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HomeMy WebLinkAboutpitkin.eh.264502203002 (2006)_EXPIREDPermit # 06100 14011. 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 Parcel ID # 2645-022-03-002 Type of permit New(X) Repair() Addition/Remodel to House( ) Main residence and future CDU Name of Owner Daniel & Toni Holtz Street Address 100 Still Life Lane S Property legal description Size of lot 35 acres Water source Private Well # of bedrooms in house 7 Caretaker unit # of bedrooms in caretaker unit Designed for what # rooms (list) Parcel B. Snowmass Creek Subdivision Total square footage of the house 14,120 # of offices, I Total square footage of the # of offices, lofts & sim rooms in house 9 = 7 Main house (4 BR's+ 1 office + 2 in caretaker unit + 2 BR future CDU Permit information Designed by All Service Septic Mailing Address P.O. Box 2844, Glenwood Springs, C 816 Perc rate 23 Profile hole depth 8 ft pth to u ater or bedrock A8 ft Minimum Septic tank capacity 3982 + 750 gallons Minim sorp rea s 0% reduce=1780 Comm Septic permit approved per compliance with the eng kkesign and specific ed August 1, 2006. Any changes must be approved by this department and the engineer tT1hljm ng made. Minimum horizontal distances between compo stem an hysi fea r all conform to the Pitkin County ISDS regulations. Geological report ted Dece 2006 states i necessa lude the 8 ft rule to prevent contamination. Design is for the main residence to have 500- n single c n nc ep followed by a 200011 )n tw -compartment c crete tank effluent filter in the nal outlet. re CDU will require a separate Ta my permit fo 1000 gallo partment tank with an effl fi r. A stub -out for hookup for tank must be inst under this per ent will flow from the tanks distribution box with equal flow 8 trenches, each with U, elless rs for a total of 184. The soil treatment area is sized to t effluent from bo Ince and the This d rtment doesn endorse any br f products. This permit must be kept on-site during installation. The must do nal inspect n of th installation and submit an as -built letter to this department. This depart men Iso AF called for 'inspection with a minimum of 48 hours advanced notice. The owner has the ility that a mponents are inspected and maintained on a regular basis by qualified personnel. Revegetation over the the fie] very important for the functioning of the system. Pitkin County has guidelines that must be followed to assure the re roduced are appropriate for the conditions of the area. The use of native plants is strongly encouraged. Permit approved by: tl ~c Date: a .2a 0 & Plans and specifications of the r posed individual iewage disposal system have been reviewed and are considered satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was issued unless system construction has commenced or an extension has been approved in writing by the Department. s -built drawings must be included with this permit before the final approval will be issued. Expiration Date: v Installer: License Number: Final approval: Date: * * * CONCICATION RESULT REPORT ( DEC. 26. 210 8:29AM ) * * P. 1 FAX HEADER: ENVIRO HEALTH NAT RESOURCE TRANSMITTED/STORED : DEC -26.2006 8:23AM RESULT PAGE FILE MODE OPTION ADDRESS ------------ --------------------------------------------------------------------------------- 873 MEMORY TX TIM PETZ OK 2/2 9632699 OK 2/2 -------------------------------------------------------------------------------------- R E A S O NF O R ERROR E- 2) BUSY E- 1) H A N G UP OR LINE FAIL E - E- 4) NO FACSIMILE CONNECTION 3) NO ANSWER PITKIN COUNTY ENVIRONMENTAL HEALTH & NATURAL RESOURCES DATE: 12./26/2006 Send to: Briston Peterson From: Alicia Gomez Fax Number: 963-2699 phone Number: 920-5057 CC: All Service Septic Number of Pages, Including Cover: 2 CC Fax Number: O URGENT O REPLY ASAP O PLEASE COMMENT O PLEASE REVIEW EM FOR YOUR INFORMATION COMMENTS: A septic permit (# 06100) has been issued for parcel 2645-022-03- 002, 100 Still Life Lane, owner Holtz. Please feel free to call 920- 5070 if you have any questions. !=VOTE: Effective April 8, 2006 a licensed installer must install the `RISDS system and EH/NR must be notified prior to installation who that person/company is to check for installer's compliance with our new regulations. fax cover Pitkin County Environmental Health and Natural Resources 0405 Castle Creek Road Suite #10, Aspen, CO 81611 Phone (970) 920.5070' 1 Fax (970) 920.507. 7 web site www.aspenpitkin.com/ehnr 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 Owner's Mailing Address I I((() La Q OR City, State, Zip C.O II Business Phone: 05)47 0-41g7 Home Phone: -10 27- -9 ( T E-mail Address: Primary Contact Person (all communication regarding this permit will go through this person) Name ( V\OV) Company Irl C)r HG1Oct t3Tu,s, Contact Mailing Address Fl o t f3oiC [ 5 CO 1 City, State, Zip Agsp, w I CO 6(6, t Z Business Phone 01-70 �.2_ t " Cell Phone: (Coo)q 4& — Fax : q"jp '?4rS -?4qq E-mail Address: $ F -j j 615 C-301, Cowl Parcel ID # (available from assessor's office Z 5 - © 7i2 _ ©� _ © at 920-5160 or at www.pitkinassessor.org) _ _ _ Building Permit # (if available) �(ZG% • Z I��(O++ rb Street address of property Legal Description:E�� Block Filing Subdivision 5%40WN9-&1j1j tr',y'IP* SU Wi n Size of lot: 350 acres. Type of proposed structure: �( (� bt(1 �jI 9, Total square feet of house (49 (�• 4� # of bedrooms (potential) in house 7 Caretaker Unit: Attached ( ) Detached ( ) 14116, Total area(sq. ft.) of caretaker unit # of bedrooms (potential) in caretaker unit Permit is for: New Homme,( ) Repair due to failure ( ) Remodel/Addition ( ) Emergency use ( ) Water: Private well ( V) 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, floodplains, 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, Pitki o t ar empoyees of these agencies will be held harmless should the individual sewage disposal system fail or ma tij n. /The permit,'to construct is issued on information submitt d by the applicant or his/her representatives. The owner ass �6full esponsibiiit�y iq case of failure of the system. / Signature of applipprIt V Date Received byReceipt #v 3 Date ISDS DESIGN CALCULATIONS - for Pitkin Owner's Name 44 Parcel ID # _1 s4c.- House Size (sq. ft.) s1 1: (75 gpd, 100 gpd, or 130 gpz) 130 Number of Bedrooms in Main House Number of Offices, Libraries, Studies, Similar -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 2.120 State Review Required? no Perc Rate (T) Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75 Q= 3710 Minimum tank capacity 4637.5 gallons 3 Absorption Area (=Q/5 X SQRT perc rate) A = 3,559 sq. ft. of absorption area required 230 gravelless chamber units without reduction # of Perc Holes Required: 3 QUICK 4 9_8 A = 779.2535 sq:R. with 50 reductionTRENCHES 182 gravelless ch er units with reduction STANDARD - —'� A= 1779.2535 sq.ft. with 50% reductionTRENCHES 115 gravelless chamber units with reduction EQ 36 111 EQ36 units in TRENCHES QUICK4-EQ36 1779 230 SETBACK FROM WELL # of feet = 316.8 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 266.8 SETBACK FROM DRY GULCH # of feet = 241.8 :.:5r, QUICK 4 9.2 2490.9549 sq ft 30% reduction BED 271 chamber units with reduc. 2490.9549 sq ft 30% reduction BED 161 chamber units with reduc. 