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Home My WebLink About700 Timber Spring Dr - 194136100016Work Classification: NewPermit 2668 RIVIERA MANOR WESTON FL 33332- Address Owner Information Permit Status: Active Project Address 194136100005 Permit Type: OWTS Permit Permit NO. OWTS-4-09-3023 Expires: 10/29/2009 Issue Date: 7/1/2009 Parcel No. 000700 TIMBER SPRINGS DR EDWARDS, CO Private Wastewater System Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970)328-8755 Fax: (970)328-8788 Phone: (954)349-0007 Cell: Inspection For Inspections call: (970) 328-8755 Inspections: IVR OWTS Partial Inspection 093 OWTS Final Inspection 095 PhoneEngineer(s) (970)926-9088LKP Engineering, Inc Contractor(s)Phone Primary ContractorLicense Number DEFINA CONSTRUCTION CO (970)328-0900 YesOWTS INSTALLER AND CLEANER JIM & MARY CHEN JMCG, LLC Permitted Construction / Details: The system consists of an Eliminite TANC 4000 and 2188 square feet of absorption area via 1094 lineal feet of Geoflow dripline spaced 2 feet apart with emitters at 2 foot intervals. Install as specified on the LKP design dated June 29, 2009. Do not cover any portion of the system prior to inspection by the design engineer. The engineer must certify the system prior to occupancy. Provide a service contract prior to occupancy. Issued by: Environmental Health Department, Eagle County, CO July 02, 2009 Date Customer Copy Terri Vroman CONDITIONS: 1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT 2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN C.R.S. 25-10-101, et seq., AS AMENDED 3. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT 4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED Work Classification: NewPermit 2668 RIVIERA MANOR WESTON FL 33332- Address Owner Information Permit Status: Active Project Address 194136100005 Permit Type: OWTS Permit Permit NO. OWTS-4-09-3023 Expires: 10/29/2009 Issue Date: 7/1/2009 Parcel No. 000700 TIMBER SPRINGS DR EDWARDS, CO Private Wastewater System Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970)328-8755 Fax: (970)328-8788 Phone: (954)349-0007 Cell: Inspection For Inspections call: (970) 328-8755 Inspections: IVR OWTS Partial Inspection 093 OWTS Final Inspection 095 PhoneEngineer(s) (970)926-9088LKP Engineering, Inc Contractor(s)Phone Primary ContractorLicense Number DEFINA CONSTRUCTION CO (970)328-0900 YesOWTS INSTALLER AND CLEANER JIM & MARY CHEN JMCG, LLC Permitted Construction / Details: The system consists of an Eliminite TANC 4000 and 2188 square feet of absorption area via 1094 lineal feet of Geoflow dripline spaced 2 feet apart with emitters at 2 foot intervals. Install as specified on the LKP design dated June 29, 2009. Do not cover any portion of the system prior to inspection by the design engineer. The engineer must certify the system prior to occupancy. Provide a service contract prior to occupancy. Office Copy July 02, 2009 Issued by: Environmental Health Department, Eagle County, CO Date Terri Vroman CONDITIONS: 1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT 2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN C.R.S. 25-10-101, et seq., AS AMENDED 3. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT 4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED Department of Environmental Health Eagle (970) 328-8755 Fax: (970) 328-8788 El 3ebel (970) 704-2700 TOLL FREE: 800-225-6136 EAGLE COUNTY P.Q. Box 179 500 Broadway Eagle, CO 81631 www.eaglecounty.us APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ISDS Permit # q-0-30--23 Building Permit # INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED) FEE SCHEDULE APPLICATION FEE $373.00 This fee includes the ISDS Permit, Site Evaluation (Percolation Test, or Soil Profile Observation) and Final Inspection. Additional fees may be charged if a re -inspection is necessary, or a pre -construction site visit or consultation is needed. The re -inspection fee is $55.00. Make all remittance payable to: Eagle County Treasurer. Property Owner: Phone: 95-. 873 /99S Mailing Address: ,2 R�OtE WE570A) fl . Applicant/Contact Person: ASE,l�1L1 Phone: 97a 3-ZB 379 2- Licensed Systems Contractor: fIN Cp,�7K�C7�o�J License # -57- p -1 Company/DBA: , /,U Phone: 270 3 2.8 372 2- Mailing Address: PR Z01y -}1'43 - 646,66 C O :?/6 3 J Permit Application is for: New Installation F Alteration r' Repair Location of Proposed Individual Sewage Disposal System: Legal Description: T�316ER Sp!?I�6S /_o7. 2. Tax Parcel Number: 1 941- 361-0o -Oo6" Lot Size: 35, 091 �9cres Assessor's Link: www.eaalecounty.us/Datie/ Physical Address: 700 71'1248ER SPRINb S D� Building Type: F;/Residential/Single Family Number of Bedrooms: [- Residential/Multi Family Number of Bedrooms: F- Commercial/Industrial* Type of Use: *These systems require design by a Registered Professional Engineer Type of Water Supply: Private Well (- Spring j- Surface g" Public If Public Name of Supplier : Applicant Signature : Office Only Use v _ -------------------------------------------�....�� s Amount Paid: �73 �� Receipt#: Check#: Date: May 4, 2011 Andy Schifanelli ASE, Inc. P.O. Box 4443 Eagle, CO 81631 E-mail: aseinc@vail.net RE: Inspection of Septic System Installation Chen Residence Lot 2, Timber Springs 0723 Timber Springs Drive Eagle County, Colorado Project No. : 09007- OWTS -4-09-3023 Dear Andy: Following is the report for the inspection of the installation of the Eliminite/Geoflow septic system at the Chen Residence. The system was designed for a seven-bedroom residence, and it was constructed on Lot 2, Timber Springs, 0723 Timber Springs Drive, Eagle County, Colorado. Defina Construction, installed the system in overall compliance with the septic system design, Drawing No. 09007SD-Elim.DWG, last dated 6-16-2010, and as shown on the attached as-built sketch. They installed a 2000-gallon, two-compartment, precast concrete septic tank, followed by an Eliminite 120C also in a 2000-gallons two compartments, precast, concrete septic tank. Both tanks were by Copeland Concrete. A cleanout was installed on the building sewer line, between the house and the septic tank. The supply line and flush lines for the Geoflow leachfield were one-inch-diameter, sch40 PVC. The absorption area consisted of about 1100 lineal feet of Geoflow drip tubing with emitters at two-foot intervals in a configuration as shown on the attached as-built sketch. The Geoflow lines were spaced at two-feet or more apart. The system was tested and put into operation by Don Odell with Septic Smart, LLc, and his letter of the system start up is attached to this report. Future maintenance of the system will also be provided by Don Odell. If you have any questions, please do not hesitate to call. Sincerely, LKP Engineering, Inc. Luiza Petrovska, PE President Enclosure cc: Eagle County Environmental Health Department, Terri.Vroman@eaglecounty.us J:\_WP X4-LKP\2009\09007osiElimGeo.wpd P.O. Box 2837, Edwards, CO 81632 Tel (970) 926-9088, Fax (970) 926-9089 Septic Smart, LLc. PO Box 9238, Avon. CO. 81620 LKP Engineering Inc. PO Box 2837 Edwards, CO. 81632 If you have any additional question please contact me by cell, 970-343-0229. Thank you. Septic Smart, LLc Donald Odell 5/27/2011 Dear Louiza, Please accept this letter as confirmation that the Eliminite OWS equipment was started as requested by LKP Engineering for the following project: JMCG, LLc Residence, Lot 2 700 Timber Springs Road, Cordillera, Edwards, Eagle County Colorado. 81632 Septic Smart LLc, did not design, sell, or install any of the components for this OWS system. We were able to observe there is a septic tank, an Eliminite treatment unit and a drip dispersal system that all appear to have been installed correctly. The power was turned on and we tested the pumps and control panel which seemed to function properly. We verified that the effluent did make it to and pressurized the drip area. All indications are that the system was working as it should be at the time of our visit and is ready for use. Septic smart will be signing an Operation and Maintenance service agreement with the owner as required by State and County Health Codes. v ecc Hr_PW01?TH-Pfi,WLAK GEO'r[XIINICAL April 16, 2009 Jim and Mary Chen 2668 Rivera Manor Fort Lauderdale, Florida 33332 1 lepw('i 11w. R C". 