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HomeMy WebLinkAbout254 Wolcott Springs Rd - 194127204003Work Classification: NewPermit CO Address Owner Information Permit Status: Active Project Address N/A Permit Type: OWTS Permit Permit NO. OWTS-9-12-8008 Expires: 10/22/2013 Issue Date: 9/24/2012 Parcel No. 000254 Wolcott Springs RD EAGLE, CO 81655- 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: (970)331-2646 Cell: Inspection For Inspections call: (970) 328-8755 Inspections: IVR OWTS Final Inspection 095 PhoneEngineer(s) 970-945-7988HP GEOTECH Contractor(s)Phone Primary ContractorLicense Number JAKOB SCHWAIGER (970)331-1209 Yes50-13 BRANDON PETERSON Permitted Construction / Details: "Install exactly as depicted on HP Geotech's engineered design report dated July 29, 2013, stamped, signed and dated July 31, 2013. The OWTS is designed to serve a three bedroom residence with an attached garage and attached workshop. System consists of a 1,500 gallon Valley Precast septic tank or equivalent with an effluent filter placed in the outlet tee of the second compartment with 2,300 sq. ft. of absorption area credit via 115 Infiltrator Quick 4 chambers placed in shallow (2 to 3 feet deep), serially connected trenches with 23 chambers per trench with inspection portals placed in each trench. Installation of vent holes in the inspection portals is not required but if included, must be equipped with #16 mesh screen covering each perforated hole above ground surface. Due to the drop in elevation between the tank and first trench, be sure to place scour protection where the effluent pipe enters the first chamber. The design engineer must certify the installation and provide as-built drawings prior to the use of the system and occupancy of the dwelling. The design engineer must verify a four foot separation exists between the bottom of the soil treatment area and bedrock by observing a soil profile completed to the north of the last trench in series. Do not install when wet soil conditions are encountered or when the ground is frozen. Issued by: Environmental Health Department, Eagle County, CO September 11, 2013 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 CO Address Owner Information Permit Status: Active Project Address N/A Permit Type: OWTS Permit Permit NO. OWTS-9-12-8008 Expires: 10/22/2013 Issue Date: 9/24/2012 Parcel No. 000254 Wolcott Springs RD EAGLE, CO 81655- 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: (970)331-2646 Cell: Inspection For Inspections call: (970) 328-8755 Inspections: IVR OWTS Final Inspection 095 PhoneEngineer(s) 970-945-7988HP GEOTECH Contractor(s)Phone Primary ContractorLicense Number JAKOB SCHWAIGER (970)331-1209 Yes50-13 BRANDON PETERSON Permitted Construction / Details: "Install exactly as depicted on HP Geotech's engineered design report dated July 29, 2013, stamped, signed and dated July 31, 2013. The OWTS is designed to serve a three bedroom residence with an attached garage and attached workshop. System consists of a 1,500 gallon Valley Precast septic tank or equivalent with an effluent filter placed in the outlet tee of the second compartment with 2,300 sq. ft. of absorption area credit via 115 Infiltrator Quick 4 chambers placed in shallow (2 to 3 feet deep), serially connected trenches with 23 chambers per trench with inspection portals placed in each trench. Installation of vent holes in the inspection portals is not required but if included, must be equipped with #16 mesh screen covering each perforated hole above ground surface. Due to the drop in elevation between the tank and first trench, be sure to place scour protection where the effluent pipe enters the first chamber. The design engineer must certify the installation and provide as-built drawings prior to the use of the system and occupancy of the dwelling. The design engineer must verify a four foot separation exists between the bottom of the soil treatment area and bedrock by observing a soil profile completed to the north of the last trench in series. Do not install when wet soil conditions are encountered or when the ground is frozen. Office Copy September 11, 2013 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 (970) 328-8755 FAX: (970) 328-8788 TOLL FREE: 800-225-6136 www.eaalecounty.us P.O. Box 179 500 Broadway Eagle, CO 81631 www.eaglecounty.us EAGLE COUNTY ************************************************************************************ PERMIT APPLICATION FOR ONSITE WASTEWATER TREATMENT SYSTEM OWTS PERMIT # f-, -- $UILDING PERMIT # _F_Z5 - `b - I -a - -7 93 5 INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED) FEE SCHEDULE APPLICATION FEE $800.00 MAJOR REPAIR FEE $800.00 MINOR REPAIR FEE $400.00 This fee includes the OWTS 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 $135.00 Make all remittance payable to: Eagle County Treasurer. Property Owner: Phone: C-7 -7 O 331 Mailing Address: ? D , a Gv- S516-5e- email Registered Professional Engineer: Phonek-21 5 7 9 b 5 Applicant or Contact Person: 1 �1 � � s � PhoneL'1`I 0 Gt-1, Licensed Systems Contractor: f c>.V-c— cAnvlc,k $j;Z License # � Company / DBA: Phone:�� -70)3 3 k - ) ZO Mailing Address: email Permit Application is for: _X New Installation Alteration Repair Location of Proposed Onsite Wastewater Treatment System: Legal Description:. Lol 2. 19k ,... Tax Parcel Number: _MV Assessor's Link: www.eaglecounty.us/patie/ Physical Address: 02-5"A Nrl� A t-, )" S Building Type: __D!� Residential / Single Fan Residential / Multi Family LotSize: i a -5 1 Number of Bedrooms: Number of Bedrooms: Commercial / Industrial* Type of Use: *These systems require design my a Registered Professional Engineer Type of Water Supply: _�(, Private Well Spring Surface Public If Public Name of Supplier: Applicant Signature:���� Office Use Only Amount Paid: Receipt #: Check #: Date: G( ortech HEPWORTH-PAWLAK GEOTECHNICAL lleffOith-Pawhik UeOtedMiCal, 11)1. 5020 County Road 154 Cilcllwood Spruu,?c, Colorado -N161 l Fhomc: 970-945-7988 R. N: 970-945-8454 etuai I: 13p�eu�S�hEa�eotech.cnm ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED RESIDENCE LOT 2, PARCEL D, WOLCOTT SPRINGS EAGLE COUNTY, COLORADO JOB NO. 111334B MARCH 26, 2012 PREPARED FOR: JAY PETERSON P.O. BOX 425 WOLCOTT, COLORADO 81655 ikp a vail.net q 135-- Parker 303-541-7119 • Culcjrado Springy: 719-633-5562 0 Silverthorne 970-468-1989 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY 3- ........................................................................ - PROPOSED CONSTRUCTION 3- ................................................................................. - SITECONDITIONS................................................................................................... - 3- SUBSURFACE CONDITIONS AND PERCOLATION TESTING ............................ - 3 - OWTSANALYSIS.................................................................................................... - 2- SEPTICAND DOSE TANKS 3- .................................................................................... - DOSINGPUMP......................................................................................................... - 3 SEWER AND EFFLUENT PIPING 4- ........................................................................... - AUTOMATIC DISTRIBUTING VALVE 5- .................................................................. - ABSORPTIONAREA................................................................................................ - 5- SUBSURFACEDRAINAGE 6 ..................................................................................... - - OWTSMAINTENANCE ........................................................................................... 7- LIMITATIONS.......................................................................................................... - 7- FIGURES FIGURE I -- OWTS SITE PLAN FIGURE 2. ABSORPTION AREA CALCULATIONS FIGURE 3 - ABSORPTION AREA PLAN VIEW FIGURE 4 - ABSORPTION AREA CROSS SECTIONS ATTACHMENTS VALLEY PRECAST SEPTIC TANK DETAIL ORENCO PF3005 PUMP PERFORMANCE CURVE ORENCO V6606 AUTOMATIC DISTRIBUTION VALVE DETAIL SUBSOIL STUDY REPORT FOR THE PROJECT SITE DATED 11-30-2011, JOB NO. 111 334A. Job No. III 334B PURPOSE AND SCOPE OF STUDY Hepworth-Pawlak Geotechnical, Inc. has designed an Onsite Wastewater Treatment System (OWTS) for the proposed residence to be located on Lot 2, Parcel D, Wolcott Springs Subdivision, Wolcott Springs Road, Eagle County, Colorado. The design was performed in accordance with our professional services agreement to Jay Peterson dated October 19, 2012. The data obtained and our OWTS design recommendations based on the proposed construction, the subsurface conditions encountered and percolation rate of the natural subsoils are presented in this report. We previously performed a subsoil study for foundation design and percolation testing at the subject site and submitted our findings in a report dated November 30, 2011, Job No. 111 334A. PROPOSED CONSTRUCTION The residence will be a single story wood frame structure over a basement level located on the site as shown on Figure 1. There will be an attached garage and attached workshop to the residence. Water service will be provided to the residence by an on -site water well. The proposed OWTS will provide service to all levels of the proposed three - bedroom residence. SITE CONDITIONS The Iot is vacant and the ground surface topography is strongly sloping down to the northeast at grades from about 3 to 8%. The grade becomes flatter in the proposed absorption area location. Vegetation consists of grasses and weeds with sage brush and aspen trees surrounding the building area. SUBSURFACE CONDITIONS AND PERCOLATION TESTING As part of our previous subsoil study at the site, two profile pits (Profile Pits I and 2) were excavated and four percolation tests (P-1, P-2, P-3 and P-4) were performed in the area of the proposed absorption field as shown on Figure 1. A copy of the previous report that includes the profile pit subsurface logs, laboratory testing and percolation test results is provided as an attachment to this report. Job No. III 334B -- - -2- The subsoils encountered in the profile pits, below about 1 to 4 feet of topsoil, consisted of gravel, cobbles and boulders in a sandy silty clay matrix that extended down to the pit depths of 5 and 6'/z feet. The profile pit excavations refused at 5 and 61•2feet depths due to difficult digging conditions with the mini -excavator in the cobble and boulder soils. No free water was encountered in the pits at the time of excavation or when observed one day later. The percolation tests were conducted to evaluate the percolation rate of the natural subsoils at the site. The percolation test holes were hand excavated at the bottom of shallow backhoe pits and soaked with water one day prior to testing. The soils exposed in the percolation test holes were similar to those observed in the profile pits. Percolation tests were performed at depths ranging from about 39 to 48 inches below the adjacent ground surface. The percolation rate average from the four test holes was 33 minutes per inch. The gradation/hydrometer analysis performed on a sample taken from Profile Pit 2 at 3 to 4 feet depth classified as a Very Gravelly Sandy Loam according to the USDA soil texture system. Based on the percolation test results and gradation/hydrometer analysis, a corresponding Long Term Acceptance Rate (LTAR) of 0.40 gallons per square foot per day was recommended for sizing of the absorption field. OWTS ANALYSIS Based on the subsurface conditions encountered and the percolation test results, the tested area is suitable for an OWTS utilizing the natural shallow soils for the treatment and dispersal of the effluent. A site plan showing the proposed OWTS components, proposed residence and the minimum horizontal setback distances of site features relative to the system components are shown on Figure 1. The OWTS will be designed for a total of three bedrooms using an LTAR of 0.40. All materials and installation should meet the requirements of the current Eagle County Land Use Regulations for Individual Sewage Disposal Systems. The effluent will need to be pumped from the septic tank to the absorption field due to the basement construction and relatively flat terrain. Job No. 111 334E — GgRech -3- SEPTIC AND DOSE TANKS A concrete 1,500 gallon, two -chamber Valley Precast septic tank, or equivalent, will be used for primary treatment of sewage effluent from the residence. The second chamber of the septic tank shall be equipped with a submersible effluent pump enclosed within an Orenco Biotube Pump Vault. A copy of the Valley Precast tank detail is provided as an attachment to this report. Sewage will gravity feed from the residence to the septic tank and the effluent will then be pressure dosed to the absorption area. Due to the residence basement, the septic tank will need to be installed relatively deep. Due to the tank depth and approximately 7 to 8 feet of fill on top of the tank, the tank will need to rated for a deep burial condition. The tank should be set level. Road base should be used to provide a level base for the tank. If the septic tank access riser lids will be installed at grade with no backfill cover, then the lids should be insulated with foam insulation board to provide frost protection. The sewer pipe inlet tee in the first chamber of the septic tank should be installed beneath the access lid of the first chamber of the septic tank so that