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HomeMy WebLinkAbout121 Ash Ln - 246910200014Work Classification: NewPermit 215 MONARCH ASPEN CO 81611- Address Owner Information Permit Status: Active Project Address 246909101004 Permit Type: OWTS Permit Permit NO. OWTS-9-13-9614 Expires: 1/21/2014 Issue Date: 9/23/2013 Parcel No. 121 ASH RD 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)925-1040 Cell: Inspection For Inspections call: (970) 328-8755 Inspections: IVR OWTS Final Inspection 095 PhoneEngineer(s) (970)704-0311SOPRIS ENGINEERING Contractor(s)Phone Primary ContractorLicense Number EXCAVATION SERVICES INC (970)963-8355 YesC2-13 EXCAVATION SERVICES INC (970)963-8355 Yes6-13 Carl Linnecke HENKE PROPERTY LLC Permitted Construction / Details: Install exactly as depicted on Sopris Engineering's design drawings and report stamped and signed on August 21, 2013 with tank and valve box details dated August 13, 2013. System consists of a 1,500 three compartment Valley Pre-cast tank (model 1,500T-3CP-HH) with effluent filter placed between the second and third compartments; and 770 sq. ft. of absorption area credit via 44 pressure-dosed Eljen In-Drain units placed on 12" of concrete sand in 2 beds (48' X 8') with 11 In-Drains in 2 rows per bed with the beds set 6' apart from one another as shown on the design drawings. Add an additional 10' of setback to the setback table shown on design drawing C-7 as indicated in the report. System is designed to serve a three bedroom main residence and a two bedroom caretaker unit. Contact the design engineer for additional structural specifications for the building sewer and effluent line that are located underneath the drivway; and to conduct inspections as required by the engineer in order to certify the installation. As-built drawings are required along with system certification prior to the use of the system or occupancy of the dwellings. Issued by: Environmental Health Department, Eagle County, CO September 23, 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 215 MONARCH ASPEN CO 81611- Address Owner Information Permit Status: Active Project Address 246909101004 Permit Type: OWTS Permit Permit NO. OWTS-9-13-9614 Expires: 1/21/2014 Issue Date: 9/23/2013 Parcel No. 121 ASH RD 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)925-1040 Cell: Inspection For Inspections call: (970) 328-8755 Inspections: IVR OWTS Final Inspection 095 PhoneEngineer(s) (970)704-0311SOPRIS ENGINEERING Contractor(s)Phone Primary ContractorLicense Number EXCAVATION SERVICES INC (970)963-8355 YesC2-13 EXCAVATION SERVICES INC (970)963-8355 Yes6-13 Carl Linnecke HENKE PROPERTY LLC Permitted Construction / Details: Install exactly as depicted on Sopris Engineering's design drawings and report stamped and signed on August 21, 2013 with tank and valve box details dated August 13, 2013. System consists of a 1,500 three compartment Valley Pre-cast tank (model 1,500T-3CP-HH) with effluent filter placed between the second and third compartments; and 770 sq. ft. of absorption area credit via 44 pressure-dosed Eljen In-Drain units placed on 12" of concrete sand in 2 beds (48' X 8') with 11 In-Drains in 2 rows per bed with the beds set 6' apart from one another as shown on the design drawings. Add an additional 10' of setback to the setback table shown on design drawing C-7 as indicated in the report. System is designed to serve a three bedroom main residence and a two bedroom caretaker unit. Contact the design engineer for additional structural specifications for the building sewer and effluent line that are located underneath the drivway; and to conduct inspections as required by the engineer in order to certify the installation. As-built drawings are required along with system certification prior to the use of the system or occupancy of the dwellings. Office Copy September 23, 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.eanlecountv.us EAGLE COUNTY P.O. Box 179 500 Broadway Eagle, CO 81631 www.eaglecounty.us PERMIT APPLICATION FOR ONSITE WASTEWATER TREATMENT SYSTEM OWTS PERMIT # 13UILDING PERMIT # �: c INCOMPLETE APPLICATIONS WILL N T BE ACCEPTED (SITE PLAN MUST BE INCLUDED) FEESCHEDULE APPLICATION FEE $500.00 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: U ek kt✓ i?rp pAt L L 6 c% ((J L;Kr 1v-A#Phone: 170 ' to yo Mailing Address: Z45 5, /UloKrrcf Sj± 1,91 ASPG+ CD email Registered Professional Engineer: Yvr,� m l' C �O1 Phone: ` oy -0311 Soe, i. nZtf Phone:y) 371'301g (?PM Applicant or Contact Person: 1`g � Licensed Systems Contractor: _ Kxcc.&Loyi Se,,-yrGCS - License # Company I DBA: lExcoyJi6m 5'er-t1 cnq Phone: (1 !1b) 9(03' (5 3 515 Mailing Address: R_E3c, ll Cc-6,4dek, 601-SIG23 mail 1'^ay6 P'xee-vJi,+ Permit Application is for: New Installation Alteration Repair Location of Proposed Onsite Wastewater Treatment System: Legal Description: I S R,,,C4� &IC"11,v Tax Parcel Number: 2-q 1n9 ' 10 2 - 00 - O 1 q Assessor's Link: www.eaelecounty.us/natie/ Physical Address: 1�, l lk5t, Kd t5 s Building Type: X Residential / Single Family Residential / Multi Family Lot Size: 3 Act Number of Bedrooms: Number of Bedrooms: Commercial / Industrial* Type of Use: *These systems require design my a Registered Professional Engineer Type of Water Supply: _X_ Private Well Spring Surface Public 17 If Public Name of Applicant Signature: Office Use Only Amount Paid: q L v r Receipt #:��I/ Check #: Date: /d 3 June 11, 2015 Henke Property, LLC c/o Carl Linnecke 215 South Monarch Street Suite 101 Aspen, CO 81611 RE: Final approval of septic permit OWTS-9-13-9614; Tax parcel #246910200014; Property location: 121 Ash Road, Basalt Area Carl: This letter is to inform you that the above-referenced septic permit has been inspected and finalized. This permit was approved and sized for a 5 bedroom dwelling. Additional information about the maintenance your septic system needs as well as information about private wells can be accessed through web site links provided on the Environmental Health Department’s home page at http://www.eaglecounty.us/envHealth/ Be aware that changes in the use of your property or alterations of your building may require commensurate changes to, or relocation of, your septic system. Landscape features, trees with tap roots, irrigation systems and parking areas above the drain field can cause premature system failure. It is equally important that you notice and immediately repair dripping faucets and hissing toilets as this will certainly cause the system to fail. By following a few simple guidelines, like avoiding grease or other additives down the drain and making sure your septic tank is on a pumping schedule, your system has been designed to last for many years. If you have any questions regarding this information, please contact us at (970) 328-8755 and reference the OWTS septic permit number. Sincerely, Terri Vroman Administrative Technician IV cc: OWTS permit folder Energov electronic file Paul Rutledge-Sopris Engineering Troy Buster – Excavation Services DEPARTMENT OF ENVIRONMENTAL HEALTH (970) 328-8755 FAX: (970) 328-8788 TOLL FREE: 800-225-6136 www.eaglecounty.us RAYMOND P. MERRY, REHS Director June 8, 2015 Carl Linnecke Henke Property, LLC. 215 S. Monarch Street, Ste 101 Aspen, CO 81611 carlgappliedwealtlmigmt.cona Ray Meny Eagle County Environmental Health Department P. O. Box 179 500 Broadway Eagle CO 81631-0179 RE: AS -BUILT, On -site Wastewater Treatment System (OWTS), Flying Pan Canyon Ranch, 121 Ash Road, Basalt, Eagle County, CO SE Job No. 12004.02, Parcel No: 2469-102-00-004. Eagle County Permit No. OWTS-943-9614 Dear Gentleman: Pursuant to County requirements, this letter provides documentation that the new Onsite Wastewater Treatment System (OWTS) recently installed at the above referenced site is in compliance with the permitted design. Sopris Engineering inspected the excavations, soils, materials and the installation of the system components at various times during construction, prior to final backfill and after all installations were completed. The system constructed on site was designed and built to serve the needs of the 3- bedroom owner usage residence and a 2-bedroom care taker unit referred to as the Frying Pan Canyon Ranch. The installed residential system was designed for a maximum 5-bedroom residence. Sopris Engineering performed several visits to inspect and survey the as built conditions of the constructed system. We have coordinated our efforts with the general contractor and the earthmoving contractor (Excavation Services) that constructed the system. The as built conditions and installation of the new OWTS components is in compliance with Eagle County Regulations; the recommendations and specifications delineated on the civil design plans, C6-OWTS and C7-OWTS Specifications & Details, dated August 21, 2013, by Sopris Engineering and the Design Information letter dated August 21, 2013. The design criteria and system sizing information is summarized below. An As -built OWTS record drawing is attached delineating the As -built descriptions and location of the components. Design Criteria and As -built System Compmrent Installation and Sizing The system was designed based on the design criteria approved for use of geotextile sand filters (GSP) systems. The OWTS includes the installation of a 2000 gallon 3-compartment septic tank with a total of 1500 gallon septic capacity in the primary and secondary tank chambers. The third tank chamber serves as a dosing tank with a duplex effluent pump assembly installed with an Orenco Bio tube vault. The effluent is equally pressure distributed across the treatmentlabsorption GSF field via individual custom perforated distribution pipes connected at the head of each GSG row. Gravity sewer pipes with cleanouts are installed from the owner's cabin and the care taker unit barn. An additional gravity sewer pipe is installed from a picnic cabana that has a sink. This gravity sewer line is installed along the driveway at 2% slope and a 45degree stepdown segment with installed cleanouts with every 100 feet of pipe and upstream of the stepdown segments. All inlet pipes into the septic tank have accessible sanitary tees. 502 Main Street • Suite A3 • Carbondale, CO 81623 (970) 704-0311 Fax (970) 704-0313 SOPRIS ENGINEERING ® LLC civil consultants AS -BUILT, OWTS Flying Pan Canyon Ranch, 121 Ash Road SE Job No. 12004.02 June 8, 2015 Page 2 The design average flow fora 5 bedroom residence is 750 gpd and the peak flow is 1125 gpd calculated by tie equivalent 5 bedroom residential population with a Peaking Factor (P.F.) of 150%. Eljen hn-Drain System scud bed is sized based upon the average assumed percolation rate calculated in the standard absorption area equation. A (S.F.) _ (Od '•`(t) �) x Plf: where: A =Absorption Area S.F. 5 Qd = flow (gal/day) = 1125 t = time in minutes per inch = 20 mpi PIT= 1.0 for secondary treatment Qd = 1125 gpd A = 1125 *20 Y' x 1.0 = 1006 sq. ft. 5 An area reduction of 25% is allowed for a dosed treatment system. A(reduction 25%) = A x 0.75 = 1006 x 0.75 = 755 S.F. GSF field. (770 S.F. installed) hi accordance with the design guideline for the percolation rate equation the field dimensions are determined by the reduced area for dosing (25%) and the configuration of the required amount of hn-Drains (5 bedrooms x (8 units per bedroom) = 40 units ( use 44 units). Each In -drain unit area (Au) is 2 FT wide by 4 FT long (8 S.F. horizontal surface area). 