPLORATORY BORINGS AND PERCOLATION TEST HOLES FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 — LEGEND AND NOTES FIGURE 4 — GRADATION TEST RESULTS TABLE I -SUMMARY OF LABORATORY TEST RESULTS TABLE 2 - PERCOLATION TEST RESULTS Ey MAY -02-2006 09:52 H—P GEOTECH P.04i18 PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study and percolation test for a proposed residence to be located on Lot 17, Sopris Mountain Ranch, Pitkin County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design and feasibility of an infiltration septic disposal system. The study was conducted in accordance with our proposal for geotechnical engineering services to Craig Sakin c/o Austin, Peirce and Smith. P.C. dated February 11, 2005, Proposal No. 21-05. We understand that the results of this study will. be considered in the purchase of the property. We previously provided our interim findings in a letter dated March 11, 2005. A field exploration program consisting of exploratory borings and percolation testing was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results of the field exploration, laboratory testing and percolation testing were analyzed to develop recommendations for the proposed building foundation design and septic system. 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 Design plans for the residence had not been developed at the time of this study. We assume that the proposed residence will be located roughly in the area of a small. viewing stand located in the northern part of the building envelope. For the purpose of our analysis, we assume the proposed residence will be a two story, wood dame structure over a basement level located in the area of the exploratory borings shown on Figure 1. Ground floors could be structural over a crawlspace or slab -on -grade. Grading for the structure is assumed to be relatively minor with cut depths between about 4 to 10 feet. J J Job No- 105 188 MAY -02-2006 09:52 H -P GEOTECH P.05i18 -2- We assume relatively light foundation loadings, typical of the proposed type of construction. When building location, grading and loading information have been developed. we should be notified to re-evaluate the recommendations presented in this report. SITE CONDITIONS The lot was vacant and covered with between 3 to 4 feet of snow at the time of our field exploration. A gravel subdivision road roughly borders the north and west sides of the lot. _A small viewing stand is located in the northern part of the building envelope. The ground surface is relatively flat to slightly irregular and moderately sloping down to the northeast. A small ephemeral drainage crosses the site from west to east as shown on Figure 1. Vegetation consists of widely spaced groves of scrub oak and sage brush. FIELD EXPLORATION The field exploration for the project was conducted on March 2, 2005. Two exploratory borings were drilled near the small viewing platform as shown on Figure 1 to evaluate the subsurface conditions. The borings were advanced with 4 -inch diameter continuous flight augers powered by a rubber tire, ATV -mounted CME 55 drill rig. The borings were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the subsoils were taken with 1% inch and 2 inch I.D. spoon samplers. The samplers were 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 samples were taken, and the penetration resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. ELP lob No. 105 188 G99tech MAY -02-2006 09:52 H -P GEOTECH P.06i18 • • -3- SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils generally consist of about 1% to 2 feet of topsoil overlying silty to clayey sand with gravel, cobbles and boulders down to the maximum explored deptb of 19% feet at Boring 1. Drilling in the granular soils with auger equipment was difficult due to the cobbles and boulders and drilling refusal was encountered in t11e deposit. Laboratory testing performed on samples obtained from the borings included natural moisture content, gradation analyses and Atterberg limits test. Results of gradation analyses performed on small diameter drive samples (minus 1'/z inch fraction) of the coarse granular subsoils are shown on Figure 4. The laboratory testing resulCs are summarized in Table 1. No free water was encountered in the borings at the time of drilling or when checked 19 days later and the subsoils were generally moist. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural granular soils. The design and construction criteria presented below should be observed f"ot 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 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. Job No. 105188 n .T Gg ech MRY-02-2006 09:52 H-P GEOTECH P.07i18 19 -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. 4) 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 a! --,o be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) Topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to undisturbed natural granular soils. The exposed soils in footing area should then be moistened and compacted if needed. If water seepage is encountered, the footing areas should he dewatered before concrete placement. 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 50 pcf for backfill consisting of the on-site predominantly granular soils. Cantilevdred retaining structures which are separate from the residence 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 45 pcf for backfill consisting of the on-site predominantly granular soils. Backfill should not contain topsoil, vegetation or rock larger than about 8 inches. MJF _. Job No. 105 188 CoMiech MAY -02-2006 09:53 H -P GEOTECH P.08i18 -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. Backfil l 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 0.45. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 400 pef. 