199 EQ36 units in a BED 2491 389 ISDS DESIGN CALCULATIONS - for Pitkin Parcel ID #� Owner's Name ` xi House Size (sq. ft.) (75 gpd, 100 gpd, or 130 gpd) 130 Number of Bedrooms in Main House- Number of Offices, Libraries, Studies, Similar -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 1 1820 State Review Required? no Perc Rate 23 (T) Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75 Q= 3185 --�� Minimum tank capacity 3981.25 gallons Absorption Area (=Q/ 5 X SQRT perc rate) A = 3,055 sq. ft. of absorption area required 197 gravelless chamber units without reduction # of Perc Holes Required: 3 QUICK 4 9_8 A = 1527.4723 sq.ft. with 50% reductionTRENCHES 156 gravelless chamber units with reduction STANDARD A = 1527.4723 sq.ft. with 50% reductionTRENCHES 99 gravelless chamber units with reduction EQ 36 96 EQ36 units in TRENCHES QUICK4-EQ36 1527 197 SETBACK FROM WELL # of feet = 274.8 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 224.8 SETBACK FROM DRY GULCH # of feet = 199.8 t DICK 4 9.2 2138.4613 sq ft 30% reduction BED 232 chamber units with reduc. 2138.4613 sq ft 30% reduction BED 138 chamber units with reduc. 171 EQ36 units in a BED 2138 334 Pitkin County Environmental Health Department Contact Log Sheet Name: Parcel iD#: Address: Date Person Spoken To Comments /-Action to be Taken Initials Time f � .d awl r1*T4_Rh77PP�J1WWWw1# 111M MINOR= RUN, WIRMI. 1612 KNOW Kristen Stroud From: Tim Petz [tpetzl@comcast.net] Sent: Thursday, June 05, 2008 6:00 AM To: Kristen Stroud Subject: Re: updates Attachments: updates Holtz - Still finishinig tank Olson -Waiting for pump R16 - LTD - Should finalize this month. Timothy R. Petz, P.G. Onsite Wastewater Systems 970-618-5033 Glenwood Springs 303-908-7823 Golden -------------- Original message ---------------------- From: "Kristen Stroud" <kristens@co.pitkin.co.us> > Morning!!!!! > Just wanted to see if you had any updates on these files.... > R16 -LTD 456 Kessler Rd progress of system installation > Olson 651 Conundrum progress of system installation > Holtz 100 Still Life Lane progress of system > installation > THANKS!!!!!!!! J > Kristen Stroud 1 0 Page 1 of 1 Alicia Gomez From: Joanna Schaffner Sent: Tuesday, November 21, 2006 10:11 AM To: Alicia Gomez Cc: 'janverd@cunniffe.com' Subject: 100 Still Life Lane - Holtz Janver has asked that I inform you that parcel B of the Snowmass Creek Subdivision is not subject to 1041 Review. Instead, the parcel will be developed pursuant to a Development Agreement with Pitkin County. 11/21/2006 lk Nancy Mackenzie From: Nancy Mackenzie Sent: Thursday, November 30, 2006 4:17 PM To: 'tpetzl @comcast. net' Cc: 'BWP9765@aol.com' Subject: RE: Bridgehouse Geology Tim, I am not able to accept your report. Your conclusions need to state the exact geological conditions that would prevent the travel of waste water to the well. The emphasis on there being no groundwater has little bearing since the HP Geotech test was done in the winter, just like your soil testing was not done during a period of high groundwater. The applicant still needs to get me the drilling log report, so I'll review everything again when I get back Dec. 12th. Nancy -----Original Message ----- From: tpetzl@comcast.net [mailto:tpetzl@comcast.net] Sent: Thursday, November 30, 2006 6:53 AM To: Nancy Mackenzie Subject: Bridgehouse Geology Nancy, Briston Peterson with Brikor asked that I send you a geology report for the Bridgehouse project. Here is a pdf, and I have faxed you a copy. My reports typically include several geology maps. The conclusions of the report will not change. I will attach geo maps on Friday of this week and re -send to you for your records. Tim Timothy R. Petz, P.G. Onsite Wastewater Systems 970-618-5033 Glenwood Springs 303-908-7823 Golden 1 m PO Box 2844 S e.p t Glenwood Springs, CO 81602 HEPh 970-618-5033 Fax 303-216-27% August 1, 2006 Bridgehouse Attn: Danny Holtz 1110 Lazy -O -Ranch Snowmass, Colorado 81654 Subsurface Investigation and Onsite Wastewater System Design Proposed Guesthouse, Main Residence, and Barn/Hall Parcel B, Snowmass Creek Subdivision Pitkin County, Colorado Mr. Holtz, Project No. 1116 ALL SERVICE septic, LLC performed a percolation tests and a revised onsite wastewater system (OWS) designs for the subject property. The revision is based on a change in the location of the proposed structures. The property is located along Snowmass Creek, in Snowmass Colorado, in an area where OWS and wells are necessary. This letter is to be used in conjunction with plans provided. All previous designs should be discarded to avoid confusion. SITE CONDITIONS The site is an approximate 40 -acre parcel located next to Snowmass Creek. A CDU having 850 square feet (SF), a 7 -bedroom main residence having 14,000 SF, and a barn/hall with toilet facilities, are proposed as indicated on plans. A well will serve all three structures. The parcel slopes 5-10% to the west-southwest, and has a moderate cover of native grasses and sagebrush. SUBSURFACE The subsurface was investigated by excavating three test pits and nine percolation holes as indicated on plans. The test pit and percolation holes 7 through 9 will not be used in design. G The test pit for the main residence and CDU indicated a 6 -inch sandy root zone, underlain by medium stiff sandy clay to the maximum depth explored of 8 feet. Percolation rates averaged 23 minutes per inch (MPI) for the main residence. The test pit for the barn/hall indicated a 1.5 -foot root zone, underlain by medium stiff sandy, silty clay with sparse angular rocks to the maximum depth explored of 8 feet. Percolation rates averaged 24 minutes per inch (MPI) for the barn residence. Groundwater or bedrock was not encountered in any of the test pits. PVC piezometers were installed to periodically check ground water. Revised OWS Design Project No. 1116 08/01/06 Page 2 DESIGN SPECIFICATIONS Two separate OWS will be installed to serve the proposed structures. The OWS design for the main residence and CDU is based on 7 -bedrooms and an average sewage load of 1820 GPD, and on 2 - bedrooms and an average sewage load of 300 GPD. The installation for the main residence must include a 2500 -gallon, single -compartment, precast concrete septic tank, followed by a 2000 -gallon, two-compartment septic tank with the addition of an effluent filter in the second compartment. The installation for the CDU must include a 1000 -gallon, two-compartment, precast concrete septic tank, with the addition of an effluent filter in the second compartment. Tank alternatives may be considered. Eight gravelless chamber trenches must be installed as indicated on plans provided. Eight rows of 23 `Quick 4' chambers, for a total of 184 chambers, and 1816 square feet (SF) of infiltrative area, is required. A distribution box should be used to distribute effluent. The OWS design for the barn/hall is based on 30 persons per day using toilet facilities. The average sewage load is 900 GPD. The installation must include a 2000 -gallon, two-compartment concrete septic tank with the addition of an effluent filter in the second compartment. Tank alternatives may be considered. Five gravelless chamber trenches must be installed as indicated on plans provided. Five rows of 16 `Quick 4' chambers, for a total of 80 chambers, and 790 square feet SF of infiltrative area, are required. A distribution box should be used to distribute effluent. GEOLOGYfor Main Residence and CDU - Based on geological conditions and evaluation of risk of contamination of surface water and