it can be reached for service should it become clogged. The PVC handle on the Biotube Pump Vault filter cartridge should be extended up to within reach of the second chamber access riser lid to allow for access and maintenance of the filter. DOSING PUMP An Orenco PF3005, 115 volt, submersible effluent pump with a 1.25 inch diameter discharge assembly, or equivalent, is suitable for this application. Due to the cylindrical design of the P3005 pump, it must be installed in an Orenco Biotube Pump Vault. For design purposes, it was assumed that the elevation difference from the dosing pump intake to the automatic distribution valve location is not more than I0 feet and that the length of the effluent transport pipe does not exceed 25 feet. An equivalent pump must be capable of providing a flow rate of 16.4 gallons per minute and 24.2 feet of total dynamic head. Job No. 111 334B Gt c ech -4- The dosing pump will be controlled by a control panel and a system of float switches. The float switches should be set to provide a dose of 85 gallons. The actual dose volume will be about 83 gallons assuming an effluent drainback volume of about 2 gallons in the transport pipe. To achieve the desired dose volume in the 500 gallon second chamber of the specified Valley Precast septic tank, the lowest (off) float and the middle (on) float should be placed approximately 8 inches apart. At this volume, the absorption area will be dosed about 9 times per day during normal operation. SEWER AND EFFLUENT PIPING The sewer line from the proposed residence to the septic tank should not be less than the diameter of the building drain and not less than 4 inches in diameter and will service all levels of the residence. The sewer pipe should be adequately bedded in 3,4 inch or smaller washed or screened aggregate, or native soils provided that there are no angular rocks or rocks larger than 21..-2' inches in diameter. Backfill of the aggregate or native soils backfill must be adequately compacted to prevent settlement of the pipe. Beneath driven surfaces, we recommend using Schedule 40 PVC sewer pipe. The pipe should be insulated if installed with less than 40 inches ofbackfill soil cover. We recommend using Schedule 40 PVC pipe between the 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 length. We recommend that a straight section of pipe be installed between the residence 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 help prevent clogging of the pipe. The 1 YZ inch diameter schedule 40 PVC transport pipe should be sloped at 2% minimum to drain back to the septic tank from the automatic distributing valve. The automatic distributing valve must be at the highest point in the system to operate correctly. It Job No. I 11 334B — G93tech -5- is critical that the effluent transport pipe be properly bedded to reduce settlement in the pipe. Sags in the transport pipe will increase the risk of the effluent freezing. AUTOMATIC DISTRIBUTING VALVE Due to the clay matrix of the soils at the site and the configuration of the proposed absorption area, an Orenco V6605 automatic distributing valve (ADV) will be used to alternate doses of effluent to five zones of the absorption field. The automatic distributing valve will ensure that effluent is equally distributed throughout the absorption area while providing each zone an adequate resting period. The valve should be installed in an insulated sprinkler box, such that it is serviceable and protected from freezing. A detail of the ADV is provided as an attachment. To function properly, the valve must be installed such that is it at the high point of the entire OWTS system, 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 chamber of the septic tank when the pump finishes each cycle. Improper drainage could cause standing water to freeze in the transport line. The distribution outlet pipes from the valve to each absorption trench must also slope away from the valve at a minimum slope of 2% for the valve to function 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 and functioning properly. ABSORPTION AREA The absorption area calculations are presented on Figure 2. The soil absorption area was sized based on a soil loading capacity of 0.40 gallons per square foot per day. The soil absorption area will be 850 square feet. The absorption area will consist of five absorption trenches containing 17 Infiltrator Quick 4 Standard chambers in each trench for a total of 85 chambers. A 6 feet minimum separation of undisturbed earth must be maintained between the edges of the adjacent trenches. A 50% reduction in absorption area size was used for the infiltrator chambers in a trench configuration. The absorption area was split into five equal distribution zones consisting of one trench in each zone. Job No. III 334B C-89bech S-2 Alternating doses to the five zones should allow the natural soils to rest and provide adequate time for effluent absorption. 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 excavations are not compacted. Once the trench excavations are complete, they should be left open, to allow the soils to air dry prior to placement of the chambers and distribution pipes. The chambers should be backfilled with on -site soils up to ground surface. The backfill soils should be graded to divert surface water and precipitation away from the absorption area. We recommend soil backfill be re -vegetated as soon as possible with a native grass common to the area. 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 and chambers. Areas on the property located up -gradient of the absorption area should not be heavily irrigated or watered to prevent hydraulic overload and possible failure of the absorption area. Combination air vent-: inspect ion 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 S 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 pits when excavated in November 2011 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. Job No. 111 3348 — — — Gg;fiech -7- 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, greases, paint, solids, water softener backwash solution, water from hot tubs and other constituents that can clog and foul collection and disposal equipment are not disposed of in the residence drains. The absorption area and any areas directly up gradient should not be heavily watered, such as by lawn irrigation systems or other similar means, as the soils may become hydraulically overloaded. The septic tank should be pumped whenever the sludge occupies I f3 of the liquid capacity of the first chamber of the septic tank. The high water alarm float switch should be checked at least once per year to ensure that it is working properly. In addition, the Biotube pump vault should be checked for clogging at least once per year and cleaned as necessary. We recommend that an operation and maintenance manual be developed for the OWTS. The system should be operated and maintained as stipulated in the manual. If you desire we can prepare the operation and maintenance manual for the system. 