1A wwk'r 188 QiNr(knne, (Aon�do 1 0498 Job No. 408 196A Subject: Revised Onsite Wastewater Treatment System Design Transmittal Letter, Proposed Residence, Lot 2, Timber Springs, Eagle County, Colorado. Dear Mr. and Mrs. Chen: As requested,'14epworth-Pawlak Geotechnical Inc. has prepared a revised. Onsite Wastewater Treatment System. (OWTS) Design for the subject property. Our original design dated June 26,2008 was revised to allow for a seventh bedroom and to accommodate for the required 96 foot setback to the stream at the site, You will find two copies of the OWTS report for the property attached to this transmittal letter. Prior to installation of the OWTS you must obtain the required permit from the Eagle County Environmental Health Department. Once the pern-tit is obtained you may commence construction of the OWTS. Eagle County requires that an As -Built evaluation. of engineered OWTS designs be performed by the OWTS design engineer. The As -Built evaluation was included in our invoice for the original design dated. June 26,2008. The included As-Builtevaluation .fees assume only one visit to the site will be necessary. Additional. site visits will. be billed on a time and materials basis. Weshould be contacted to perform the OWTS As-, Built evaluation a minimum of 48 hours before you are ready.for the evaluation. Prior to evaluation, all OWTS components should be installed including: septic tank, dose tank, pump and vault, wiring, alarm, control panel, sewer pipe, cleanouts, effluent pipe, inlet and outlet tees, Infiltrator chambers and distribution and manifold piping. No components of the OWTS should be backfilled prior to our performing the OWTS As -built evaluation, Please feel free to contact us if you have any questions. Sincerely, HEPWORTH - PAWLAK GE OTECHNICAL, INC. Jason A. Deem Project Geologist Reviewed by: GWB Attachments OWTS Design, Lot 2, Timber Springs (2 copies) cc: Jon. Keiscr TAB Associates (email only) Andy Schifanelli (email only) Glenwoo,xi Sl)dngs 970-9457988 a Parker 303-841-7119 0 ('oloradlo Sprin.�'s 7Ito ,633,5,562 H9 FIEPWORTH PAWLAK GEOTECCHNICAL REVISED ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED RESIDENCE LOT 2,TIMBER SPRINGS EAGLE COUNTY, COLORADO JOB NO. 408 196A APRIL 16,2009 PREPARED F OR: JIM AND MARY CHE N 2668 RIVERA. MANOR FORT LAUDERDALE, FLORIDA 33332 9'0"945-"988 �� 1',arker,`03-84t-7119 1 3 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY...... ...................................................................... . I - SITECONDITIONS........................................................................................................ I - SUBSURFACE CONDITIONS......................................................................................- I - PERCOLATIONTESTING ................................ ................... ....................... I .................. - OWTSANALYSIS..................................................................................................... 2- SEPTICTANK......, .. .......................................................................................... 2- DOSINGPUMP ........................ ................................................. ...................................... 3- AUTOMATIC DISTRIBUTING VALVE.....................................................................- 4- SEWERAND EFFLUENT PIPING...............................................................................- 4 - ABSORPTIONAREA............................................................................................... 5- SUBSURFACE DRAINAGE...................................................................................... 6 - OWTSMAINTENANCE....................._.............................,........,................................... 6- LIMITATIONS............................................... :................................................................ 7 - I+1GUItES FIGURE 1 - OWTS SITE PLAN FIGURE 2 - ABSORPTION AREA CALCULATIONS FIGURE 3 - ABSORPTION AREA PLAN VIEW FIGURE 4 - CROSS SECTION OF ABSORPTION AREA ATTACHMENTS VALLEY PRECAST SEPTIC TANK DETAILS (2) ORENCO PF3005 PUMP PERFORMANCE CURVE SUBSOIL STUDY FOR FOUNDATION DESIGN, JOB NO. 108 205A, MAY 30, 2008 Job No. 408 196A Ge}'crPi'ech - I - PURPOSE AND SCOPE OF STUDY As requested, Hepworth-Pawlak Geotechnical, Inc. has revised our design of the Onsite Wastewater Treatment System (OWTS) based on the Long Terin Acceptance Rate (LTAR) of the subsoils for the proposed residence located at 0723 Timber Springs Drive in Eagle County, Colorado. We previously designed an OWTS for the site dated. June 26, 2008, Job No. 408 196A; however, a seventh bedroom has been added and the setback to the stream cannot be met in the previous location. The study was conducted in. accordance with our written agreement to you dated April 30, 2008. The data obtained and our OWTS design recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. The project site slopes moderately to very steeply down to the southeast. The site is approximately 35 acres in size. A stream is located along the eastern boundary of the site. � 1 -� �ijol Water service will be provided to the proposed seven bedroom.residence by an onsite I water -well. Due to the large design I -lows for the OWTS, the absorption area must maintain. a 96 foot setback to surface water and a 146 foot setback to wells. The setback --- ------------ �k- - - --- I may be reduced to a minimum of 10 feet for lined ponds and landscaping features that may be planned at the site. The proposed residence will. be a two story wood frame building constructed over a combination of structurally supported floors over crawlspace in. non -basement areas and a slab -on -grade in basement and attached garage areas. lauffau R RX-91 WIMMIM The soils exposed in the profile boring consist of about one foot of topsoil overlying silty, sandy, gravelly clay with scattered cobbles to the depth explored of 9 feet below the adjacent ground surface. A graphic log of the subsurface conditions encountered in the profile boring is provided in the attached Subsoil Study for Foundation Design dated May 30, 2008, Job No. 108 205A. Job No, 408 196A G99ter-h -2- PERCOLATION TESTING Percolation tests were conducted on May 18, 2008 by a representative of our Glenwood Springs Office to evaluate the percolation rate of the natural soils at the site. One profile boring and three percolation test borings were drilled at the approximate locations shown in the attached report. The test holes were soaked with water for 8 to 24 hours prior to testing. The soils exposed in. the percolation test holes were similar to those observed in the profile boring. Percolation tests were performed at depths ranging from about 13 to 24 inches below the adjacent ground surface. The average soil percolation rate is 118.4 minutes per inch, which corresponds to a long term acceptance rate of 0.72 gallons per square foot per day based on Eagle County requirements. The percolation test results are presented in the attached report. OWTS ANALYSIS Based on the subsurface conditions encountered and the percolation test results, the tested area is suitable for an OWTS utilizing the shallow soils for the treatment and dispersal of effluent. A site plan showing the proposed OWTS, existing water well, proposed residence, building envelope, and the minimum horizontal setback distances of site features relative to the OWTS components is shown on Figure L The OWTS was designed for a total of seven bedrooms. All materials and installation should meet the requirements of the current Eagle County Land Use Regulations for Individual Sewage Disposal Systems (ISDS). SEPTIC TANK A concrete 2,000 gallon, two chamber Valley Precast septic lank, or equivalent, will be used for primary treatment of sewage from the residence. The septic tank will be followed by a 500 gallon, Valley Precast dose tank, or equivalent, equipped with a submersible effluent pump enclosed in a Biotube pump vault. A copy of the Valley Precast tank details have been provided. as attachments. Sewage will gravity feed from the proposed residence to the septic tank. and effluent will. be dosed to the absorption. trenches by the effluent purnp. Job No. 408 196A G99tech -3- If the septic tank access riser lids will be installed at grade, with no backfi 11 cover, then the lids should be insulated with foam insulation board to provide frost protection. Tile 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 switchshould be installed in the dosing tank 3 to 6 inches 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 pump vault should be extended up to within reach of the septic 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 top of the septic tank 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 OWTS design should it appear that a deep tank installation involving more than 4 feet of backfill soil over the top of the septic tank -,Vill be required. DOSING PUMP An Orenco P173005, 115 volt, submersible e0luent pump with a 1.25 inch diameter discharge assembly, or equivalent, is suitable for dosing of effluent to the OWTS absorption area. Due to the cylindrical design of the PF3005 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 46 feet and that the length of the effluent transport pipe to the furthest set of trenches does not exceed 197 feet. An equivalent high -bead pump must be capable of providing a flow rate of 24.5 gallons per minute and 68.2 feet of total dynamic head. 