ground water, it is not necessary to add 8 feet additional distance for each 100 gallons of wastewater flow over 1000 gallons per day as specified in the table to prevent contamination. A 100 -foot separation between the absorption area and the creek/irrigation ditch is appropriate to prevent contamination. All other setback distances must be followed. The irrigation ditch must be lined within 100 feet of any drain field. A 20ml PVC liner may be used. The effluent line must be encased, with schedule 40 PVC within 50 feet of any water feature. Any sewer lines must be encased within 10 feet of potable water lines. OPERATION INFORMATION AND MAINTENANCE The surface of the drain field should be seeded upon completion. Vegetation is an important factor in drain field performance. Geo -fabrics or plastics should not be used over the drain field. Livestock should not graze on the drain field. Plumbing fixtures should be checked to ensure that no additional water is being discharged to OWS. For Example, a running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm a drain field. The homeowner should pump the septic tank every two years and clean the effluent filter as needed. Garbage disposal use should be minimized, and non -biodegradable materials should not be placed into the OWS. Grease should not be placed in household drains. Loading from a water softener should not be discharged into the OWS. No hazardous wastes should be directed into the OWS. Mechanical room drains should not discharge into the OWS. The OWS is engineered for domestic Revised OWS Design Project No. 1116 08/01/06 Page 3 waste only. Construction must be according to the county ISDS regulations, the septic permit provided by Pitkin County Environmental Health Department, and this design. ADDITIONAL CONSTRUCTION NOTES If design includes a pump, air release valves and weep holes should be installed to allow pump lines to drain to minimize risk of freezing. Excavation equipment must not drive in excavation of drain field due to the potential to compact soil. Extensions should be placed on all septic tank components to allow access to them from existing grade. Precast concrete tanks and distribution boxes should be used, unless plastic or fiberglass is required. Septic tank risers should extend to grade. Access to all tank compartments and distribution devices is optimal. INSTALLATION OBSERVATIONS ALL SERVICE septic, LLC, and the county must view the OWS during construction. The OWS observation should be performed before backfill, after placement of chambers and distribution pipes. Septic tanks, distribution devices, pumps, dosing siphons, and other plumbing, as applicable, must also be observed. ALL SERVICE septic, LLC should be notified 48 hours in advance to observe the installation. LIMITS: The design is based on information submitted. If soil conditions encountered are different from conditions described in report, ALL SERVICE septic, LLC should be notified. All OWS construction must be according to the county regulations. Requirements not specified in this report must follow county regulations. The installer should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Please call with questions. Sincerely, D�pp 0 RE6/s p� 6006 0 •Re'•. ALL SERVICE septic, LLC Reviewed By: a 38662 y: 00 Timthy R. Petz Richard H.'eh•.� .•'��`� 3 copies s��NAI ANG r=l u PITKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT Percolation Test and Soils Data Form - TABLE 1 - PROJECT 1116 BARN/HALL PROFILE PIT Date of Test: 11-14-05 0 - 1.5' Topsoil, Root Zone, Sandy, Brown 1.5'- 8' Clay, Sandy, M. Stiff, Moist, Sparse Gravel, Brown No Groundwater or Bedrock was Encountered Hole Hole No. Depth (in.) Interval (min.) Measurement at Start of Interval (in.) Measurement at End of Interval (in.) Change (in.) Percolation Rate (min./in.) MPI 1 31 20 2.50 3.75 1.25 20 3.75 5.00 1.25 fill 20 5.00 6.00 1.00 20 6.00 7.00 1.00 fill 20 2.25 3.25 1.00 3 31 20 3.25 4.00 0.75 27 2 38 20 1.75 4.00 2.25 20 4.00 6.00 2.00 20 6.00 8.00 2.00 fill 20 2.50 3.75 1.25 20 3.75 5.00 1.25 20 5.00 6.25 1.25 16 3 31 20 1.50 3.00 1.50 20 3.00 4.25 1.25 20 4.25 5.25 1.00 20 5.25 6.00 0.75 20 6.00 7.00 1.00 fill 20 2.50 3.25 0.75 27 AVERAGE = 24 MPI PITKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT Percolation Test and Soils Data Form - TABLE 2 - PROJECT 1116 MAIN RESIDENCE AND CDU PROFILE PIT Date of Test: 11-14-05 0 - 0.5' Topsoil, Root Zone, Sandy, Brown 05- 8' Clay, Sandy, Silty, M. Stiff, Moist, Brown/D. Brown No Groundwater or Bedrock was Encountered Hole Hole Interval Measurement at Measurement at Change (in.) Percolation Rate No. Depth (in.) (min.) Start of Interval End of Interval (min./in.) MPI (in.) (in.) 4 29 20 2.50 4.25 1.75 20 4.25 5.50 1.25 20 5.50 6.50 1.00 20 6.50 7.25 0.75 fill 20 2.00 3.00 1.00 20 3.00 3.75 0.75 27 5 37 20 4.25 6.00 1.75 20 6.00 7.25 1.25 20 7.25 8.25 1.00 fill 20 3.00 4.00 1.00 20 20 4.00 5.25 1.25 20 5.25 6.50 1.25 6 36 20 1.75 3.50 1.75 20 3.50 4.75 1.25 20 4.75 6.00 1.25 20 6.00 7.00 1.00 20 fill 20 3.25 5.00 1.75 20 5.00 6.25 1.25 AVERAGE = 23 MPI PITKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT Percolation Test and Soils Data Form - TABLE 3 - PROJECT 1116 BARN PROFILE PIT Date of Test: 11-14-05 0 - 1' Topsoil, Root Zone, Sandy, Brown 1'- 8' Clay, Sandy, Silty, M. Stiff, Moist, Brown/D. Brown Sparse Angular Rocks up to 1 ft in Diameter No Groundwater or Bedrock was Encountered Hole No. Hole Depth (in.) Interval (min.) Measurement at Start of Interval (in.) Measurement at End of Interval (in.) Change (in.) Percolation Rate (min./in.) MPI 7 30 20 2.50 4.00 1.50 20 4.00 5.75 1.75 20 5.75 7.00 1.25 fill 20 2.50 3.25 0.75 20 3.25 3.75 0.50 20 3.75 4.25 0.50 40 8 35 20 3.00 4.00 1.00 20 4.00 5.00 1.00 20 5.00 6.25 1.25 20 6.25 7.50 1.25 20 7.50 8.50 1.00 fill 20 2.00 3.00 1.00 20 9 33 20 4.25 6.00 1.75 20 6.00 7.25 1.25 fill 20 3.00 4.25 1.25 20 4.25 5.00 0.75 20 5.00 6.00 1.00 20 6.00 6.75 0.75 27 AVERAGE = 29 MPI i [I r� H I PO Box 2844 Glenwood Springs, CO 81602 S[JJJC[ u Ph Fax Fa 16-27% December 7, 2006 Brikor Attention: Briston Peterson PO Box 1361 Aspen, Colorado 81612 RECEIVED D E C 1 1 2006 PITKIN GUUN I Y OVIKUNmOTAL HEALTH & NATURAL RESOURCES Subject: Geologic Investigation Bridgehouse Parcel B, Snowmass Creek Subdivision Pitkin County, Colorado Mr. Peterson, Project No. 1116 This report presents the geologic investigation for the subject site. The basis of our geologic investigation is the setback between the onsite wastewater system (OWS) drain field and creeks and irrigation ditches per Pitkin County Environmental Health Department (PCEHD) regulations. The geologic investigation addresses the separation distances between water features and the proposed drain fields. The onsite wastewater design (OWS) has been presented under separate cover, prepared by All Service Septic, LLC. SITE CONDITIONS The site is a 40 -acre parcel, located in a mountainous area, near Snowmass Colorado, where OWS and wells are required. A full cover of sagebrush and native grasses exists at the site. The slope of the proposed drain field location and the majority of the building site is 5% to the southwest. GEOLOGIC SETTING The USGS GEOLOGICAL MAP — WOODY CREEK QUADRANGLE — GQ -967 was used for the investigation. The subject site lies on southwest facing slopes on Quaternary sediments. The sediments consist of sand, silt, clay, and