44 units were iustalled over a total sand basil area of 770 S.F. in hvo 48 by 8 feet beds. Each Bed contains 22 hn- Drain units in two rows of 11 units each over the 385 S.F. beds with a minimum of 12" of placed filter sand below the In -Drain units. The length of each row of In -Drains is: 11 units x (4'per unit) + 4 foot (min. 6" sand both ends)= 48 feet. Width of each bed =Area /Length = 385 / 48 = 8 feet. Minimum center spacing of rows is 4 feet A Valley precast tlu•ee chamber 1500 gallon concrete septic was installed with an attached a 500 gallon dosing chamber equipped with a Biotube vault duplex pump dosing assembly and associated piping and controls. Traffic rated 24" open access risers consisting of scaled 24" diameter x 6" deep concrete grade rings were installed over the three access openings, each with 24" diameter by 8" deep iron ring and cover lids at the surface. The tank is tested watertight, installed level, bedded and backfilled with class 6 base material. Two way cleanouts are installed on all the gravity sewage pipes adjacent to the exterior wall of the residences and accessory buildings. The septic tank effluent is pressure dosed from the tank pump chamber to a manifold pipe at the head of each hn- Drain bed's row pair via 1,25" discharge pipes installed with a continuous slope to allow drain back to the tank. The effluent is equally pressure dosed through 1.25-inch custom perforated distribution laterals running the length of the treatment bed installed on top of the installed hi -drain units. The distribution pipe laterals have 3/16-inch orifices drilled every 2.5 feet oriented upward to spray onto the 12-inch HDPE half pipe orifice shield. Ball valves from each pair of rows are housed in a valve box installed on each end corner of the field. A piezometer monitoring well pipe riser with threaded cap was installed near the head end corners of the field. AS -BUILT, OWTS Frying Pan Canyon Ranch, 121 Ash Road SE Job No. 12004.02 June 8, 2015 Page 3 Sub Surface Conditions and observation Initial soils observation by Sopris Engineering in excavated area associated with the driveway and pond construction reveal the variable topsoil, upper clayey soils and lower granular soils as described in the interim geotechical report. Soils observed in the GSF field excavations consisted of I foot of topsoil overlying slightly gravelly sandy silty clay to 3-4 feet overlying silty, clayey, sandy, gravel with cobbles (USDA- gravelly sand to loamy sand). The soils were inspected and field tested using USDA soil Texture/structure methods and determined to consist of loamy sand to sandy loam minus gravel. The soils appeared consistent across both beds. The design mininnun depth of filter sand was increased to 24" to insure adequate interface of the sand media to the course granular soils below the sandy clay layer. The In -Drain units were installed with the top absorptive surface at 2.5- 3.5 feet below the finish surface grades. No free ground water was observed in the bed excavations and is not expected to be encountered within 4 feet of the bottom of the bed excavation. OWS Operation and Maintenance Ownership of the system and responsibility for maintenance and repair will remain with the property Owner. The Owner is encouraged to retain the services of qualified personnel to inspect the OWTS and to perform inspections and maintenance necessary to ensure that the system components are maintained in good operating condition and suitable vegetative cover is established on the fields. The components of the OWTS system should inspected within 30 days of being placed into operation and should been inspected and maintained bi-annually. The tank, absorption field and other system components should be visually inspected bi-annually for debris, damage, leaks, or other potential problems. In general, for a properly utilized system, septic tanks should be pumped every 2 - 4 years. The effluent filter should be cleaned annually and at the time of pumping. Absorption fields should be maintained with suitable vegetative cover and kept free of root invasive plants. Positive surface drainage away from the absorption field should be maintained. If you have any question or need any additional informati< Sincerely, SOPRIS ENGINEERING, LLC Paul E. Rutledge Design Engineer Cc: Excavation Services, Gk 'crAech HEPWORTH-PAWLAK GEOTECHNICAL E l�:ln�uttf�-[`asvl,i) (jente[lutic"tl, Inc. 5020 Count) Road 154 C:ilc'IWOOLi Sprin,S, C:OILM,00 S1601 NILMu: 970-945-79S5 Fax: 9 70-94 5.8454 entail: hp��roUltEtke�nech.tnu GEOTECHNICAL ENGINEERING STUDY PROPOSED RESIDENCE AND FISHING PONDS FRYING PAN RANCH -SOUTH PARCEL 121 ASH ROAD EAGLE COUNTY, COLORADO JOB NO. 113 201A JULY 26, 2013 PREPARED FOR: HENKE PROPERTY, LLC ATTN: CARL LINNECKE 215 SOUTH MONARCH STREET ASPEN, COLORADO 81611 Parker 303.841-7119 • Colorado Springs 719-633-5562 • Sihverth-ome 970-468-1989 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY........................................................................ 1 - PROPOSED CONSTRUCTION - I ................................................................................. - SITECONDITIONS................................................................................................... - 2- GEOLOGIC CONDITIONS....................................................................................... - 2 FIELDEXPLORATION.......................................:.................................................... - 2- SUBSURFACE CONDITIONS.................................................................................. - 3- ENGINEERING ANALYSIS..................................................................................... - 4- DESIGN RECOMMENDATIONS............................................................................. - 4- FOUNDATIONS........................... ................................................................... - 4- FOUNDATION AND RETAINING WALLS......................................................... - 5 FLOORSLABS...................................................................................................... - 7 - UNDERDRAINSYSTEM...................................................................................... - 7- SITEGRADING ....................................................... ............................................. - 8 - SURFACEDRAINAGE......................................................................................... 8- PONDEMBANKMENTS...................................................................................... - 9- PONDEARTHWORK......................................................................................... - 10 - LIMITATIONS........................................................................................................ - 10 - FIGURE 1 - LOCATIONS OF EXPLORATORY PITS FIGURE 2 - LOGS OF EXPLORATORY PITS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS FIGURES 5,6 AND 7 - GRADATION TEST RESULTS FIGURES 8 AND 9 - LABORATORY PROCTOR COMPACTION TEST REPORT TABLE 1- SUMMARY OF LABORATORY TEST RESULTS PURPOSE AND SCOPE OF STUDY This report presents the results of a geotechnical engineering study for the proposed residence and fishing ponds to be located at Frying Pan Canyon Ranch -South Parcel, 121 Ash Road, Eagle County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the building foundation design and geotechnical conditions at the fishing pond sites. The study was conducted in general accordance with our proposal for geotechnical engineering services to Henke Property, LLC dated June 12, 2013. A field exploration program consisting of exploratory pits was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundations and grading of the fishing ponds. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The proposed development includes a residence with walkout lower level, a CDU next to the residence, a pump house with wet well next to the Frying Pan River and two fishing ponds located as shown on Figure 1. Because of the strong sloping terrain, all of the facilities will have cut and fill to develop their design grades but should not be more than about 10 to 12 feet deep. The facilities have been designed to bear on the natural soils with fill embankments needed for the fishing pond dams. We assume relatively light foundation loadings, typical of the proposed type of construction. The ponds will be 10 feet or less in depth and not require State of Colorado design review. Job No. 113 201A G(Mtech -2- 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. SITE CONDITIONS The development area generally consists of vacant grass fields surrounded by oak brush. The terrain has a strong to moderate slope down to the north at typically 12 to 20% grades. The overall elevation difference is about 30 feet in the proposed building and pond areas above a steep to very steep slope of about 30 to 65% grades and overall height of about 60 to 70 feet down to the Frying Pan River. Siltstone/sandstone bedrock crops out on the very steep sloping areas. The access road to the pump house is in the less steep, east end below the residence and lower pond area, see Figure I _ GEOLOGIC CONDITIONS The property is underlain by siltstone and sandstone of the State Bridge Formation that is typically stratified with relatively flat -lying beds in this area. The rock is not prone to landslides as evidenced by the rock outcrops in the very steep slopebelow the main development area. The near surface soils consist of colluvial deposits derived from weathering and erosion of the rock. There could be gravel terrace deposits close to the river that are covered by colluvial deposits. The hillside is relatively dry and absent of springs but the bedrock layer will tend to perch water that could cause springs to develop if there is significant seepage from the proposed ponds. FIELD EXPLORATION The field exploration for the project was conducted on June 14, 2013. Eight exploratory pits were dug with a trackhoe at the locations shown on Figure 1 to evaluate the subsurface conditions. The pits were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Job No. 113 201 A G Mtech -3- Samples of the subsoils were taken with relatively undisturbed and disturbed sampling methods. Depths at which the samples were taken are shown on the Logs of Exploratory Pits, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsurface profile was variable and typically consists of about 1 to 3 feet of topsoil and 2 to 3 feet of sandy silty clay overlying silty to clayey sandy gravel and cobbles in the residence, CDU and lower pond areas. Siltstone/sandstone bedrock was encountered below the gravel and cobbles soils at depth between 7 and 13 feet, and at depths between 3 and 6 feet in the access road and pump house site downhill of the lower pond site. Sandy silty clay with scattered gravel and cobbles was encountered in the upper pond site. 