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 pits excavated at the locations indicated on Figure 1 and to the depths shown on exploratory pits logs, the soil percolation rates obtained, the proposed construction, and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the profile pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report and the attached report, we should be notified at once so re-evaluation of the recommendations may be made. Based on our site reconnaissance and the site plan provided, it is our opinion that the designed location of the OWTS does not violate any setback requirements of the current Job No. I I I 334B Getech -8- Eagle County Environmental Health Department's ISDS regulations. We recommend that the position of the OWTS components, proposed well and setback requirements be verified in the field by a Professional Land Surveyor licensed in the State of Colorado. This report has been prepared for the exclusive use by our client for the OWTS design submittal process. 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 the syyem construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Eagle County requires that an As -Built evaluation of engineered OWTS be performed by the design engineer. We should be contacted to perform the As- BuiIt evaluation at least 48 hours before you are ready for the evaluation. You must obtain the required OWTS permit from Eagle County prior to our inspection. For our evaluation, all system components should be installed including: sewer line, cleanouts, septic tank, Orenco Biotube Pump Vault with effluent pump, effluent pipe, Infiltrator chambers, automatic distributing valve and distribution and manifold piping. No components of the OWTS should be backfilled prior to our performing the As -built evaluation. Please contact us for any necessary revisions or discussion after review of this report by the Eagle County Environmental Health Department. If you have any questions, or if we may be of further assistance, please let us know. Sincerely, HE7t7 AWLAK GEOTECHNICAL, INC. Jaso P e Environmental Specialist �e@Rggl�t08Pp� Reviewedy: :`'O41"`..... o C)P�. ,.. , David A. Young, PAS � 32- JCP/ksw ���'• 3 cc: Brandon Job No. 111 334B GgEtech OWTS ABSORPTION AREA CALCULATIONS In accordance with the current Eagle County Onsite Wastewater System Regulations, the required absorption area was calculated as follows: Q=(FXB)M(1.5) TOTAL DESIGN FLOW: - F = AVERAGE FLOW PER PERSON B = TOTAL NUMBER BEDROOMS�_ ` N = ESTIMATED NUMBER OF PERSONS PER BEDROOM = _ CONSTANT =ESTIMATED DESIGN FLOW EQUAL TO 150% OF AVERAGE DAILY SEWAGE FLOW Q = TOTAL DES IGN FLOW _75 GALLONS PER DAY 3 L5 LLONS PERDAY 675 iGA GALLONS PER DAY ABSORPTION AREA CALCULATIONS: LONGTERM ACCEPTANCE RATE(LTAR) FOR NATIVE SOILS--- _ _ 0.4 GALLONS PER DAY PER SQUARE FOOT A=. 0 - - - --- --- - - - _ - --------- • �-- - LTAR A= ABSORPTION AREA SIZE=------� ---- ------ 1688 SQUAREFEET REDUCTION FOR UTILIZING INFILTRATOR CHAMBERS W A TRENCH CONFIGURATION = 50 A = Aii4PVFM ABSORPTION AREA SIZE= 844 SQUAREFEEf ABSORPTION AREA CONFIGURATION:_ NUMBER OF TRENCHES 5 - NUMBER OF CHAMBERS PER TRENCH := 17 SQUARE FOOTAGE PER CHAMBER PER EAGLE COUNTY REGULATIONS 10 T� MINIMUM NUMBER OF CHAMBERS IN ABSOPRTION AREA TOTAL NUMBER. OF CHAMBERS IN ABSORPTION AREA = TOTAL ABS ORPTION AREA SIZE 85 85 850 SQUAREFEET 111 334E G4gcStech I LOT 2, PARCEL D, WOLCOTT SPRINGS HEPWORTH-PAWLAKGEOTECHNICAL ABSORPTION AREA CALCULATIONS FIGURE 2 OL> D - iIo O w �O m w r{ N (D �. CD — y fD QP3 3 �. (D [n w IAA O iD O 3 3 2CCDD Mr O (D Q o � N 3 D 0 x D m D m z m Al 0 m N nrM700-1M02$ M4 E n Fn �p my co zW si mzcMO� lD �jym$oD����apo a ?DC3 ZDZ �m=cOm O MI-z G)� oc��S77mm la r� -D �z�com~o 1, 0mpr�lr �= psg, m Zo r r� Im � � p cl O p A f L7) 2 b ++f0 Iz 0 W C n D n n I� 0 _ ---.-.III— f m D III - III ZAZ" O 0 i i 0 M C, K r n O Pn II III- + z�A =1 I f=l # f II^III_ < -�A acndii—flll�I1 z om Cc: -M Mm oDmn -III_ f o�rnm 7~o�n0- :III=III n0oxM -Dim�ri9r�,., ^III— o m ZO r f C� = � A =0�> �m> y m -�� �2� rm r � m m OzrnOOz 2� = I c =zcn mmD� f Drrn-iK� rn I O -mm 3 I T�O0D vmrn m 2 m 0 -4 O mm z m � Z m cn c� z O � $ z m C � 33 .11 IA ,I11111 :I IIIIIIIII + f r'' LOT 2, PARCEL D, WOLCOTT SPRINGS � 11 334B �U��Cr1 FIGURE 4 HEPWORTH-PAWLAKGEOTECHVICAL I CROSS SECTION OF ABSORPTION AREA '1500 Gallon `fop : eaais-i Item # Two Compartment 750#T-2CP-HH with High Head Pump Top View Hoot � Section View ar WAD Poe 120R — ,24" MlnImurn Height Tank: Pump: "Meets AM C-1227 spec • Lavvers TSS and Improves effluent Including C46".06 for reslifent quality to field connectors • Test pump system to maintain on • 4M psi conoreW the market • Delivered complete with `nWmal piping • Complete Installation (wiring, panel, Servke onndads avar7afills for nwdenencae mow tng and start-up pmosdures) • Complete warranty � . Nee c:epwv DNOV8pe= 1W Long x V Wide W below inlet invert MM Outlet Length Wldlh Mslght Inlet Side Outlet Side Total 5r M Ur or W •1,002 gellone 503 gallons 1,505 go%= NetWelo t lid Tank Total 3.000 to 11,180 �s 14MO On Wabr & (719) 39S"6784 28005 Co. R1317 Writs a1wr P.O Box9Z5 ALLEY 0 sys ns Fax: (719) 396" M BwmV� CU81211 Products We�beft. wwwmdeypillim t oom V❑%2 Ig<C. o SerWoe Wy Emeft Ot;tYi Pump Selection for a Pressurized System - Single Family Residence Project LOT 2, PARCEL D, WOLCOTT SPRINGS 1 111 334B Parameters Discharge Assembly Size 125 Inches Transport Length Before Valve 25 feet Transport Pipe Class 40 Transport Line Size 1 50 inches Distributing Valve Model 6605 Transport Length After Valve 40 feet Transport Pipe Class 40 Transport Pipe Size 1.50 inches Max Elevation Lift 10 feet Manifold Length 0 feet Manifold Pipe Class 40 Manifold Pipe Size 1.50 inches Number of Laterals per Cell 5 Lateral Length 70 feet Laterat Pipe Class 40 Lateral Pipe Size 1 50 inches Orifice Size 5132 inches Orifice Spacing 3 feel Residual Head 5 feet Flow Meter None Inches 'Add -on' Friction Losses 0 feet Calculations Minimum Flow Rate per Orifice 068 gpm Number of Orifices per Zone 24 Total Flow Rate per Zone 164 gpm Number of Laterals per Zone T % Flow Differential 1 stlLast Orifice 3.9 % Transport Velocity Before Valve 2.6 fps Transport Velocity After Valve 2.6 fps Frictional Head Losses Loss through Discharge 1.9 feet Loss in Transport Before Valve 0.4 feet Loss through Valve 5.8 feet Loss in Transport after Valve 0.7 feet Loss in Manifold 0.0 feet Loss in Laterals 0.5 feet Loss through Flowmeter 0.0 feet 'Add -on' Friction Losses 0.0 feel Pipe Volumes Vol of Transport Line Before Valve 2.6 gals Vol of Transport Line After Valve 4.2 gals Vol of Manifold 0.0 gals Vol of Laterals per Zone 7.4 gals Total Vol Before Valve 2.6 gals Total Vol After Valve 11.6 gals Size Pump For _ Design Flow Rate 16.4 gpm Total Dynamic Head 242 feel orenco Systems' rrcauaxeo r.V v d ".pd. rr crr�. usy„�.r 300 25[ 20C 50 a` 0 5 10 15 20 25 Net Discharge (gpm) PumpData PF3005 High Head Effluent Pump 30 GPM, 112HP 1151230V 10 60Hz, 200V 30 60Hz 30 35 40 and System Curve: Pump Curve: Pump Optimal Range: Curve Intersection: Design Pointe Automatic Distributing Valves Top wVlew - V44wjww TOP VhM - V4605JMM To View-V44031 SM Top View-V46061VM 4000 Series • 1.25" inlet & outlet • 10 - 40 gpm flowrate 6000 Series • 1.5" inlet & outlet • 15 -100 gpm flowrate wabar a vastewabar 0 N * Products rxkMf MMC• Service T0pV1ew-V440W6404 rWRGL ';S CID WITH — STAKESS STEEL BOLTS AND URETHANE GASKET PVC Enclosure ,ire,-rm—,b GNT VARIES From Pump WAPLIValerpa - Grovel Bose — M Wew - HYftM EncbsUle an 9y MBO (719) 3964764 2MM Co. Rd 317 P.O BOK925 Fax: (719) 3954M Sa Vk#^ C0 81211 we *ft: wwwmeftypn wastcom Email: f avkk*k@W19ypnsamCcom G661 r tech ;.7 November 30, 2011 Jay Peterson P. O. Box 425 Wolcott, Colorado 81655 k c�vai.l.net Job No. 111 334A Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 2, Parcel D, Wolcott Springs, Wolcott Springs Road, Eagle County, Colorado Dear Jay: As requested, Hepworth-PawIak Geotechnical, Inc. performed a subsoil study and Percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated October 19, 2011. The data obtained and our recommendations based on the Proposed construction and subsurface conditions encountered are presented in this report. Evaluation of potential geologic hazard impacts to the property is beyond the scope of our services. Background Information: Chen -Northern, Inc. previously performed a preliminary subsoil study for the Wolcott Springs Subdivision and submitted their findings in a report dated February 24, 1992, Job No. 4 193 92-1. The report included a review of the geologic conditions at the site performed by others. The subject lot and subdivision are in. a snapped landslide area. The previous studies indicate that there apparently has not been significant historic movement of the landslide in the area of the subdivision. The previous reports should be referred to for additional information and risk assessment. Proposed Construction: The residence will be a single story wood frame structure over a walkout basement level located as shown on Figure 1. There will be an attached garage at the southwest side and an attached shop at the southeast corner of the residence. Ground floors are planned to be slab -on -grade. Cttt depths are expected to range between about 3 to 8 feet. Foundation loadings for this type of construction axe assumed to be -2- relatively light and typical of the proposed type of construction. The on -site septic disposal system is proposed to be Iocated to the northeast of the residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The lot is vacant and the ground surface appears mostly natural. The terrain is strongly sloping to moderately steep down to the northeast at grades from about S to 12%. The grades become flatter in the proposed septic disposal area. Elevation difference across the proposed residence and attached garage.ishop areas is about 10 feet. Vegetation consists of grass and weeds with sage brush and aspen trees surrounding the building area. About 6 inches of snow covered the site at the time of our field exploration. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits (Pits 1 and 2) in the proposed building area and two profile pits (Profile Pits 1 and 2) in the proposed septic disposal area at the approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered in Pits 1 and 2, below about I' z to 3 feet of topsoil, consisted of medium dense to dense gravel, cobbles and boulders in a sandy clay matrix that extended down to the Pit 1 depth of 5 feet and in Pit 2 to a depth of 3 feet where very stiff sandy clay was encountered to the Pit 2 depth of 7%2 feet. The subsoils encountered in Profile Pits I and 2, below about I to 4 feet of topsoil, consisted of medium dense to dense gravel, cobbles and boulders in a sandy silty clay matrix that extended down to the pit depths of 6%2 and 5 feet. Digging in the rocky soils with a mini -excavator was difficult due to the cobbles and boulders and refusal was encountered in the deposit. The cobble, boulder and clay soils are probably landslide deposits. Results of swell -consolidation testing performed on relatively undisturbed samples of clay matrix and sandy clay soils, presented on Figure 3, indicate low compressibility under existing moisture conditions and light loading and a moderate to high expansion potential when wetted. Results of a gradation analysis performed on a disturbed bulk sample of the natural granular soils from (minus 5 inch fraction) obtained f-om Profile Pit 2 are presented on Figure 4. The laboratory test results are summarized in Table 1. No Job No. 111 334A Cl-Otec-h -3- free water was observed in the pits at the time of excavation and the subsoils were slightly moist. Boring 2 from the Chen -Northern study was located about 100 feet south of the proposed residence. The boring encountered a mix of clay and gravel with cobble and boulder soils underlain by apparent bedrock at a depth of 25 feet and no free water when drilled in January 1992. Foundation Bearing Conditions: The clay portions of the subsoils possess an expansion potential when wetted. Spread footings bearing on the natural rocky soils appear feasible for foundation support of the residence with some risk of movement. The risk of movement is primarily if the clay bearing soils become wetted and precautions should be taken to prevent wetting. Surface runoff, landscape irrigation, and utility leakage are possible sources of water which could cause wetting. The expansion potential can probably be partly mitigated by removing predominantly clay soils (such as encountered in Pit 2) and load concentration to reduce or prevent swelling in the event of wetting below the foundation bearing level. Placing several feet of imported structural fill below the spread footing foundation or use of a deep foundation system such as micro -piles would reduce the risk of foundation movement. Provided below are recommendations for spread footings bearing on the natural rocky soils. If recommendat ions for spread footings bearing on structural fill or a micro -pile foundation are desired, we should be contacted. Foundations: Considering the subsurface conditions encountered in the exploratory pits, our experience in the area and the nature of the proposed construction, we recommended the residence can be founded with spread footings placed on undisturbed natural rocky soils with some risk of movement. Precautions should be taken to prevent wetting of the bearing soils. The expansion potential of the subsoils should be further evaluated at the time of construction. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural rocky soils can be designed for an allowable bearing pressure of 3,000 psf. The footings should also be designed for a minimum dead load pressure of 1,000 psf. In order to Job No. 1 I 1 334A — -- — — — — G&tech satisfy the minimum dead load pressure under lightly loaded areas, it may be necessary to concentrate loads by using a grade beam and pad system. Wall -on -grade construction is not recommended at this site to achieve the minimum dead load. 2) Based on experience, we expect initial settlement of footings designed and constructed as discussed in this section will be up to about 1 inch. There could be some additional movement if the bearing soils were to become wet. The magnitude of the additional movement would depend on the depth and extent of the wetting but may be on the order of %2 to 1 inch. 3) The footings should have a minimum width of 16 inches for continuous footings and 24 inches for isolated pads. 4) Continuous foundation walls should be heavily reinforced top and bottom to span local anomalies and limit the risk of differential movement. One method of analysis is to design the foundation wall to span an unsupported length of at least 14 feet. Foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure as discussed in the "Foundation and Retaining Walls" section of this report. 5) 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 the exterior grade is typically used in this area. 6) Prior to the footing construction, any existing fill, topsoil and loose or disturbed soils should be removed and the footing bearing level extended down to rocky bearing soils. Predominantly clay soils should additionally be removed and the excavation backfilled with concrete or structural fill compacted to at least 98% of standard Proctor density. If water seepage is encountered in the excavation, we should be contacted for further evaluation. 7) A representative of the geotechnicai 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 60 pcf for backfill consisting of the on -site predominantly granular soils. Cantilevered retaining structures which are separate from the building and Job No. 111 334A ��i -5- 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 50 pcf for backfill consisting of the on -site predominantly granular soils. The wall backfill should not contain topsoil or oversized rocks. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density (SPD) at a moisture content slightly above optimum. Backfill in pavement areas should be compacted to at least 95% of SPD. 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. Use of a select granular import material, such as road base, and increasing compaction to 98% SPD could be done to partly mitigate the settlement potential. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.45. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 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 a granular material compacted to at least 95% SPD at a moisture content near optimum. Job No. 111 334A M-t-�� SE Floor Slabs: The clay soils possess an expansion potential and slab heave could occur if the subgrade soils were to become wet. Slab -on -grade construction may be used provided precautions are taken to limit potential movement and the risk of distress is accepted by the owner. A positive way to reduce the risk of slab movement, which is commonly used in the area, is to construct structurally supported floors over crawlspace which we recommend for the residence portion of the building. For the floor slab -on -grade in the garage and shop, at least 3 feet of relatively well graded granular structural fill, such as aggregate base course, should be provided below the slabs to reduce the risk of heave. Predominantly clay soils should be additionally removed down to rocky soils. We should further evaluate the expansion potential of the slab subgrade soils at the time of construction. To reduce the effects of some differential movement, nonstructural floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement, Interior non -bearing partitions resting on floor slabs should be provided with a slip joint at the bottom of the wall so that, if the slab moves, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and door frames. Slip joints which will allow at least 1 % inches of vertical movement are recommended. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Slab reinforcement and control joints should be established by the designer based on experience and the intended slab use. Required fill in slab areas, below the 3 feet of recommended base course, can consist of the on -site predominantly granular soils, excluding the clay soils, topsoil and oversized rocks. The fill should be compacted to at least 95% of the maximum standard Proctor density (SPD) at or above optimum moisture content. Prior to the fill placement, the subgrade should be carefully prepared by removing all fill and topsoil, adjusting the moisture content to slightly above optimum moisture content and compacting to at least 90% SPD. The above recommendations will not prevent slab heave if the expansive soils underlying slabs -on -grade become wet. However, the recommendations will reduce the effects if slab heave occurs. All plumbing lines should be pressure tested before backfilling to help reduce the potential for wetting. Job No. [ 11 334A Gec�tech -7- Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area and where clayey soils are present that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can also create a perched condition. We recommend below - grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50° n passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 1'/2 feet deep. An impervious membrane such as 20 or 30 mil PVC should be placed beneath the drain gravel in a trough shape and attached to the foundation wall with mastic to prevent wetting of the bearing soils. A typical detail of the perimeter foundation drain is provided on Figure 5. Surface Drainage: Positive surface drainage is an important aspect of the project to Prevent wetting of the bearing soils. 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. Drying could increase the expansion potential of the clay soils. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on -site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and Job No. III 334A Gecptech -8- walkway areas. A swale may be needed uphill to direct surface runoff around the building. 