occasional gravels, which were derived from the local Mancos Shale Bedrock. The shale bedrock weathers into a fine silty, sandy soil, and has been deposited down gradient of the steeper slopes, as indicated on the WOODY CREEK QUADRANGLE GEOLOGIC MAP. The silty sandy soils have been deposited, and have created a loamy terrace along the base of the steep hills, which is the location of our subject site. SUBSURFACE INVESTIGATIONS The test pits evaluated by our firm indicate a layer of topsoil, underlain by silty sandy clay to 8 feet, the maximum depth of the test pit. HP Geotech prepared a subsoils study, project no. 102-788, and indicated Geologic Investigation Bridgehouse Project No. 1116 Page 2 between 6 and 16 feet of sandy, silty clay, underlain by sand with silt and gravel to the maximum depth explored of 20 feet. Ground water was not encountered in any of the subsurface investigations. The test pits and borings indicate no bedrock. ' CONCLUSIONS The local silty, clayey sand with gravel (Qf and Qal on the geologic map) is suitable filter material to ' effectively treat effluent within 4 feet of soil interface. The subsurface investigations performed by our firm and HP Geotech also demonstrate suitable filter material. ' Based on geological conditions and evaluation of risk of contamination of surface water and ground water, it is not necessary to add S feet additional distance for each 100 gallons of wastewater flow over 1000 gallons per day as specified in the table to prevent contamination. A ' 100 -foot separation between the absorption area and the creek/irrigation ditch is appropriate to prevent contamination. All other setback distances must be followed. LIMITATIONS The irrigation ditches must be lined within 100 feet of any drain field. A 20ml PVC liner may be used. The effluent line must be encased, with schedule 40 PVC within 50 feet of any water feature. Any sewer lines must be encased within 10 feet of potable water lines. ' If conditions considerably different from those described in this report are encountered, we should be notified to observe the conditions. If proposed construction is changed, we should be notified to evaluate the effect of the changes on the wastewater system. If there are questions, please call. ' Sincerely, ALL SERVICE ' septic, �°F PROFESATE sio Y9 y : CPG•10900 F9 = i AIPG Timothy R. Petz, P. Q`` y I Z-7 - o Co Professional Geologis �F9rpryY RICHPQ'���`��\ ' �'oPAOFESS101% 2 Copies sent to Pitkin County Health Department via FED EX, Attn: Nancy MacKenzie Copy faxed to Brikor, Attn: Briston 970.963.2699 0 ' USGS GEOLOGIC MAP -WOODY CREEK QUADRANGLE - GQ -967 a 1 Kd \ I� \` Qt i .Krol \\ \` ki ` Qgz t Kml mf 94 \ KmU \ a gam\ CQ Qa:9�5 Qaf SITE Q t 7 r :o Qga fad K D6500 - DESCRIPTION OF UNITS: Qt - Talus - Poorly Sorted Angular Debris Qf - Alluviul Sand Deposits - Sand, Sift, Clay and Gravel Qal - Alluvium - Poorty Sorted Sand, Silt and Gravel PARCEL B, SNOWMASS CREEK SUBDMSION ALL Pro. No. 1116 BRIDGEHOUSE PROJECT SERVICE SEPTIC, LLC PITKIN COUNTY, COLORAOD 970-618-5033 FIGURE 1 gr vz M �4h. 'A ap 0 ix �Ia aj ul. 1 Ib 0 - z 114. V) 16 4 air, 7., d 619p 176 OJ6 TA� Hsi' d6t7 ZL 90 OZ AON 1. a eollw t-4 cie oeltech HEPWORTH-PAWLAK GEOTECHNICAL Hepwo-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 email: hpgeo@hpgeotech.com SUBSOIL STUDY FOR PRELIMINARY FOUNDATION DESIGN AND PERCOLATION TESTING PROPOSED RESIDENCE PARCEL B, SNOWMASS CREEK SUBDIVISION NORTHEAST OF 2316 SNOWMASS CREEK ROAD PITKIN COUNTY, COLORADO JOB NO. 102 788 DECEMBER 31, 2002 Pi a x A Mvo 4 a 0713 GARFIELD & HECHT, P.C. ATTN: NATASHA SAYPOL 601 EAST HYMAN AVENUE ASPEN, COLORADO 81611 Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthome 970-468-1989 0 HEPWORTH - PAWLAK GEOTECHNICAL, INC. December 31, 2002 Garfield & Hecht, P.C. Attn: Natasha Saypol 601 Hyman Avenue Aspen, Colorado 81611 Job No. 102 788 Subject: Report Transmittal, Subsoil Study for Preliminary Foundation Design and Percolation Testing, Proposed Residence, Parcel 'B, Snowmass Creek I Subdivision,. Northeast of 2316 Snowmass Creek Road, Pitkin County, Colorado Dear Ms. Saypol: As requested, we have conducted a subsoil study for the proposed residence at the subject site. Development of the site appears feasible based on geotechnical considerations. Subsurface conditions encountered in the exploratory borings drilled in the proposed building area consist of about 1/ foot of topsoil overlying 51/z to 151/z feet of medium 1 stiff to stiff sandy silty clay with scattered gravel. Relatively dense, silty sandy gravel containing cobbles and boulders was encountered below the clay at depths of 6 to 16 feet down to the maximum depth drilled, 20 feet. Groundwater was not encountered in I` the borings and the subsoils were slightly moist to moist. ' The proposed residence can be founded on spread footings placed on the natural subsoils and designed for an allowable bearing pressure of 1,000 to 3,000 psf. The report which follows describes our exploration, summarizes our findings, and presents our preliminary recommendations. It is important that we provide consultation during design, and field services during construction to review and monitor the implementation of the geotechnical recommendations. If you have any questions regarding this report, please contact us. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. F Davie E. Hardin, P.E. Rev. by: SLP DEH/ksw TABLE OF CONTENTS 1 PURPOSE AND SCOPE OF STUDY ..................................... 1 PROPOSED CONSTRUCTION ......................................... l 1 SITE CONDITIONS .................................................. 2 FIELD EXPLORATION ............................................... 2 SUBSURFACE CONDITIONS .......................................... 3 DESIGN RECOMMENDATIONS ....................................... 3 ` FOUNDATIONS ............................................... 4 FOUNDATION AND RETAINING WALLS ......................... 5 FLOORSLABS ................................................ 6 I UNDERDRAIN SYSTEM ........................................ 6 SURFACE DRAINAGE .......................................... 7 PERCOLATION TESTING ............................................. 8 1 \1 LIMITATIONS...................................................... l l 8 FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 TO 6 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 7 - GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS TABLE II - PERCOLATION TEST RESULTS H-P;GE(DTECH r. . PURPOSE AND SCOPE OF STUDY This report presents the results of a preliminary subsoil study for a proposed residence to be located on Lot B, Snowmass Creek Subdivision, Northeast of 2316 Snowmass Creek Road, Pitkin County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to develop preliminary recommendations for the foundation design. We understand that our report will be considered as part of the purchase/sale of the property in which our client represents the potential buyer. The study was conducted in accordance with our agreement for geateC ullCai engineering services to Garfield & Hecht, P.C. dated December 13, 2002. A field exploration program consisting of exploratory borings was conducted to obtain information on 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 and laboratory testing were analyzed to develop preliminary C' recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and