'Digging in the bedrock was very difficult due to its cemented condition and refusal was encountered with minor penetration into the deposit. Laboratory testing performed on samples obtained from the pits included natural moisture content and density, gradation analyses, standard Proctor compaction, and liquid and plastic limits. Results of swell -consolidation testing performed on a relatively undisturbed liner samples of the upper clay soils, presented on Figure 4, indicate moderate compressibility under conditions of loading and wetting. Results of gradation analyses performed on disturbed bulk samples (up to 5-inch fraction) of the coarse granular and fine-grained soils are shown on Figures 5 through 7. Proctor compaction test results for fine-grained soils proposed to be used for lining the ponds are presented on Figures 8 and 9. The clay soils are silty with low plasticity and the gravel soils have a low to non -plastic silty sand matrix. The laboratory test results are summarized in Table 1. Job No. 113 201A Gg;tECh -4- No free water was encountered in the pits at the time of digging and the subsoils were slightly moist to moist and the bedrock was relatively dry. ENGINEERING ANALYSIS The clay soils encountered in the pits located in proposed building areas are compressible when wetted under loading. The underlying coarse granular soils typically have relatively low matrix soil content and would be expected to have low compressibility potential when wetted under loading. Spread footings placed below the topsoil and clay soils should be suitable for support of relatively light building loads with low settlement potential. The pump house/wet well should bear on bedrock with spread footings or structural slab foundation with minor settlement potential. Construction of the proposed ponds with water depth up to 10 feet and excavated into the natural ground with appropriate side slopes appears feasible based on geotechnical conditions. There will be impacts on future ground conditions from seepage loss with the proposed clay soil liner that must be considered in the initial design and construction and the long term maintenance and upkeep. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend the buildings be founded with spread footings bearing on the natural granular soils or bedrock. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable bearing pressure of 2,000 psf. Footings or Job No. 113 201A cIrstech Ms structural slab placed on the bedrock should be designed for an allowable bearing pressure of 4,000 ps£ Based on experience, we expect initial settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. There could be about %2 to 1 inch of additional differential settlement if the bearing soils are wetted. Footings or structural slab bearing on bedrock should have minor settlement potential. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) The topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to the relatively dense natural granular soils or rock. The exposed soils in footing area should then be moistened and compacted. If water seepage is encountered, we should be contacted for evaluation and mitigation methods. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 50 pcf for backfill consisting of the on -site predominantly granular soils. Cantilevered retaining Job No. 113 201 A eCh structures which are separate from the structures 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 40 pcf for backfill consisting of the on -site predominantly granular soils. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained 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 at near optimum moisture content. Backfill in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.45 for the granular soils and 0.50 for bedrock. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 375 pcf for dry soil conditions. 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 Job No. 1 D 201 A G89tech -7- material compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab - on -grade construction. The clay soils could have a potential to settle when wetted. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on -site granular soils devoid of vegetation, topsoil and rock larger than about 6 inches. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in mountainous areas and where bedrock is shallow that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. Job No. 113 201 A G4 ech -8- 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 Ievel of excavation and at least I foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 1 % feet deep. SITE GRADING The risk of construction -induced slope instability at the site appears low provided the buildings are located above the steep slope as planned and cut and fill depths are limited. We assume the cut depths for the basement level will not exceed one level, about 10 to 12 feet. Fills should be limited to about 8 to 10 feet deep and not be placed on slopes steeper than about 40%. 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 95% of the maximum standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation or other means. The risk of slope instability will be increased if seepage is encountered in cuts and flatter slopes may be necessary. If seepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. This office should review site grading plans for the project prior to construction. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the buildings have been completed: Job No. 113 201 A C-mMech -9- 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free -draining wall backfill should be capped with about 2 feet of the on - site soils to reduce surface water inf ltratiom 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from foundation walls. Consideration should be given to use of xeriscape to reduce the potential for wetting of soils below the building caused by irrigation. POND EMBANKMENTS The proposed ponds graded with 3 horizontal to I vertical interior slopes and 2 horizontal to 1 vertical downhill slopes appear feasible for the clay and granular soil foundation conditions and should result in stable slopes provided the ponds are lined and the uphill slopes remain dry. The on -site clay soils (mainly encountered in Pit 5 at the upper pond site) and stockpiled clay soils are proposed as the liner material. The clay liner should have a minimum compacted thickness of 1 foot in clay subgrade areas (upper pond site) and 2 feet in granular and bedrock areas (lower pond site). We expect that the clay soil liner will have a certain amount of leakage, especially in the more granular soil areas, such as encountered in Pit 4 located in the lower pond area. A commercial grade, high swelling bentonite could be added to the on -site clay soils to reduce its seepage loss Job No. I B 201 A Ggc tech -la - potential. Seepage through the liner could cause groundwater to be perched on the bedrock and require a subdrain to cut off groundwater flow and prevent free water discharge onto the downhill slopes. The seepage loss and potential perched groundwater development should be expected to persist unless the ponds are sealed with an impervious liner. Perched groundwater levels or pond leakage could result in lowered slope stability safety factors. If water seepage flow is observed, we should be contacted for evaluation and remedial mitigation methods. The grading of the foundation and embankment should be performed as presented below in the "Pond Earthwork" section. The unlined graded slopes above high water level should be vegetated and riprap or erosion mat should be provided as needed to prevent erosion in concentrated surface runoff areas. POND EARTHWORK The on -site clay soils are suitable for use as embankment fill. The more granular on -site soils, excluding rock larger than about 6 inches, can be used in the outer part of the downhill embankment slope. The soils have relatively low moisture content and will require adding moisture before using them as embankment fill. Prior to fill placement, the embankment foundation should be prepared by removing vegetation and stripping topsoil, benching relatively flat, scarifying to a depth of at least 8 inches and compacting to at least 95% of standard Proctor density. The embankment fill should be spread in relatively thin lifts and compacted to at least 95% of standard Proctor density at a moisture content within 2 percentage points of optimum. In -place moisture and density testing should be performed on a regular basis to evaluate the compaction level and compliance with the project specifications. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations Job No. 113 201 A GZI&Ch indicated on Figure I and 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 in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by 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. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. f • ,9 � Steven L. Pawlak, P.E.�7 Reviewed by: X s: �.s;,,.._4 tv-, J-< Daniel E. Hardin, P.E. SLPlljg cc: Sopris Engineering — Yancy Nichol (ynichol@sopriseng.corr�) Job No. 113 201A G,99tech HEPWORTH-PAWLAK GEOTECHNICAL PROPOSED CDU 000 F'IT 2 ti. , Jj PIT 3' FI 1 f f® PROPOSED a RESIDENCE PROPOSED (LOWER) POND :D PROPOSED tj (UPPER) POND i{ APP OXI MATE SCALE: 1 " _ #-20' r . LOCATIONS OF EXPLORATORY PITS I FIGURE # PIT 1 ELEV.=7267.2' 0 '+4=4 i .200=75 _ ! OMC=4.1 H Lu 10 15 0 LL a W 10 PIT 2 ELEV.=7257.3' -' WC=13.5 +4=52 -200=27 T PIT 4 ELEV.=7245.7' JC=17.0 D=98 .W=76 L=33 1=16 0=7.1 1=63 30=13 WC=16.2 DD=105 PIT 5 ELEV.=7274.1' WC=8.5 DD=103 -200=79 LL=36 / PI=21 PIT 3 ELEV.=7279.8 PIT 6 ELEV.=7210.5' q: roll W LL a w 15 0 6� 2 H a w 10 J 0 •: „ WC=9.2 - +4=5 - - -200=60 LL=22 PI=5 15 PIT 7 PIT 8 15 ELEV.=7205.4 ELEV.=7202.1' 0 0 15- W LJ V' M T •o, W 5 5 0 0 L10 Note: Explanation of symbols is shown on Figure 3. 10 113 201A G PtechNICAL LOGS OF EXPLORATORY PITS FIGURE 2 H 6P4VOR7H-PAW L.AK GEOTEGH LEGEND: ® TOPSOIL; organic sandy silty clay, roots, moist, dark brown. F1CLAY (CL); silty, sandy, stiff to very stiff, slightly moist to moist, red -brown, scattered gravels and small cobbles with depth at Pit 5, low to medium plasticity. GRAVEL AND COBBLES (GM); with boulders, silty to occasionally clayey, sandy, medium dense, slightly moist, red -brown, angular rocks, sub -rounded to rounded rocks encountered at bottom of Pit 4. 1 SANDSTONE/SILTSTONE BEDROCK; hard to very hard, slighty moist, red -brown. State Bridge Formation. �g Relatively undisturbed 2-inch diameter liner sample. Disturbed bulk sample. Practical digging refusal in Sandstone/Siltstone Bedrock. Where shown next to the symbol, indicates varying depth to bedrock was encountered from uphill side to downhill side of pit. NOTES: 1. Exploratory pits were excavated on June 14, 2013 with a trackhoe. 2. Locations and elevations of exploratory pits were provided by Sopris Engineering, LLC. 