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 oecur 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 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 S� % H lob No. 105184 Gec�bECf1 MAY -02-2006 09:53 H—P GEOTECH P.09i18 -6- should be separated from all bearing walls and columns with expansion joint, which 6(D 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 slob 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. Ali fill materials for support of floor slabs should be compacted to at least 45% 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 the area 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 nuderdrain 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 site of 2 inches. The drain gravel backfill should be at least 1'/z feet deep. Job No. 105 188 Ch MAY -02-2006 09:53 H—P GEOTECH P.10i18 -7- SITE GRADING The risk of construction -induced slope instability at the site appears low provided the building is located in the building area shown on Figure 1 and cut and fill depths are limited. We assume the cut depths for a basement level will not exceed one level, about 10 to 12 feet. Fills should be limited to about 10 feet deep. Embankment falls 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 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. 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 (0 Job No. 105 188 04999 Ch MRy=02-2006 09:53 H—P GEOTECH P.11i18 -8- 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 fine grained soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. PERCOLATION TESTING Percolation tests were conducted on March 4, 2005 to evaluate the feasibility.of an infiltration septic disposal system at the site. One profile boring and three percolation holes were drilled at the locations shown on Figure 1. The test holes were drilled with 6 - inch diameter auger and were soaked with water one day prior to testing. The soils encountered in the percolation holes are similar to those encountered in the Profile Boring shown on Figure 2 and consist of clayey sand with gravel. The percolation test results are presented in Table 2. The percolation test results generally indicate rates between 30 and 120 minutes per inch. Test hole P-2 did not have a percolation rate. Typically, a conventional infiltration septic disposal system is designed for percolation rates between 5 and 60 minutes per inch. We expect that the tested area could have acceptable rales and additional testing should be conducted for the septic disposal system design. Pitkin County requires a professional engineer design the infiltration septic disposal system. 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 borings 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 a Job No. 105 198 TGggbach - MAY=02-2006 09:54 H -P GEOTECH P.12i16 -9- 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 borings 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 otbers 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 bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Trevor L. Knell, P.E. Reviewed by: Steven L. Pawlak, P.E. TLK/ksw - H ��--X[[ Job Na. J05188 C-,�iTfBd'r MRY102-2006 09:54 H -P APPROXIMATE SCALE 1" m 100' 8120\ 8130 \ " �,�ORING 2 p-1 EXISTING \ VIEWING \ AP -2 814 STAND AP -3 \ \ *PROHIL.E \ BORING BORING \ 1 \ APPRi 8110\ \ I v \ 1 LOT 36 \ 1 � OMATE \ \ \ PROPOSED 1 1 EXISTING 1 BUILDING 1 \\ 1 8150EPHEMERAL \ 1 DRAINAGE I SITE 8110 \ 1 \ Y ts0 t EXISTING \ GRAVEL DRIVE (SHADED) N _ 8130 8140 s� try, vo _ j\ 8150 BUILDING �� ENVELOPE ` 8160 \ / ` 8170 V LOT 27 8120 I105 188 I GEOHEPT,ECHNICALW NC. ILAK LOCATIOPERCOLATIONAlESTY OLESGS AND Figure 1 I �q `1RW02-2006 0954 BORING 1 ELEV,-8132' 8135 8130 TT 8125 c O -o m W 1 8120 8115 8110 50/8 40/9,10/0 WC --6.7 +4-31 -200=21 37/12 BORING 2 ELEV.=8129' 32/9 WC=2.4 -200=42 LL -27 PI=11 28/6,10/0 WC -2.8 -200=15 PROFILE BORING ELEV.=8128' Note: Explanotion of symbols is shown on Figure 3. P.14/18 A 105 188l GEPWOCHNICALW AKNC I LOGS OF EXPLORATORY BORINGS I Figure 2 I 24/8,10/0 o. 58/11 T ,O WC -7.8 +4-24 -200-31 Note: Explanotion of symbols is shown on Figure 3. P.14/18 A 105 188l GEPWOCHNICALW AKNC I LOGS OF EXPLORATORY BORINGS I Figure 2 I PlAY=02-2006 09:54 H -P LEGEND: ® TOPSOIL; silty clayey sand, root zone, dark brown. P.15/18 SAND (SM -GM); silty to clayey, with gravel, cobbles and boulders, some sand lenses/loyers, dense, moist, reddish brown to brown, low plastic fines, subangulor rock fragments. Relatively undisturbed drive sample; 2 -inch I.D. California liner sample. ■ Drive sample; standard penetration test (SPT), 1 3/8 inch I.D. split spoon sample, ASTM D-1586. i7fff/12 Drive sample blow count; indicates that 37 blows of a 140 pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. drilling refusal. Where shown above bottom of the log, indicates that multiple attempts TPractical were made to advance the boring. --+ Depth at which boring caved when measured on March 21, 2005. /,. _ Frost depth. NOTES: 1. Exploratory borings were drilled on March 2, 2005 with 4 -inch diameter continuous flight power auger. 2. Locutions of exploratory borings were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory borings were obluined by interpolution between contours shown on the site plan provided. 4. The exploratory baring 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 boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the borings at the time of drilling or when checked 19 days later. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( 7 ) +4 = Percent retained on the No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid limit ( % ) PI = Plasticity Index ( % ) 105 188 I GE WORTHICALW INC. I LEGEND AND NOTES I Figure 3 I NAY -02-2F m co LO 0 z .0 0 n b8 co I -- w w Ix 0 m 0 to U. 0 D Cl) 06 09:55 GEOTEGi WW �:r ? `O ( t M z W to x ND CL Ix w II U) a >tu (N In 00 r4 L Z 17: N N z T. C-� 0 00 LU rl co P.17/10 MAY; -02-2006 09:55 H—WOTECH • HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS P. 18/18 JOB NO. 105 188 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL WATER DEPTH AT WATER DEPTH AT j DROP IN WATER I AVERAGE PERCOLATION i (MIN) START OF INTERVAL END OF INTERVAL LEVEL (INCHES) RATE (MIN./INCH) INCHES INCHES _ P-1 25 15 12 113/4 p 113/4 111/2 1/4 111/2 111/4 11 1/4 _ J 11 103/4 103/4 101/2 I 1/4 ( 1/4 f 30 101/2 101/2 1/4 12.0 P-2 36 15 20112 201/2 0 201/2 201/2 0 201h 201/2 0 rr� 201/2 201/ c _ 2012 201/2 0 201/2 201/2 0 �_ PE`RC P-3 30 15 143/4 3/a �NO l 14 31 131/4 131/4 1212% f 'h I 121/4 121/4 12 1/2 1/4 P123/4 12 111/2 1/2 111/2 11 1/2 11 101/2 1/2 30 Note; Percolation test holes were drilled with 6 inch diameter power auger and soaked on March 3, 2005. Percolation tests were conducted on March 4, 2005- The average percolation rates were based on the last three readings of each test. b9 leq� M RILPn WE LOT 27 1 1� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 --- i --Aa. LOT 36 as um W Loan/ mskhe ewe -a -w, EAmm1T ' Y \ .BAI, 9a� win �III1nrL5EMENi k\\ \:� \ rfttsLN\ LOT 37 \\ 35.531 AC. m�.9w mrrr�t�� ira"oF r4N�` • T , , rAau ALt01m ea.p.n, i N300'00'E � 1220.00 nua t Ad mrd 1 I I I t I 1 1 / 1 / IO Vlpin as M. / rQAO N IEHM W/ FLLp11 P1.