'rhe 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 110 gallons. The actual dose volume is about 101 gallons, assuming an effluent drainback volume of about 9 gallons in the transport pipe. At this dose volume the absorption area will be dosed about 16 times per day at the design flow. Job No. 408 196A -4- AUTOMATIC DISTRIBUTING VALVE Due to the size and configuration of the proposed absorption trenches, kin Orenco V6605 automatic distributing valve will be used to alternate doses of effluent to five zones in the absorption area. The automatic distTibuting valve will also ensure that effluent is equally distributed throughout the absorption area. Each zone will consist of Uvo trenches connected with a manifold. The valve should be installed in an insulated sprinkler box, such that it is serviceable and insulated frown frost. The transport pipe from the pump to the valve must slope at 2% minimum away from the valve such that effluent drains back to the dose tank when the pump finishes each cycle. Improper drainage could cause standing water to freeze in the transport line. The manifold outlet pipes from the valve to each absorption zone must also slope away from the valve at a minimum slope of 2% for the valve to function properly, A high head effluent, pump, such as the Orenco PF3005, and screened effluent is also required for the valve to operate properly. Each valve has clear sections of manifold outlet pipe so that the valve, can be inspected at least once per year to ensure that it is alternating doses to each absorption area zone. SEWER AND EFFLUENT PIPING The sewer line ftom 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. The sewer pipe should be adequately bedded in 1/4 inch or smaller washed or screened aggregate or native soils provided that the native soils contain no angular rocks or rocks larger than 2 V2 inches in diameter. Backfill of aggregate or native soils must be compacted to prevent settlement of the pipe. The sewer pipe should be installed in landscape areas with at least 48 inches of soil backfill covering the pipe, or the pipe should be insulated on the top mid sides with 2 inch thick rigid foam insulation board for frost protection. Beneath driven surfaces we recommend using Schedule 40 PVC sewer pipe. The pipe should be insulated if it will be installed with less than 48 inches of backfill soil cover, Job No. 408 196A G95bech -5- We recommend using 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 pipes 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 leng-th.We recommend Ili -it a straight section of pipe be installed between theresidence foundation and the septic tank. 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 hell) 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 property bedded to reduce settlement in the pipe. Sags in the transport pipe will increase the risk. of effluent free -zing. ABSORPTION AREA The soil. absorption area is designed to be 1,100 square feet and will consist of 1.0 absorption trenches containing a total of 110 Infliltrator Quick 4 Standard chambers. Four � X trenches will have 10 chambers, four trenches will have 1.1 chambers, and two trenches - will have 13 chambers.. A 6 foot minimum separation must be n-mintained between the edge of one trench to the edge of the adjacent trench. Each chaniber was given 10 square .feet of absorption area per Eagle County guidelines, A 50%reduction was -applied for use of Infiltrator Quick 4 Standard chambers in a trench configuration. Absorption, area calculations are shown, on Figure 2. The absorption trenches should be excavated to the approximate depths shown. on Figure 4. Care must be taken during installation to ensure that the soils exposed in the bottom and sidewalls of the trench excavation. are not compacted. Once the trench excavations are complete, they should be left open, if necessary, to allow the soils to air dry prior to placement of the chambers and distribution Job No. 408 196A . G99bech I M, pipes. Once the soils have air dried, if necessary, the bottom and sidewalls of the excavation should be scarified prior to placement of the aggregate and piping. The on -site soils can. be used as backfill over the chambers and should be graded to deflect surface water and. precipitation away from the absorption area. We recommend the soil backfill be re -vegetated as soon as possible With a grass which is common to the ,vicinity or suitable equivalent. It is important not to plant large vegetation or vegetation. with invasive roots in and around the absorption area and manifold piping as the roots may damage piping. Combination air vent/inspection ports should be installed at each end of each. absorption trench. The ports should be constructed of 4 inch diameter PVC pipe installed into the knockouts provided on the tops of the Infiltrator chambers. The ports should extend a minimum of 8 inches above the ground surface and should have ventilated removable caps. The absorption area chambers and distribution piping; layout is shown on Figure 3. All materials used and. installation methods should meet the requirements of the current Eagle County Land Use Regulations for Individual Sewage Disposal Systems SUBSURFACE DRAINAGE No free water was encountered in the profile boring when observed on May 18, 2009, and it is our opinion that a subsurface drain will not be required. If free water is encountered in any excavations on the site we should be notified to re-evaluate the need for a subsurface drain to protect the absorption area. OWTS MAINTENANCE The OWTS 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, &neases, 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 tip gradient of it should not be watered by Lawn irrigation systems or other means as the soils Job No- 408 196A C-99tech -7- 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.riecessary. We recommend that an operation andmaintenance manual be developed for the OWTS. The OWTS should be operated and maintained as stipulated. in The manual. If you. desire our services, we can prepare the operation. and maintenance manual for the OWTS. LIMITATIONS This design has been conducted in accordance with generally accepted 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 profile boring and percolation test holes excavated at the approximate locations and depths shown. 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 boring and percolation test holes and variations in the subsurface conditions may not become evident until excavation. is performed. If conditions encountered. (luring 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 OWTS does not violate any setback requirements of the current Eagle County Environmental Health Department's ISDS regulations. The staked locations of the OWTS components are approximate and not for construction. We recommend that the position of the OWTS components, proposed residence, proposed water well. and setback requirements be verified in the field by a Professional Land Surveyor licensed in the State of Colorado. Eagle County requires that an As -Built evaluation of engineered OVVTS designs be performed by the OWTS design engineer. The As -Built evaluation was included in our invoice for the original design dated June 26, 2008. The included As -Built evaluation fees assume only one visit to the site will be necessary. Additional site Job No. 408 196A G95bech visits will be billed on a time and materials basis. We should be contacted to perform the OWTS As -Built evaluation a minimum of 48 hours before you are ready for the evaluation. Prior to evaluation, all OWTS components should be installed including: septic tank, dosc tank, pump and vault, wiring, alarm, control panel, sewer pipe, cleanouts, effluent pipe, inlet and outlet tees, Infiltrator chambers and distribution and manifold piping. No components of the OWTS should be backfilled prior to our performing the OWTS As -built evaluation. Please contact us for any necessary revisions or discussion after review of this report by the Eagle County Environmental flealth Department. If you have ally questions, or if we .May be of.forth. er assistance, please let us know. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Jason Deem Project Geologist Reviewed. by: George W. Beneeke 111, P.E. Associate Job No. 408 196A ¢ off[ a a. a. a:_ W yO O Q ~ n LL CL y �MOMz^�-�� `v ��w_ �•. \ \ \ \ `.p ^^ Lc<v „^\ QQLEI\\.�\ \ aoF` \ \\\.•`^O �.\\� 0_3A wQ OTWw Z�a \\.. J\ad>N a-) CL ' J,<Q Cn Cn r ` \• ` `' 1Z O Z z \� , \ 'Q O c7 W O'`w=mmu- \~\ \`'- 'ZaJmLu � r\ 05 f- 11 a �% J F (n W \ cp \\ \\\ \w\ `ILWW -jzzm� , zo 'waa��zm v O�QzzwW \v y `� ,,,�.-�--:. \ \ � \ \�`\ •\ . J F '' r� • -w w w sWi. W¢ �wz \\ r. I.w18' \♦ \ _.. ,..n�., f% Z�o ..,ter.,wi}-�• \, -4 w`•y 5C 68vc 1 �^ Lu Rlahs__ f _ N woz y \: m `,. ••- ems. � -\ w X \ \ `` \ \ \• \ ..� .._..._.. — •III _.... _. \ -- --- �� \ '\ \. ---------------__ •ate OWTS ABSORPTION AREA CALCULATIONS In accordance with the current Eagle County Laud Use Regulations forindividual Sewage Disposal Systems, the required absorption area was calculated as follows: Q = (Li(B)i��(i•5) TOTAL DESIGN.FLOW: ._ F — A VERA GE FLOW PER PERSON = 75 GALLONS PER DAY B = TOTA L NUMBER BEDROOMS = „ ..._ _ ..... N = ESTIMATED NUMBER OF PERSONS PER BEDROOM = 2 CONSTANT ESTIMATED DESIGN FLOW EQUALTO150%OFAVERAGE DAILY SEWAGE FLOW = _. 1.5'GALLONSPER DAY Q — TOTAL DESIGN FLOW = 1575. GALLONS PER DAY ................................. ._.,,. ABSORPTION AREA CALCULATIONS' PERCOLATION RATE— 18.dMINUTES PER INCH ............ LTAR=LONGTERM ACCEPTANCE RATE= 072 GALLO IS PER DAY ............ PERSQUAREFOOT ......... A LTAR A= ilM'L\ILiIIABSORPTIO\'ARF AGGREGATE SIZE= 2I88 SQUAREFEET ABSORPTION AREA REDUCTIONS _....... .................... REDUCTION FACTOR FOR USING CHAMBERS IN A TRENCH = ......... 0.5. MINIMUM ABSORPTION AREA SIZE WITH REDUCTION= 1094`SQUAF<EFEET ABSORPTION TROWH CONFIGURATION',, ...... AMOUNT OF ABSORPTION AREA GIVEN TO EACH CHAMBER= lO SQUARE FEET MINIMUM NUMBER OF CHAMBERS = 110; CHAMBERS M BER OF TRENCHES = .. ......... - I0' AVERAGE NUMBER OFCHAMBERS PER TRENCH (4TRENCHES WITH 10, 4 TRENCHES WITH II, 2 TRENCHES WITH 13 = ... 1 I TOTAL NUMBER OF CHAMBERS = 110, A= ACTUAL ABSORPTION ARE -i AGGREGATESIZE= 1100 SQL'r1REFEET NOTE: L INFILTRATOR QU ICK4 STANDARD CHAMBERS WILL BEUSED 5 408 196A I GEOUtech I LOT 2, TIMBER SPRINGS FIGURE 2 HEPWORTH-PAWLAKGEOTECHNICAL ABSORPTION AREA CALCULATIONS CO W W w > 0 � z Z Z a: i= 1-L a. 0 Z I- C_ w Q. /U/�� = W Y/ Y W Di 0 2 a_ - 0 1: W ¢ = co Q Q_Lu cc � > >wWUZ = O¢OagzUO. U J0 JZLL d03 -w gZI a PO ZO Om a- W JOF-�~SQLL >>1 0-WLLccn1-O oco0oW Lo c�JJO W C_C 1- C O¢ ro ¢JJQO7.J-ZZ.In dUZOzm ul0 O m<.m J Q O] �>wu: >cr Z_ W OO coS- T LLJ u�w 00¢z0 a-W ZSd z ¢ ao ¢> 0 W m W Q Z U-. 3 00 Z o Q W O�fnU W W W 00 W WwOWgn. J>I--H� n.7 FOCnLLO> �' ¢_ W w 0 0 O tjZSCO Qa ~OF-aW a.ZvUi-i-'SSd(D0 VJ z Z J J U) cc W � W = W to Z S mwa- W Z O aOWUWU Z~mh _ Z9LL 000-0 _ pCC W�OtWi cn _ CO LLQWO'^v VNa ' F WW �o Wm0- Lij UJ _ � 6< LUZW O� U MQUU'J U C. QQ __ _ ZZ W LLJ ~ W w Q CO _- LL w 0 Z0ZmzZW ZW __ _ >�ILJ CL Z Lo Q W 5 O �. Z < Z N --- _ _. W¢ Z JO U 4ZcO007 --_ N�v ¢_ W ¢ W¢ .> _ LLJ 2 J W W O�WOaOC7 z -_ _ za¢z i 5z w :ndwz W d m ZOa 0aa _ �n�c30 Zu.0 p W Yw '-- m - O - 0 Q �GLL U CO- - O - - - O Z J OJ U ¢ U Q¢ _ _ W CLZ 2m W _ z cc L- � LD `D - F Z m d _ _ << tL W w Z > 0- z�iw MEO LO D 0 O N ❑ ? W ZC.�Z. P¢ Z� >>QUO wU.O Jp ZFi Q W W p a p - Z w U O w - CC)000� U°nW0 `S UW -_ OQ~W m Q w5Ow¢0p IW-c0 WOO c7p¢Dmoa¢O U '�z Wi) wr o Q0 Z - M. W �jQZown owU Qr w O v Z of 6 1,5 INCH DIA. SCH. 40 PVC TRANSPORT PIPE SLOPED AT 2% MIN. TO DRAIN TO TEE MANIFOLD 2% MIN. SLOPE INFILTRATOR QUICK 4 STANDARD CHAMBER AND END PLATE NOTES: 1. ALL PVC PIPING MUST SCHEDULE 40. 2. ALL MATERIALS AND INSTALLATION METHODS MUST MEET THE EAGLE COUNTY LAND USE REGULATIONS FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEMS. 3. INFILTRATOR QUICK 4 STANDARD CHAMBERS WILL BE USED. 4. TRENCH EXCAVATIONS MUST BE LEVEL AND SCARIFIED PRIOR TO PLACEMENT OF INFILTRATOR CHAMBERS. 5. MANIFOLD TEE MUST BE INSTALLED LEVEL TO ALLOW FOR EQUAL EFFLUENT DISTRIBUTION. 1 FOOT MIN. AND 3 FOOT MAX ONSITE COVER SOIL OVER INFILTRATOR CHAMBERS TRENCH EXCAVATIONS SHOULD BE LEVEL AND SCARIFIED PRIOR TO PLACEMENT OF CHAMBERS 1.5INCH DIA. TEE INSTALLED LEVEL 2% hiIIN. SLOPE TO DOWNHILL. TRENCH APPROXIMATE SCALE: 1 INCH = 3 FEET 408 196A t ch LOT 2, TIMBER SPRINGS FIGURE 4 HEPWORTH-PAWLA.KGEOTECHNICAL CROSS SECTION OF ABSORPTION AREA ROM 11V0111W]WIN-Ij 14411 �----!------------------------------------i r - - - - - - --- ---- -- - - -- I 20" Clear Access (Big Hole Lid & Riser) i i i t i 1 3 3 i i i 3 3 it f t i i_ 1 i I 1- 1 ----- ----------------------------------- ---_------_---_- _-___, Section View ;•Meets ASTM C-1227 spec including the new C-1644-06 for resilient connectors • 4000 psi concrete • Delivered complete with internal piping • PVC or concrete risers available • Can be ordered with a pump or dosing siphon installed 144t1 Digging Secs Invert Dimensions 14' Long x 9' Wide 56" below inlet Inlet Outlet Len rth. Width Height 56" 53" 144" 1 78" 68" Net Capacity Total Weight Inlet Side I Outlet Side Total 1,330 gallom 1 669 plinns 1 1.,999 gallons 1.5,4001bs Water & (719) 395-16764 28105 County Road 317 Wastewater P.O. Box 925 VALLEY • Systems pax: (719) 395-3727 Buena Vista, CO 81211 Products Website: http://valleyprecast.com/ n, •Service Email: frontdesk@valleyprecast.com i 20" Clear Access f (24" PVC Riser) Top .......� `l Co View i f i i 3 � I N -P Flexible Boot Section View Tank: •:•Meets ASTM C-1227 spec including the new C-1644-06 for resilient connectors • 4000 psi concrete ® Monolithic pour on bottom and top sections • Delivered complete with internal piping Service contracts available for maintenance Butyl Rubber Sealant Rump: • Lowers TSS amounts and improves effluent quality to field Estimated 25+ year life expectancy • Pumps are lightweight • Complete installation (wiring, panel, mounting and start-up procedures) • Complete warranty Digging Secs Invert Dimensions Net Capacity Total Weight 7' Long x 7' Wide 56" below inlet Inlet Outlet Length Width Hei lit 56" 72" 58" 58" 92" 522 gallons 6,1.70 lbs Water & (5-6764 28105 County Road 317 719) 39 Wastewater P.O. Box 925 fY VALLEY • Systems Fax: (719) 395-3727 Buena Vista, CO 81211 W •Products Website: http://valleyprecast.com/ Inc, • Service Email: frontdesk@valleyprecast.com .(A E m v Z Q o o V � m o �0 iE CLI N • OE 4) N t/) "a CD N .L L n. V0- C? W E ^m d ( a ( a cci m m w csi ar a a) d u U u e c v fD O CS O O O CD 0 0 0 0 0 0 0 0 it) 0 O tl: a r N Lq ch O ,a; 6 to to V N c C M to r r r of CO O r Z 2 ZL N d1 a w N U) tll N in U cina o cinv in O O. O. J c V J c L m J c O A T N> v cn ;- % E o c NJ - d UI m 'o N Y oa uY 0) U- f9 0 m toa N 0 J J U C Y (� J c V Q LL w tU tlS �— c`U 4) p o t C S a a a o `w n a a = v O a E o o w Q Z m c E^ fi S 1 0 co Q E Y r, CO to N N O O N O r D) C" c) CD - N N V * 0 to O to M O O Ln (V N CAD 0 m O Q O m O J m co d a a (z v E a y N m o m '� c V)) O o 0 m c m o o h 0) [i tJ ,� m 'O J N J c O O LL $ O Q o 0 a GI a s C l+ o o Q m z m =mot-? - °Tv� ° o� 'O c L E 2 o) a) N = m v Q1 ai tu s 3 a O F tU � o � FO.A.... F�:,QU, NDA PROPOSED LOTIJIM 0.723 .TIMBER U, AG'. a .0Ut 1 2 MANY 3Q; 08 fjtpwor'th-l'atykk Geotechliival, Im. 5020'Crikinty, Rwd 154 MOO: 9-7.0--.945,77988 ria-, 070,94.5,8454 ONVE IPA.DQ PPXI IA=l 1) FOR; AM. AND .MARY CREN I068 v ki-vit"la. , MANQR . FORT L Part,er 303-841,711.9 a ("ok-wadoSprings M-633-5562 e Silvertlic-mie 970-468-1989 TABLE Or CONTENTS PURPOSE AND SCOPE OF STUDY I ..... :........ ............ :...:..:..........:....:....................... - - PROPOSED CONSTRUCTION 1 .............................................:.................................... - - SITE.CONDITIONS ................. :........................ :.::....:..:......:.:..........:................:........ - 2- FIELDEXPLORATION............................................................................................ - 2- SUBSURFACE CONDITIONS :................................................. 2- ....................... :........ - DESIGN RECOMMENDATIONS ............................. ............ :......... ...:..................... :... FOUNDATIONS....................:.........:......:.....: .. ............... :................... ........... .......... FOUNDATION AND RETAINING WALLS - 3 - ........... ........................ :.........,.:..:.....: - 4 - FLOORSLABS ::: 5 .............. ............. ................................. ................................ :......... - - UNDERDRAIN SYSTEM ........... ....... .........:........... ....:.....:.....:..:..:............ :........... SITEGRADING - 6- ......................................................................:.:...........::...:.......... - 6- SURFACEDRAINAGE....