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 = Water Content (% ) DID = Dry Density ( pcf ) +4 = Percent retained on the No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid Limit ( % ) PI = Plasticity Index (% ) OMC = Organic Matter Content (%) 113 201A H I_Pw0ffrH-PAW LAK GE0TECH N1CAL LEGEND AND NOTES I FIGURE 3 Moisture Content 16.2 percent Dry Density = 1,15 pcl 0 Is upon z 2 wetting O to � 3 a M O U 4 5 6 0.1 1.0 10 100 APPLIED PRESSURE (ksf ) 113 201A �tC:ch SWELL -CONSOLIDATION TEST RESULTS FIGURE 4 k EPWOM-H-PAWL.AK GEOTECHN ICAL i III Gravelly�, R�f ce . f ' - r • - GRADATION RESULTS ■ p B o p a W z x U LU M HYDROMETER ANALYSIS I SIEVE ANALYSIS TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 24 HA. 7 HR 45 MK 15MIX 80MNIAK 4MW. IMIN. 42W 0100 /50 !30 *16 f3 04 sw 3/4' 1W 7 5'r V .001 AOi Ao6 .oGo Ala 1w .074 ,1W = .eoo 1.13 230 4175 9.6125 19 .0 37.5 762 1d52 203 DIAMETER OF PARTICLES IN MILLIMETERS aeAVEL CO CLAY TO SILT BeU� FlIE MMUM 0DW$E FMCaYIR5E Gravel 63 % Sand 24 % Silt and Clay 13 % Sample of: Silty Clayey Sandy Gravel with Cobbles From: Pit 4 at 5 to 7 Feet Q a LU u cc W a •. Cam © C DIAMETER OF PARTICLES IN MILLIMETERS at+AveL CLAY T4 SILT aAM GOBBLER RW MEONM I GOAR9E FUE COARSE Gravel 5 % Sand 35 % Silt and Clay 60 % Liquid Limit 22 % Plasticity Index 5 % Sample of: Slightly Gravelly Sandy Silty Clay From: Pit 5 at 11 to 12 Feet 113 201A H EPWC-,VKrAec "'] GRADATION TEST RESULTS FIGURE 6 OFiiH-PAINLAK GEQT�CH M[CAL �I .001 .002 .606 .0G0 AIR HYDROMETER ANALYSIS I SIEVE ANALYSIS TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 24 HR. 7 HR 45 MN. 15 MIN, 60MIN. 19". 4M21. 1MIK #2l30 10100 #50 #30 #16 06 #4 3ff 3w 11/Y 7 6.6' r 100 90 90 70 4 20 to 0 .037 A74 .1.511ii '.200 AW 1.16 2-76 4.76 YS 125 19.0 374 76'2 12162 W3 DIAMETER OF PARTICLES IN MILLIMETERS CLAY TO SILT SAM 6RMV& CWAI,E6 . FINE IIEOk1M COARSE FINE COMSE Gravel 2 % Sand 23 % Silt and Clay 75 % Sample of: Sandy Silty Clay From: Stockpile of Proposed Pond Liner Material 113 201AGRADATION TEST RESULTS FIGURE 7 FIEPWORTIi PAHIAK (OiECHNICAi Z ■■■■■■■■■■■■■��►ice\■■■►\NOON■■■ ON ONE ■■■■■■■■■■■■/I■■■■■■\■■\NOON■■ ■■■■■■NN■■■��■■■■■■■\\■\NOON■■ ■■■■■■■■■■■I■■■■■■■■■!:!■\NONE■ ■■■■■■■■■■II ■■■■■N■■■■■ \■► NOON■ ■■■■■■■■■��■■■NEE■■■■■\■E\NOON ■■■■■■■■■%NOON■EN■■■■■■►�■\\NOON ■NOON■■■II■■■■■■■■■■■■■■\\■■\■■■ ■NOON■■II■■■■■■■■■■■■■■■■1\■�\■■ ■E■■E■EMEEEENEE■EENE■E■EWEE►\■■ NOON■■II■■■■■■■■■■■■■■■■■■�O\\■ ■■■■N��■■■■NEE■■■■■■■■■■■►\N■\\■ NOON■II ■■■■■■■■■■■■■■■■■■■i'r■■\\ ■■ ■■ ■■■■■■■■■■■■■NEE■■■■■■■■■■\. ■■■■■■■■■■■■NEE■■■■■■■■■■■■ ■NEE■■■■■■■■NEE■■■■■NEE■■■■■■■ ■■■■■■■■■■■■■NEE■■■■■■■■■■■■■■ Meg MEN TEST RESULTS MATERIAL DESCRIPTION OptimumMaximum Cry density = 11 6J pef Slightly Gravelly Sandy Silty Clay .Sopris Engineering ProposedPonds,-South Depth:Parcel, Ash Road, Eagle County, Colorado o Location: Pit 5 _.. Glenwood Springs, Colorado Tested By: BG Checked By: JP . i •(61 CA• • • { _ • - • • ■�■■■■■�■■■■■■■ram■■■■►�■►\■■■■ ■■■■■N■■■■■■■■►.��■■■■■\�■\\�■■ -MATERIAL DESCRIPTION Maximum dry density 109.3pef .. .. , Sopris Engineering Proposed Residence and Fishing Ponds, South Parcel, Ash Road, Eagle County, Colorado o Location: On -Site Stockpile Remarks: _.Geotechnical, Inc. Glenwood Sprinas, Colorado Tested By: BG Checked By: JP � k 2 o � z 2 k � U � z � uLLI O 0 L (D !<- - ¢ o k LLI m � < < L.L x >. R cc q < LU R Ln 2 k 2 a 2 2 2 2d 2 m o kui Cd U U Cd >N § © © 2 2 _ 2 U 2 u F 7 U 3 Cie 7 � U § °z \U - ou ��% - k)5 z�/ =S k\� - tn § \) E q uco §B2 °K n IL S 2tn k k C14 C14 cl Ln q q z \ Bk 2 tn Cq � �§ k§ & z� - 0 2)[ t q O 2 - _ q 20 2 z k G_ § g 0 2 W) cz � O 2 FRYING PAN CANYON RANCH EAGLE COUNTRY, STATE OF COLORADO. SUPPLEMENTAL OWTS SEPCIFICATIONS & DETAIL ALL ELEVATIONS AND RELATIVE OWTS COMPONENT LEVELS SHALL BE CHECKED, VERIFIED AND CONFIRMED TO ASSURE FUNCTION AND MEET THE INTENT OF THE DESIGN & COVER TRAFFIC RATED 24" OPEN ACCESS RISERS LIDS) 34"X6" CONC. GRADE RINGS SEALED (TYP.) 7270 8" DEEP X 24" DIA. IRON RING (TYP. ALL RISER COLD WEATHER DISCHARGE ASSEMBLIES TO TRANSPORT PIPES TRANSPORT PIPES TO EXIST TANK 7265 RESIDENCE GROUN6'LE VEL TANK SIDE WALL AT THE FINISH FLOOR 7260 TYPI PORT LEVEL TO BE FIELD VERIFIED 72 N&N / LAG 7255 1.25" SCHD-40 W/ 3' MIN. DEPTH LIQUID LEVEL / PUMP OFF SEW PIPE INV. IN 7255.9'f TO BE FIELD VERIFIED 1500 GALLON 3-COMPARTMENT SEPTIC TAN INSTALL BIOTUBE VAULT W/ DUPLEX DOSING W/ 3-20" ACCESS OPENINGS & 7" THICK REINFORCED TRAFFIC 1?hT€BTANK LID (USE DUPLEX (PVU68-1819-) W/ (PP300512-20 PUMPS) & 1. VAULT PREPARE SUBGRADE WIITH MINIMUM COURSE 5-INCH OF 6" CLASS-6 BASE MATERIAL COMPACTED EXTEND PIPE ASSEMBLY & EFFL, FILTER, FLOAT 0 95° TREE TO WITHIN 12" OF ACCESS LID INSTALL DOSING ASSEMBLY WITH REMOTE MOUNTED CONTROL PANEL & ALARM LOCATION CONTROL PANEL MUST BE ACCE DIRECT LINE OF SITE FROM THE EXTERI SCALES. TBD HORIZONTAL 1 "-10' SIBLE IN R WALL VERTICAL 1"=10' OF A STRUCTURE TO THE SEP IC TANK SOPRIS ENGINEERING - LLC CIVIL CONSULTANTS 502 MAIN STREET, SUITE A3 CARBONDALE, COLORADO 81623 970 704-0311 DE/OWTS/12004-0WTS—SUPPL—DETAIL —8-13-13.dwg FRYING PAN CANYON RANCH EAGLE COUNTRY, STATE OF COLORADO. SUPPLEMENTAL OWTS SEPCIFICATIONS & DETAIL SHEET 1 OF 2 cf4 ® END ROW SIDE VIEW 1.25' BALL VALVE 1.25" SCHD-40 CUSTOM PERFORATED PVC DISTRIBUTION LATERAL PIPE - 12" HALF PIPE VALVE BOX (NDS OR APPROVED EQUAL) CUT SIDEWALL 0 BOX TO INSERT END SECTION OF a' 112 PIPE 12" HALF PIPE 1.25' BALL VALVE FRONT VIEW 1.25" FLUSH LATERAL WITH BALL VALVE. INSTALL ASSEMBLY IN IRRIGATION VALVE BOX WITH INSULATION AND LID. EXTEND BOX AS NEEDED TO FINISH SURFACE GRADE (TYP. END EA. PIPE) INSPECTION PORT VALVE BOX VALVE BOX LID MINIMUM 6" VALVE BOX EXTENSIONS (NDS OR APPROVED EQUAL) MINIMUM 14" X 19" X 12" VALVE BOX (NDS OR APPROVED EQUAL) 12" HALF PIPE, HDPE N-12 OR ORENCO PVC HP12 SECTIONS .25" SCHD-40 CUSTOM PERFORATED 'VC DISTRIBUTION LATERAL PIPE ELJEN IN -DRAIN TREATMETN UNITS FILTER SAND SOPRIS ENGINEERING - LLC CIVIL CONSULTANTS 502 MAIN STREET, SUITE A3 CARBONDALE, COLORADO 81623 (970)704-0311 DEIOWTS112004-OWTS-SUPPL-DETAIL-8-13-13, d wg ust 20, 2013 Ray Merry Eagle County Environmental Health Department P_ O. Box 179 500 Broadway Eagle CO 81631-0179 RE: Frying Pan Canyon Ranch — Supplemental Design Information for On -Site Wastewater Treatment System (OWTS) in support of Building Permit Application SE Job No. 120005.02 Dear Ray: This letter provides clarification and additional design information in regard to the proposed Onsite Wastewater Treatment System (OWTS) delineated on the Building Pen -nit Application civil plans. The OWTS system proposed to serve the Frying Pan Ranch will be constructed in accordance with the design recommendations and specifications delineated on the civil design plans, C-6-OWTS and C-7-OWTS Details, by Sopris Engineering, submitted in support of the building permit. No changes to this design are proposed and we are requesting appro%-al of the permit for the components shown that will handle waste flows from the main residential dwelling and accessory dwelling unit (ADU). Conclusions Based on our findings the design and installation of an engineered OWS with secondary treatment is feasible in accordance with applicable Eagle County and the State of Colorado regulations. The improved site includes a new 3- bedroom owner usage residence and a 2-bedroom care taker unit that will be served by the new OWTS system. The system was designed based the current Eagle County design criteria and the design criteria approved for Colorado including Pitkin County for use of geotextile sand filters (GSF) systems. These criteria are in compliance with the current Eagle County ISDS regulations with area calculations based on the percolation rate equation. Tile design average flow for a 5 bedroom residence is 750 gpd and the peak now is 1125 gpd calculated by the equivalent 5 bedroom residential population with a Peaking Factor (P.F.) of 150%. The system design is also in compliance with the recently adopted State OWTS Regulation No. 43. Our design recommendations include the installation of a three compartment 1500-gallon concrete septic tank with an attached a 500 gallon dosing chamber equipped with a duplex pump Biotube vault dosing assembly and associated piping and controls. Effluent will pressure discharge to a 770 square foot engineered Geotextile Sand Filter (GSF) system utilizing a synthetic absorption/treatment media. We recommend the use of a full pressure dosed GSF system to provide good secondary treatment performance and allow for a reasonable reduction in field area compared to a conventional system. The GSF field will consist of two beds installed with custom perforated distribution pipes running the length of the proposed Eljen In -Drain unit rows. This technology will mitigate any potential for excessive hydraulic loading and allow for even dispersal of effluent over the entire field area. The sewer pipes will be installed as specified with respect to design grades and other utilities with appropriate sealed pipe sleeves to be installed as necessary if any section of gravity sewer or pressurized effluent pipes cross through a structure or are in conflict with any other utility. The gravity sewer pipes routed to the 3- compartment septic tank will be bedded and backfilled with Class-6 base material and encased in blue board insulation if depths 502 Main Street • Suite A3 • Carbondale, CO 81623 (970) 704-0311 • Fax (970) 704-0313 SopRis ENGINEERING LLC civil consultants Frying Pan Canyon Ranch-OWTS SE Job No. 12004.02 August 20, 2013 Page 2 are less than 3 feet within the drivewaylautocourt area. Any additional installation techniques not shown will be documented and included with the AS -Built certification drawing to be submitted after construction is completed. The system includes the installation of Orenco Systems duplex high head pumps with a Biotude vault installed in the dosing chamber of the septic tank. The effluent will be pressure dosed to the manifold at the head of each GSF bed and will be equally distributed across the treatment media surface. The GSF system is designed based on the design flow rate and the soil percolation rate determined by recent geotechnical field-testing. The dispersal system is designed to dose small quantities of effluent across the Eljen In -drain units far single pass treatment followed by infiltration of the treated effluent into the underlying soils. The system will meet all required setbacks and be installed within the general location indicated on the plan. Our design is outlined below and delineated on the attached design and construction plan. Site Location and Existin2 Conditions The subject site is located at 121 Ash Road, Frying Pan Canyon Ranch -South Parcel, Eagle County, Colorado. The subject site is situated on sloped terrain adjacent to the Ieft bank of the Frying Pan River approximately 11 miles upstream from the Town of Basalt. The South Parcel Site comprises approximately 100 acres. The building and septic envelope is on terrain that slopes to the southwest at 12% to 20%. The existing ground surface in the proposed treatment field area