�511C W. L6I 111 Y s9 t \ \ N GRAPHIC SCALE - se (gr.) I bcb - IW n Z C.nr i sok., v 0 • IMPROVEMENT SURVEY WTXUpEa M 6C UTBITY /AI%lL RIpeT-OE-wAr EASE r ROAD /f- eArm w,"..jhh SOPRIS MOUNTAIN RANCH, U O W W UMT , /FU6LM R T-Li-AtAy E ntzdnIT RpAD I6 -ICOM 33 & 34, Te 8 S., R. 87 We WLSUOEO W 10'UTILITY EAS WOVT BOOK 437 AT p&£ )M- 64592 SOFT. AREA OF EASEMENTS W LOT J) - 112,769 SOFT. r OF PITKIN, STATE OF COLORADO AREA 6 LOT J7 - EASEMENTS. 1,547.730 -1127600 1,454.981 SOFT. Legend all We. 9,11,W00p$%,hl COLARADD B, 801Lot GRAPHIC SCALE - se (gr.) I bcb - IW n Z C.nr i sok., v 0 • Sromy Me: IJ Februpry, ZIXSS use fintl wriFrod Ty Merges 24. / M% 2000. / / " - Bge ass sl illemn- Bsoh, fncm Fatuous Ia o bung of NTO.04'004 between o bund 14 Mar and moon plaslk pop L.S. 14111 of the nonbuel Feiner of Lat J) and a found /3 minor and pop LS. 9018 found of the nmMeaet comer of lot 9. - t pahmi Daum: Blas enp t wIv y manarrrrd a rorinHr ' meet partW arple point w thin Mane. - Confuter Wenat 2 Mf IMPROVEMENT SURVEY LOT 37, SOPRIS MOUNTAIN RANCH, SECTION 33 & 34, Te 8 S., R. 87 We COUNTY OF PITKIN, STATE OF COLORADO „,..,r,, ,e„ Legend all We. 9,11,W00p$%,hl COLARADD B, 801Lot (..n hFo umml as dmambed. nticotme B se s p Improvement - Lend Omcdpfion: A Worst of bid belrt, ped of ted SEI/4NE1/4, • EI/]SEI/� a Smlin J] and Me SW1/4 of 5eetian J4. Tosubip 6 SnuM, Rmge 8r Mwl of ted 6th principal Wrld'on. SaH thho is Snnfull dwcrRed ae W.- 4gbuwg at a pone rmm WMnee the oulhstal tamer a sped Seakn 3.T bears SMT12'S6`1' 1354.52 f«L' 948-1004 F70 (970) 9463948 a- WI -11 -SIV 1340.73 MC Mince N370OWF 120.00 feet; on. Ner"'Wl, 590.00 feet Chance 1401728'00b' 46O.W feet Mince N N'WT Asaw fest; Mince 50100'004 161.43 Feet. thence 9520'494 474.66 fees,(hems 24..25 feel along a cum It / Me NR haling o mpu, of 2MW feet (the shard wh,0 bean SOXWE 29-12 feet): thence 55034'474 629.15 rut Ihmce ' 554.12004 787.14 feet Mercn 55728'00.00 114.57 flet Moro VV"'OOV 44).75 feet to the polnf a bpkmm,. Sromy Me: IJ Februpry, ZIXSS use fintl wriFrod Ty Merges 24. / M% 2000. / / " - Bge ass sl illemn- Bsoh, fncm Fatuous Ia o bung of NTO.04'004 between o bund 14 Mar and moon plaslk pop L.S. 14111 of the nonbuel Feiner of Lat J) and a found /3 minor and pop LS. 9018 found of the nmMeaet comer of lot 9. - t pahmi Daum: Blas enp t wIv y manarrrrd a rorinHr ' meet partW arple point w thin Mane. - Confuter Wenat 2 Mf / 2w' N.W. mote IIE@0 O.D., LOT 41 / m�inslic L9 wIv SANm7er•. CertMpote, 1. Strohm L LMers, bekg a Re9hM'ed Laid Smusyar M the State of Wla dm all belly curtly that this Impromnmf .uMy made under In, wpaMelm and 4 Tine and correct to the beet of In, be1Nf and kromma'.. I Nrfhs urfiy that Mo as Ch rm uany I5, 10031 and 24 May 2006. pexpf ut2itYfecanntmtMn. mfNr s1MM Me hawdulu of the pan;mL ucwf w Aom. that them m no F moxAm Me ds,v9ed pwnfeu by imomnemmial an anY ed . except w Nicaled and Mat Mees b m app lgn al m,mimf oawMh - bmdmllg _ ci, wf a. noted ,I n T. Nine T.R lineman, me ae . she F.. Wa Aaurx. Atmb'a Iv mumosek In, M a..bN . aI mho, weer se Mqh I/3 1M -I- AIM m, .i Mime able Fe. as ab1W ` Fee= u, . W.+.wYman see. he b me W .Imus h4..Wb. r ee, AkreJ ^�fidbred errasIB yth. been phepored pursuant to amt Wawa far an lmprowmanPsunry of MY prapery. - Phis m hty does not npewnt a flue march by thin ouyor dehmdu los hlo of W Mlsosr era me W. an abler mnma.to10. - AFMSd/ new ei of rmord. A9 infomplkn petoi lop to osnermhlp, settlements or other enagendma m of I oro has bun fo n Ram a V14 inumnc. „,..,r,, ,e„ mrtment imuWy Rios, Cowly ll. Ins. dated Januely 1A no*5 9,11,W00p$%,hl COLARADD B, 801Lot u Gine AH P(ZI .SILL Improvement nems ), 0. I0. II As 13a mid bm" mmnifinenf appy tomid property. he"~ Bwy an unaW. to b. deputed m Mu 948-1004 F70 (970) 9463948 Impmvemmt 5muey. nem 9 of we of a Commitment applies to sad prpwfy. EaemrmM1 noted In Book 437. loth. 7M all Beak 701, Pogo 347 an .ham on CORDON NEPER map. Allother recoof chmna min noted underItem 9 appy to mid Sopris Mountain Ranch property, has- an unable lob depki" on Ihm Impmummenf Mum 1 4 . Nay Com Elecbia A.wa'akn Undm9,ouli Lme,no, R;� Id -00% Eawnenf rerefded n Bmh 308W path; 375 and ..54.1 Fasted1996 n Back 599 a Page 200 and dam not aMwt wbfM am,". ® Omeno TiauAWmw Pie pmpny u subfsa to opponnf m.ommfs fm misting ulumse m resphm. Pedeataf nnhab'en. mods, sed/ tins; common pamfure. Ears,, all wmfrian Rata pm Bock 4J7. Po9m )M. o doMrma Tis Rin [hs Subject pmgrty does mf fan Whin a IW ywr Boon' erne baeed an 1IRM Mope I[Vi097OW5W and IIA9(197CW75C eNm1M dote June 4. 1987. ullln, U.SEIIi / 0l.]I. K)m / / / `\\ / WRW TABLE CURYE 1 LENOM RADIUS TANGENT MORD I BEARING OEL IA / •• CI ) W. W' IfiZ 711' S 'IB' )959'5) rUN910M'n/ LIFLLM IV4ASTC W. / .St' N.E mOtl PCGIO BCuruw, / 2w' N.W. mote IIE@0 O.D., LOT 41 / m�inslic L9 wIv SANm7er•. CertMpote, 1. Strohm L LMers, bekg a Re9hM'ed Laid Smusyar M the State of Wla dm all belly curtly that this Impromnmf .uMy made under In, wpaMelm and 4 Tine and correct to the beet of In, be1Nf and kromma'.. I Nrfhs urfiy that Mo as Ch rm uany I5, 10031 and 24 May 2006. pexpf ut2itYfecanntmtMn. mfNr s1MM Me hawdulu of the pan;mL ucwf w Aom. that them m no F moxAm Me ds,v9ed pwnfeu by imomnemmial an anY ed . except w Nicaled and Mat Mees b m app lgn al m,mimf oawMh - bmdmllg _ ci, wf a. noted ,I n T. Nine T.R lineman, me ae . she F.. Wa Aaurx. Atmb'a Iv mumosek In, M a..bN . aI mho, weer se Mqh I/3 1M -I- AIM m, .i Mime able Fe. as ab1W ` Fee= u, . W.