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 the building. Consideration should be given to the use of xeriscape to limit potential wetting of soils below the building caused by irrigation. Percolation Testing: Percolation tests were conducted on November 9, 2011 to evaluate the feasibility of an infiltration septic disposal system at the site. Two profile pits (Profile Pits 1 and 2) and four percolation holes were dug at the locations shown on Figure 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The percolation test holes were protected overnight from freezing by insulation board. The soils exposed in the percolation holes below the topsoil were generally similar to those exposed in the profile pits shown on Figure 2 and consisted of clayey silty sandy gravel and cobbles. The soils classify as Very Gravelly Sandy Loam using USDA soil texture, see Figure 4. The percolation test results, presented in Table 2, indicate percolation rates of typically 40 minutes per inch with one test (P-3) indicating 10 min/in. The average percolation rate of the four tests was 33 min/in. 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 long term acceptance rate (LTAR) of 0.40 can be used to size the septic field absorption area. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Figure 1 and to the depths shown on Figure 2, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations Job No. M 334A G(MeCh KIM in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the Project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. David A. Young, RE, Reviewed by: Steven L. Pawlak, P.E. DAY/ksw Attachments Figure I — Locations of Exploratory Pits and Percolation Test Holes Figure 2 — Logs of Exploratory Pits Figure 3 — Swell -Consolidation Test Results Figure 4 — USDA Gradation Test Results Figure S — Typical Foundation Drain Detail Table I — Summary of Laboratory Test Results Table 2 — Percolation Test Results Job No, 111 334A M PIT 1 PIT 2 PROFILE PIT 1 PROFILE PIT 2 ELEV.=7882' ELEV.=7872' ELEV.=7867' ELEV. -7869' 0 0 �TIMM•'q: r�. T.A. - ,. 1 G=50 � 5 R• WC=7.7 - - _ SC 13 r DD 120 WC=11.4 :q, .-,= 5 Q DD=127 : °•' 0 LIF" WC=$.5 10 10. LEGEND: TOPSOIL; organic sandy silty clay, moist, soft, dark brown, roots. CLAY (CL); sandy, very stiff, slightly moist, reddish brown, blocky, medium to high plasticity. o• GRAVEL AND COBBLES (GC -GM); with boulders in a sandy clay matrix, becoming more sandy and silty in Profile Pits 1 and 2, medium dense to dense, slightly moist, light brown to reddish brown, medium to high plastic fines. 2" Diameter hand driven liner sample. Disturbed bulk sample. _J TPractical digging refusal with mini -excavator. NOTES: Exploratory pits were excavated on November 8, 2011 with a Bobcat 331 mini -excavator. 2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory pits were obtained by interpolation between contours shown on the site plan provided. Pit logs are drawn to depth. 4. The exploratory pit locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual, 6. No free water was encountered in the pits at the time of excavating. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC W Water Content (%) G= Percent gravel based on USDA Classification DD = Dry Density (pcf) SC = Percent silt and clay based on USDA Classification 111 334A HEP„., Radh LOGS OF EXPLORATORY PITS Figure K 111 334A MEP WORTH-pgWLAK GEOTEGHNIGAL USDA GRADATION TEST RESULTS Figure 4 i U Cie W o [ W m u U U z 0 �s u n- c 0 u ii O N Ili C O .O d a .o �C a 0 u v c 0 V c 0 V c 0 e 0 Z 6 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS HOLE NO. HOLE LENGTH OF DEPTH INTERVAL (FEET) (MIN) P-1 48 10 P-2 1 40 ! 10 P-3 1 39 1 10 Refill P-4 431 10 JOB NO. Ill 334A WATER DEPTH AT START OF INTERVAL (INCHES) 7$/ WATER DEPTH AT END OF INTERVAL (INCHES) 71/4 DROP IN WATER LEVEL (INCHES) % 71/4 7 % 7 6% 1/ 6% 61/z 1/ 61/2 7'/2 61/ 7% 1/4 3/ 7% 6% 1/4 6%s 6% 6s/ 6% 1/4 6% 6% 61/ 5Y4 1/ 1 % 53/ 43/4 1 4% 33/ 1 3% 2% 1 9% 7% 8% 71/4 1 '/ 7% 6% 6% 6% 1/ 6s/a 6Ye 1/ 6% 6% 1/ AVERAGE PERCOLATION RATE (MINANCH) 40 40 10 40 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on November 8, 2011. Percolation tests were conducted on November 9, 2011. The average percolation rates were based on the last three readings of each test. Ge Ptech HEPWORTH-PAWLAK GEOTECHNICAL October 4, 2013 Brandon Peterson P.O. Box 2489 Hcpm mh-P'mlak Gentrchninil. Inc. 5020 Cou no head 154 Glenmood Springs, Colmado 81601 Phone: 970A45-7988 Fav 970-945.8454 email: hpr�Y�hpger�re<h.c„m Edwards, Colorado 81632 (peteronbran(oDaol corn) Job No. Ill 334C Subject: As -Built Evaluation of On -site Wastewater Treatment System, Peterson Residence, Lot 2, Parcel D, Wolcott Springs, Eagle County, Colorado. Dear Mr. Peterson: As requested, a representative of Hepworth-Pawlak Geotechnical, observed the installation of the On -site Wastewater Treatment System (OWTS) for the three bedroom residence currently under construction at the subject site. The OWTS components observed include: septic tank, effluent pipe, cleanouts, serial distribution lateral pipes, infiltrator chambers, inspection ports, and the locations of all components. We previously designed an OWTS for the subject site and presented our recommendations in a report dated July 29, 2013, Job No. 111 334C. Our observations and recommendations are presented in the following paragraphs. We performed our As -Built site evaluation on September 18 and 20, 2013. At the time of our September 18 site visit, we observed the installed OWTS components as listed in paragraph above. The septic tank consisted of a two -chamber 1,500 gallon Poly Roth Mult-Tank as an alternative to the specified Valley Precast septic tank. At the time, the tank was not installed to manufacturer's specification of bedding the tank with road base or set level and the tank outlet did not have an effluent filter. We recommended bedding the tank with compacted road base and re -setting level, and installing an effluent filter prior to our follow-up site visit. Approximately 80% of the sewer line from the residence to the tank was backfilled prior to our visit, however, the portion exposed was sloped at 2% down towards the tank inlet. The effluent line from the tank to the absorption field had cleanouts provided at approximate 100 feet spacing as recommended. The absorption area consisted of five trenches with 23 Infiltrator Quick 4 chambers connected in serial distribution with inspection ports. During our follow up visit on September 20, 2013, we observed the septic tank had been bedded with compacted road base and set level. An effluent tee and filter was also installed at the tank