has an approximate slope of 8% to the north and is located above the adjacent lower river bench within an open meadow/agricultural field. The site has vegetation consisting of aspen and evergreen trees, with grass, weeds and brush. The development envelope on the site is defined by a 50 foot setback from the river and is elevated well above the I00-year base flood elevation. Sub Surface Conditions and observation The site is on a mountainous agricultural field adjacent to a lover glacial bench along the Frying Pan River. An interim geotechnical evaluation was performed by HP Geotech that indicates the soils onsite consist of coarse granular soils below 2-4 feet of variable depths of topsoil and sandy, silty clay. The granular soils consist of silty, clayey, sandy, gravel with cobbles. Initial soils observation by Sopris Engineering in eacaN ated area associated with the driveway and pond construction reveal the variable topsoil. upper' clad ey soils and lower granular soils as described in the interim geotechical report. Soils observed within the area of the proposed GSF field consist of I to 2 feet of topsoil overlying slightly gravelly sandy silty clay overlying silty, clayey, sandy, gravel with cobbles (USDA- gravelly sand to loamy sand).. The infiltration rate is expected to rapid through the course granular soils below the sandy clay. Percolation rates are expected to be 5-15 minutes per inch in the lower granular soils that are expected to be encountered a 2 to 5 feet below the surface grades in the location of the GSF field. A rate of 20 minutes per inch is used for design. The GSF field is designed to mitigate the mixed gravelly soils. No free ground water was observed in the initial excavations and is not expected to be encountered within 4 feet of the bottom of the bed excavations. Percolation testing and USDS soil analysis will be performed by Sopris Engineering in the location of the proposed treatment absorption field to verify design assumptions prior to construction. The site specific soil evaluations will be performed at the time of initial building pen -nit construction. The OWTS field system will be adjusted as required based on the soil evaluation if required. Frying Pan Canyon Ranch-OWTS SE Job No. 12004.02 August 20, 2013 Page 3 OWS Design The OWS will be designed to treat sewage from an equivalent 5-bedroom house. Our design recommendations for a new OWS include the installation of a 2000 gallon 3-compartment concrete septic tank with a total of 1500 gallon septic capacity in the primary and secondary tank chambers. The third tank chamber serves as a dosing tank with a duplex effluent pump assembly installed with an Orenco Bio tube vault and 1.25" discharge pipes. The effluent will be equally pressure distributed across the treatment/absorption GSF field via individual custom perforated distribution pipes connected at the head of each GSG row. We recommend the installation of a GSF field utilizing the EiJen In -Drain technology divided into 2 beds. This preferred absorption/treatment media is a 7" deep by 24" wide synthetic single pass secondary treatment product. Effluent will efficiently distribute over the product's horizontal and vertical surface areas through a custom perforated distribution pipe centered over the units and running the length of each GSF row. A minimum 12-inch layer of filter sand (concrete sand) will be placed belL:w the units over the native course granular soils in the bottom of the bed excavations. Additional sand will be placed up to the top of the units between rows and to the excavation sidewalls. The excavation depth will be increased if the overlying sandy silty clay is encountered below target excavation depths of 2-4. The removed soils will be replaced with additional sand as needed to insure that the sand layer is overlying the course granular soils (USDA - gravelly sand to loamy sand). Treatment occurs within the In -Drain units filter media with bio mat formation in the synthetic media and additional treatment with vertical and lateral infiltration through the sand. The sizing of the secondary treatment system is per the guidelines by the manufacturer and approved by various Counties in the state including Pitkin County for sizing of GSF absorption fields incorporating the Eljen In -Drain. Based on the clayey granular soil encountered a rate of 20 minutes per inch is used for design. The GSF beds will be excavated to the granular soil level and specified materials will be placed to insure interface with granular soils. Treatment media/Soil Absor Lion System Design The proposed treatment field will maintain all applicable set back distances that include an additive distance of 10 feet based on the Design Q. The field is well over 110 feet from the well. The effluent will be treated underground by distribution to the E1jen In -Drain rows, sized to adequately treat and allow infiltration of the effluent into the ground. The residence will have variable daily flows typically lower than the projected average. The use of a single pass gravity secondary treatment system was installed due to the underlying soil conditions and to attenuate peak flows more effectively than a conventional soil treatment unit. The design percolation rate of 20 mpi is suitable for long-term absorption through the underlying sand filter layer and into the existing granular soils. The absorption field is sized by using the Eljen, March 26, 2009 sizing guidelines approved for select Colorado counties NvIth appropriate reduction factors. The initial treatment media sizing is based on the range of percolation rates and the minimum number of In -Drain units per bedroom as tabulated in Table 1 of the approved design guidelines. Pursuant to Table 1: perc rate(mpi) # of units per bedroom # bedrooms Total units 6-10 7 5 35 11-20 8 5 40 Based on the table above the initial treatment area would be based on 8 units per bedroom however we recommend added an additional unit per row. The total area of the sand basal area is then sized for the infiltration of the design flow based on the equivalent design percolation rate. Frying Pan Canyon Ranch-OWTS SE Job No. 12004.02 August 20, 2013 Page 4 Eljen In -Drain System sand bed is sized based upon the average assumed percolation rate calculated in the standard absorption area equation. A (S.F.) _ (Qd *(t) x Pl£ where: 5 A = 1125 *20) " x 1.0 = 1006 sq. ft. 5 A = Absorption Area S.F. Qd = flow (gal/day) = 1125 t = time in minutes per inch = 10 mpi Pif = 1.0 for secondary treatment Qd = 540 gpd An area reduction of 25% is allowed for a dosed treatment system. A(reduction 25%) = A x 0.8 = 712 x 0.75 — 755 S.F. GSF field. In accordance with the design guideline for the percolation rate equation the field dimensions are determined by the reduced area for dosing (25%) and the configuration of the required amount of In -Drains (5 bedrooms x (8 units per bedroom) = 40 units ( use 44 units). Each In -drain unit area (Au) is 2 FT wide by 4 FT long (8 S.F. horizontal surface area). We recommend 44 units be installed over a total sand basil area of 770 S.F. in hvo 48 by 8 feet beds. Each Bed contains 22 In -Drain units in two rows of 11 unity each over the 384 S.F. beds with a minimum of 12" of placed filter sand below the In -Drain units. Therefore the length of each row of In -Drains is: I l units x (4'per unit) + 4 foot (min. 6" sand both ends)= 48 feet. Width of each bed = Area / Length = 384 / 48 = 8 feet. Minimum center spacing of rows = Width / No. rows = 8 / 2 — 4 feet ( Use 4 feet) LTAR comaarison analysis The system as designed above theoretically «would have a back calculated long term acceptance LTAR of approximately 2 gal./S.F./day, detennined by the Design Q (1125 gpd) / field area (768 S.F) = 1.5 gal./S.F..rday. Average flow back calculated LTAR is: Average Q (750 gpd) i field area (768S.F) — 0.97 gal./S.F./day. It is noted that the LTAR formulation is typical for Soil treatment units where the native soil absorption surface is the treatment media. The GSF system has synthetic media Nvith underlying imported sand that that serves as the treatment media with the In -drain surfaces providing the active bio mat treatment and the sand providing a level of tertiary (polishing) of effluent. The 12" depth of sand is also providing increased absorption area interface with the native soils. The additional vertical side wall area of the bottom 6-inches of underlying sand layer is 96 S.F. It is noted that the minimum sand layer for treatment is 6 inches and that a 12" layer has previously been and is currently being considered for secondary treatment approvals by the State. In terms of the new State Regulations considering this design as treatment level I with soil type 1 the design flow would be 600 gallons per day. Based on the same field configuration the new back calculated LTAR would be as follows: Design Q (600 gpd) / field area (768 SY) _ .78 gal."S.F.Iday. Considering the application of the new state regulation Loading factors (Table 10-2, pressure dosed bed - 1.0) and (Table 10-3, manufactured media bed = 0.9) with a reasonable loading rate for sand (1 gal./S.F./day) the size of the field would be 600/1 * 1 *.9=540 S.F. During initial construction the engineer will evaluate the soils in the location of the absorption treatment field to confirm design assumptions made and conditions reported by the geotech and will make adjustments to the field Frying Pan Canyon Ranch-OWTS SE Job No. 12004.02 August 20, 2013 Page 5 sizing as needed. The minimum size of the field will not change however additional area to the sand filter may be added and will be reported and delineated in the Certification letter and As -built drawing. We recommend approval of the design using the 44 In Drain units for the 5 equivalent bedroom population based on the typical residential loading and sand filter soil characteristics with a 20 mpi design percolation rate. The beds should have an average excavation depth of 24 inches from finish grade and approximately 12 inches of final grade topsoil placed to allow positive drainage away from the field surfaces. The beds will be constructed level. The two GSF beds will generally follow natural contour grades. The engineer, prior to excavation shall inspect the staked location, of the proposed treatment/absorption bed and tank. All septic system components to be staked in the field for approval by the Engineer prior to excavation. Effluent Distribution System We recommend that the GSF field be fully pressure dosed. A duplex pump assembly in the dosing compartment of the septic tank will be utilized to transport effluent to the individual distribution manifold at the head of the distribution laterals in each bed. A separate line and pump will individually dose each treatment bed. An Orenco Systems Bio Tube pump vault system will be installed with an effluent screen. The pump system shall incorporate high head pumps. Automatic float switches including a high water float with alarmllag shall be an installed component. The transport pipes form the dosing pump assemblies