+.wYman see. he b me W .Imus h4..Wb. r ee, AkreJ ^�fidbred errasIB W.ON STReET. Suite 200 37 - AFMSd/ new ei 03F+ „,..,r,, ,e„ 9,11,W00p$%,hl COLARADD B, 801Lot Improvement 948-1004 F70 (970) 9463948 24 MO 2006SGNM,ISER r:7 CORDON NEPER ��• °ADO `D'O' °zs"Z' Ads BUTieCO (9701 3435358 Sopris Mountain Ranch terve .yChasm 9E ..54.1 - . IM JT 6 GRAPEQC SCALE IAr6R) i i i � 101 `\ / ki 1 [M' 1�1 N I 1 ,11 SIT FENCE SEC 6 nor ro soul 1 1 A R 4 1 \ gra, s \ NEEDLD Mi1X011T \ \ nL NMNTOxV. SrRENCIX i1 r.1eRIC L CJa! \ A A 6- BE ♦TMRE ro t �XICM (IWL) ucol Xvar scXEN n s M ecru rAswm � rows " 4Lm¢ n`az � aro rwir we PPP'i5 A' YUSr BE IWiER r1nN Poq'I �' A R 4 U m now o ry ~ mm • EROSION BALE INSTALLATION o u -a n X EROSION MIR CAINNEI. FLOW W • �Ilyy,,,, XX.•� `W r. n 1 p u A.. `. BOULDER RETAINING PAU r r r. env¢ occic wm Au wNezAw[ anrn wwa � � z NL NXN nwl mar nm Na Ma.GeeF oms % w pCY\@ 1 .WI6 AW O: TA45 M Y6YK DMWXS 1YE E Naeanaez awe eXw¢ec euro Aw mmx a[rALs a mwecrs a aavoXXm .ne oaro awL r awnv w nr Arm+XN a ne avdv Nlmwmr I, Aro Nom .Xwzmro Xml XUR t AlL INXiI ilYL6 sevL !m¢ roe rNruNl NXXrr { v wrzn Xemour twr svrs a wvtrs • Mwp ENL CyKIICM IMVLRNCNACLpgVQ wl/ qAN/w LP. • '� nr Svcs AOLRI ROX.aD ma aB s2 r. NL mmPa9 wets xa : /oravn M � Iw LP. PIPE BEDDING DETAIL�� .0 PAoccr ARl odea am SrP)E1Bflf 14 YOae MAIwW XeL par&WF-GP.aX . -------- ------- —� 3 LOT 36 1. LOT 37 SURVEY AND P ATA DEPICTED 1 IN THIS MAP PREPARED BY SCHMUSER GORDON MEYER 'CROSION BALE . \ t �1 \ ENGINEERS AND SURVEYORS, 118 W 6TH STIR.. SUITE 20D \ GLENWOOD SPRINGS. CO 81801 2. SEE ELECTRL AND LIGHTING PLAN FOR ALL EXT. LIGHTS N RDI o \ PROPERr,RNEWll.CCE.N SEP At DRETRroARrmEm / / ` / L C BU L EN / \ I \ \ nMEADv\.N LxslExEwR Eger \ / D N. \ „�� \ I wZ.RBED / / �C � UNTNiO WFEER \ � � \ \ \ PNOMBAGNAREA IBFE L.iI \ / PROADI WAN REAhMP�wuv RE1DN•wroAF1D) RETMnwD wu ERI.rCR tuT mvmNEVP ^ „ It 160 eE.MwroIADI LFADDx EOttOOV _, AF ".nNW r pYrxw wEuroNpmE Rr OirERe) AIEL£OETAiE.VLIRENCNE9FpI PIPRID \ \ � \ \ _ _ \ Nc arm 7 \ \ \ \ \ \ \ \ \ \ PROGRIESS COPY NOT FOR CONSTRUCTION ® 7�:7 LOT 27 ` ,�' �.--_ \_.-- \----\\\ \ej�\\ NORTH D OL;W BC K 0 m0 O O C 3 U� s U C C Y # DAM DESCRIPTION REV.-- PERMIT SET _ REM__ ISSUE SEPTEMBER 18. 2006 DRAWN: REMEWED: _ LEGAL DESCRIPTION: LOT 37 Sopris Mountain Ranch Town of Emma Pitkin County Colorado PROJECT NUM: 08-0205 SITE AND GRADING PLAN 9107 NUMBER: 1 OF L-1 o mawe�NN MUA NP. >m. CO. DRW4NfrClpilNf. MIiMNT.I W F 6NOp .11TM4 RRVR4 VEGETMIES� {R£ SNEFf YI © V,S FP4tl SiRUGr111F-MENn4AnR12RE ulr GIU64S LOx4RtNM4 VFAEiA,NN. xOwCW1' L VE4ETArIJN (PER qRE NR4AlN110.N1) I EIARAxCE wPOA18 mE. RE wW L.) is 4 FR rRE WLE s,ENI WAN108 NCfRANfN ,B1T ACY S1RUL11YE-i11E NIEMlll11 ERE RExwEoxcnwrxrwmWs IeoEA.uwsm R1Asas m x LEas mN r rAu, nw NA Rum TREES m4nuslas aEA IaEN114.,rANPLAIn IDIIWIBIIRE mFEr W` V ER¢NLLL 4AROB1 {� NBr L.¶ r LAwA . PIAYARFA{BEE Wf£f SIEwAuroaEFNErsEaRELnvr]srACEA ETN--- {BEESXFETL.]1 -- ID PIWATE 4AVC¢1 MANTERIABOVEI IEEE BFEEf LiI�� REVECETArE EwuEmTM aITtENw GRARUO MIa�O.Y x 0Es¢ECTR'¢VRP6Vl1NRFlB IPEPFIRE RE xn4nnax nwlmv] I ro El lwiuE xEws rRox rEmRcesllrv� I AL..UVsgLFPW TIIMTIR� MR�B AivO GMAEEBAxORAAEEp \ EA WI/ RFSIORI.nI#i PRdER .y G.N,WRN,B eFJE4ETAlE \\1rN NAlNE MEA^TV GPA SFS I 4O NYLROwF.R9 \ Prm.BunER AsrENAAG uuxolEa 11 1. ARA REB4Lr oFcwslxumxEwnN e4m AGERnAµ\ 9LVILLLnIRANDA WTTON II \ sRcuuR. rt ..As coxcwXoCDEa mAr Ri.W 11xG THE A9EX STpYOS WERE ECOLOBI4V.LV5gIN4 \ CNRLEi Oi rREE8l0 U8E CN LOL ]]. TIIE ON(TREEB P0.COUBE FPNi n V.i TAE ttt%IC iO NN INCPEAR n1E FUEL LOID RVYATI4LY.4URW6 CF Wl{4\ r Oi ME 90EEREµAR GIWiFNRV FN8R14.EQFMOVER]iW PrNE. pBCRFARTNF w¢w.ow \ P WfI 6LOFIPE GEnRI C£ KL 1NBILI6 RA FOR RE414 ON IMAN ■■WAM IIMMi�7'IN Rfll eauum REFABWawuL VUR W9,E BOU➢ERf ANN WY➢NO ExuvwnR,l NIRB.x9BFP xE.�W RNREE LILVr Ci R:IVRBNNE nw.� Arm aOPE wlm rNmE uEAaRw 4RAE4E1 IlrntFN NOTES. — 1. LOT 32 SURVEY AND PLAN DATA DEPICTED IN THIS NAP PREPARED BY SCNYUSER GORDON MEYER ENQNEERS AND QENNOOD SPRINGS COORS. W. 6TH SM.. SUITE 200 2. SEE ELECTR.L AND UGIITING PLAIT FOR ALL EXT. LIGHTS Ew8nx4 ABPExcRRYEs � G — \ — .PEN N S..rm /9TRN0.9 o mm.�P LWo.rrt.�w.R Pr_Px. LOT 27 \ L \ �RpS%\ nm awlr. TI M unlwae 4 NNW B•aL aursaw .NN.BEtlB4WN wwrNee�Am 'cu.PaAWBwNw� Pru cwmeuurBmsaNW aYNNIIII WI NOTES. — 1. LOT 32 SURVEY AND PLAN DATA DEPICTED IN THIS NAP PREPARED BY SCNYUSER GORDON MEYER ENQNEERS AND QENNOOD SPRINGS COORS. W. 6TH SM.. SUITE 200 2. SEE ELECTR.L AND UGIITING PLAIT FOR ALL EXT. LIGHTS Ew8nx4 ABPExcRRYEs L-2 ARE REOEiRMnxO .PEN N S..rm /9TRN0.9 o mm.�P LWo.rrt.�w.R Pr_Px. LOT 27 .�7 REV: s V C/FR IV i V) # DATE DESCRIPTION PERMIT SET REV:__ ISSUE SEPTEMBER 18, 2008 ORANW:_RENEWED: LEGAL DESCRIPTION; LOT 37 Sopris Mountain Ranch Town of Emma Pitkin County Colorado PROJECT NUN: 08-0205 LANDSCAPE PLAN 9.Fr NVu3rg; E OF t L-2 o mm.�P LWo.rrt.�w.R Pr_Px. r \ \ \ — \ \ \ \ \ \\ \ PROGRESS COPY \ \ \ \r •^ \ \ \ �\ \ NOT FOR CONSTRUCTION \ \ \ \ \ \ 01 7L:7 \ / / \ \ BO• 0M,>409, \ NCitM O 10 80 160 REV: s V C/FR IV i V) # DATE DESCRIPTION PERMIT SET REV:__ ISSUE SEPTEMBER 18, 2008 ORANW:_RENEWED: LEGAL DESCRIPTION; LOT 37 Sopris Mountain Ranch Town of Emma Pitkin County Colorado PROJECT NUN: 08-0205 LANDSCAPE PLAN 9.Fr NVu3rg; E OF t L-2 o mm.�P LWo.rrt.�w.R Pr_Px. SAKI N FAMILY RANCH FINAL DESIGN REVIEW / PERMIT ISSUE 09.18.06 m PARCEL 31, SOPRIS MOUNTAIN RANCH, EMMA, COLORADO -� GENERAL NOTES: PROJECT SUMMARY: SYMBOLS: DRAWING INDEX --wlwrrooFina°et� � � SNttuAnANmnD aMTn. aon.rurcxrAanDAAW6PmunNRrmoresEGuNNrvGMN iwDooUREsDIRaIMRaraAmc oMoNonRarc9MoArzN>aR..snu SURVEY 1:100 USTIXG IORGMPNI[IDMEfINTERNATIONAL ARCHITECTURAL CUT.: 3e 6ovaMERERPAYAnvAaocNM RESIDENTIAL CODE 2003 A30I/4• IUI1RIM sEDID16 ,. AYA9amMKiQD6aaAaC6MATMRniTR80LvrowpH wane Zoning: sffi.c a wnA�Rr.o Onl 43011 w,w,RMa,n,E,Mwrtcrsew.6me,nca,wmN,NuesNT,�raT,n,,,u 4"4^6 C I vP NmImIG SEnpn SINGLE -FAMILY RESIDENCE S DPAIMAGE AND EMM EMTIML PIMw A 302 v4• BaIWMG sEENM 4. 