-.......... 7- .................................................................... - PERCOLATION TESTING ....... :................ - LIMITATIONS........... ... .................................................................... - 8 - FIGURE I - LOCATION OF EXPLORATORY BORINGS AND PERCOLATION TEST HOLES FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 tluough 6 - SWELL -CONSOLIDATION TEST RESULTS TABLE 1 - SUMMARY OF LABORATORY TEST RESULTS TABLE 2 -- PERCOLATION TEST RESULTS PURPOSE AND SCOPE of STUDY This report presents the results of a subsoil study for a proposed residence to be located on Lot 2, Timber Springs, 0723 Timber Springs Drive, Eagle County, Colorado. The Project site is shown on Figure 1. The purpose of the study was to .develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to Jim and. Mary Chen dated April 30; 2008. Hepworth-Pawlak Geotechnical previously performed a. preliminary subsoil study for Lot 2 of Timber Springs, submitting our findings : i. a keport dated July 24, 2001, Job No. 101324. A field exploration program consisting of exploratory borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils and bedrock 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 recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geoteehnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The residence will be a 1 to 3 story structure located on the lot as shown on Figure 1. A Portion of the building will have a walkout basement level. Ground floors will be a -combination of structural over crawlspace in the non -basement portions and slab -on - grade in the basement and attached garage areas. Grading for the structure is assumed to be relatively extensive with cut depths between about 3 to 12 feet. We assume relatively light foundation loadings, typical ofthe.proposed;typeofconstruction. Anon -site septic disposal system is planned to the southeast ofthe residence. If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. Job No. t O8 205A C-Uf'tech -2- SITE CONDITIONS The lot is vacant and located on a moderately steep, southeasterly facing hillside above Timber Springs Road. The ground surface appears mostly natural and has slope grades ranging from about 25 to 35% increasing to about 401/o above the proposed residence. Elevation difference across the proposed residence is about 26 feet. Vegetation consists of grass and weeds with sage brush and scattered oak brush. There are several small ephemeral drainages on the hillside in the area of the residence. Bedrock of the Eagle Valley Formation outcrops on areas of the. hillside above the proposed residence. HELD EXPLORATION The field exploration for the project was conducted on May 14, 2008. Six exploratory borings were drilled at the locations shown on Figure l to evaluate the subsurface conditions. Borings 1 through 5 were drilled in the proposed building area and the 6s' boring was drilled in the planned septic disposal site: The borings were advanced. with 4 inch diameter continuous flight augers powered by a track -mounted CME 55 drill rig. The borings were logged by a representative of Hepworth=Pawlak Geotechnical, Inc. Approximate. locations of Borings 1 and 2 drilled on the lot for our preliminary study are also shown on Figure 1. Samples of the subsoils and bedrock were taken with 1% inch and 2 inch I.D. spoon samplers. The samplers were driven into the subsoils and bedrock 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 and hardness of the bedrock. Depths at which the samples were taken and the penetration resistance values are shown. on the Logs of Exploratory Borings, Figure 2, The satnples were returned to our laboratory for review by the project engineer and -testing. SUBSURIRACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils encountered in the building area, below about Y to 2 feet oiorganic topsoil, consisted of medium stiff to stiff, sandy silty clay with scattered gravel and cobbles Job No. 108 205A -3- typically underlain by hard siltstone/sandstone bedrock of the Eagle Valley Formation at depths from about 3 to 15 feet. At Boxing 4, a clayey sand and gravel with cobbles layer about 5 feet thick was encountered between the sandy silty clay soils and the siltstone/sandstone bedrock at about 9 feet depth. The bedrock was generally weathered and fractured to very hard with depth. Drilling in the bedrock with auger equipment was typically difficult due to its hardness and practical drilling refusal was encountered in 3 of the borings. Laboratory testing performed on samples obtained from the borings included natural moisture content and density, percent finer than sand size gradation analyses and Atterberg limits. Results of swell -consolidation testing performed on relatively undisturbed drive samples, presented.on Figures 4 through 6, indicate the sandy silty clay soils aregenerally moderately compressible under load and when wetted. The bedrock was too. fractured to obtain undisturbed .samples for swell -consolidation testing. The laboratory testing is summarized in Table 1. The subsoils and bedrock were slightly moist to moist and no free water was encountered in the borings at the time of drilling or when checked 4 days later. 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 bedrock. The clay soils are compressible and there is a 'risk of large differential settlement and building distress for footings that bear on the clay soils especially when wetted. In the deeper clay areas, piles or piers that extend down into the bedrock could be used rather than excavation for footings. The design and construction criteria .preserited below should be observed for a spread footing foundation system. 1) Footings placed entirely on the undisturbed bedrock should be designed for an allowable bearing pressure of 4,000 pst Based on experience, we Job No. 108 205A C;gtech -4- expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. 2) The footings should have a minimum width of 18 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 48 inches below exterior grade is typically used in this area. 4) Continuous foundation wails should be reinforced top and bottom to span local anomalies and better withstand the effects of some differential settlement such as by assuming an unsupported length of at least 14 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 ofthis report. 5) The topsoil and clay soils should be removed, and the -footing bearing level extended down to the bedrock. Thee loosened soil and rock in footing areas should then be moistened and compacted. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete*placement to .evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of -At least 55 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 at least 45 pcf for backfrll consisting of the on -site soils. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, constriction materials and equipment. The pressures recommended above assume drained conditions behind the Job No. 108 205A C�`�tech -5- 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 956/o of the maximum standard Proctor density. Care should betaken 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 cogibination of the sliding -resistance of the footingon the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms ofthe footings tan be calculated based on a coefficient of friction of 0.35 for the sandy silty soils arid .0,45 for bearing on bedrock. Passive pressure of compacted baokfill against the sides ofthe 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. Footings used for support of site walls -that can withstand considerable differential settlement can be designed for an allowable bearing pressure of 1,500 psf for the clay soils. FLOOR SLABS The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab - on -grade construction with some settlement potential if the clay beaming soils are wetted. To reduce the effects of some differential movement, floor slabs Should be separated fiorn all bearing walls and columns with expansion joints which allow unrestrained vertical Job No, 108 205A '-'Ptech -6- 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 Iayer offree-draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of nriirms 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 ofthe on -site soils devoid of vegetation, topsoil and oversized rock. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been.01V experience in mountainous areas that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as. retaining walls, crawlspace and basement areas, be protected horn wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist ofdrainpipe 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 1a%a to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 1%. feet deep. An impervious membrane such as 20 mil PVC should be placed beneath the drain gravel in it trough shape and attached to the foundation wall with mastic to prevent wetting of the clay soils. SITE GRADING The risk of construction -induced slope instability at the.site appears low provided the building is located below the steeper slope portion as planned and cut and fill depths are limited. We assume the cut depths for the basement level will not exceed about 12 feet. Job No. 108 205A G-qmtech -7- Fills should be limited to about 8 to 10 feet deep and not placed at the uphill side of the residence on the very steep slope unless they are retained. Embankment fills should be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully .prepared by removing all vegetation and topsoil and compacting to at least 90% 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 ievegetation or other means. The risk of slope instability will be increased if seepage is encountered in cuts acid 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%a of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximuin standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building.shpuld be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope. of 3 inches in the first 10 ;feet .in. paved areas. Free -draining wall back -fill should be capped with at Ieast 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. Job No. 108 205A _ mtech _g_ 5) Landscaping Which requires regular heavy irrigation should be located at least 10 feet from foundation walls, Consideration should be given to. use of xeriscape to reduce the potential for wetting of soils below the building caused by irrigation. .PERCOLATION TESTING Percolation tests were conducted on May 18, 20.08 to evaluate the feasibility of an infiltration septic disposal system at the site. A profile. boring was drilled at locations as shown on Figure 1. The percolation test holes were hand dug about 12 inches in diameter and soaked one -day prior to testing. The soils encountered in the percolation holes are similar to those encountered in. the Profile Baring shown on Figure 2. and consist of sandy silty claybelow'the topsoil. The percolation test results, presented in Table 2, indicate rates from about 11 to 30 minutes per inch. Based on the subsurface conditions.encountered and the percolation test results, the tested area. should be suitable for a conventional infiltration septic disposal system. A civil engineer should design the .infiltration -septic disposal, system. LIMITATIONS This study has been conducted hi accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We snake no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained frozu 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, preventioii.orpossibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC; then a professional in this special field.ofpractice 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 be.coine evident until excavation is performed. If conditions Job no. 108 205A, � fhech -9- encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations maybe made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for teclumical interpretations by others ofour information. As the project evolves, we should provide continued consultation and field set -vices 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, HEPWO . H - PAWLAK GEOTECHNICAL, INC. David A. Young, P, , Reviewed by: Steven L. Pawlak, DAY'Ivad cc: TAB Associates -Attn: Jon Kaiser HP Geotech —Attn: Jason Deem Job No. 108 205A gtech ffl,W f/I/ 40 I e APPROXIMATE SCALE LOT 1 Legend * Boring for current study. Q Baring for preliminary study, Job No. 101324, dated July 24, 2001. / LOCATION OF EXPLORATORY BORINGS 108 205A C4kech AND PERCOLATION TEST HOLES Figure 1 H�PWORiYi-PAWLAK G�OT�CHMCRL Depth - Feet !11 6 o o CV II U N w n h -j « b a� � ul �o 41r r� _ C%% f� rr N II Il U Nrr II ri- r .II II CV .II it U r cD .II I! p w� � � � S' o�D � a tt o � �l fz - - mw zo cq N cq_If II .il ii .- 1 OZE U ��a U N�a ??II Lll 1771 O m ul ' �.. .0 0 co. CUII�� 4 p MW n�a'��a w U F 2 II w'^'..,i�.z '2+.1:. lzrl �. •y'LbYx '1F'.z� �. 0 C'3 a CL 11 r U O�p ANC I.0 Z i a ttJ eUs) 6 O mw - CNI 0) C, CV O w L, (V r r � r II p a II 'ZU 1U U3 i a3 z mw O to �Illllill�llll�lfll�llll� r0 r N N Depth - Feet 108 205AGg;bw:h LOGS OF EXPLORATORY BORINGS Figure 2 HEPV10121'FFPAIYLAK GE07ECHNICAL LEGEND: ® Topsoil; Organic silty clay, moist, dark brown. Clay (CL); Slify, sandy, gravelly, scattered small cobbles, medium stiff to. stiff, slightly moist to moist, brown, low plasticity. SAND AND GRAVEL (SC -GC); with cobbles, clayey, silty, medium dense, slightly moist, light brown. Siitstone/Sandstone Bedrock; Weathered and fractured to very hard with depth, .slightly moist, red -brown. Eagle Valley Formation. Relatively undisturbed drive sample; 27inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 W8 inch I.D. split spoon sample, ASTM_D-1586. 5/12 Drive sample blow count; indicates that 5blows. of a .140 pound hammer failing 30. inches were required.to.drive the California or SPT sampler 121nches. TPractical auger drilling refusal. ® Indicates slotted PVC pipe installed in boring to depth shown. NOTES: 1. Exploratory borings were drilled on May 14, 2008 with 4-Inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory borings were obtained by interpolation between contours shown on the site plan pravicfed. Borings are drawn to depth. 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 4 days later. Fluctuation In water level shay occur -with time. 7. Laboratory Testing Results: WC = Water Content. (%) DID = Dry: Density (pcf) -200 = Percent passing No. 200 sieve LL = Liquid Limit (%) PI = Plasticity1ndex (%) 108 `205A LEGEND AND NOTES I Figure 3 U c 1 0 CL 2 3 1141 4 Moisture Content = 19.2 percent Dry Density = 107 pcf Sample of: Sandy Silty Clay with Gravel From: Boring 1 at 8 Feet Compression upon 0.1 1.0 10 100 APPLIED PRESSURE - ksf 0.1 108 205A Moisture Content = 13.8 percent Dry Density = 108 pcf Sample of: Sandy Silty Clay with Gravel From: Boring 2 at 2 Yo Feet Compression upon 1.0 10 APPLIED PRESSURE - ksf SWELL -CONSOLIDATION TEST RESULTS 100 Figure 4 0 1 2 � 3 0 4 a E 0 v 5 7 8 Iii Moisture Content = 6.4 percent Dry Density 117 pof E11111111 Sample of: Sandy Silty Clay with Gravel ■u�"°iii��iiiii�■ii �iiiiiiii ■��mii■■� mi 1.0 10 APPLIED PRESSURE - ksf Moisture Content = 16.0 percent Dry Density = 108 pcf Sample of: Sandy Silty Clay with Gravel From: Boring 5 at 3 Feet No movement upon wetting .►1J 0.1 1.0 10 100 APPLIED PRESSURE - ksf 108 205A LL-CONSOLIDATION TEST RESULTS Figure 5 FIEP90R#i� 'Moisture Content = 15.9 percent Dry Density = ill pof Sample of: Sandy Silly Clay Wth Gravel 'From: Boring 5 at 13 Feet I� niii IIIII 11�1■� NII III 1111�■■ �IIII �1111�� 111111■■� IIII �b ao on ob bo coo an LLI w� c o8 .p m �• � y' �'i+ .i�+' L��, � Lei :� .� �cn fah y .81 4. 4 '�p] "O 'd ✓1td d A N C V) V) to V] V1 Vi V� V) V) V)uj VJ to r N z V E z U U F� a uj ut ca pp �t N NW py 00 V} aaz im \ E v Q 0 v J 00 ri LU z � ri e�1 r-i .-1 r( v-1 �--1 a-1 •--f JQ :v m 00 cl cj O M tj \O 00 O! � 00 rM..r N N d' Oti M 00m 00 c+) J a z c+1 t4O m HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS JOB NO. 108 205A 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-1 20 15 Water added .51/4 .31/4 2 12 31/4 2 11/4 2 1 1 9 61/4 23/4 61/4 4% 2 4'/4 23/4 11/2 23/4 13/4 1 P-2 24 15 131/4 111/2 13/4 30 111/2 101/4 11/4 101/4 9'/2 3/4 91/2 83/4 3/4 83/4 8 3/4 8 71/2 1/2 71/2 7 1/2 P-3 24 15 111/4 91/4 2 24 91/4 8 11/4 8 7 1 7 6 1 6 51/4 3/4 51/4 43/4 1/2 43/4 4 3/4 P-4 17 15 Water added 9 53/4 3'/4 15 53/4 33/4 2 33/4 23/4 1 81/4 61/2 13/4 61/2 5 11/2 5 4 1 4 3 1 P-5 13 15 Water added 81/2 5 31/2 11 5 3 2 3 11/2 11/2 83/4 63/4 2 63/4 5 13/4 5 31/2 11/2 31/2 2% 11/4 Note: Percolation test holes were hand dug and soaked on May 14 and 17, 2008. Percolation tests were conducted on May 18, 2008. The average percolation rates were based on the last two readings of each test. UoT5-4-07- 30613 ac' 00:s�) 365 4_09- 30349 PROJECT Too climber Springs Ir- \ LOT a PROJECTMWw PROJECT CONTACTS project description ..fie "; date task/action follow-up start date completion date ILLeA Pii.�; •f�� t�, �U Gv � �,/i yam.. ,� . lfP 7k 44,&U `'i, w-f _ J -ehIL C/C 6'Q ,cv� T C(G � (✓ S v e— A 11J� Gd� v 660s � �� vrvlVt ti may,,. Z k" 1 -� ,'SS name phone/fax e-mail �,/yl'lczky C�-dV 95�- $�3-1995 ®uy�s Box 4q43 ,czie 001 feRA c� �ifVPr rnC � aJ.e 9}o-3ais-3-+q,2 �") I)k cue&�n�C�resk�czo�- Corn � 41LI tiC i L,cLa 4- t L`fSdyl� N J V •� 6�_ '� 0 notes rsV ire' 4t;4 11 Uv� � �G u ivr►-L v � � (.