to the absorption field shall be schedule 40 PVC or class 200 HDPE with a minimum inside diameter of 1.25 inches. The transport lines will be installed with a high point connection on the 1.25-inch distribution manifold pipe. The transport line shall be installed with minimum 2.5% slope to allow the drain back of effluent to the dosing chamber. The effluent will be equally pressure dosed through 1.25-inch custom perforated distribution laterals running the length of the treatment bed installed on top of the In -drain units. The pipe will have 3/16-inch orifices drilled every 2 feet oriented upward to spray onto an orifice shield half pipe that will broadcast the effluent downward onto the surface of the In -drain units. A ball valve, housed in a valve box will be installed on the end of each perforated distribution line. The first and last orifice will be drilled and oriented downward with and orifice shield to allow drainage of the line. A monitoring well will be installed near the head end of each bed. OWS Operation and Maintenance Ail components of the engineered OWS shall be inspected on a regular basis and be properly maintained. The system and responsibility for repair and maintenance of the system will remain with the Lot Owner. The owner shall retain the services of qualified personnel to inspect the OWS and to perform all maintenance and repairs necessary to ensure that the system is in good operating condition and is in compliance with the manufacturer's performance requirements. The operating components of the OWS system will be inspected within 30 days of being placed into operation and thereafter every six months. Construction and Inspections Prior to construction of the permitted system, the engineer should be contacted by the contractor and owner «cell in advance to provide adequate time to discuss the system components with the contractor, answer questions, resolve any conflict issues and schedule inspection site visits based on construction progress. A pre-OWS construction meeting is essential and required prior to installation of the OWS. County Regulations require that the Design Engineers of record perform site inspections of the permitted system during construction and provide "As -Built" documentation of the installed system to the County after construction is complete. The Regulations further require site inspections and approval by the County Environmental Health Department of the exposed components of the Frying Pan Canyon Ranch-OWTS SE Job No. 12004.02 August 20, 2013 Page 5 system prior to backfilling. Therefore the County Environmental Health Department should also be contacted and notified of the construction schedule. Our design and recommendations are based upon data supplied to us by others. If subsurface or site conditions are found to be different from those presented in this report, we should be notified to evaluate the effect it may have on the proposed OWS. If the County Environmental Health Department requests changes or modifications to this design, we should be contacted to evaluate the effect on the OWS. During initial construction the engineer will evaluate the soils in the location of the absorption treatment field to confirm design criteria and will make adjustments to the field sizing as needed. As necessary a revised Construction document drawing will be submitted to the County as needed if changes are required. The minimum size of the field will not be reduced however additional sand filter area may be added that will be reported and delineated in the Certification letter and As -built drawing. If you have any question or need any additional information, please call. Sincerely, SOPRIS ENGINEERING, LLC x Paul E. Rutledge Design Engineer U. R 28377 Yancy Nichol, P.' 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IEN OF21 PWAR EXCEPT, !+!E }}�t"�\ �.._1. s { .._ ��. , .-.i( .--.i�_..l( jt�r .._ ,.. ti,...� '�` G>,. \C„ l,.- ,' ,.. ''=trr%.`" ... - e<s..,. / xi.-,. r L `\..-.. % fit_,. ..> f i.'._ ""' /"`. ,- , ` J % D LA AT � VlltG�lMr V WWARD. � ``r:, Y �i {' �`t t{ 6 ''C � �� i` i' ,?% Y _�j- r r �,.. r , ,rf `\#' >> /';,..::;_✓' w-..>=' ii✓ ._ •._t .�.- �L�, r, M iNST SNAP- I�4G V/7 ,R'` `�`«r '�.. � �.�-. l,�e" {. ., -'y,C _�5't r{ i�- 3 � ;'� � c� r' t, a ,. _ ,. ��, _;,t� cr ,��-: r' P :T : ��,c:. �c> '_ . ;, }} f . END i V►G CO GA �GIT A 2 �4. s 4", t,.��, "`.�„-z, �'� �� � t{ `'' iX i t •�• A V/Y E N -.� PESRI D �B PaT . pry D RI VC � F D \ � HAL.�� PIFE AY tN`i :J V ° �, —� k ` �,c� �� r ,� ,,�- �t-� . ;,� _ � ,_a - �. OF P CED IN- RAIN U USE ���� �'�„ _ � � � t_ � { ` � ��� V P M Q N Dt {�j IBBED 1 N TE D A F Z �TER � E--� � W � F FIELD r t2 E N t2 PIPE. R P4 A -m ww 8 TN T K P OSED A S" ~� `— �- y 9 rQP OF SI~LEC AND BA L AREA 0 S.F. CH `rFn, 8.Q' a TWO WAY ,'� � NOUT cn � Z 0 d p c rn ,. LL .Pn ±EIGD FINIS•t AC -�__ -0: { O-B t ABOVEISTIN �` .gyp 25" D``, c^fSf �«riiP rl �f L i � }}�i� fiiri s � '�. �.`i� v 1 a` lum r dt tft M� r vu T ff V ►•A t' W 7HPOS�E�- F OW T`� ,„ ✓' •.w..�=,,. ., .. ^�.....-..�.. /♦ _"y* •.���,.�� '^-•--..., j U /// GEOTFXTILE SAND FILTER T P USE EL-dEtV7N DRAIN UNITS IN 2 GEO 1..E Fr B � �'� H/GH PC" �N � �: '-t" �,� ; ` - -- NSPO + UNE f IN 7256. - f 2 ROWS OF 11 UNtTS`PS ER -ROW. LQCA M Y ' . T INif- AD�USTED AS LONG AS A IOTA ?55 S R IS FT G ``,. PR TVIDED. BED TO MEET ALL REQUIRED THE-S3'S SHALL BE PLUMBED FOR ALATIDISTRIBUTION. ' �- --..-- ,3 GARAGE F7=` � T260 '~-� _ � �` ' - - - _-- `~- --_,_ `n I-- IN --DRAIN UNITS SHALL BE INS T T GRADE W EACH B OVER t 2 OF SELECT FILTER C&CQRE � -� '`�., �%" • � _ ___ m THE DEPTH OF EXC V TION IN THE BED MAY VARY TO MAXIMUM DEPTH iNCHES TO THE BED BOA BELOW THE PROPOSED GRADE. —INSTALL MWMINIMUM 12 C vER ``�. UNi �. �---uvERIN-DRAIN 7t --�- �rEs: t. INSTALL DUPLEX DOSE PUMP ASSEMBLY USE MIN. 112 HP SEWAGE PUMP SINGLE PHASE, 220 VOLT ELECT, SERVICE STATIC HEAD = APPROX. 9 FEET TOTAL DYNAMIC HEAD (TDH)=-APPROX. 22 -.-� ---- �`'` • '---� -_ �-�- '�---�_, ---. FEET AT DISCHARGE RATE OF 21 GPM THE -- LOCATION AND ELEVATION OF THE COMPONENTS NEED TO BE D TO FINAUZE DISTRIBUTION AND PUMP REQUIREMENTS.~- Z+ A GEO LAICAL EVALUATION SHALL BE PERFORMED PRIOR TO `� Z LAST TI THE ENGINEER TO CONFIRM CONDiTONS iN THE LOCAL 1 OF TH AT MENT ABSORPT ION nELD. THE ENGINEER O4 PROVIDE, ADDITION ECOMF-NDATIQNS AND/Cft DI ON u lCA T nNALtZE EED PR ADS AN Wa LAYOUT TO BE VERIFIED BY THE C ACT D IN BY 714E-EAtGI El A TALILCTI'A`IALS ANt�BACKFILL rO�BEtl ROVED Y THE -UMP SYS" T+Ci BE -INSTALLED AND INSPECTED BY , PP ER OMI 1 n A .LE'Y~PR CAST) AND OOP .,, tV IALIFl 00 Desion Calculations QWS The design flow is calculated as follows: 5--bedroom residential Facility TESTING, INSPECTIONS AND CONSTRUCTION MANAGEMENT 2 people per bedroom= 10 persons ADDITIONAL INSPECTIONS AND RECOMMENDATION WILL BE MADE BY THE From the County 1. S. D. S. Regulations. ENGINEER DURING CONSTRUCTION TO APPROVE THE LAYOUT OF THE Max. Design flow (Qd) = # of people x (avg. flow) x 1.5 gal/person/day. MOUNDED SAND FILTER BED SYSTEM, VERIFY INSTALLATION OF SPECIFIED Qd=residential: based on 75 gpd/capita MATERIALS AND OWS COMPONENTS. = 1Dx75x1.5 = 750 gpd= PRiOR TO CONSTRUCTION OF THE PERMITTED SYSTEM THE ENGINEER Design flow Qd = 1125 gpd Septic Tank Design SHOULD BE CONTACTED BY THE PROJECT MANAGER/CONTRACTOR WELL IN V = 1125 gal/day ' 1.25 days = 1406 gallons. ADVANCE TO PROVIDE ADEQUATE TIME TO DISCUSS THE SYSTEM Use a 2000 3--compartment septic tan with a head head duplex dosing assembly. COMPONENTS WITH THE CONTRACTOR, ANSWER QUESTIONS, RESOLVE ANY >_ gallon, pump CONFLICT ISSUES AND SCHEDULE INSPECTION SITE VISITS BASED ON Initial Geotechnical Evaluations CONSTRUCTION PROGRESS. A PRE--OWS CONSTRUC77ON MEETING WITH THE ENGINEER, THE CONTRACTOR, ELECTRICIAN AND THE QUALIFIED INSTALLER 0 �..... An interim geotechnicai evaluation was performed by HP Geotech that indicates the soils onsite consist IS REQUIRED PRIOR TO INSTALLATION OF THE OWS COMPONENTS. Z 9 Z of coarse granular soils below 2--4 feet of varible depths of topsoil and sandy, silt clay. The granular soils consit of silty, clayey, sandy, gravel with cobblss, p y y y g REGULATIONS REQUIRE THAT THE DESIGN ENGINEER OF RECORD PERFORM SITE INSPECTIONS OF THE PERMITTED SYSTEM DURING CONSTRUCTION ANDS. �RAPHTC ��ALE �� �"�"' 2 Percolation testing and USDS soil analysis wilt be performed by Soprts Engineering in the location of the PROVIDE "AS --BUILT" DOCUMENTATION OF THE INSTALLED SYSTEM TO THE treatment absorption field to verify design assumptions to construction. The THE COUNTY AFTER CONSTRUCTION IS COMPLETE. WE RECOMMEND THAT 2a a 1a 2a ao so GENERAL NOTES: �'== ( W U) proposed prior percolation rate is assumed to be 15 minutes per inch. Initial soils observation by Sopris Engineering in excavated INSTALLED OWS COMPONENTS BE SURVEYED TO OBTAIN REQUIRED � Lu --- ....,. area associated with the driveway and pond construction reveal the variable topsoil, uppper clayey soils AS --BUILT INFORMATION. 1. THE OWS SYSTEM AND EXISTING LOT CONDITIONS and lower granular soils as described in the interm geotechical report. The subsoils consist of 0.5 to 1 p overlying p slightly gravelly Y, y, y( y y CONTRACTOR SHOULD DISCUSS ISSUES REGARDING SPECIFICATIONS feet of topsoil overl `n varible depths of sli hti raven sand silt clay USDA sand clay loam to { IN FEET' } 1 inch = 20 ft. AS SHOWN ON THE PLAN AND THE DETAILS ARE BY SOPRIS ENGINEERING. THE PROPOSED J }•-- LU INSTALLATION AND OPERATION OF OWS MECHANICAL SYSTEMS AND silty cloy loam), overlying the granular soils. The granular soils observed consist of silty, clayey, CONTROLS WITH THE SUPPLIER/INSTALLER AND/OR THE ENGINEER. CONDITIONS ARE PROVIDED BY THE ARCHITECTS. �,� CL sandy, gravel with cobbles (USDA gravelly sand to loamy sand) The site specific soil characteristics and Z texture will be determined at the time of initial building permit site construction and the OWTS field OUR DESIGN AND RECOMMENDATIONS ARE BASED UPON OUR EVALUATION if Based the UJ system will be adjusted as required based on the soil evaluation required. on clayey OF THE EXISTING AND PROPOSED SITE CONDITIONS AND INFORMATION granular soil encountered a rate of 20 minutes per inch is used for design. The GSF beds will be SUPPLIED TO US BY OTHERS. IF SITE CONDITIONS ARE FOUND TO BE to the level be to insure interface with R * •• excavated granular soil and specified materials will placed DIFFERENT FROM CONDITIONS ASSUMED OR INDICATED, WE SHOULD BE ,d• r', N ca granular soils. NOTIFIED TO EVALUATE ANY EFFECT ON THE PROPOSED OWS. ' Elgen In--Drain/Geotextile Sand FilterTreotment System Area Design Average percolation rate of 20 minutes per inch. ` 28377 W Z ' Standard absorption area equation yields. • + L.LM. A (sf) = (d * t M: where A — Area; ^+• (" 5 t -= time in minutes per inch=20mpi "+• ``UJ Qd = flow (gat/day) = 1125 gpd Al - A = = 1125 *(20) = 1006 sq. ft. 5 Elgen in—Drain/Geotextiie Sand Fitter Treatment System Design Single pass secondary GSF treatment system, AL BEFORE YOU CI Apply sizing credit reduction of 257 for full pressure dosed system A(credit reduction)= A * 0.75 755 S.F. CALL UTILITY NOTIFICATION Each In —drain unit is 2 feet wide by 4 feet long. Number of EIjen In --Drain units required per 5 bedrooms = 44 units, CENTER OF COLCRADIJ 1 ,.._.800-922-1 9 7 Install in 4 rows of 11 units each at 44' feet long placed on a 48 foot long sand filter bed. 12600 W. COLFAX AVE., SUITE B-310 Field width is Total area of 755 / 48 =16' LAKEWOOD, COLORADO 80215 Use 44 EI jen In --Drain units in 2 beds with 2 rows per bed over approximately 384 S.F. of select sand CALL 2--BUSINESS DAYS ADVANCEDATE: 8-20-13 12" deep in each bed. SEE PLAN FOR LAYOUT OF SYSTEM BEDS. BEFORE You DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES JOB N�. 