0.WDII¢IA ETOMRceSn1o.QM WRPLLnNeEKMDm Misu Occupancy Classifications ER—.Imw^^"^ A 303 /1'IOINIXG SF(AOM PARD7cagILREUNIaXRq `wlw ND QC1gN rUVATD 01N WAM rorovacaNnE*t c..Imaw LANDSCAPE A rwartrwmD,wrdawAunAmoReMr6 uN1A6s Dn@IWHNOIED. TYPE R DIV.3 /\ �\ LI v,OGrM Nc PI'a 304 IM' wimmG sEEROM y R`'"2�rt1�/) L2 A305 ur IUILAN sEnwe c sMOWxAU NE�MrelmvcNs7vowAus ANo mN¢LourgwexiuDE Required Sprinklering: _ V wits PE NM A306 ue wO.Ew MJTMENOTIMTIPTO¢WfANDwAUFVNTADN.wYATains Tpn"'�-� Conform to NFPA 13-D .'e'•-pje1P�•"^ L1 SOMA mum RAN 1LDBN ` Ae�oua uuNRneemvrMTOeL RuaM6 aa9n eom AAmeus e6v¢ A,E,,.� L4 ENIAI EWARMD a MM ORBORK PMN A400 4. uAE8 ro RDOR vwN.NM DDDR Lounoea RERRTgomR9wEwUroR D9w In•will Baan T.EQ N-•d • ARCHITECTURAL A 401 In-wa Irma P. wERTO RooR uaTORwwoow LourgN. eeEEarowxgay.04qu1.roR wRgow TTR. A 001 A 402 Ir RuN Muni¢ ._ RmoRwwTE AUEsseTxuLumesaxMr wnueromwlTNN�Ne xoa O O 101 R016MUETIOX MMRVdIYNT RM A002 em EAIENOA UWNG PUX A403 In- num to �C /JID WHL91C[S VQfY VRIXMOfRLT WNENOM.TNf HM WAWIN'aS °°"'� "^••' N A 500 FRHBOA DETNU o 9. INTNF fVENT 111ATADprtgN/.LpFTyISq LDIDW66NFEGFD eTTM mNTpARq CAR FLOOR lAE1 GLNU1101OiEMIIAIt wR coP6reurna+oR.Nvr A9ecTarHE r.olEcr.nmwuv.mAmrvommE Axo.rzeT. N9wReroeRh 1. wvuon¢roMulTEerwu wTcorsnVTEAODAT A600 wimw mM IN TAR M IKT, A 100 In' EMT MEL NMEImOII MAX A 601 WMDDw mB �. TNE68OALmNTMC1ERDWL.E IIfRaBIIE RYI S.TRM1VG M1LLANVCIl1E mC6 AW oer,NMNC Auvanrs Mn.EouuEO AYRwAIS m6 MORcr6coWRaeoer TAe 4100.1 IrI EXMI IEIFI NXFXYOX R4X-MM 4602 wIMDw,ms INTEaNATroN. IURDv.GmD THEINTURNATo RELDIM CW . mNRVa3 A 101 IIB' ABN LEVEL DIMEAKIN RAX A 601 mNNw a DOOR WXWU 6NA TM n1ECON MUC ONI O UHENTI N NOTRRNRWWKTN.TD Nor coNNMLHroAU RBEVAM coDES lNnuaNcxuec N.o AuuICAL.VDREcgNAL PROT TEAM: J EC A 101.1 IM• MOB LEVEL DIMADOR PIM-HIM Dm[6 ARCHITECT: LANDSCAPE ARCHITECT: A 102 ur OEREEVORY MEL OvEBXM RAN - w STROCTURAL II.T.E GENFMLmNARACTdluosucnr.TucrasvwinmcowuNAn un KH WEBB ARCHRECS PC COLORADO LAND ART STUDIO Si 1:10 iWAWROY DINEI6BI8D 1UY oeixN NAw43MM11EM(SRERhe.GNEnI eEEDMANvcvrnwc. NolOOfM 710 W. UO EAD CIRCLE UNTTA PO BOX 2257 DRILLNG aANA CASr4NM¢eGNnlnE m.uCNRA1MIAer+c oR MmonRR VAL. CO 81657 EAGLE. COLORAD081631 A IIDa I/4' EYMT MEL Eux HOOVER RM-ARM zmucnM.EL9anwlnw nnr AR[aT rHEznucruexlrmcRmaTAR CadiaurnoN PM 970.4773990 CONTACTS: PH. 970.376.2977 CONTACT: A 1104 I/1' EMT LEVEL INITIAL FLOOR RAY-Bron Si//'FOUXWnOM P.IX-PoOa IS mE GFla.u mNTRAtia.sHMLrTRInru ES6nrvc cRADts/MDsw[avTmE KYLE H. W 811 STACEY GOEHMNG CRISTIAN BASSO A 110C UC [MY LEVEL PMTR FLOOR PUO -E NO S2a 1/4• UN LEVEL HMRM IW - NO R eunnac NAorwar NH owNn aro Mnarzcr MARwr.MgRroeE�NRw Mrr RTE woRK INTERIOR DESIGN: A 110d Ill' EXRY LEVEL PMTOLFWOA RAX-DNO Sia 1/4' IOWEA ROOF TUNING PUN- PoDa GENERAL CONTRAROA: WESTERN TRADMONS i 1/4' RIVER ROOF HARRIS %.OI RUE. NOR H. THE owNM HM eE[NADI®TWr[.q(roHM9.wN1a CONORge6 RCDf.D[u SHAEFFER C dJSrRUCTIdJ CO. P.O. BOX 6670 A 11d /4'MM LFYEI PMIW fIpDI FUN -ARO waEA�eem Re rxw)M®REw•utwlE n¢arla.wovroemMErwx MDBDawrtNTHev wMALB P.O. BOX 373 VAIL CO 81659 63 AVONDALE LANE. *C1 BEAVER CREEK COLORADO 81520 A IIIb I/4' PRIX LEVEL PMIl4L fwa RM - B PoD Sib I/4• Imam MAN -PoD 1 lay.tirtunwha2quu•MooucrswlueEAcaaTMlAw1TH Mom[crswRrrTv. A1AlwAL COINT8455656 cONTDENN .708.5010 CONTACT: CONTACT'. A IIIc 1/4' ILOX LEVEL PRAW HER RUN- [ PoD Sib 1/C' MAIN MEL F Nil � _ V DENNIS THOMPSON ELIZABETH PHEIAN BASSO A 111 d Ill' MRIX LrFI PMitB {WDA PMN - OIOD Sib 114' NWEI ROOF FRAIww MM Po01 FUJ NO Z 1S rt6nH NiFMAIp M.N6 aETxeg Ooaewrsnurrr[eErgwwmt 'Ta EwdweCdi}MCiW MormE BRAINPAUL GNEROS BRIAN GILLETTE(FSTMATNG) - Sob i, v A7D Au wqa eMi9xL.1RNAg11rAlIrM9RMH EWN.NT. nerodTu.AcaurepewrtxNTMREcaermErnu.oMosane sNiyEroR: A 120 IR•ROOF PLM uP UIRA A00F FWIIXG PIM RM�Po01 �Q IDousTnT. STRUCTURAL ENGINE L' SCOMUESER GORDON MEYER ENGINEERS 6 Y ,_ z� Ia ALmA6murnoN6T9niwhWN THF euaaNC ENwLdE u.nox DViSgIE THE MI MUEll RCO. SURVEYORS 118 W. 6TH STREET. SUITE 7C0. A 130a Iq'MIX LEVEL PAANi AP-A NO /4 SIC I'FOUMMTON RM NO J ^¢o o ar.wswlnqur G9F/.nNc M.4na3 NDi.T MCXIr2i IlYEDMmrof.N.A Dv"Og PO BOX 2747 VAL. CO a 165a GLEN WOOD SPRINGS. COLORADO 81601 A 1306 Ill' MBX ATFL PMRB Id - C NO S2C Il/' MOX LEVEL iMMIXG RM PoD R = 6 r d PM 910416.1611 PH. 970.965.1004 coir A 130d 1/4' WIN MEL PMN1 AP -(Rw C //'IOWEA ROOF iW1XG RM-NOT Q � I>.T6f[1EIW mNIMCIW SNVLRID`/DIfYIHE IOfAnad aI1LIX61Nf uTut�ullmunEsswueEuw.Tmrorme�exuvATlaNAwv[enATv. M981.476.7631 CONTACTS SCO SCOTT HEMMEN $4C I/P tlP1FA W011RWYG RM RAIIIDDe IMACTSro TIE9TE =„RPII A 13 la 1/4' ANN MEL PMTRL U - AND Z o CARLM Y T.EGLNEIYLUWDYRO¢9WLNrvNOErHE ue9rsor EKuvAna+uq rAaB MECHANIGVELECTR CAL ENGINEER A IIIb /4' AAIX MEL VMTUI a-B NO Sid 1/4* MORMON RM-PoOd Q AARWATE FEA9JREsrD MOIiCTAuve6nAlgN eEYDNDme L9RRof vuvnrloN. Au 9FAUOINGANZE CONSULTING ENGINEERS, INC. A 13 It Std an Mwao6ruRwceuwMRuvEGOATAnroeUNDwrmraNONgmOM®11D CIVIL ENGINEER: E. BEAVER CREEK BLVD. 114” UN OIL PANS Q-E NO 1/4' LOWER RODE a ABX MEL FMAIYG PUN -INd LN GNE EXuvArXMa NLARwaD61VIA/NCE9WLeE uhFenA29l ro eUlO LIP ENGINEERING INC. AVON. COLORADO 81620 PH. 970.909.6108 A 131d I/4' ABY MEL mum e - 0 m Sid 1/4' UPPER ROOF EWING RMI MM - NO R PO BOX 2837 EDWARDS. COLORADO 81632 CONTACTS: I9. TlamesuroRr6Avrvw1[go6owlmiw¢sogn�t PH. 970.926.9088 DAVID LYLE ERIN PASOLD A 200 I/r EIFYATBM m DD.Dut <DNT.AerDR awLvwTxtvrt pErML`Rp.T WDH L6wSwpE coNSTwcmND9CUHiM. rXEERFR.91.6 roR cllDrvc MlD w+OsurE RAN6PDR CONTACT: LUIZA PETROVSKI A 201 IA' EIEVATIONE A MTEAW3 APEWM IAYWT, ANT Cq-'AfMNC6.ExfY WIMMG)RCI. Pa OH [Cr: 2111 nAwN n: 4 ONE: M9M _ /-71//3y�M ftiu n5 it t T 11100 f: 5ally's O iC4 FCS l� room NOT ./� �OY15i()l8 � bc,.(AMS Rr69Y D,M ('powour roam a.cyes t-YL 'Si ►�c i n burl COVER -7S A000 s� ae a FkOTF[T: 1111 o urn n: s o1 TF: w9n FFFI11Ol1: wn-wrw mfw minor KWM 0 ENTRY LEVEL DIMENSION PIAN A]00 I x v z J Al z s Y H PROJECT: ssn DRAWN If: % DATE: alfa A EIIf IDN{: vu m0 XEMN .10"' W" "19% MAIN SEE DIMENSION PIAN A101 c� AMA B 6 L u � e x v z J Al z s Y H PROJECT: ssn DRAWN If: % DATE: alfa A EIIf IDN{: vu m0 XEMN .10"' W" "19% MAIN SEE DIMENSION PIAN A101 70 # Dn1E oEsrnirnaN PERMIT SET ISSUE DAM' SEPTEMBER 18. 2008 DIE Wuxi,: REMEKO: LEGAL DESCRIPPON: LOT 37 Sopris Mountain Ranch Town of Emma Pitkin County Colorodo aRQXCT NUM: 08-0205 ENTRANCE COURTYARD �L-4 71? 