Ipresents our conclusions, preliminary design recommendations and other geotechnical engineering considerations based on the assumed construction and the subsoil conditions encountered. PROPOSED CONSTRUCTION Design plans had not been developed at the time of our study. We assume that the proposed residence will be a two story wood frame structure over a possible basement or crawlspace. Garage and basement floors will be slab -on -grade. Grading for the structure is assumed to be relatively minor with cut depths up to 12 feet. We 4 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. H-' FGE0TECH- C� U." u E -2- SITE CONDITIONS E The building envelope area was vacant irrigated pasture with about 6 inches of snow cover when the borings were drilled. Vegetation consists of mainly grass and weeds with sage brush on the steeper slopes above the building envelope and tall fir and cottonwood trees and willow brush along Snowmass Creek below and west of the building envelope. An old irrigation ditch with a 6 inch PVC irrigation pipe laid on the ground surface borders the uphill side of the building envelope. The ground surface in the building envelope slopes gently down to the southwest and west at 2 to 5% grade. There is a steep embankment down to Snowmass Creek west of the building envelope. The hillside above and east of the building envelope slopes steeply down to the west and is sparsely vegetated. Granite and sandstone cobbles and boulders up to 3 feet in size were observed on the ground surface above the irrigation ditch. FIELD EXPLORATION The field exploration for the project was conducted on December 23, 2002. Four exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the subsurface conditions. The borings were advanced with 4 inch diameter continuous flight augers powered by a truck -mounted CME -45B drill rig. The borings were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the subsoils were taken with 13/s 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, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. H -P GEOTECH C -3- SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Fig. 2. The subsoils consist of about 1/Z foot of topsoil overlying 51/z to 151/2 feet of medium stiff to stiff sandy silty clay with scattered gravel. Relatively dense, silty sandy gravel containing cobbles and boulders was encountered below the clay at depths of 6 to 16 feet down to the maximum depth drilled, 20 feet. Drilling in the dense gravel with auger equipment was difficult due to the cobbles and boulders and drilling refusal was encountered in the deposit in all four borings. Laboratory testing performed on samples obtained from the borings included natural moisture content, density, Atterberg limits and gradation analyses. Results of consolidation testing performed on relatively undisturbed drive samples, presented on Figs. 4 to 6, indicate low to moderate compressibility under conditions of loading and wetting. Results of gradation analyses performed on a small diameter drive sample (minus 11/z inch fraction) of the natural coarse granular soils are shown on Fig. 7. Atterberg limits testing indicates the clay soils have low plasticity. The laboratory testing is summarized in Table I. No free water was encountered in the borings at the time of drilling or when checked several days later and the subsoils were slightly moist to moist. PRELIMINARY DESIGN RECOMMENDATIONS Construction of a residence in the existing building envelope should be feasible based on geotechnical considerations. If possible, construction in the area of Boring 3 should be avoided due to the greater risk of settlement of the deeper clay soils and possible risk of storm runoff from the uphill drainage. Construction in this area is feasible provided that the foundations and site grading are properly designed and constructed. We recommend that a civil engineer/hydrologist be retained.to provide storm flows from the uphill drainage and mitigation designs if construction is proposed in this area. H -P GEOTECH -4 - H -P GEOTECH FOUNDATIONS Considering the subsoil 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 subsoils. The design and construction criteria presented below should be observed for a spread footing: foundation system. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable soil 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. Footings placed on the upper clay soils should be designed for an allowable soil bearing pressure of 1,000 psf. Additional settlement of footings placed on clay could occur if the bearing soils were to become wet. The amount of settlement would depend on the depth of wetting and the depth of clay below the footing. It appears that the clay is enerall less than 7 feet pp y generally Y deep, except in the area of Boring 3, where the clays were 16 feet deep. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. Footings bearing on the clay soils should be at least 20 inches wide. 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 also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) The topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to the natural subsoils. The clay soils should be moistened and compacted in footing areas. If water H -P GEOTECH -5- seepage is encountered, the footing areas should be dewatered before j 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 50 pcf for backfill consisting of the on-site soils. Cantilevered 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 45 pcf for backfill consisting I of the on-site soils. 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 Iconditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfill in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and H -P GEaTECH ,6_ 4 - 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 035 for clay soils and 0.50 for gravel soils. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 350 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. t 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 should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus.2 inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site gravels devoid of vegetation, topsoil and oversized rock. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in mountainous areas that local perched groundwater may develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as retaining H -P GEOTECH a O -7- 0 walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 11/z feet deep. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. Storm runoff from the ephemeral drainage in the area of Boring 3 should be routed around structures built in this area (if any). We recommend a minimum slope of 12 inches in the fust 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free -draining wall backfill should be capped with about 2 feet of the on-site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from foundation walls. Consideration should be given to H -P GEOTECH 0 L U 0 M 0 use of xeriscape to reduce the potential for wetting of soils below the foundation caused by irrigation. PERCOLATION TESTING Percolation tests were conducted on December 24, 2002, to evaluate the feasibility of an infiltration septic disposal system at the site. A percolation hole was drilled adjacent to each boring location as shown on Fig. 