outlet. We recommend backfilling the tank with the on -site clayey sand with gravel soils, devoid of rocks larger than about 6 inches. It is our opinion that the OWTS meets the general intent of our July 23, 2013 design report except for the items discussed above which are acceptable alternates. The OWTS Parker 303-841-7119 • Colorado Springs 719-633-5562 0 Silverthome 970-468-1989 Brandon Peterson October 4, 2013 Page 2 As -Built site plan is shown on the attached Figure 1. An As -Built Photograph Log is also provided as an attachment. The observations and recommendations presented above are based on our site visits and our experience in the area. We make no warranty either express or implied. Alterations to the system including amendments, changing components, backfill and site grading could alter the operation and effectiveness of the OWTS. We should be contacted if changes to the system are planned. Please feel free to contact us if you have any questions regarding this letter. Sincerely, INC. Q M Da RES/ksw Attachments: Figure 1 — OWTS As -Built Site Plan As -Built Photograph Log cc: Eagle County Environmental Health (environmentna ea lecounty.us) C�CO'CCC.T INSTALLED ABSORPTION FIELD CONSISTING OF F VI E TRENCHES \ / '—�STA�" "�H SDR35 WITH 23 INFILTRATOR STANDARD QUICK 4 CHAMBERS WITHIN ' NON -PERFORATED SERIAL DISTRIBUTION EACH TRENCH FOR 115 TOTAL CHAMBERS AND 1,150 SQUARE PIPE SLOPED AT 2% MINIMUM FEET OF ABSORPTION AREA. TRENCH EXCAVATED BETWEENCONNECT ADJACENT TRENCHES. 2-4 FEET BELOW EXISTING GROUND SURFACE. THE TRENCHES APPEARED TO FOLLOW THE NATURAL GROUND CONTOURS.. CLEANOUT \ INSTALLED 4-INCH NON -PERFORATED EFFLUENT LINE SLOPED AT 2% MINIMUM FROM ' ROTH MULTI -TANK 1,500 GALLON, THE SEPTIC TANK OUTLET TO THE FIRST TWO -CHAMBER POLY SEPTIC TANK CLEANOUT\, ABSOPRTION TRENCH INLET. \ INSTALLED LEVEL AND EQUIPPED WITH AN \ \yes EFFLUENT FILTER LOCATED WITHIN THEE—_ o SECOND CHAMBER. o CLEANOUT \ 7870— _INSTALLED 4-INCH NON -PERFORATED I \ > \ \ \ ]r _ SEWER LINE SLOPED AT 2% MINIMUM \ FROM THE RESIDENCE TO THE SEPTIC \ TANK INLET. \ U I CLEANOU _ sA�O— i RESIDENCE / \ 9b� MINIMUM HORIZONTAL DISTANCES FIELD TO: TANK TO: PROPERTY LINES 10 HOUSE 5' * ADDED 8 FT. FOR TANK 6' WATER LINES 10, EACH 100 GAL/ HOUSE 20 SURFACE WATER 50' WATER LINES 25' DRY DITCHES 10 DAY DESIGN FLOW SURFACE WATER 58' * WELLS SO OVER 1,000 DRY DITCHES 33' * PROPERTY LINES 10 GAL. / DAY. WELLS 106.* IRRIGATION DITCH 58, * BUILDING SEWER TO: EXISTING FIELDS 26 WATER LINES 10 CUT BANKS 4X VERT. CUT HEIGHT WELLS 50 LEGEND: Indicates Contour Lines from Building Area Survey Provided by Client. Indicates Contour Lines from Eagle Valley Survey (Aerial Photo Survey). 0 40 80 APPROXIMATE SCALE IN FEET AS -BUILT OWTS SITE PLAN 111 334C FIGURE 1 AS -BUILT PHOTOGRAPH LOG SEPTEMBER 18 AND 20, 2013 AS -Built Photograph Log Photograph 1: View looking south at septic tank towards residence (09-18-13). Photograph 2: View looking north at septic tank and cleanouts (09-20-2013). Photograph 3: View looking southeast at effluent transport piping from septic tank to 450 bend. Photograph 4: View looking north at effluent transport Piping from 450 bend to absorption chambers. Photograph 5: View looking west at absorption trenches, chambers and inspection ports. Photograph 6: View west looking at trenches 4 and 5 serial distribution piping and inspection ports (typical). Photograph 7: View looking east at serial distribution connection between trenches 3 and 4. l I J JJ4l Photograph 8: View looking east at absorption field and trench 1. 1.5 INCH NON -PERFORATED SCH. 40 DISTRIBUTION P PE SLOPED AT 2% MIN. TO DRAIN FROM ADV TO EACH TRENCH INLET. ORENCO V6605 AUTOMATIC DISTRIBUTION VALVE (ADV) WITH ONE INLET AND FIVE OUTLETS INSTALLED WITHIN A SPRINKLER BOX (TYP.) WITH ACCESS AT THE GROUND SURFACE. ADV MUST BE THE HIGH POINT OF THE OWTS SYSTEM TO FUNCTION PROPERLY AND PREVENT EFFLUENT FREEZING. FROM SEPTIC TANK FIVE PROPOSED ABSORPTION TRENCHES. EACH TRENCH CONTAINS 17 INFILTRATOR STANDARD QUICK 4 CHAMBERS (85 CHAMBERS TOTAL) FOR 850 SOAURE FEET OF ABSORPTION AREA. 6 FOOT MIN. SEPARATION OF UNDISTURBED EARTH BETWEEN TRENCHES 1.5 INCH SCH. 40 DISTRIBUTION LATERALS WITH ONE 5/32 INCH DIAMETER PERFORATION PER CHAMBER SPACED AT THREE FOOT CENTERS. PERFORATIONS TO BE AT CENTER OF CHAMBER POINTING UP_ EACH LATERAL TO HAVE 22 PERFORATIONS. FIRST AND LAST PERFORATIONS SHOULD BE 1 FOOT FROM EACH END OF LATERAL. DO NOT INSTALL PERFORATIONS DIRECTLY UNDERNEATH INSPECTION PORTS PIPING HUNG LEVEL INSIDE INFILTRATOR CHAMBERS WITH ZIP TIES AT LEAST EVERY 4 FEET. DRILL ONE 1/8 INCH DIAMETER HOLE ON BOTTOM OF DISTRIBUTION LATERALS AT END OF EACH TRENCH. 1.5 INCH NON -PERFORATED SCH_ 40 DISTRIBUTION PIPE SLOPED AT 2% MIN. TO DRAIN BACK TO THE SEPTIC TANK. 0 10 20 APPROXIMATE SCALE IN FEET INFILTRATOR END PLATE SOLID SCH. 40 END CAP AT END OF EACH LATERAL 4 DIAMETER PVC AIR VENT INSTALLED VERTICALLY INTO KNOCKOUTS IN INFILTRATOR CHAMBERS REMOVABLE COVER TO BE PLACED ON TOP OF PIPE. TOP OF PIPE TO BE VENTILATED WITH AT LEAST TWELVE, Y2° INCH HOLES. VENT SHOULD STICK UP AT LEAST 8" FROM FINISHED GRADE. INSTALL VENTS AT EACH END OF EACH TRENCH PROPOSED 1.5-INCH NON -PERFORATED SCH, 40'EFFLUENTTRANSPORT PIPE 51-OPED AT 2 o MIN. TO DRAINFROMADV BACK TO SEPTIC TANK DOSE CHAMBER. PROPOSED ORENCO MODEL V6605 AUTOMATIC DISTRIBUTION VALVE (ADV) WITH 1 INLET ANDS OUTLETS INSTALLED WITHIN A SPRNKLER BOX. THE ADV MUST BETHE HIGH POINT OF THE OWTS SYSTEM TO FUNCTIOT9PROPERLY. SE[- ATTACHMENTFOR DE- AILS PROPOSED 1,500 GALLON. TWO -CHAMBER VALLEY PRECAST SEPTIC TANK EQUIPPED WITH AN ORENCO PF3005 HIGH HEAD EFFLUENT PUMP INSTACLED WITHIN AN O� NCO BIOTUBE PUMP VAULT LOCATED WITHIN THE SECOND,- _...� _ CHAMBER- \ �^ PROPOSED 44NCH N014PERFORTAED _ SEWER PIPE SLOPED AT O 2?& ",FROM RESIpENCE \ FOUNDATION TO SEPTIC _ TAHK INLET, f - CLEANOUT` . - m PROPOS Q a 4EE- D OOM I ESIDEN TOLCO PRWNGS ROAD MINIMUM HORIZONTAL DISEWES FIELD'rO: TANK M PROPERTY LUIs IV HOUSE 5' • ADD 5 FL FOR TANK v WATER UNES TO' EACH 100 GAL / HOUSE WATER LINES 2V 2w SURFACE WATER DRY DITCHES 50' IV DAY DESIIA•I FLOW SURFACE WATM W • WELLS 50' OVER I,000 DRY DITCHES 25' • PROPERTY UNES 10' GAL / DAY. WELLS IRRIGATION DITCH 100' s SD' ' BULUING SEWER TO: BOOT= FIELDS 20' WATER UiES 10' CUT suns 0 VM. CUT HDGHT WELLS W. PROPOSED 1.5 INCH PROFILE PIT NON-PERFORA'TEDSCH, ■ 40 EFFLUENT TRANSPORT PIPE SLOPED AT 2% MIN. TO DRAIN FROM ADV TO PERCOLATION TEST HOLE DISTRIBUTION PIPE WITHIN THETRENCH. PROPOSED ABSOPRTION AREA CONSISTING OF 5 TRENCHES WITH 17 INFILTRATOR STANDARD QUICK 4 PP 2 CHAMBERS WITHIN EACH TRENCH ■� FOR ATOTAL OF 85 CHAM BERS AND 850 SQUARE FEET OF ABSORPTION AREA. SEE FIGURES 3 AND 4 FOR P-4 P-3 LAYOUT. PP 1 IJ L 1 A 0 30 60 APPROXIMATE SCALE IN FEET