11 0 0 J>ty ti / 470'U � � Si n4 EID PROJECT: RII ourI n: R on [: ann REVISIONS: •rt.4H PM rwnt mmm ween ENTRY LEVEE DIMENSION PIAN -URN A100.1 10 0 Glenwood Springs, Colorado 81 (970) 9457755 TEL (970) 9459210 FAX May 25, 2006 Via First Class Mail Mr. Kyle Webb KH Webb Architects, PC 710 West Lionshead Circle, Unit A Vail, CO 81657 Re: Sakin Well Dear Mr. Webb: e-mail: At your request, Wright Water Engineers, Inc. (WWE) is forwarding the enclosed documents from our files relating to the Sakin Well at Mount Sopris Ranch Lot 37. The documents include: • Well Permit (No. 252313) • Well Construction and Test Report • Pump Installation and Test Report • Water Quality Results • Pumping Test Results We will take another water sample and send it to the Snowmass Water and Sanitation District for a bacteriologic test and send you the results as soon as we receive them. We will not take the sample until we have confirmation from your office that there is a pump in the well with power and someone to operate the pump. Please do not hesitate to call if you have any questions. Very truly yours, WRIGHT WATER ENGINEERS, INC. By W / William L. Lorah, P.E. Senior Consultant Enclosures CLWORnWWE051-08S hrkMebb imnIJAW DENVER DURANGO ✓� (303) 401700 TEL (303) 480.1020 FAX (970) 259.7411 TEL (970) 259$758 FAX 11 Water Engineers, Inc. 818 Colorado Ave. P.O. Box 219 Glenwood Spnngs, Colorado 81602 19701 945-7755 TEL August 22, 2005 19701945-9210 FAX g (3031893-; 608 DENVER DIRECT LINE Via First Class Mail Mr. Kyle Webb KH Webb Architects, PC 953 South Frontage Road West, Suite 216 Vail, CO 81657 Re: Sakin Well Pumping Test Dear Mr. Webb: A 48-hour pumping test was completed on the Sakin well, located on Lot 37 of the Sopris Mountain Subdivision, beginning at noon August 11, 2005. The test was performed by Samuelson Pump Company (Samuelson) and observed by Wright Water Engineers, Inc. (WWE). Samuelson specified and installed a pump on the well that should have delivered up to 15 gallons per minute (gpm) at a wellhead pressure of 40 pounds per square inch. The pump was left in the well as the permanent well pump for the lot. Since there was no power at the lot, Samuelson provided a temporary diesel generator to run the pumping test. The maximum pumping rate the pump would produce was 10 gpm. The generator failed sometime between 2,910 minutes to 3,255 minutes into the test. The generator could not be restarted and the drawdown portion of the test ended. Samuelson believes the generator was defective since the pump should have produced about 20 gpm at the wellhead. The pumping test did not stress the aquifer as much as we had planned. However, the test did provide valuable results. Basic data collected from the test is as follows: Depthof well.............................................................................................................195 feet Static water level when drilled....................................................................................38 feet Static water level at beginning of pumping test (August 11, 2005) .......................45.22 feet Pumping rate 5 gpm...........................................................................0 to 85 minutes 9 gpm...................................................... 86 minutes to 3,000 minutes Maximum drawdown from beginning of pumping test.............................................56.9 feet Recovery after approximately 200 minutes ........................... 1,200 minutes ..................... Depth of water in well at the end of pumping ......................... .37% ....65% 93 feet Table 1 presents the pumping test data. Figure 1 is a semi -log graph of the drawdown. Theoretically, if the aquifer was infinite, the well could pump for several years at 10 gpm. However, 8 I DENVER 13031 480-1700 DURANGO 19701259-741 1 BOULDER- 13031 473-9500 0 0 Mr. Kyle Webb August 22, 2005 Page 2 since the aquifer is not infinite, there would eventually be an aquifer limitation and the well yield would drop off. The water level recovered only 65 percent 20 hours after the pumping stopped (WWE plans to take at least two additional readings in the near future). In addition, the water level at the beginning of the test was 7 feet lower than when the well was drilled. Three hours into the pumping test, water samples were taken to evaluate the water quality. The samples were shipped to ACZ Laboratories, Inc. in Steamboat Springs under Chain of Custody. Table 2 provides a list of parameters specified by WWE for analysis. The laboratory results should be available by August 25, 2005. WWE will forward the results to you as soon as they are available. In-house water requirements for Lot 37 are assumed to be 500 gallons per day (gpd), including extra water needed for any water treatment facilities. This requirement equals a constant pumping rate of 0.35 gpm. At this time, WWE would not recommend irrigating more than 10,000 square feet with the well water. After the well has been used for a few years, additional land may be irrigated if conditions warrant it. On the other hand, if the well level is falling, irrigation may need to be restricted. In addition, well water quality may not be suitable for irrigation. WWE recommends closely monitoring well usage — i.e. recording the meter reading each week. In addition, the depth to water should be measured on a monthly basis to determine long-term trends in the water table. After a year or two, if the well level remains high, additional irrigation could be cautiously added to the system. If the long-term water yield begins to fall, outdoor water usage should be cut back. Please do not hesitate to call if you have any questions. Attachments C:LW0MWWE051-085 WMk%"wg Tess IVA= Very truly yours, WRIGHT WATER ENGINEERS, INC. By J#d A. Walter later Resources Engineer By VV I sce4g , �` William L. Lorah, P.E. Senior Consultant O O O O O C E 0 C93 0 0 (u) UMOpmeja a O U 1 • 1 n O) • O O I • O m 1 • 1 W J a l0 I I • m I 1 a E a' 1 - I I I 1 1 1 • • m J C � >N O m > 3 � U O M m I I 1 1 • � 1 1 1 1 1 (u) UMOpmeja a O U 0 0 TABLE 1 Sakin Well Pump Test Des. By: JAW - E:\Projects\WWE\051-085\ Ckd.By: WLL J ( 