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 adjacent boring shown on Fig. 2 and consist of about 6 inches of topsoil overlying medium stiff to stiff sandy silty clay. The test holes were covered with rigid foam insulation to protect them from freezing overnight. The percolation test results are presented in Table H. The percolation rates varied from 16 to 30 minutes per inch with an overall average rate of 22.minutes per inch. Based on the subsurface conditions encountered and the preliminary percolation test results, a conventional infiltration septic disposal system appears feasible at this site. Pitkin County requires that a registered professional engineer design the infiltration septic disposal system. Once the septic system area has been defined, further percolation testing will be required in that area. LEMTATIONS 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 expressed 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 Fig. 1, the assumed type of construction and our experience in the area. 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 H -P GEOTECH 1 w -9- 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 preliminary design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications presented herein. We recommend on-site observation of to the reconimendatiors excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Daniel E. Hardin, P Reviewed by: Steven L. Pawlak, P.E. DEH/ksw attachments r J l n r u E D u STAKE 7 STAKE 8 BORING 1 STAKE 6 \07f \ \ ��` \\ • \\ EPHEMERAL \ BORING 2 \ DRAINAGE \ (P-2) \ \ BUILDING \ \ ENVELOPE f PARCEL A PARCEL B 2316 SNOWMASS. SAGE CREEK ROAD \ • \ BORING 3 : .... \ (P-3) :::`E ::::: BRUSH \ IRRIGATION \ \ DITCH/PIPELINE \ \ STAKE 5 BORING 4 \ \ (P-4) • + APPROXIMATE SCALE \ 1' = 120' PROPERTY * i LINE STAKE 4 102 788 HEP WORTH-PAWLAK LOCATION OR EXPLORATORY BORINGS Fig 1 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES BORING 2 BORING 3 BORING 4 ELEV.= 100.0' ELEV.= 109.0 BORING 1 ELEV.= 121.5' ELEV.= 122.5' 125 125 8/12 13/12 •120 120 6/12' WC=16.6 10/12 DD=114 200=69 01 5/1-2 7/12 WC --&7 • 115 115 DD=117 -200=53 5/12 WC=13.1 110 110 -200=54 p1=8 13/12 PI=B m .� LL - 0,10/12 5/12 i 105 105 ` ' �0=107 0 o •a -200=80 a «• 5/12 m WC -13.3 LU W 00-114 -200=68 100 100 11/12 0' - 61/12 13/12 WC -4.0 +4=45 WC=5.2 -200=18 DD=107 -200=63 95 95 14/12 0 9 =q: 90 0 •�, 15/3,10/0 a• i ,i. 0-. L85 �• 85 ! Note: Explanation of symbols is shown on Fig. 3. HEP WORTH - P A WLAK LOGS OF EXPLORATORY BORINGS Fig.72 102 788 GEOTECHNICAL, INC. LEGEND: TOPSOIL; silty sandy clay, organic, frozen, dark brown. Root zone similar to clay below. CLAY (CL); silty, sandy, with scattered gravel, medium stiff to stiff, slightly moist to moist, grayish brown to brown, low plasticity. GRAVEL (Glut); sandy, silty, with cobbles and boulders, dense, moist, brown. Relatively undisturbed drive sample; 2—inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8 inch l.D. split spoon sample, ASTM D-1586. ' Drive sample blow count; indicates that 13 blows of a 140 pound hammer falling 30 inches were 13/12 required to drive the California or SPT sampler 12 inches. Practical drilling refusal Depth at which boring had caved when checked 14 days after drilling. NOTES: 1. Exploratory borings were drilled on December 23, 2002 with a 4—inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing from building envelope corners staked in the field. 3. Elevations of exploratory borings were measured by instrument level and refer to the ground surface at Boring 1 as l00.0', assumed. 4. The exploratory boring 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 14 days later. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DD = Dry Density ( pcf ) T4 = Percent retained on No. 4 sieve. —200 = Percent passing No. 200 sieve. LL = Liquid Limit ( 7. ) PI = Plasticity Index ( % ) 102 788 HEPWORTH—PAWLAK LEGEND AND NOTES GEOTECHNICAL, INC. Fig. 3 0 3 0.1 1.0 10 100 APPLIED PRESSURE — ksf Moisture Content = 13.3 percent Dry Density = 114 pcf Sample of -.Sandy Silty Clay From:Soring 2 at 5 Feet No movement upon wetting 0.1 1.0 10 100 APPLIED PRESSURE — ksf 102 788 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Fig. 4 GEOTECHNICAL, INC. Moisture Content = 8.7 percent Dry Density = 117 pcf Sample of: Sandy Silty Clay with Gravel From:Soring 3 at 5 Feet No moveemnt upon wetting 0.1 1.0 10 APPLIED PRESSURE — ksf 0 c 1 0 1 2 a� C: L 0 CL fn 3 0 2 U L Q 3 0 4 Moisture Content = 8.7 percent Dry Density = 117 pcf Sample of: Sandy Silty Clay with Gravel From:Soring 3 at 5 Feet No moveemnt upon wetting 0.1 1.0 10 APPLIED PRESSURE — ksf Moisture Content = 19.3 Dry Density = 107 Sample of: Sandy Silty Clay From: Boring 3 at 15 Feet No movement upon wetting percent pcf 0.1 1.0 10 100 APPLIED PRESSURE - ksf 102 788 HEPWOR I H—PAWLAKSWELL CONSOLIDATION TEST RESULTS Fig. 5 GE°OTECHNICAL, INC. 0 1 2 b\ C: 0 fn 3 fn Q L Q 0 4 v 5 6 Moisture Content = 19.3 Dry Density = 107 Sample of: Sandy Silty Clay From: Boring 3 at 15 Feet No movement upon wetting percent pcf 0.1 1.0 10 100 APPLIED PRESSURE - ksf 102 788 HEPWOR I H—PAWLAKSWELL CONSOLIDATION TEST RESULTS Fig. 5 GE°OTECHNICAL, INC. ' 0.1 1.0 10 100 APPLIED PRESSURE — ksf 102 788 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Fig. 6 GEOTECHNICAL, INC. s Moisture Content = 16.6 percent Dry Density = 114 pcf Sample of: Sandy Silty Clay From: Boring 4 at 3 Feet ' 0.1 1.0 10 100 APPLIED PRESSURE — ksf 102 788 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Fig. 6 GEOTECHNICAL, INC. Moisture Content = 16.6 percent Dry Density = 114 pcf Sample of: Sandy Silty Clay From: Boring 4 at 3 Feet No movement upon wetting ' 0.1 1.0 10 100 APPLIED PRESSURE — ksf 102 788 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Fig. 6 GEOTECHNICAL, INC. a W cl It z a r` � J o � W cl It z � J � U w z � L U Lll W F- C } 5 J ~ n C y vs J � Q >U3 ? v .� "C 0 G cc L CLS L CCcc � cc W CD y CA !!7 CJ7 (A V1 QN W cl It L ZZ 5 •7n C y vs u >U3 ? v .� "C cc cc L CLS L CCcc � cc CD y CA !!7 CJ7 (A V1 QN f y I I s ° U n Q o 3? co =Jz s a 7 L a z u c � N J J N z z c W p Ur c r C7 LO LfJ p CJ i m c vW—, a aa. Z ° w _ r 0 a ° a c c7 W Lid p Z T a= z N M p n r C7 � Lo �' b `_ r - a o Z � U f Z o a N Ln pp Ln Lid a c _ U O J W J Z H 'z z W cl It t 0 H11, WORTH-PAWLAK GEOTECHNIQL, INC. TABLE Il PERCOLATION TEST RESULTS Page .1 of 2 JOB NO. 102 788 HOLE N0. 