� �v �' I.�LC�' � � 41<F NOTES '-' s/t o 6 PS d as %L' 0 �2 IM/2 ,4,h6A4 rc,v1.A I Q GA OO.vN o :ZE S` cn��-'rl �p� O O S'_::zE O O �rr, O Z�n C) Z y co O G� r r0� 00 O c� �cojz W 00 (f) 5:0Z :t C) Lp Zar'l(na c�Z O FrI Z rri rr, niOZ r rl a�ni2 o�F-1 0 rr' ~ -1 rS ~SOS % - 6v +�t�atl/e,-Q:;'►,'q�as9�" F a� e y A,21 Q) 0 I n � SPRINGS DRIVE :ESS AND U71LITY EAS4N ENT J ECEPTION No. 763355)1 O p t0 J I c I 0 i D Ac0 LOT 3 Nm�mo _ 0 A �zDN n f� V)W P,� A p .> D co m m? n ° O Z a ® mm T�� A NK Z N N m a * m D m < O D c> mm z 10 O N m ('> A m ® m W A D U) n D Z O o o OI m � Z m D 0 z Z W- '> ° A m Z � �� ,yD m l o 1 Z D n m z W D O m w 01 O O AN my Om z r z m �T O O z r z m =� O m vi A mD� Dfcn m m D Z r m r Z 0 o om G Z m m D m D z az i D O p Ai �F r m 1 / m r0 m � N r� N N [n m m D == D 0, � 5 D O m (J) a� Z , 0 a r O Z ° < m 1 D O Z X <C v� r C A- ° ? 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Worksheet 1- Field Flow 1,575 gallons / day note 0.72 gallons / sq.ft. / day note Minimum Dispersal Field Area 2,188 square ft.note 2,188 square ft.note Flow per zone 1 zone(s)note Dispersal area per zone 2,188 square ft.note 2 ft.note 2 ft.note 1,094 ft. per zone note 547 emitters per zone note 20 psi note 46.2 ft.note 0.53 gph note 4.83 gpm note Note: A few States or Counties require additional flow for flushing. Please check your local regulations. Flush velocity in this spreadsheet below is for PC dripline only. Classic dripline usually requires less flow to flush than Please refer to Geoflow's spreadsheet called "Design Flow and Flush Curves" at www.geoflow.com or call 800-828-338 If required, choose flush velocity 0.5 ft/sec note How many lines of WASTEFLOW per zone?6 lines note Fill in the actual length of longest dripline lateral 182 ft.note Flush flow required at the end of each dripline 0.37 gpm note Total Flow required to achieve flushing velocity 2.22 gpm note Total Flow per zone- worst case scenario 7.05 gpm note Select Filters and zone valves Select Filter Type Vortex Screen Filter note Recommended Filter (item no.)AP4E-1F note Select Zone Valve Type None -note Recommended Zone Valve (item no.)00note- - Dosing Number of doses per day / zone:12 doses note Timer ON. Pump run time per dose/zone:27.10 mins:secs 27.17 Timer OFF. Pump off time between doses 1:32 hrs:mins 1.55 Per Zone - Pump run time per day/zone:5:26 hrs:mins 5.43 All Zones - Number of doses per day / all zones 12 doses / day Allow time for field to pressurize 0:00:30 hrs:mins:secs 0.500 Filter flush timer 0:00:20 hrs:mins:secs 0.333 not Drain timer 0:05:00 hrs:mins:secs 5.000 not Field flush timer 0:01:00 hrs:mins:secs 1.000 not Field flush counter 3 cycles note Time required to complete all functions per day 6:48 hrs:mins 6.80063 Dose volume per zone 131 gallons per dose note - Total field driplineWasteflow PC - 1/2gph Total linear ft.per zone (minimum required) Total Dispersal Field Area note Number of Zones Total number of emitters per zone Select Wasteflow dripline (16mm) Total Quantity of effluent to be disposed per day Hydraulic loading rate Choose emitter spacing between WASTEFLOW emitters Choose line spacing between WASTEFLOW lines Dose flow per zone Project Number 09007 - Chen Residence, Lot 2, Timber Springs Luiza Petrovska, LKP Engineering, Inc. 29-Jun-09 What is the flow rate per emitter in gph? Pressure at the beginning of the dripfield Feet of Head at the beginning of the dripfield Please fill in the shaded areas and drop down menus: Field Flow Geoflow, Inc. Wasteflow Design Spreadsheet V.2003H 6/29/2009 PROXCT MCMPnoN., LKP'j UILT LOT 2, TIMBER SPRINGS Engineering, Inc. AS—B 0723 TIMBER SPRINGS ROAD CIVIL/GEOTECHNICAL SKETCH EAGLE COUNTY, COLORADO CHEN RESIDENCE - 7 BEDROOMS / 1-INCHO SCH40 PVC RETURN LINE BUftOMG ENbEFT 36 (RECEPTION7ON No. . 7633. / LOT 2 35.-1 ACRES 700 i1NEER SPRINGS OF bo/ h/ i 1a.4 fob C / ea K \3a p� 'o ,nuxp�na, \5 4 Y r4N\ a Hemp' 0 3 � H 1-INCHO SCH40 PVC SUPPLY LINE W17RACER WIRE r-HEADWORKS 09007 OWTS-4-09-3023 7-23-2010 LOT 1 ELIMIN17E TREATMENT SYSTEM IN A 2000-GALLONS; 'TWO -COMPARTMENTS, CONCRETE SEP77C TANK W1774 TWO PUMPS IN THE SECOND COMPARTMENT "a\ 2000-GALLONS, �TWt7-COMPARTMENTS, PRECSAT, CONCRETE SEPTIC TANK ENCASED BUILDING SEWER LINE IN A -INCH DIAMETER SCH40 PVC ® WATER LINE CROSSING l FOUND P P.L.S. P 4-INCH DIAMETER, SDR35 BUILDING SEWER LINE H P.O. Box 2837, Edwards, CO 81632, (970) 926-9088 Tel, (970) 926-9089 Fax SepticSmart, LLC " advanced wastewater treatment system installation & maintenance Eliminite OPERATION AND MAINTENANCE AGREEMENT Street Address: Lot 2, 700 Timber Springs County/Legal Description: Eagle 1941-361-00-005 OWS- Septic Smart, LLc. will perform operation and maintenance services for the Eliminite 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. Correct control settings will be verified. Operations data from the 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 effluent 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 if necessary at additional cost. The system shall be observed to verify proper distribution across the media, and distribution laterals will be flushed. Drain Field: The surface area around the dispersal 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 observa- tion pipe and levels recorded. Alarms: Septic Smart, LLc. will respond to alarm conditions as required provided that a live phone line is connected to the telemetry controller at all times. Alarm response may be by logging in remotely or in person as required by the alarm type. This panel does not have dial out option. (Could be added in future) Property Mgr. will need to call Septic Smart by phone if in alarm condition. Service Calls: Service calls will be billed at a rate of $85.00 per hour including travel time. A visit to the site other than the routine visits provided by this agreement will be deemed a service call if the reason for the call is anything other than a system warranty issue. Examples would include but not be limited to; damage caused by acts of vandalism, failure of a tank, or failure of another party's work, i.e. electrician, plumber, excavator, etc. Two year prepaid accounts will include mileage and site visits for up to 3 additional responses during the contract period. The goal of Septic Smart LLc. is to observe the operation, and perform maintenance for the onsite wastewater system to allow for proper, long term functioning of the system and compliance with the conditions of the installation permit and recommendations of the manufacturer. Liability: The sole liability of Septic Smart under this Agreement shall be to correct any errors, malfunctions, or defects in the system directly caused by Septic Smart's failure to perform any services in a good and workmanlike manner; provided, however, in no event shall Septic Smart's liability to the Customer hereunder exceed the total of the amounts paid to Septic Smart hereunder by Customer. In no event shall Septic Smart be liable to the Customer or any third -party claimant for any indirect, special, SepticSmart,LAC advanced wastewater treatment system installation & maintenance punitive, consequential or incidental damages or lost profits arising out of or related to this Agreement or the performance or breach thereof, whether based upon a claim or action of contract, warranty, negligence, or strict liability or other tort, breach of any statutory duty, indemnity, or contribution or otherwise, even if Septic Smart,llc. has been advised of the possibility of such damages. Septic Smart, LLc. will perform O&M services as outlined above for $145.00 per visit with two visits per year, $540.00 for 2 year pre -paid contracts; or for $190.00 per visit on the "Pay as you Go" option. Payment in full for the selected service plan is required prior to initiation of the agreement. This agreement period will be for the 2-year period subsequent to date signed below. Property owner or authorized representative: JMCG, LLC c Inc Septic Smart, LLc. authorized representative: Donald Odell ' .M 1- / Date _05/28/2011 SepticSimart, LLc 00000 advanced wastewater treatment system installation & maintenance The following items are considered Additional Services and only provided if required or requested at an additional charge. 1. Pressure cleaning effluent filter assembly 2. Remove, inspect or clean pumps 3. Effluent testing for DO, PH, Nitrogen, BOD5 , TSS, or any other specialized testing that is needed for troubleshooting the system. 4. Any photographic documentation of effluent characteristics. 