000jaMSakin_PT.zls Wright Water Engineers, Inc. 8122/05 Date Time Duration min Depth ft Drawdown % - 8/11/05 12:30 0 45.22 OTT %8/11/05 8/13/05 19:10 3280 78.48 8/11/05 12:33 3 51.31 11% 77.87 8/11/05 12:34 4 52.40 13% 77.47 8/11/05 12:35 5 53.38 14% 77.25 8/11/05 12:37 7 55.00 17% 77.08 8/11/05 12:40 10 56.50 20% 65.00 8/11/05 12:43 13 57.70 22% 64.93 8/11/05 12:45 15 58.26 23% 8/11/05 12:50 20 59.62 25% 8/11/05 12:55 25 60.54 27% 8/11/05 13:00 30 61.28 28% 8/11/05 13:10 40 62.42 30% 8/11/05 1320 50 63.28 32% C 8/11/05 13:30 60 63.95 33% 3 0 8/11/05 13:40 70 64.55 34% 8/11/05 13:50 80 65.10 35% 3 8/11/05 13:55 85 73.40 49% 8/11/05 14:00 90 76.25 54% 8/11/05 14:10 100 78.65 59% 8/11/05 14:20 110 79.40 60% 8/11/05 14:30 120 79.82 61% 8/11/05 14:45 135 81.11 63% 8/11/05 15:00 150 81.61 64% 8/11/05 16:45 255 84.95 70% 8/11/05 18:15 345 87.50 74% 8/11/05 21:45 555 90.85 80% 8/11/05 23:10 640 91.55 81% 8/12/05 7:00 1110 95.15 88% 8/12/05 8:10 1180 95.57 88% 8/12/05 14:00 1530 96.90 91% 8/12/05 17:00 1710 97.88 92% 8/12/05 23:00 2070 99.56 95% 8/13/05 7:30 2580 101.35 99% 8/13/05 13:00 2910 102.20 100% Des. By: JAW - E:\Projects\WWE\051-085\ Ckd.By: WLL J ( 000jaMSakin_PT.zls Wright Water Engineers, Inc. 8122/05 Date Time Duration min Depth ft Recovery % 8/13/05 18:45 3255 80.88 37% 8/13/05 19:10 3280 78.48 42% > 8/13/05 19:15 3285 77.87 43% raj 8/13/05 19:20 3290 77.47 43% 8/13/05 19:25 3295 77.25 44% 8/13/05 19:301 33001 77.08 44% 8/14/05 1 13713 43631 65.00 65% 8/14/05 1 13:241 43741 64.93 65% Des. By: JAW - E:\Projects\WWE\051-085\ Ckd.By: WLL J ( 000jaMSakin_PT.zls Wright Water Engineers, Inc. 8122/05 JUN -17-2005 10:57 From: FEB. 3. r orm No. GWS -25 8s- 7005 12:51N 0 ,.,,,IWMAS$ R[ALESWE ADMIN7-3587 TW 70 477 2965 P.4/6 1p.m. lke489P1 OFFICE or TI•i6 STATE ENGINE1rR COLO sal u O bMS10NoOF WATER RESOURCES (jos) g6e 7981 WELL PERMIT NUMBER 2313 DIV. S Wt? as DES. EASIN MU IC SubdM..,OPRIS MO JN7A)NitAl•)CH Loc 37 8rork F•tlnY I APPROVGO WELL LoCA_TJ.OS P 1 )TKN GOU TYNIYN NE va SE 114 Section 33 -rOWnship 8 S Range $7 W SW P,M, KAREN HOLLINS DICST ES 0 SECTIO uNES 97.5 LUPINE Ft from $Action Una BASALT, CO 81823- . Ft from Section Line UTT _COO OI ATE — (g70) sae -1767 Northing: Egsung: _ PERM YO CON U ' IIvT D SUANCE OF TH18 PERMIOES NOT CO------------ N� A WAD ER R�GFR' Y C0NDnj2NB OF A� PP120Y L 1) Thk well sW ba used in sueh a tray so to cause no matow itiiuly to eGsting water tights. The issuahc2 of this Permit does not o;wrs the appiIoant that no injuryh64 oceur to another varied Water right or preei ido another owner of a vested water right from saekin9 reW in a dug court aapn. 2) the construction orfhtc well shall be in cumPliancv jAIn the water Wed C rIwucbon Ruk-2 CCR 402-2. uNesc aPProval of fl v,nanc* nsa been granted by tho State L30ord of EFK&Mmm at Water Well conrumc5on and PUMP rnstalta fon Contractorca in aoMW6anoe wRulu 1 S. 3) Approved PulsM» t to CRS 37.92 60Z(3)(b)PO(A) aE the only WC on a trail of end of -39 53 ages desctr�ed e9 rot 31, 8opris Motmbiin Rwch divislon of land, Pitkin Aounty, es inssda not more tTi'at p) The use of ground w8xat frnrrt this Waco iirtdted 10 notmoretltanponea(11) -acreconsiry ofhome gardOld ucns a»d lawns, and 1110 wales three (3) sms is rmniiy dweiGngC, fns lrr vd of Qpm=tc atdmak 5) i1+a niaifmum pumphs rete of this well Shull not exceed 15 GPM. of U,o 6) The rettmt flow Dorn rho use of W e wed must be through an;hcrMdual vzt m� hien iar pha +a�� f U1. non evapnrehk lypm v koro tho waist! returned 10 the samrr slroam Sy shall submit the as•built Woll w 7) Pmsnt to Rule 8,2.3 des WSW Will Caltetruction Rules, the wW cansfruciion contractor locatton on work r^pomT roQuhed by Rule 17.3 within 50 days of completlen of the welt. The meaaurcd 1pcallon must be amurate to 200 fact ofthm achiai loetdlon. Trio loo3on inronnetrett must In duds either the V4, 14 Section, Tcwn�hh Range, and dtetancw from section final, ora CPS legation purouanttoihe D vision orWater Resuuw' gurdelinuu, N071:'•••p�r�al ld:ntlGrblienfdtmtbnf(PIN):+19-2465-334-01-014 , NOTE: A7.msor Yax Schedurs Number R 006552 APPROVI-D MBC ,. BY 5160 Erigtn=r OATSISSUED. OB-12,�-.�3 FXPIRATION E V8-12-200$ RPcciot No.95015A5 Jun. 11. 2005 11:44AM I MAK. 16.LUU5 J:9*zrM STi% PEIRCE SMITE FEB -21-06 Od:OM FROII-Cola Dic -4 Water Rasaarcet • No. MV.Sa I6 -P. 6i 1 +3038663998 � .T-BRO P.QOj/001 F213 WKU CoNBTMUCTIEW AND Tygr R"oxT FrntoFPlaISIONLY BTATB OF COLORADO, OFMC£ OF TIM SCATH SNOWSMrpoll 1_ .. WMtE0flTN0M M 292313 eta 2 $ 2003 2. Oam= Name(* %Am HOLGm b mkog Ad&C= 9" LW" ( ,Stag Zip : Basely Co. $1621 Phone # : 970.943-1767 �entovN �cv�N m NE U4 S£ 1/4 See 33 Twp: B 9 Itz" 17 W 3. DMANCES FROM SBC. LINSS a5tao f. fcm sank Sea line sad 1020 R from Sad Sea_ line Ok Nar'Wmg dK1 SIMDIVIBIONi Sopris Mom unit Ranch LOT: 97 BLOCK: P LINO (UlD 1 k ADD f AT LOC IN Ggpt3NDsmACEELEVATLON R DMU4NGMBT701)AirFanry 4. DATE COMYISCLD: 87182003 TOTALDBPM 195 DEP7W 000MTION: 193 GHUBDWt��d9 pEOM m TO M 0 0 a L pqjza O06r. sad 9.0 9J 0430 Claw6.5 4i— "so Afeaws Shale (loft)7. C Q 050.195 Manors S i< 1 ieos 00 7.0 5tell 40 1 60 55 pvC 0,250 : SS p a! scaeea sla►sim 5.9 PVC 0.250 135 1 193 4 B. FdrerP64 9. PzckcFPhemnm( Waw Looted: 135+ Hamrisl : Sita T�Pe : Rpnuka : lumnal 10. GRagla 4ri OI:D AMMtS DX)PY omral Gemmt 5 eke sk 1 10,40 1 poem. ll. DISINTBCTION : Type : BTH ARMU98d: 6 'Ozi ]2 WELL TEST DATA : l) Chink ilD:lfTdr Is Submitw OR Supplemmtal TESTLNGMYTHOD: AirC:empraWl SJOAC LOW : IS 1t D3 WTim0 Massere4 B/182003 PsoJaddw Rets 12 epm P, uph%5 t.wl : Toral IL DardTimc Mcasared 81182003 Z how Tem Rmamb ®ne Way r>, r• e,�uogrr » 13. % Pkea�1 (970)917�18R nrMCTolt in, fteb Cmp. CONfitACTOR s 9keheo 1 C MsAtno Address : P.O. Banc 1859 Bmik CD dZ1 Lfe. NO. 1095 Name/Thlegl vsfii pearpr;W) sw-wue 821!?A03 Nvayec Wtt+m / Presidthr ORIGINAL Eal 061 PUMP INSTALLATION AND TEST REPORT STATE OF COLORADO, OFFICE OF THE STATE ENGINEER For OAke Use Ony 1313 Sherman SL, Room 818, Demrer. CO 80203 ;FO�FW�NO. Info (303) 8863587 Main (303) 868-3581 Fax (303) 866-35119 http:/Mw .water.state.co.us RMIT NUMER:2Sz313WNER INFORMATIONr�F OWNER rwew kou—w5 MAILING ADDRESS q25 LVPINm CITY6.4s'ni , STATE �r �c�E l• TELEPHONE # 14?