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 (M'IN°.ANCH)' P-1 38 15 301/2 23 7 1/2 16 23 20 112 21/2 201/2 18 21/2 18 16 2 16 143/4 1 114 143/4 131/4 1 112 131/4 11 3/4 1 112 11 3/4 18 1/2 1 1/4 101/2 9 1/2 1 9 1/2 81/2 1 8 1/2 73/4 3/4 P-2 33 15 283/4 23 53/4 30 23 19 1/2 3 112 19 112 17 21/2 17 15 1/2 1 1/2 15 112 141/4 1 1/4 141/4 131/2 3/4 13 1/2 12112 1 12112 11 3/4 3/4 11 314 11 114 1/2 11 1/4 10314 112 103/4 101/4 1/2 itVORTH-PAWLAK GEOTECHNIQ , INC. TABLE M PERCOLATION TEST RESULTS Page 2 of 2 JOB NO. 102 788 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 (MIN./INCH) P-3 331/2 15 27 18 9 16 18 131/2 41/2 131/2 10 3'112 10 73/4 21/4 73/4- 6114 1 1/2 61/4 43/4 1 1/2 43/4 31/2 11/4 31/2 2 314 3/4 2 314 2 3/4 P-4 36 15 301/2 233/4 6 314 26 23 314 22 1 314 22 20 314 1 114 203/4 193/4 1 193/4 183/4 1 18314 18 314 18 17 114 314 17 114 16 112 314 161/2 16 1/2 16 151/2 1/2 151/2 143/4 314 Note: Percolation tests were conducted in 6 inch diameter power auger drilled holes on December 24, 2002. The holes were soaked with water one day prior to .testing and covered overnight to protect them from freezing. The reported percolation rates are the average of the last 3 readings of each test. rHic e -re en - 2Wd9 ZI �o.N. aiiil PeA180e P_o2 eceiv csd : 214!03 1 0 :5aA.M; Feb_24-03 09:34A Form No GWS -25 APP'_ (CANT OFFICE OF THE O NEENGINEER OF WATER RESOURCES COLORADO p1VhISiO sii_ Denver Caiarado 80713 Sig (303) a66-3581 JURINE BIERS CJO GARFIELD & i-ECHT PC 601 E HYMAN AVE ASPEN, CO 81611- --- WELL PERMIT NUMBER MD DIV. 5 WQ 38 DES_ BASIN iaC 8 Block: filling. Subdiv' SNOWMA.SS GREEK APPROVED WELL LOCATION PITI<IN COUNTY NW t14 NW 1t4 Section 2 Township 9 S - Range 66 W Sixth P M. 9L�� fUN�ESSection Line 820 Ft from West Section Line UTM COORLIINATES E;asimg: (970) 925-1936 Northing: PERMIT TO CONS±RUCT A WEL_�- r 9SSUANCE OF THIS PERMIT OF APPROVAL OER A WATER RIGH C iT10 as to cause no material rnlruy to existing water 60LS- Tt ssSua°� of chis pelrtlii 1) This well shall be used in such a way vrill ocxur to another vested 'Mater righl or prelude another owner v(r vested does not assure the afsplicant that no injury water right from srcicirg relief in a CMI court ak:tiori- mvgt with tlx± WatBr ygfall Construction I�uir:� 7 CCR 4!)2-2. un ess aPP 2) The kpnstruclaon of UZis well 51 rad be in cOmPliance nii�ers of Walar Well Consiruction and F'.nr�n lnsraltalil��► of s variarue has been 9r'antnd Ay the State Board of Ezer Contractors in arcnrflance y'^7 9 6a2(3)(b)(U)(A} as the onty wes on a lr2Gt of land o! 4U.3 acres drsrrit>rd as Npt 8. g) Approved Pursuar�l to CRS snowmas5 Qrktinary Uocusellold Rosas inside not moth ttwa Cre9� pivi�ion of tans. i�itk,n Cormty. atectron, 41 acre o! tiotur, gardens and la%w',s, and fine watenrt4 The use of grouna water 1rort1 IhiS well i5 lirnileri [o fire Pr three (3) single family dwellings, the irrigation of not more man one ( ) of domestic animals - 5) The maximum purnWng rate of this wet! str�lt not cxcced t5 GPM- d to the same sircatiz syslern ill wtriuh the well is lo�atct? 5 The return clow iron' the uce of this well must be through an in��du°1 `"caste wafer disposal system i �e non -evaporative typo where lire water i5 r::lU feet from the location specified oil L�1S� t^�f 7) This well shall be cnnstruCted 1101 more that' 200 feel li 022-03-OC?m'he y NOTE: Y3rce! ldcntification Number (PIN): NC7E: Assessor f -az Scale -!lino NkTribeROOtri10 - 1095 `;'d 6L9E ZZ6 OL6 d6b:Z6 90 OZ AON X Dec. 5, 2006 11:32AP0 Charles C u n n i f f e Architects No•0573 P- 3 'WELL CONSTRUCTION Ai TEST REPORT STATE OF COLORADO, OFFICE OF THE SPATE ENGWEER t OFFICE USE ONLY A YAw' v APPROVAL#GWS31-91-03 1, WELL PERMIT NUMBER 247192 2 Owner Name(s): Jurine Biers Mailing Address: 2900 Las Gallinas Ave. City, State, Zip: San Rafael, Ca_ 94903 Phone # : 415-499-1169 3 WELL LOQATION A.SRD� WW 1/4 NW 1/4 Sec: 2 Twp: 9 S Range: 86 W DTSTANCSS FROM SEC. LINES 400 ft. from North Sec. line and 910 ft. from West Sec, line OR Easting: Northing: SUBDIVISION: Snowmass Creek LOT: B BLOCK: FILING (UNIT): STREET ADDRESS AT LOCATION 4 GROUND SURFACE ELEVATION R DRILLING METHOD Air Rotary DATE COMPLETED: 8/24/2004 TOTAL DEPTH: 58 DEPTH COheLETION; 58 5. GEOLOGIC LOG 6. HOLE DIAMETER (In) FROM (11) TO (ft) Depth I Type of Material Size Color, and a 9.0 0 40 000-005 Dirt 6.5 40 58 005.031 Boulders. Cobbles, Gravels 031-035 Black Clay7. PLAIN CASING 035-058 Mentos Shale OD (in) Kind Wail Size F.om (ft) To (ft) 7.0 Steel 0.240 -] 1 23 7.0 Steel 0.240 31 40 5.5 PVC 0.250 38 58 PERF. CASING: Screen Slot Size 7.0 Steel 0.240 1 23 31 Water Located: 20-31 Remarks 8, Filter Pack Material Size : Interval 9. Packer placement Type : Depth 10. GROUTING RECORD Material Araounl Density lnterval Plaoement Cement 3 sks 6 al/sk 10-23 poured 11. DISINFECTION : Type HTH Amt. Used : 2 oz. 12. WELL TEST DATA ; () Check Box If Test Data is Submitted On Supplemental TESTING METHOD: Air Compressor Static Level : 14 ft. Da&Time Measured &24/2004 Production Rate 10= gpm Pumping Level : Total ft. Date/Tirre Measured 824/2004 Test Length: 2 hours Test Remarks: 13, (botv rimad lksaum=% ow the oontsots t and um %bay are nae to my edge, (Pursuant to sect=24-4-1-4 (taxa) CRs, the o ttatemma C04Ntee rn the woad deme and is punishable as a 1 misdamuor.) CONTZ{AC�I'OR . Shelton Drilling Corp. Phone: (970) 927-4182 Mailipg Address: P.O. Box 1059 Basalt, Co. 81621 Lic. No. 1095 Name / Title (Please Type or Print) Wayne Shelton / President Signature Date ga6a004 Received Time Nov -21. 11:32AM Dec, 5. 2006y11:33AM;DivrCharles Cunniffe Architects N o . 0 5 7 3 tP. 11 M r,r•„�� S� 8100 Lowry Boulevard, DenO 80230-6928 US Mail: PO Box 17123, De r CO 80217 (303) 692-3090 fax (303) 344-9989 of �' IIO liailch an wcmm�nr Lab ID rjo. MSA -2006001489 idge HS-Chauncy ill, Head Collected 9/18/2006 12:00:OOPI Received 9/39/2006 10:58:39AM Reported 9/20/2006 Collected By Bob Donnelly Matrix Drinking Water Culligan Water Cond 1629-E Delores Way Carbondale, CO 81623 ntaet Name ntact Phone Purpose Routine Chlorine residual Payment Type Billed Test Name Result Method Name Escherichia coli PA E. coli not detected Total coliforms PA Coliform absent or less than one (<1), SM 9223 indicates a microbiologically safe sample QRS lnterent Address: http://wvvw.cdphe.state,co.u3/lr/lrhom.htm edification Date:9/20/2006 03 Received Time NOV-21, 11:34AM L:/ 0 WdH:: [ 'VnoN M IJ pan i 9064 THE Fleisher COMPANY Commercial Real Estate Specialists Since 1975 Well Permit and Surface Water Rights ts - Attached are reports and studies pertaining acorrespondencethe water h refer to the r the property. Some of the reports, studiesand the adjacent 35 acre water rights that are combined for this property parcel, also owned by the estate of Seller. the total id w5th this Property. rights from Williams Drtch #o, .90 c.f.. is being acre arcel. The remaining rights are being reserved far the ad)ac ostes Only -The The appraisals in this report are for information pure values are dated and sh®uld not be considered to be today's values_ her The attached information is not intended have any to be liability whatsoeverehensive and r for the Seller nor The Fleisher Company shall the accuracy or completeness of d conclusions Witinterested out � a c upon theparties are n make their own investigations material contained herein_ The Fleisher Company 970-925-2122 200 E_ Main Street Aspen, Coiorado 81611 800-242-1597 Fax 970-925-2141 4,A Floc i 7a O J P dRb:7 f. an n7 neN n3 am u MSO SLBOL6:XV3 . 06S".ZOL6 3131 . L9M OD'SJN%dS IVOSM31S . IDi 31S "OC MOND 3NId 1061 O(IVNOIOD 'SSNWMONS LSS"tOL6:XV1 . 06SS-SZ631L63131 . uvta oJ'N3dSV . anV NMAH 1SV3 m9 NOISIAIGanS )133NJ SSVWMONS woa•a}jluun:)-A,v nn S.LD31/H38V 333/NNnD S-97NV14D � a WSOSLHL6:XV3 . 06SO-SZ OL6 3131 . LftM 03'SONmdS 1VO9NY315 . ZOZ 31S'"aX MONO 3Nia W61 OQVNOIOJ 'SSVWMONS LSSb-OZOL6:Xtl3 . 06SS-SZOZ6 3131 . L1919 OD'N3dSY . '3Av NMAH LM OL9 NOISIAIO8f1S MIND SSVWMONS S.LD91114DN ' 311/NNnD S97NV14D 3 g Q 3SnOH9DG189 t •USE *WS PROJECT PROJECT NO. 1116 REVISED 8-01-06 FIGURE 1 PARCEL B, SNOWMASS CREEK SUBDIVISION SNOWMASS CREEK ROAD BRIDGEHOUSE ALL SERVICE septic, LL PO BOX 2844 GLENWOOD SPRINGS, CO 81602 970-618-5033 0 0 SCALE 1"=60' u u IM101-14 PERCOLATION HOLES 1-3 'k ION HOLES 4 - P—P-- CDU 101 PEPxCO/'LATION\HOLE t THE LOCATION OF EXISTING AND PROPOSED IMPROVEMENTS SHOWN ARE NOT THE RESULT OF A PROPERTY SURVEY. THE LOCATIONS ARE APPROXIMATE. IT IS THE HOMEOWNERS DUTY TO ENSURE ALL CONSTRUCTION AND IMPROVEMENTS LOCATIONS ARE ACCURATE. ALL SETBACK DISTANCES SHOULD BE CONFIRMED PRIOR TO EXCAVATION. SCALE 1"=30' NORTH 184'QUICK-4' CHAMBERS IN 8 GRAVELLESS TRENCHES. EACH ONE 2500 -GALLON, SINGLE -COMPARTMENT, _ TRENCH HAS 1 ROW OF CONCRETE SEPTIC TANK FOLLOWED BY ONE 23 CHAMBERS. 