12004 SHEET C6 M:13200dwgs\120041DE-PHASE-31ACAD-12004-DE-OWTS-PHASE3-PLOT,dwg OWS SYSTEM NOTES TYPICAL YARD LANSCAPED SURFACE 1. ALL MATERIALS AND INSTALLATION SHALL CONFORM TO STATE OR AGGREATE PAVED SURFACE GRAPHIC SCALE 20 0 10 20 40 ( IN FEET ) 1 inch = 20 ft. • • •- • a- r •• Pump Selection for a Pressurized System -Single Family Residence Project CARRICARTE RANCH ! DOSED GSF SYSTEM 5-23-13 300 Parameters Discharge Assembly Size 1.25 inches Transport Length 20 feet Transport Pipe Class 40 Transport Line Size 1.25 inches Distributing Valve Model None Max Elevation Lift 8 feet Manifold Length 5 feet 250 Manifold Pipe Class 40 Manifold Pipe Size 1.26 inches Number of Laterals per Cell 2 Lateral Length 40 feet Lateral Pipe Class 40 Lateral Pipe Size 1.25 inches Orifice Size 3116 inches Orifice Spacing 2 feet Residual Head 3 feet 200 Flow Meter None inches •., 'Add•on' Friction Losses 0 feet J. calculations Minimum Flow Rate per Orifice 0.76 gpm Number of Orifices perZone 42 Total Flow Rate perZone 32.5 gpm 150 Number of Laterals perZone 2 a Flow Differential 1 sttLast Orifice 9.9 % Transport Velocity 7.0 fps Frictional Head Losses Loss through Discharge 7.4 feet Loss in Transport 3.4 feet Loss through Valve 0.0 feet 400 Loss in Manifold 0.2 feet Loss in Laterals 0.7 feet Loss through Fiowmeter 010 feet 'Add -on' Friction Losses 0.0 feet Pipe Volumes Vol of Transport Line 1.6 gals Vol of Manifold 0.4 gals 50 Vol of Laterals perZone 6.2 gals Total Volume 8.2 gals Minimum Pump Requirements Design Flow Rate 32.5 gpm Total Dynamic Head 22.7 feet 5 10 15 20 25 00 05 40 Net Discharge (gpm) System Curare: Pump curve: Pump optimal Range: Operating Point: Design Point: O VEGA TA 77ON AERATED SOIL ZONE FiLL LAYER OF - NATIVE SOIL IN --DRAIN UNIT STRAPPING CUSPATED PLAS77C CORE NON -WOVEN FILTER FAB! FILTER SAND USE CLEAN CONCRETE SAND NATIVE SOIL .-- SELECT BACKFILL HALF PIPE HP 12 OR f APPROVED EQUAL SOLID' 4" SCHD-40 PIPE W/ " DRILLED HOLES EVERY 2' ALONG THE TOP OF PIPE INSTALLATION NOTES 1. THE BED SHALL BE EXCAVATED LEVEL. INSTALL FILTER SAND AND HYDRO COMPACT. REPLACE ANY UNSUITABLE SOIL OR BOULDERS SAND. 2. THE WIDTH OF THE EXCAVATION SHALL BE LIMITED TO PLACE THE IN -DRAIN UNITS AND SAND SAND BETWEEN ROWS AND AROUND PERIMETER UP TO THE 7„ TOP OF IN -DRAIN UNITS. 3. BOTTOM OF THE TRENCH SHALL BE FREE OF ORGANIC MATERIAL AND ROCKS OVER 12 INCHES IN DIAMETER. THE BOTTOM OF THE TRENCH SHALL BE SCARIFIED OR RAKED, REPLACE SOIL OR ROCKS AS NEEDED. 4. THE IN --DRAIN UNITS SHALL BE INSTALLED LEVEL END TO END WITH THE PAINTED STRIP FACING UP. 5. INSTALL PERFORATED PIPE OVER THE TOP OF THE IN -DRAIN UNITS ON CENTER AND SECURE WiTH ONE ELJEN CLAMP PER UNIT. ORIENT PERFORATIONS UPWARD TOWARD THE INTERIOR SURFACE OF THE SPRAYSHiELD. 12" 6. INSTALL FILTER FABRIC OVER PIPE, TOP OF IN --DRAINS AND ACROSS TOP OF THE SAND LAYER. SECURE FABRIC WITH CLEAN EXCAVATED FILL MATERIAL. 7. BACKFILL IN -DRAIN SYSTEM WITH SUITABLE EXCAVATED FILL FREE OF ROCKS OVER 3 INCHES IN DIAMETER. AVOID EXCESSIVE COMPACTION OF FILL. AVOID COMPACTION DAMAGE TO SYSTEM WITH EXCAVATION EQUIPMENT. 8. FINISH GRADE TO PREVENT SURFACE PONDiNG. REVEGATATE WITH ./ \\!f�`✓�,\/�\\'`-�\/•.�\,\z'`�\./,\ APPROPRIATE GROUND COVER AND PROTECT FROM EROSION. f IN -DUE 90 ' DMER��,,lA�soR[��tz�;�T�Errr BED AND COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM {ISDS) REGULATIONS. 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL ,°���,��� UTILITY COMPANIES FOR FIELD LOCATIONS OF UTILITIES PRIOR TO f,%,/! CONSTRUCTION AND EXCAVATION. -L-.- BLUE INSTALL 2" BLUE 6" MIN. \\ / BOARD IF DEPTH OF 3. ALL SEWER LINES TO BE SDR--35 BEDDED iN CLASS 6, SDR--26 COVER IS LESS THAN 3' BEDDED IN SCREENED NATIVE OR SCHEDULE 40 P.V.C. PIPE BEDDED iN SCREENED NATIVE MATERIAL UNLESS NOTED EXCAVATED MATERIAL OTHERWISE. COMPACTED TO 90% 4"__TW STANDARD PROCTOR 4. INSTALL A TWO-WAY CLEAN OUT ON THE SERVICE LINE FROM THE 4„ � HOUSE. 4 CLASS 6 ROAD BASE 5. THE CONTRACTOR SHALL ENSURE ALL SEWER LINES AND SEPTIC TANKS ARE WATERTIGHT. ANY POTENTIAL PLUMBING LEAKS SHALL TRENCH CROSS --SECTION FOR BE REPAIRED TO AVOID EXCESSIVE WATER ENTERING THE SEPTIC SDR--35.96 .OR HDPE ,12IPES SYSTEM. N.T.S. 6. THE SEPTIC TANK SHALL BE INSTALLED LEVEL ON COMPACTED EARTH. INSTALL WATERTIGHT RISERS AS NECESSARY TO BRING ALL REQUIRED ACCESS POINTS TO THE FINISHED SURFACE GRADE. RISER LiD 7. A SANITARY BAFFLE TEE IS REQUIRED ON THE SEPTIC TANK INLET AND OUTLET. INSTALL THE INLET AND OUTLET TEES PLUMB AND IN A POSITION TO ALLOW EASY INSPECTION AND MAINTENANCE OF TANK FROM THE TANK RISERS. i I III III III III SELECTED BACKFILL .I I f I 8• WE RECOMMEND THE INSTALLATION OF A 4" EFFLUENT FILTER HALF PIPE HP 1.2 OR APPROVED EQUAL CONTAINED IN THE 4" BAFFLE OUTLET TEE OF THE SEPTIC TANK. THE FILTER SHOULD BE INSPECTED EVERY SIX MONTHS. THE EFFLUENT FILTER SHALL BE MAINTAINED AND CLEANED WHEN THE HP 0 45` BEND TANK RISERS TANK IS PERIODICALLY PUMPED OR AS NECESSARY. INSTALL A SUITABLE EXTENSION ON THE FILTER NTH A HANDLE TO BE WITHIN 6" BELOW THE ACCESS LID. "T" AT MANIFOLD 9. THE TREATMENT BED MUST BE MARKED AND PROTECTED TO PREVENT DAMAGE FROM VEHICULAR AND LIVESTOCK TRAFFIC. IN DRAIN ROW SEWAGE PUMP W% DISCHARGE 10. THE ENTIRE TREATMENT BED SURFACE MUST BE SODDED OR ASSEMBLY RE -VEGETATED WITH GROUND COVER. 11 THE TREATMENT BED SURFACE MUST BE CROWNED TO DIVERT SURFACE DRAINAGE AWAY FROM THE BED. 12. THE DIMENSIONS SHOWN ON THE PLAN INDICATE MINIMUM AREA CONCRETE AND SEPARATION DISTANCES FOR THE OWS COMPONENTS. 12" OF FILTER SAND SEPTIC TANK 13. THE BED SHALL BE LEVEL WITH DISTRIBUTION PIPES INSTALLED FOR EQUAL PRESSURE DISTRIBUTION. 14. THE BED SHALL BE OVER EXCAVATED TO ALLOW PLACEMENT OF A MINIMUM OF THE SAND TREATMENT LAYER. THE BOTTOM SURFACE ZIX��NATIVE SCARIFIED AND SIDEWALLS OF THE TRENCH TO BE SCARIFIED AND RAKED AS /' NON ORGANIC SOIL NECESSARY PRIOR TO PLACEMENT OF THE SCREENED ROCK. 15. THE TREATMENT BED SHALL BE CONSTRUCTED WITH THE iN-DRAINS UNITS PLACED OVER A MINIMUM OF 12" OF CONCRETE SAND FILTER LAYER. THE IN -DRAIN UNITS SHALL BE BACKFILLED -CROSS SEQTION SLOPEWITH SAND BETWEEN THE SIDEWALLS OF OF THE UNITS TO THE TOP SURFACE. THE IN --DRAINS, SAND AND DISTRIBUTION PIPES N.T.S. SHALL BE PLACED IN A FILTER FABRIC ENVELOPE OVERLYING THE DISTRIBUTION SPAY SHIELD PIPE. 16. THE MINIMUM COVER OVER THE TOP OF THE iN-DRAIN UNITS SHALL BE 18 INCHES NOT TO EXCEED 30". THE TRENCH BOTTOM w SURFACE AND SIDEWALLS SHALL BE SCARIFIED AND RACKED PRIOR TO PLACEMENT OF SAND. ROCKS IN EXCESS OF 3" DIAMETER 0 SHALL BE REMOVED FROM THE INFILTRATIVE SURFACE. 17. THE PERFORATED DISTRIBUTION PIPE, SAND AND THE IN -DRAIN m UNITS SHALL BE ENVELOPED WITH FILTER FABRIC. TO THE BOTTOM SELECT BACK FILL 12" HALF PIPE, HP 12 OR APPROVED EQUAL OF THE EXCAVATED SIDEWALLS. THE TRENCH IN -DRAIN UNITS NATIVE SOIL WILL BE BACKFILLED TO THE SURFACE WITH EXCAVATED MATERIAL LANDSCAPE AREA COVER VEGETATION, NATIVE OR VOID OF ROCKS. THE BACKFILL MATERIAL SHALL NOT EXCEED 3" FILTER FABRIC OTHER SUITABLE VEGETATIVE COVER DIAMETER. A MINIMUM 4" DEPTH OF TOPSOIL iS TO BE PLACED MIRAFI N-140 MIN 4" TOPSOIL ABOVE THE BACKFILL TO THE FINISH SURFACE GRADE. 1.25" SCHD-40 CUSTOM PERFORATED PVC DISTRIBUTION LATERAL PIPE 18. BALL VALVES (SIZE PER PLAN) SHALL BE INSTALLED ON THE 3:1 SIDE SLOPE TERMINAL ENDS OF THE PERFORATED DISTRIBUTION PIPE AND (TYP. AROUND PERIMETER) HOUSED IN A VALVE BOX. ELJEN IN --DRAIN TREATMETN UNITS 19. ALL INSTALLATION OF iN-DRAIN UNITS SHALL BE iN CONFORMANCE 18"-24" °' -'� :' : °:• a ; .-: . WITH THE MANUFACTURES INSTALLATION INSTRUCTIONS. „ 1.25 PVC OR HDPE PRESSURE PIPE `- -- ? SLOPE TO DRAIN BACK TO TANK THE ABSORPTION FIELD SHALL BE INSTALLED PER THE REQUIRED z EXISTING GRADE--- - SETBACK DISTANCES: 0 - 77.7- .. SAND : ` ::,. ..p I 10 feet from any property line. in " n ` 12 SAND FILTER MEDIA LAYER .... ` `:..' ...... °'� ��� � ''� �'�.'`;'. " " " ` �' A"'` ` TYPE A UNITS ARE 24 x4$ X7 25 feet from any potable water supply line. 20 feet from any occupied dwelling. w tY COARSE TO MEDIUM SAND /'/'%\%`�, / " MANIFOLD PiPE EFFECTIVE SIZE 0.25--0.6 MM, 40 JPV,,/'�f/'``, �° �` 100 feet from any well, spring or cistern. THE IN --DRAIN UNITS 25 feet from drainage swale or ditches WITH UNIFORM. COEF.=< 4.0 ''/�\ \ `� \ `� SHALL BE INSTALLED 50 feet from any stream or water course. USE CONCRETE SAND HYDRO LEVEL END TO END COMPACT SAND WITH WATER AND WITH THE PAINTED LEVEL TOP SURFACE STRIP FACING UP. DISTRIBUTION SYSTEM NOTES: REMOVE ORGANIC MATERIAL 1. EFFLUENT FROM THE SEPTIC TANK WILL DISCHARGE TO THE SCARIFY SURFACE AT GRADE TANKS DOSING BASIN WITH A DUPLEX SEWAGE PUMP ASSEMBLY. UNDISTURBED iv.�:s. EFFLUENT WiLL BE EQUALLY DISTRIBUTED TO EACH TREATMENT EARTH BED VIA THE SPECIFIED INDIVIDUAL TRANSPORT LINE TO THE SPECIFIED PRESSURE MANIFOLD AT THE HEAD OF THE BED. (SEE PLAN CALLOUTS NOTES) DISTRIBUTION SYSTEM NOTES: EQUAL PRESSURE DISTRIBUTION OVER THE LENGTH OF THE GEOTEXTILE SAND 2. THE SPECIFIED CUSTOM PERFORATED PRESSURE DISTRIBUTION d z FILTER FIELD WILL BE MAINTAINED BY THE INSTALLATION OF 1.25" SCH 40 LATERALS WiLL BE INSTALLED OVER THE TOP CENTER TO THE iN-DRAIN UNITS WITH ORIFICE SHIELD AT EACH ORIFICE. THE CUSTOM PERFORATED DISTRIBUTION LATERALS W/ 3/16 INCH ORIFICES DRILLED DISTRIBUTION PiPES WILL HAVE 3/16" ORIFICES DRILLED AS ALONG THE PiPE AS SPECIFIED ON THE PLAN. THE DISTRIBUTION LATERALS SPECIFIED AT EQUAL INCREMENTS ALONG THE PIPE. (SEE PLAN SHALL BE INSTALLED WITH HALF PIPE SPRAY SHIELDS INSTALLED OVER THE CALLOUTS) PRESSURE PIPE W/ ORIFICES ORIENTED UPWARD OVER THE TOP OF THE IN DRAIN UNITS. CAP EACH DISTRIBUTION LINE W/ A BALL VALVE AND ADD OWTS COMPONENT SUPPLIER 3. THE DISTRIBUTION SYSTEM SHALL DISTRIBUTE FLOW EVENLY TO FLUSH OUT PIPE EXTENSION ALL CONTAINED IN A VALVE BOX. EACH iN • • Pig .. LLJ if • 4 .. f f • • r ,•to „ LL s i • -- Contact: VALLEY PRECAST, INC. DISCHARGE LINE FROM THE DOSING TANK TO THE PRESSURE[ 719-221 -6702 MANIFOLD SHALL SHALL BE INSTALLED AT A MINIMUM 2% SLOPE 28105 C.R. 317 TO ALLOW FOR DRAIN BACK. ALL DISTRIBUTION PIPING,,,,, BUENA VISTA, CO 81211 CONNECTIONS AND FITTINGS SHALL BE WATERTIGHT AND INSTALLED TO INSURE EQUAL DISTRIBUTION THROUGH THE SYSTEM. ( J .._J F- w Z ,_J UJ 0 � U5 C w M 0 CL U. C) 57. W Z LU L1.. -D CL 0 � 0 GENERAL NOTES: 1. THE OWS SYSTEM AND EXISTING LOT• ! • •� SHOWN ON THE PLAN D THE DETAILS ARE BY SOPRIS ENGINEERING. PROPOSED i ., CONDITIONS ARE PROVIDED BY THE ARCHITECTS. NA 8-20-13 i« NO. 12004 • EMI M:\3200dwgs112004\DE-PHASE-81ACAD-12004-DE-OWTS-PHASE3-PLOT ,�?6 IDJACENT ROW VALVE BOX ASSEMBLY THAT, PAIRED ROW FLU BALL V ( EA. 4" RVA770"EIZOMETER RISER-INSTAI WITH LIO,TO BE FOR ON VAL VE ASSI 1 1/4' P - DI b4TERAL: DRILLED 3/16 IN H-DIA_ DRIFICES EVERY T G�PIA ORIFICES ORIENTED UPWARD EXCEPT THE -FIRS NP THA ARE "-ORFENTTDOWNWARD.