- 1?61 3. WELL LOCATION AS DRILLED. N IK X1/4 Sec. 33 . Twp. _2� 0 N or ® S, Range 1 (3 E or ja W DISTANCES FROM SEC_ LINES: 2100 R fiom Q N orA S section Ire and ) Com. h fl- from ,® E or Q W section One. SUBDIVISION: ?IP -111:: lVl101V-A, \ PWCk LOT. 7. BLOCK_, FILING(UNIT)— Optional GPS Location: GPS Unit must use the following settings: Fon. must be tfTM, Units Fasting: — must be meters, Datum must be NAD83, Unit must be set to true N, ❑ Zone 12 or O Zone 13 NoPoling: TREET ADDRESS AT WELL LOCATION: . PUMP DATA: Type: SU 13 n'l A� -s 113 (45 Date Irk4aled: F/1 -5/0S Pump Manufacturer. 5in-- ryg Pump Model No. IDS P4 O -Z Design GPM: 15 at RPM 3450 HP 1 4r_ Vohs 230 Ful Load Amps q,Pump Intake Depth: IVO F ' eeL Drop/Column Pipe Size i Inches, Kind of Drop Pipe Sc k SO pVC. ADDITIONAL INFORMATION FOR PUMPS GREATER THAN 50 GPM- Turbine Driver Type: Q Electric 13 Engine Q Other Design Head feet Number of Stages Shaft size inches 5. OTHER EQUIPMENT: Airline Installed Q Yesp No, Orifice Depth tL Monitor Tube Installed Q Yes)nNo, Depth fl- Fkwv Meter Mfg- Meter Serial No. Meter Readout ❑ talons, 8 Thousand Galore Acre feet Beginning Reading 6. TEST DATA C3 check box if Test Data is submitted on Supplemental Forth. Data: n,/i 65 Total Wel Depth: j q'5 R rare: Static Levet 38' 9. Rate(gpm): 10 fi FIM Dare Measured: r ;-L9 Pumping Level (ft)' ?4,9r 7. DISINFECTION: Typ@ Chlorox Amt. Used 1/2 Gallon 8. Water Quality available: E3 Yes M No a yes. please submit with this report . Remarks: I& I have read the statements made herein and know the contents thereof, and they are true to my knowledge- This document M signed and certified in accordance with Rule 17A of the Water Well Construction Rules, 2 CCR 402-2. (The filing of a document that contains false statements is a violalon of section 37-91-108(1 Xe). C.RS-, and is punishable by fines up to 55000 and/or revocation of the contracting license Company Name: Lim NI050 Samuelson Pump Company Inc. 9Por 9a5- 6309 Melling Address: PQ. Box 297 Glenwood S rio CO 81602 signature: Pr4k Name and rim Raun E Samuelson, President 061 0 F � Water Engineers, Inc. 818 Colorado Ave. P.O. Box 219 Glenwood Springs, Colorado 81602 1970) 945-7755 TEL 1970) 94 5-92 10 FAX )303) 893-1608 DENVER DIRECT LINE Via First Class Mail September 16, 2005 Mr. Kyle Webb KH Webb Architects, PC 953 South Frontage Road West, Suite 216 Vail, CO 81657 Re: Sakin Well Dear Mr. Webb: Enclosed are the water quality test results for water collected by Wright Water Engineers, Inc. from the Sakin well on August 11, 2005. Table 1 is a summary of the data and compares the results to the State's water quality standards for drinking water. The results show that that water quality meets all of the primary (mandatory) and secondary (recommended) standards for drinking water as presented on Table 1. There were no tests for herbicides or pesticides. Please do not hesitate to call if you have any questions. Very truly yours, WRIGHT WATER ENGINEERS, INC. By VVZY� . ,fa:ndal. William L. Lorah, P.E. Senior Consultant Enclosures. C:LWORK\WYI"51-085=hrk\Sakin WQ RnWb.dm ��; DENVER 1303 480-1700 DURANGO )970) 259-7411 BOULDER- (303) 473-9500 TABLE 1 Sakin Well Pumping Test Water Quality Results ANALYTE UNITS MCL' SMCL2 AL' RESULT' MDL' Aluminum (Total) nVL 0.050-0.2 U 0.03 Antimony (rota) mwL 0.006 U 0.0002 Arsenic (Total) AMU& 0.05 U 0.0005 Barium (Total) m94. 2 0.198 0.003 Beryllium(Total) rnyl 0.004 U 0.0001 Cadmium (Total) MO& 0.005 U 0.005 Calcium (Dissolved) M41 92.3 0.2 Chromium (Dissolved) mg/L 0.1 U 0.01 Copper (Total) np/L 1.3 U 0.01 Iron (Total) mg& 0.3 0.31 0.01 Lead (Total) MOIL 0.015 U 0.0001 Magnesium (Dissolved) MOIL 27.5 0.2 Manganese (Total) mg& 0.05 0.009 0.005 Mercury (Total) MOL 0.002 U 0.0002 Nickel (Total) mwt 0.1 U 0.01 Potassium (Dissolved) mak 0.7 0.3 Selenium (Tote) MOIL 0.05 U 0.002 Silver (Total) MOIL 0.1 U 0.005 Sodium (Dissolved) mwL 18.7 0.3 Thallium (Total) mg& 2 U 0.00005 Zinc (Total) nvk 5 0.03 0.01 Gross Alpha pCU1 15 0.48 2 Gross Beta pCLL 50 0 3.1 Bicarbonate as CaCO3 mgVL 381 2 Carbonate as CaCO3 Mgy1 U 2 Hardness as CRCO3 rrtai 344 1 Hydroxide as GsCO3 mwL U 2 Total Alkalinity rng4- 381 2 Cation -Anion Balance % -1.9 Sum of Anions rrte94- 8 0.1 Sumloriof Cations MO. 7.7 0.1 Chde rng4. 250 8 1 Conductivity O26C unftstm 878 1 Cyanide (Free) Mort- 0.2 U 0.1 Fluoride my1 4 2 0.3 0.1 Nitrate as N (Dissolved) a411- 10 0.08 0.02 Nitrate/Nitrite as N (Dissolved) my1 10 0.08 0.02 Nitrite as N (Dissolved) mok 1 U 0.01 pH (lab) unks 6.5.8.5 7.9 0.1 Residue, Filterable (TDS) 0180 npL 500 390 10 Sulfate mV& 10 10 DS (calculated) mgVL 386 10 S (ratio - measured/calculated) 1.01 iocyanate as SCN mgrL U 0.1 Turbidity NTU 3.1 0.1 ' Maximum contaminant level (Enforceable) 2 Suggested maximum contaminant level ' Action Level (Enforceable) ' Method Detection Limit ' Analytes tested but not detected at or above the Method Detection Limit are Indicated with 'U* in the results column (undetected). �� 1 E:wNnClc\W WflDSt-06SDOOIeW. wn,h, wma Pneiwn. 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WLL 0 0 TABLE 2 Parameter List (Wright -DW Suite, ACZ Laboratories) ANALYTE UNITS Aluminum (Total) mg/L Antimony (Total) mgt Arsenic (Total) - mgt Badum (Total) mg/L Beryllium (Total) mgt Cadmium (Total) MWL Calcium (Dissolved) mg4 Chromium (Dissolved) mgt Copper (Total) mgt Iron (Total) MWL Lead (Total) M9L Magnesium (Dissolved) mgWL Manganese (Total) myL Mercury (Total) MIA Nickel (notal) mgt Potassium (Dissolved) myL Selenium (Total) MWL Silver (Total) mgt Sodium (Dlsscived) mg/L Thallium (Total) mgt Zinc (Total) myL Gross Alpha PCUL Gross Beta PCA Alakaiinity as CaCO3 mg�L Cation -Anion Balance % Chloride mgt Conductivity 0250 umhos/cm Cyanide (Free) mgt Fluoride mgyL Hardness as CaCO3 MWL Nitrate as N (Dissolved) MWL Nitrate/Nitrite as N (Dissolved) mg4 Nitrite as N (Dissolved) mg/L pH (lab) unfLs Residue, Filterable (TDS) 0180 mgt Sulfate M94 - MS (calculated) mgt TDS (ratio - measured/calculated) Thiocyanate as SCN mg4 Turbidity NTU EAProieob\WWE1051-OM Wrj&WeserEnBinsert,fne. Dessy. JAW DDDIavAWrlgM_DW 9akln.)da August 22, 2W5 Ckdsy: WLL