2000 -GALLON, TWO-COMPARTMENT, CONCRETE SEPTIC WITH AN EFFLUENT FILTER. Wit life i cr \ Bening igash �_r..._+�1& 4 — _I IIIIIHII Ill[ � MAT'L ,mow =� ................ . :.•. •.•. 00 CONCRETE DISTRIBUTION'' 50' BOX WITH BAFFLE CLEANOUT /31TSETBACK FROP _ .._..._ ._�- _- - TO WELL 4" PVC SCHED \ 1�1_ 40 SEVER PIPE MAT'L ITCH LWED f :J WITHIN 1o0. 100' planting po _ n nq pocket i3 r 'moi AT' L 4 10' 1 10' SETBACK TO LINED DITCH, DITCH MUST BE LINED WITHIN 100 FEET OF DRAIN FIELD IN ALL DIRECTIONS. ALL SERVICE septic, LLC PO BOX 2844 GLENWOOD SPRINGS, CO 81602 970-61$-5033 100' SETBACK FROM DRAIN FIELD TO RIVER. \ I planting pocket WASTEWATER PIPE MUST BE ENCASED WITH SCHED 40 PVC WITHIN 50 FEET OF ANY WATER FEATU E MAT'L AT'L 11 6 { pond to be used for geo-thermal, fire suppression, stormwater retention & irrigation purposes OUT 7 FUTV RE CDU 1 4" PVC SCHED 40 SEWER PIPE 1000 GALLON, TWO-COMPARTMENT CONCRETE SEPTIC TANK WITH EFFLUENT FILTER ON OUTLET 2 Compartment Septic Tank with 4" Dia. Biotube Effluent Filter PVC or Concrete Risers with Grommet(s) (bond to tank adapter with Inlet Tee IVC Splice Box w/Cord Grips Fiberglass Gasketed Lid with Stainless Steel Bolts Filter Cartridge Handle (field cut to desired height) Tank Adapter (cost or bolted) Vent Orifice Effluent Discharge Modulating Discharge Orifices Vault Inlet Ports Filter Cartridge Effluent Filter Orenco Systems® Incorporated 814 AIRWAY AVENUE SUTHERUN, OREGON 97479-9012 TELEPHONE; (541) 459-4449 FACSIMILE: (541) 459-2884 TANK SPECIFICATIONS f CAPACITY REQUIRED AT CDUq-X,1;75 X (30 HOURS/24 HOURS) = 656 GALLONS REQUIRED TANK(S) AT CDU = 1000 -GALLON, TWO-COMPARTMENT, CONCRETE SEP7P TANK WITH AN EFFLUENT FILTER ON OUTLET. CAPACITY REQUIRED AT MAIN RESIDENCE = q X 1.75 X (30 HOURS/24 HOURS) 3982_ -GALLONS REQUIRED TANK(S) AT MAIN RESIDENCE = 2500 -GALLON, SINGLE COMPARTMENT, CONCRETE SEPTIC TANK FOLLOWED BY 20.00 -GALLON, TWO-COMPARTMENT, CONCRETE SEPTIC TANK WITH AN EFFLUENT FILTER IN THE SECOND COMPARTMENT TYPICAL PLAN VIEW - N.T.S. LIN" TRL_r,v%.oi iL%.j nRcPQVAT10NIivFZl.7 PIPPC (TVP 1 QUICK4(TM) ;:NIr) rgPS INFILTRATOR(R) QUICK4(TM) CUT SHEET 12" 34" DZ" 48" (EFFECTIVE LENGTH) ��----•viii ,�• _ DESIGN 7 -BEDROOM MAIN RESIDENCE, X6000 SF =1820 GALLONS PER DAY 2 -BEDROOM CDU, >700 SF = 300 GALLONS PER DAY TOTAL LOADING = q = 2120 GALLONS PER DAY PERCOLATION RATE = 23 MINUTES PER INCH CALCULATED AREA = ((1.75 X q) X sgrt 23) / 5 = 3559 SF REDUCTION OF 50%=1780 SF TRENCH SPECIFICATIONS WIDTH OF TRENCHES = 3 FEET = 1 CHAMBER LENGTH OF TRENCHES = 92 FEET = 23 CHAMBERS TOTAL NUMBER OF CHAMBERS = 184 PROPOSED INFILTRATIVE AREA = 1816 SF EIGHT TOTAL TRENCHES 141 CROSS SECTION OF TYPICAL CHAMBER -TRENCHES 4" SDR 35 PVC OBSERVATION/VENT PIPE WITH CAP BACKFILL SLOPE FOR DRAINAGE--- -y 4' MAX 6' MIN. I 2' MIN INFILTRATOR(R) -EXTENT OF QUICK4(TM) EXCAVATION CHAMBER, 3'X 4' SCARIFY SURFACE TRENCHES MUST BE LEVEL NOTES: TRENCHES MUST BE ANGLED TO FIT TOPOGRAPHY AND TO MINIMIZE REMOVAL OF EXISTING VEGETATION. INFILTRATOR(R) QUICK4(TM) CHAMBERS ARE CONSTRUCTED WITH A PIVOT POINTS FOR THIS PURPOSE. THE SLOPE AT THE PROPOSED DRAIN FIELD IS APPROXIMATELY 5% TO THE WEST. VEGETATION CONSISTS OF A FULL COVER OF NATIVE GRASSES. LIMITATIONS - THESE PLANS MUST BE USED IN CONJUNCTION WITH LETTER AND SOILS DATA FORM PROVIDED. THE DESIGN IS BASED UPON INFORMATION SUBMITTED. IF SOIL CONDITIONS ENCOUNTERED ARE DIFFERENT FROM CONDITIONS DESCRIBED IN REPORT, ALL SERVICE SEPTIC L.L.C. SHOULD BE NOTIFIED. ALL DWS CONSTRUCTION MUST BE ACCORDING TO COUNTY REGULATIONS. THE INSTALLER SHOULD HAVE DEMONSTRATED KNOWLEDGE OF THE REQUIREMENTS AND REGULATIONS OF THE COUNTY IN WHICH THEY ARE WORKING. THE COUNTY AND ALL r SCALE 1"=20' NORTH THE LOCATION OF EXISTING AND PROPOSED IMPROVEMENTS SHOWN ARE NOT THE RESULT OF A PROPERTY SURVEY. THE LOCATIONS ARE APPROXIMATE. IT IS THE HOMEOWNERS DUTY TO ENSURE ALL CONSTRUCTION AND IMPROVEMENTS LOCATIONS ARE ACCURATE. ALL SETBACK DISTANCES SHOULD BE CONFIRMED PRIOR TO EXCAVATION. _ FUTURE �AR,N/HALL O O I ---- CLEANOUT 4" PVC SEWER LINE 96" S ETBAa TO J— �`,,,__--CREIEK SNOWMASS CREEK ALL SERVICE septic, LLC PO BOX 2844 GLENWOOD SPRINGS, CO 81602 970-618-5033BRIDGEHOUSE MAT' L 8 —2000—GALLON 2—COMPARTMENT PRECAST CONCRETE SEPTIC TANK WITH EFFLUENT _FILTER ON OUTLET FIVE CHAMBER'QUICK-4'TRENCHES EACH TRENCH MUST HAVAE 16 CHAMBERS FOR A TOTAL OF 80 CHAMBERS AND 790 SF OF INFILTRATIVE AREA PARCEL B, SNOWMASS CREEK SUBDIVISION SNOWMASS, q) 2 Compartment Septic Tank with 4" Dia. Biotube° Effluent Filter PVC Splice Box w/Cord Grips PVC or Concrete Risers with Grommet(s) Fiberglass Gasketed Lid with (bond to tank adapter with recommended adhesive) Stainless Steel Bolts Slope Ground Away From Risers Conduit to Filter Cartridge Handle VWAlarm Panel(field cut to desired height) Conduit Seal=..: Tank Adapter (cast or bolted) Inlet Tee Vent Orifice Effluent Discharge „ Liquid Level 2 High Level Modulating Discharge Orifices Alarm Float (optional) Vault Inlet Ports Filter Cartridge Effluent Filter Orenco Systems Incorporated 814 AIRWAY AVENUE SUTHERLIN, OREGON 97479-9012 TELEPHONE: (541) 459-4449 FACSIMILE: (541) 459-2884 CAPACITY REQUIRED AT BARN = q X 1.75 X (30 HOURS/24 HOURS) = 1969 GALLONS REQUIRED TANK(S) AT BARN = 2000 -GALLON, TWO-COMPARTMENT, CONCRETE SEPTIC TANK WITH AN EFFLUENT FILTER ON THE OUTLET. TYPICAL PLAN VIEW — N.T.S. CONCRETE DISTRIBUTION nRCFQ\/ATlnNl/\/PNT PIPPc (TVP 1 INFILTRATOR(R) QUICK4(TM) CUT SHEET 52" 48" (EFFECTIVE LENGTH) 12" 11411 CROSS SECTION OF TYPICAL CHAMBER—TRENCHES 4' MAX 4" SDR 35 PVC OBSERVATIONNENT PIPE WITH CAP AIIIIIAT1F01 EXTENT OF EXCAVATION TRENCHES MUST BE LEVEL BACKFILL SLOPE FOR DRAINAGE,_,., 2' MIN INFILTRATOR(R) QUICK4(TM) CHAMBER, 3'X 4' IFY SURFACE DESIGN NOTES: BARN / HALL WITH BATHROOM FACILITIES TOLIETS @ 25 GPD / SINKS @ 5 GPD. ESTIMATE AT 30 PERSONS PER DAY TRENCHES MUST BE ANGLED TO FIT TOPOGRAPHY AND TO TOTAL BARN LOADING = 900 GPD MINIMIZE REMOVAL OF EXISTING VEGETATION. INFILTRATOR(R) QUICK4(TM) CHAMBERS ARE CONSTRUCTED WITH A PIVOT POINTS FOR THIS PURPOSE. TOTAL LOADING = q = 900 GALLONS PER DAY PERCOLATION RATE = 24 MINUTES PER INCH CALCULATED AREA = ((1.75 X q) X sgrt 24) / 5 =1544 SF REDUCTION OF 50% = 772 SF TRENCH SPECIFICATIONS WIDTH OF TRENCHES = 3 FEET = 1 CHAMBER LENGTH OF TRENCHES = 64 FEET = 16 CHAMBERS TOTAL NUMBER OF CHAMBERS = 80 PROPOSED INFILTRATIVE AREA = 790 SF FIVE TOTAL TRENCHES 001 VIA 1 13 MIN THE SLOPE AT THE PROPOSED DRAIN FIELD IS APPROXIMATELY 5% TO THEWEST. VEGETATION CONSISTS OF A FULL COVER OF NATIVE GRASSES. LIMITATIONS - THESE PLANS MUST BE USED IN CONJUNCTION WITH LETTER AND SOILS DATA FORM PROVIDED. THE DESIGN IS BASED UPON INFORMATION SUBMITTED. IF SOIL CONDITIONS ENCOUNTERED ARE DIFFERENT FROM CONDITIONS DESCRIBED IN REPORT, ALL SERVICE SEPTIC L.L.C. SHOULD BE NOTIFIED. ALL OWS CONSTRUCTION MUST BE ACCORDING TO COUNTY REGULATIONS. THE INSTALLER SHOULD HAVE DEMONSTRATED KNOWLEDGE OF THE REQUIREMENTS AND REGULATIONS OF THE COUNTY IN WHICH THEY ARE WORKING. THE COUNTY AND ALL SERVICE SEPTIC L.L.C.MUST VIEW INSTALLATION 'w,'roject No. 08-01-06