-- LATERAL --CCO�VERED A C ^L PE SPRAY SHIELD_ INSTALLED OVER CENTMOF P C I 1 UNITS ---FIELD CUT 12" HDP - P USEI INSTALLED GEOTEXTILE SAND FILTER USED 44`ELJEN IN -DRAIN UNITS IN 2 GEO XT7LE SAh W/ 2 ROWS OF 11 UNITS PER ROW. THE 1N-06 INSTALLED -AT LEVEL GRADE IN EACH BED OVER FILTER SAND. THE DEPTH OF AT THE TOP OF THE T IS 30 TO 42 INCHES BELOW THE FINISHED GRADE. I MINIMUM 12" COVER OVER THE TOP DE 1/2 PIPE NOTES- 1. INSTALLED DUPLEX DOSE PUMP ASSEMBLY K17H 1/2 HP SEWAGE PUMPS, 110 VOLT ELECT. SERVICE STATIC HEAD = APPROX. 12 FEET TOTAL DYNAMIC HEAD (TDH)=APPROX. 31 FEET AT DISCHARGE RATE OF 27 GPM GRAPHIC SCALE 10 20 40 = 20 ft. Design Calculations OWTS The design flow is calculated as follows: 5-bedroom residential Facility 2 people per bedroom= 10 persons From the County 1. S. D. S. Regulations: Max. Design flow (Qd) = # of people x (avg, flow) x 1.5 gal/person/day. Qd=residential: based on 75 gpd/capita = 10x75xl.5 = 750 gpd= Design flow Qd = 1125 gpd Septic Tank Design V = 1125 gal/day * 1.25 days = 1406 gallons. Use a 2000 gallon, 3-compartment septic ton with a head head duplex dosing pump assembly. Initial Geotechnical Evaluations An interim geotechnicol evaluation was performed by HP Geotech that indicates the soils onsite consist of coarse granular soils below 2-4 feet of varible depths of topsoil and sandy, silty cloy. The granular soils consist of silty, clayey, sandy, gravel with cobbles. Percolation testing and USDS soil analysis will be performed by Sopris Engineering in the location of the proposed treatment absorption field to verify design assumptions prior to construction. The percolation r i assumed t be 15 minute per inch. Initial soils observation b o ris Engineeringin excavated ate sasu ed o minutes by area associated with the driveway and pond construction reveal the variable topsoil, uppper clayey soils and lower granular soils as described in the interim geotechical report. The subsoils consist of 0.5 to 1 feet of topsoil overlying varible depths of slightly gravelly sandy, silty, clay (USDA sandy clay loom to silty clay loam), overlying the granular soils. The granular soils observed consist of silty, clayey, sandy, gravel with cobbles (USDA gravelly send to loamy sand) The site specific soil characteristics and texture will be determined at the time of initial building permit site construction and the OWTS field system will be adjusted as required based on the soil evaluation if required. Based on the clayey granular soil encountered a rate of 20 minutes per inch is used for design. The GSF beds will be excavated to the granular soil level and specified materials will be placed to insure interface with granular soils. Elgen In-Drain/Geotextile Sand Filter7reatment System Area Design Average percolation rate of 20 minutes per inch. Standard absorption area equation yields: A (sf) _ (Qd *(t) 34: where A = Area; 5 t = time In minutes per inch=20mpi Qd = flow (got/day) = 1125 gpd A = = 1125 5 0 36 = 1006 so. ft. Elgen In-Drain/Geotextile Sand Filter Treatment System Design Single pass secondary GSF treatment system. Apply sizing credit reduction of 25% for full pressure dosed system A(credit reduction)= A * 0.75 = 755 S.F. Each In -drain unit is 2 feet wide by 4 feet long. Number of Eljen In -Drain units required per 5 bedrooms = 44 units. Install in 4 rows of 11 units each at 44' feet long placed on a 48 foot long sand filter bed. Field width is Total area of 755 / 48 =16' Use 44 Eljen In -Drain units in 2 beds with 2 rows per bed over approximately 384 S.F. of select sand 12" deep in each bed. SEE PLAN FOR LAYOUT OF SYSTEM BEDS. ' \ TANK ( CAST ITEM'=4500T- - - LLED \ ___ C ADE'R WITH (3) 24" DI A. BY i$ c� \��-- RISERS WITH IRON RING AND COVER LIDS r INSTALLED ORENCO DUPLEX EFFLUENT PUMMP--ASSEAfBLY, \ /1 (Pi%w7-1819-0 "/ 300511 PUMPS), W% 1.25" DISCHA ASSEMBLIES IN 3RD COMPARMENT DOSING CHAMBER. \\� DEPTH j TOP OF TANK FROM FINISHED GRADE IS APPROXIMATELY ATELY 2.2. � r _ 4- PVC GRAVITY STEP DOWN DUAL PRESSURE DOSE TRANSPORT PIPES. \ W . 15" SCHD-40 / 3' MIN. DEPTH ^FIERY. �� 1 � � % SELECT BACK FILL 12" HALF �\ BED PIPE W/ CL--6 ROAD INSTALLED NATIVE SOIL _BASt/ TANK 70_14LL^DRAIN BACK 7"Ti ` �a ��.4 �'�- VAL LID MINIMUM 6" VALVE BOX EXTENSIONS - --- ' FlOrR-,F BRIC MIRAFI N-M, 14" X 19" X 12' VALVE BOX 2 V INSTALLED PVC GRAVITY SEWER' .� "� 1 CLEANOUT A 45`-S7EP-DOWN ; a : j� .25' BALL VALVE 480'~ T" t - F ROM ADJACENT PAIRED / - 4" PVC D + o � -, 1.25' BAI I VALVE IRROW �94� ----- GRAVITY SEWER 0 %, c �vv FROM PICNIC CABANA 4 0 0, r 4 S_ \� a l 6� 4e7 OdT Y 7EEST FF = 7260 A Z n� \ 4g0. 24" SAND FILER MEDIA LAYER "' NSTALLED 1.'5 TRANPORT g, CLEANO�� COARSE TO MEDIUM SAND / /` m PIPES W/ MIN. 3''CQVER -'' ` 35' EFFECTIVE SIZE 0.25-0.6 MM, //\\\� EWEN IN -DRAIN TREATMETN UNITS W m ❑ GRAVITY SEWER WITH UNIFORM. COEF.=< 4.0 \.. CZ7 Z Y INVERT = 7256.7 USE CONCRETE SAND HYDRO - `� 1,25" SCHD-40 PVC SOLID FLUSH LATERAL PIPE 0 LE9, - >;,�� AND IEVEI TOP SURFACE EXTENDED FROM ADJACENT PAIRED ROW w0 -� INSTAL COMPACT SAND NN 7H WATER 5 - ,GRAVITY SEWER- �I1. �O FS EL = 7267. 2 � ��; �. END SECTION 5" SOLID PVC Oaf" bt�c GEOTEXME SAND FILTER TRFAMEHT BED SYSTEM - MA PIPE S�'�,-- �� �� �1 TALLED 4" P\!C 1�'� R.Ts. � VGR Y SEWER O 2X CONTROL PANEL IN \ SELECT BACK FILL 12" PVC HAIF PIPE, MECHANICAL ROOMTWO-WAY \ 6D NATIVE SOIL HIGH NT - CLEANOUT SS \ OTHERLANDSSUTABAPE RIE VEGETATIVEEA COVER COVER NATIVE OR Z E"'r \TRANSP T U INVERT = 7256.7 FILTER FABRIC t-1 N ,`��6 AT MANI �__ MIRAFI N-140 MIN 4" 70PS011 �i F M 7262 - _ 1.25" SCHD 40 CUSTOM PERFORATED W E W p p '2i TEE FITTING_- GARAGE FF = 7260 '�_ �- a, �- _ -PVC DISTRIBUTION LATERAI PIPE W a V o 0 7'Z6 q- - �� _ _ _ / 3: 1 SIDE SLOPE Z uj 1� "L EXISTING GRADE _ .'�- (TYP. AROUND PERIMETER) 6•-I Z Z_ Q o ELJEN IN -DRAIN TREATMETN UM-S Z Q 0 o m j2 �W 7266--C:7AVr-X _ _ _ Z p � Z l N o m 2j6 7268 so' 14s' s" PVC PRESSURE PIPE w � 0 SLOPE TO DRAIN BACK TO TANK U '�- _7272• .�_ SAND 24" --___ 24" SAND FILTER MEDIA LAYER -_ - ---_ - - TYPE A UNITS ARE 24"x48"X7" COARSE TO MEDIUM SAND /\\/\\/�����.. 1 _�5' SCHD rt0 PV MANIFOID PIPE O CONTROL -PANEL INSTALLATION AND EFFECTIVE SIZE 0.25-0.6 MM, /\/\/�; THE IN -DRAIN UNITS Tn .,OPERATION HAS BEEN INSPECTED AND G WITH UNIFORM. COEF.=< 4.0 // V 1 7276 USE CONCRETE SAND HYDRO `\ \T� \ SHALL BE INSTALLED OBSERVED FOR OPERATIONAL COMPLIANCE _. _ LEVEL END TO END IN ACCORDANCE --WITH MANUFACTURERS COMPACT SAND WITH WATER WITH THE PAINTED OM T1ONS AND -SPECIFICATIONS AND IEVEI TOP SURFACE STRIP FACING UP. -�' BEGIN SEC TON w _ GEOTEXTILE SAND FII.TER EEAMENT BED SYSTEM o --- 7280 urvDlsruRBED N.T.S. ------ EARTH DISTRIBUTION SYSTEM NOTES: �. m - -- - EQUAL PRESSURE DISTRIBUTION OVER THE LENGTH OF THE GEOTEXTIIE SAND - FILTER FIELD WILL BE MAINTAINED BY THE INSTALLATION OF 1.25" SCH 40 CUSTOM PERFORATED DISTRIBUTION LATERALS WJ 3/16 INCH ORIFICES DRILLED 2 ALONG THE PIPE AS SPECIFIED ON THE PLAN. THE DISTRIBUTION LATERALS _ SHALL BE INSTALLED WITH HALF PIPE SPRAY SHEILDS INSTALLED OVER THE --�--� \\ PRESSURE PIPE W/ ORIFICES ORIENTED UPWARD OVER THE TOP OF THE IN 300 DRAIN UNITS. CAP EACH DISTRIBUTION I INE W/ A BALL VAI VE AND ADD FI USH OUT PIPE EXTENSION ALL CONTAINED IN A VAI VE BOX. NOTES: THE OWTS SYSTEM AND EXISTING LOT CONDITIONS AS SHOWN ON THE PLAN AND THE DETAILS ARE BY SOPRIS ENGINEERING. SOPRIS ENGINGEERING HAS INSPECTED ALL OWTS COMPONENTS PRIOR TO BACKFILL. PUMPS AND OPERATIONAL CONTROLS WERE INSPECTED BY THE ENGINEER AND DETERMINED TO BE WORKING IN ACCORDANCE WITH THE SPECIFICATIONS. ALL ELEVATIONS AND RELATIVE OWTS COMPONENT LEVELS SHALL BE CHECKED, VERIFIED AND CONFIRMED TO ASSURE FUNCTION AND MEET THE INTENT OF THE DESIGN 8" DEEP X 24" DIA. IRON RING (TYP. ALL RISER COVER TRAFFIC RATED 24" OPEN ACCESS RISERS LIDS) 34"X6" CONC. GRADE RINGS SEALED (TYP.) COLD WEATHER DISCHARGE ASSEMBLIES TO TRANSPORT PIPES RESIDENCE GROUND L TRANSPORT PIPES TO EXIST TANK VEL TANK SIDE WALL AT THE FINISH FLOOR 7260 TYPI ORT LEVEL TO BE FIELD VERIFIED 7260 us 725FY- 1.5-" HOPE SRO-11 - - ---MM. UOUI0 LEVEL. / PUMP OFF OR SCHD-40 W/ SEW PIPE INV. IN ' MIN. _ __. -7238 : - 1500 GALLON 3-COMPARTMENT SEPTIC TANK W/ 3-20" ACCESS OPENINGS & 7" THICK -- -REINFORCED TRAFFIC- RATEU-TANK_LID INSTALLED BIOTJBE VAULT W/ DUPLE DOSING PREPARED SUBGRADE WITH MINIMUM COURSE PUMP A SEMBLY OF 6" CLASS-6 BASE MATERIAL COMPACTED W/ (PP300511azz--- PUMPS) & 1.25-INCH 10 957. SIANDARD PROCTOR. DISCHARGE ASSEMBLIES (HVCW12 XQ-D8). EXTEND PIPE ASSEMBLY & EFFL, FILTER, FLOAT TREE TO WITHIN 12" OF AC ESS LID SCALES: - INSTALLED DOSING ASSEMBLY WITH REMOTE HORIZONTAL i"=10' MOUNTED CONTROL PANEL & ALARM . VERTICAL 1"=10' Z 0 in w m Pump Selection for a Pressurized System - single Famlly Residence protect O Frying Pan canyon Ranch I OWTS Full Pressure Dose GSF System 300 • Parameters aa:3ms Discharge Assembly Sim 1.25 inches Z Transport Length 140 feet ca Transport Pipe Class 40 Orenco Systems' TransportUne Size 1.50 Inches Incorporated Disbibufing Valve Model None C Max Elevation Litt 15 feet Aangirrg dx Way for Manifold Length 8 feet zm World Darn Waensum' Manifold Pipe Class 40 cc Manifold Pipe Sits 1.25 inches G Number of Laterals per Cell 2 is W Lateral Length 44 is _ 1- Lateral Pipe Class 40 - U) Lateral Pipe Size 1.25 Inches �. OrificeSize 3116 inches = O Orifice Spacing 2.5 feet Residual Head 3 feet PFMW Z Flow Meter None inches 'tea. Z 'Add-on'Friction Losses 0 feet ry eW _2f Calculations Z O Minimum Flow Rate per Orifice 0.76 gpm ~ O U W Number of Orifices per Zone 36 Total Flow Rate per Zone 27.7 gpm = 150 _ Number of Laterals per Zone 2 u Z W %Flow DilfereneallstlLast Ortfce 6.9 % E U Traanspon Velodiy as fps 0 o Z Q W Frictional Head Losses m W F- LossthroughDischarge 5A feet Jk_ Q 0- l _ ~ Loss In Transport T2 feet - - Loss through Valve 0.0 feet led Ur' O Loss in Manifold 0.2 feet W co Loss In Laterals (15 feet O RE Z % F- Cn Loss through Flowmeter 0.0 feet T 5 Ci) Q 'Add-on'Friction Losses 0.0 feet ,•' �Y C E Z Q Pips Volumes LL Q Vol of Transport Line 14.8 gals 28377 ` , LU Vol ofMandold 6.8 gals so 'A V U) Wlpf Laterals per Zane 6.8 gals _.i_. ._I-i--__t ,. _!__ i i :•_` sv>e"..Cw.ec - 0•. Total Volume 22.3 gals �G Z win cam: - "�S'$/ONAt � Minimum Pump Rehquiremnts Design Flow Rate 27.7 gpm apcmrq Total Dynamic Head 31.3 feet "0 a 10 10 20 25 30 =: 40 Not oinanarge (Will) DATE: 6-8-14 JOB NO. 12004 SHEET C1 TANK ELEVATION DETAIL 12004wB1ACAD- — d % Ilt I -.ke- r FF Y' + +_•ter' ���_ .� � � :'Y .tiy .errr+ u �M�v �29 2 W�r s �` �- •■r -ti �� 1 - -.a ._, s7,�� \ --_'may"•- - - V trA. UAOW 04. ffd t1 W a[r- � • 1. ����---•r`Ty' � �� - - i� � .`� 1pj 1. �- _.:r-ti-• � ,��';=_-'�s� - - . +ii.r._. 1 12004.07 9550 VA C aT 'lna d i` "r r'.. .Ni 1 cf. 12004.07 #789 kL k . &.1-14.07 #74A, Nall.2014 � oaa.o7 ; a02 H','_E�• may'_.. 7%