5. Any outside sources of advanced testing, lab work etc. 6. Cleaning the treatment media if required. 7. Responding to any alarm conditions during normal business hours as listed in section 1.2 is included in prepaid contracts. Alarm response outside of normal hours will be invoiced at our normal hourly rate. We will respond to up to three after hours alarm conditions over two years with no mileage charge on prepaid contracts. "Pay as you go" contracts do not include alarm response or mileage and will be invoiced at standard rates. 8. A PDP copy of documentation supplied to regulatory agencies will be sent free of charge if we have your email address on file. Copies of reports to customer by any means other than email will be charged standard coping and postage fees. 9. Repair or replacement of parts and labor are not included after the system manufactures warranty has expired. SepticSmart,,,,, *00" advanced wastewater treatment system installation & maintenance Schedule A: Services Rate Schedule current: 12110/2010 Eliminte® required items listed in Service Agreement: Initial two year warranty period installation: $300.00/yr. billed in advance During additional 2 year renewal periods: $170.00/yr. billed in advance Drip dispersal systems add; $ 40.00/ 2/yrs Pay as you Go option; same service invoiced per visit: $ 95.00 each visit Drip dispersal systems add; $ 25.00Ivisit Additional Services: Additional Services will be invoiced at the following rates: NEHA Certified Master Installer, NAWT inspector $ 85.00/hr. NEHA Certified Basic Installer $ 75.00/hr. EGO licensed without one of above $ 65.00/hr. General laborer $ 45.00/hr. Non Business hours add on +10% to above Contracted Service Professionals cost plus 10% Engineers, Electricians, Plumbers, Lab Services, etc. Specialized Rental or Heavy Equipment cost plus 10% to $1500.00 cost plus 5% after $1500.00 All EliminteProducts published list price All parts and supplies other than above cost plus 20% Travel .45o per mile 05/251201:0 j .: 1 �»- }. \/toll,` } : �: « s <��«`� - «°<-� � : -- <� ��y/:��©� - m« m� %/.^��- .: >y >... � � � � � �� - \\ ._ {�� r�2 - � � r� � � «< . «� 2 w. . �\�«� ~ �� w- d© ^ « �� .. . ��/��\ %y< 3� m ��.©�-2m<:>: a 2 � � z a<.. - � � � «� «� «:`�� - � . s. �`2 a«?�:� +s». «a� .. <� r . ^? ^ 6 �� ` : . � ��... .� y «� �\ . �:2�� < . � � � §©»� w. °« \� \\� :� y� \ �� 2 t� � \� �� ,� \ \� � � � } .dam 43' '�' � `�1 s x' � � 'e � �� 3� � � �� i,; 1pt >, r. t :s, ^.:a. gyp) ,:b "�. ,. �- .>�. ■�../©� . 3�_.. § y w�� Tc - °� ...3a.�.. . , ^ � � � � y::.y�� . �\m /��?s� � �� : :y\�<�-\\�.�e. x a \ �� ®�~ � . :.�� \\\�=�\ z .� . � . � .v 2�a . � � .� ., . -.<°\ � � «? § y _ . « y y :\ .. \ : �`�� / » m®\ �\. « �\\ E�' �_�. � t ®\ Y may. ilil'T a•f4.'1�. r F � f Y.i il m EDGE OF ( 1 / 1 / I DESIGN CALCULATIONS / } \ WATER 0 r (� 1 1 f I } NUMBER OF BEDROOMS 4 Z ( I POND MAXIMUM DAILY FLOW = QMAX QMAX = 4 BDRMS X 2 PERSONS/BDRM X, 75 GALLONS PER N I/ SO /DA Y X 150.E W Z 1 QMAX = 900 GPD m o 1 1I � ,� � /1 I I t ( t` \ 1 ` I� - �baa9` \ SEPTIC TANK O U f 1 } \ V= QMAX/24HRS X 30 HRS z W V= 1125 GALLONS C fl # 1 ! II 1 '} 1 1`�� USE 1500 GALLON, TWO COMPARTMENT PRECAST CONCRETE TANK BY o ► } ry j' 1 1 \ ( \ COPELAND CONCRETE OR EQUIVALENT W DUE TO THE SHALLOW GROUND WATER AN EVAP07RAN . I l �" - � / 1 � �- ___ ---b5<<-- � \ ( SPiRA T/ON SYSTEM IS \ 1 RECOMMENDED FOR THE SEWAGE DISPOSAL. LAKE EVAPORATION RATE OF 32 v, l 1 / tin / I I 1 ( - - y INCHES PER YEAR W/LL BE USED. THIS RATE IS LISTED IN THE EAGLE COUNTY or ( 1 I 1 1 I 00)} LAND USE REGULATIONS, CHAPTER IV, INDIVOUAL SEWAGE DISPOSAL SYSTEMS 1 ALSO LISTED IN THE REGULATIONS IS THE FOLLOWING FORMULA FOR THE r 0 1 / 11 vl I - 12" C M P CALCULA 77ON OF THE SURFACE AREA OF THE ET BED: U) 1 I } i - I fr w ` -- A(SQ. FT)-QMAX(GAL/DAY)X237(CONVERS/ON FACTOR)/32"/YR(LAKE " z I I } 1 1 I 1 } t ( - - - % I r EVAPORATION RATE FOR EAGLE COUNTY) A= 90OX237/32= 6666 SO. FT. AN EVAPOTRANSPIRA TION BED WITH 65.5 FEET BY 102 FEET DIMENSIONS IS I f t RECOMMENDED. (� 16,> TO 36 CALIPE ( DECIDUOUS f i 1 TREE (TYP) ( I / ! 1 I 1 11 II 6„ TO 36" CALIPER .• ► ' ! � , / DECIDUOUS I TREE (TYP) -T-L __j / I I NO TES: 1 11 jj jl 1 \ 11 1. THE BUILDING SEWER LINE FROM THE HOUSE TO IRE SEP77C TANK SHALL HAVE A HORIZONTAL GRADE w p A I BETWEEN 1/8 AND 1/4-INCH PER F70T. BENDS IN THE BUILDING SEWER SHALL BE LIMITED TO 45 ¢ SHEDS { DEGREES /__ PR�PO.�ED _ I _-_II - - f - 2. THE SEPTIC TANK SHALL BE /NSTALED LEVEL. _IRE TANK SHALL HAVE REMOVABLE COVERS OR: MANHOLES _-___ ___ Q Ld � B ILDIN/�G 1 l l j �/ spa-ds I I / TO WI THIN 8 INCHES OF THE FIN/SHID GRADE, FOR INSPECTION AND CLEANING. 1 _j Q U / } } 1 / J. EXCA VA TE 65.5 FEET BY 102 FEET AREA FOR THE EVAPOTRANSPIRATION FIELD. THE BOTTOM OF THE FIELD 14 \ 1 FEET !t I I 1 1 { 1 / � POND 4. LINE T THE EXCA VA TEDBE LEVEL. / FIELD WI TH A 20-MIL POND LINER, MUM DEPTH Or 7HE CONS7RUCTED BED HONED ONSHALL'NOT BOTH EXCEED /DES(WI THESAND A T � O w r-- W O Z /Y / ( ( I l I 1 LEAST 2 INCHES THICK TO PREVENT PUNCTURING DURING CONSTRUCTION, OR KITH FILTER TER (M/RAF/ 140N OR y w D Q LIMIT 100 YEAR FLOODPLA/N 1 / 1 I Q W I 1 t I EQUIVALENT) FABRIC. r' m O CL 1 r,, U PER JOHNSON, KUNKEL & �8�4g• ,1 f t 1 y 1 I 5. INSTALL THE 4-INCH DIAMETER (SCHEDULE 40 PVC), PERFORATED DISTRIBUTION LINES SURROUNDED WITH v_1 r- 0 w or: y ASSOCIATES REPORT FOR / 11 - \ I 1 / / i \ I / WASHED ROCK. THE SIZE OF THE WASHED ROCK SHOULD BE 3/4 TO 2-1/2-INCHES. A MIN/MUM OF � EAGLE COUNTY FAIRGROUNDS I / i I CLEANOUT t I I 12-INCHES OF ROCK SHOULD BE UNDER THE PERFORATED PIPES AND 6 INCHES OVER THE PIPES. U 210 98 6. 774E MAX/MUM DISTANCE BETWEEN THE DISTRIBUTION LINES AND THE S/DEWALLS OF THE BED SYSTEM ~ w � AND A MIN/MUM OF ONE (1) FOOT. THE MAXIMUM DISTANCE BETWEEN THE SHALL BE 3 (THREE) FEET, A D/AM BLDG SEWER D/S7R/BUT/ON LINES SHALL BE 6 (Sf) FEET. -04 J f { AT 1/4" PER FOOT MAX ['�ti acres 7. FILTER FABRIC SHOULD BE USED ON TOP OF THE ROCK OR GRAVEL TO PREVENT SAND : FROM SETTLING INTO THE AGGREGATE, THUS REDUCING 774E VOID CAPACITY. aO 4" DIAM SDR35 1 0 00' _ _ 8. 774E SPACE BETWEEN AND ABOVE THE DISTRIBUTION LINES SHOULD BE FILLED KITH SAND. THE SAND i f / EFFLUENT LINE SHOULD MEET THE FOLLOWING GRADA77ON REQUIREMENTS.• SIEVE S/ZE PERCENT Z. 9\ 4 O PASSING 1500-GALLONS, TW6-COMPARTMENT, 40 50-55% { 100 PRECAST CONCRETE SEPTIC TANK, 4-INCH DIAMETER I 0 \ BY COPLAND CONCRETE OR 200 <15 EDGE OF" ! 1 / j SDR35, SOLID j \ EQUIVALENT WATER 1 �`� , / f HEADER PIPE / \ \ f j !� 9. AN EVAPOTRANSPIRATION SYSTEM SHALL BE LOCATED /N AN AREA WHERE THERE IS EXPOSURE TO I / j / /' 1 1D. o' \ f f �\ SUNSHINE. - THE BED SURFACE AREA SHOULD BE SLOPED FOR POSITIVE DRAINAGE. 2 QD - J 10. BACKFILL THE EVAPO IRA NSPIRA 77ON BED AREA WI T7-1 A MINIMUM OF 4 INCHES OF TOPSOIL TO SUPPORT • ~' VEGETA TION. V 00 1. j � 1�, � � `+- ..1 �r ,� 4' i .r .oO � � 11. PROTECT THE SYSTEM FROM VEHICULAR AND PEDESTRIAN TRAFFIC TO PREVENT DAMAGE. p 1 1 \ LIMITS OF 12. ALL INSTALLATIONS SHALL MEET 774E RULES AND REGULATIONS OF THE EAGLE COUNTY ENVIRONMENTAL N 0 r 1 ,; 1 + r + 1 \ COTTONWOOD TREES i 1 1 � +`+� -+ HEALTH 0/VISION, FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEMS. � �''� 13. THE SEP77C SYSTEM INSTALLA77ON SHALL BE INSPECTED BY THE ENGINEER PR/OR TO BACKFILL/NG. � � 04 1 1 1 65. 0' r �, + 1 r r 1 +, a 1. + r r r '6s�6 U o x 1 1 f I r 1 1 1. 1 • p 1•. + i . 1. 4 + J. 1, r. r .1 r r. r 1 r + + C) w 00 00 3/4 T,0 2-12 INCH `s CLEAN\GRA L o 11 1 i' +. r µ+ �p 1 r "r + 1 r, r 1 + r ;r rn \ . / r r 1 I + a r. \r 1 r. ;1 . ,> N O p 0) 02.00' Z.oO'� - 1500 GALLON CONCRETE SEPTIC TANK ~ m o i _ �0 o 672.2 S-863700 X 4-INCH DIAMETER 4-INCH DIAMETER PERFORATED I S GRAPHIC SCALE y -- SOR35, SOLID PIPE (TYPICAL) 20 0 10 zo +o so ^� SAND . BENCHMARK: 65 % 9.5 % W O O D R A IL_ 1009 PASSING SIEVE #4 = FOUND SURVEY MONUVEN T,• <157. P SINGING V SIEVE #40 ' FENCE <159 PASSING SIEVE #200 ; 1.5" ALUMINUM CAP O! (irr FEET ) 58" ' 5 REBAR LS 9337 1 inch = 20 f 12' 2" ET B;D CROSS SECTION PLAN SOIL POND LINER BA CX1ILL ANCHOR DETAIL A -A PETkv� N TS 12" MIN, FILTER FABRIC OR t' ► . .. r ! '• . =-v: 29526 EQUIVALENT 29 ••. •� 12�� MIN. 75 N 4" MINIMUM TOPSOIL / 'uNA� E • \�\\\` 6' MAX. , r POND LINER DRAWN BY.' L.P. (20 MIL MINIMUM) CHECKED BY L.P. TOPOGRAPHICAL SURVEY BY �4-/NCH DIAMETER VIE II PROJECT NO.: 09008 ARCHIBEQUE LAND CONSULTING, LTD 20LINMIL POND SAND PERFORATED PIPE Y I SEE REVISIONS BOX \\V1009. PASSING SE 14 CJ14LEAN TO 2-1/2 INCH BY COPL A ND CONCRETE DA TE,• MAY 7, 2009 POND LINER ANCHOR 50-559 PASSIN6/EVE #40 CLEAN GRAVEL <157. PASSING SSE #200 N. T S. w.rs DRAWING NO.: 09008SD-ET.DWG SHEET C-1