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Home My WebLink AboutOWTS Design Report - Original129 CATNS LANE CARBoNDALE, CO A1623 970.309.5259 CARLA.OSTBERG@GMAIL.COM sltt'.l' I<1 (1()Nst{:r.'t I}i(+ May 24,2024 Project No. C1BB2 Lindsay Gurley liqurlev@qmail.com Subsurface lnvestigation and Onsite Wastewater Treatment System Design 2-Bedroom Residence 1319 CR 127 Garfield County, Colorado Lindsay, CBO lnc. performed a subsurface investigation and completed an onsite wastewater treatment system (OWTS) design for the subject residence. The 3S-acre property is located outside of Glenwood Springs, in an area where OWTSs are necessary. Legal Description: Section: 28 Township: 6 Range: 89 A TR lN NW1/4 AND NWNE 35 ACRES Parcel lD: 2185-282-00-024 SITE CONDITIONS The property is currently developed with a 3-bedroom residence. The residence is going to be removed and replaced with a 2-bedroom residence with a smaller footprint. The permit (enclosed) was plovided by Garfield County Community Development Department. The subject OWTS consists of one 1000-gallon, two-compartment concrete septic tank followed by a soil treatment area (STA) comprised of 26 'Standard' lnfiltrator@ chambers for a total of 487.5 square feet of infiltrative area. lndividual Sewage Disposal System (ISDS) Permit 1717 documents the system installation. The system was sized to accommodate 3 bedrooms. The permit received final approval on October 25, 1989. The residence is served by a community water system. The water line must be at least 2S-feet from the proposed soil treatment area (STA), 10-feet from the proposed septic tank, and S-feet from the proposed sewer line. The proposed STA location is relatively flat. This is the only area that can accommodate the STA. There should be no traffic or staging of material over the future STA site to avoid compaction of soils prior to construction of the STA. Page 2 SUBSURFACE The subsurface was investigated by Kumar and Associates, Project No. 21-7-1 12 and is documented in a report dated February 5,2021 (enclosed). One soil boring was drilled in the driveway near the existing house foundation and was sampled for the evaluation. The boring consisted of 6-inches of base (aggregate), underlain by fill to 3-feet, underlain by gravel and sand to 6-feet, underlain by sandstone bedrock to a maximum depth explored of 16.5-feet. With the presence of bedrock at 6-feet and limited space available on the property for construction of the STA, we are proposing a pressure-dosed, over-excavated, unlined sand filter with 3-feet of sand filter material (Secondary Sand). A long term acceptance rate (LTAR) of 0.8 gallons per square foot will be used to design the OWTS. DESIGN SPECIFICATIONS The existing septic tank will be abandoned by pumping the tank and removing it. The existing STA will be abandoned in place. Desiqn Calculations: Average Design Flow = 75 GPD x 2 people/bedroom x 2 Bedrooms = 300 GPD LTAR = 0.8 GPDiSF 300 GPD / 0.8 GPD/SF = 375 SF The OWTS design is based on 2-bedrooms. An average daily wastewater flow of 300 GPD will be used For the purposes of this OWTS design, Benchmark Elevation has been established as 100' (Finished Floor). CBO lnc. should be notified of any discrepancies or problems with grade elevations of proposed components during installation of the OWTS. *Elevations are based upon standard OWTS installation practices. Component elevations may change during installation due to site conditions. Minimum grade refers to piping between components. The 4-inch SDR-35 sewer line exiting the residence must have a double-sweep clean out and a minimum 2o/o lrade to the septic tank. The system installation will include a 1O00-gallon, two-compartment poly septic tank followed by a 500- gallon, single-compartment poly pump chambers with an Orenco@ Biotube Pump Vault and an Orenco@ PF3005 pump1. The floats should be set to dose approximately 52 gallons each pump cycle, allowing approximately 1.5 gallons of drain back. The control panel for the pump must be located within line of sight of the septic tank. An electrician will be responsible for wiring the pumping system and the contractor will be responsible for connecting the plumbing. This office should be contacted for start up of the system to verify its functioning and to perform a squirt test prior to use of the system. I A 1000-gallon, two-compartment Valley Precast concrete septic tank with,the Orenco@ pumping system in the second compartment may be substituted. lf used, the float separation for the dose must be 8". OWTS Gomponent Minimum Elevation Primary Tank lnlet lnvert Approximate horizontal distance 12' I min.2% fall I min.3" fall Automatic Distributing Valve Approximate horizontal distance 15' / min. 1o/o rise I min. 1.875" rise. lnfiltrative Surface Approximate horizontal distance 5' / min. 1o/o fall lo STA / min. 0.625" fall Dose Range Max = 76.5 gal. (300 GPD x25% + 1.5 qal drain back) Min.27 .5 gal. (6.5 gal x 4) + 1 .5 oal drain back Dose Setting 52 gallons/dose 1.5 gallons drain back (15' I 1.5" diameter pump line) Float Separation 500 gallon single-compartment lnfiltrator@ polv pump chamber 4" onloff float separation Pump Criteria 18.9 qallons per minute (GPM)14 feet total dvnamic head (TDH) Page 3 Table Effluent will be pumped through a 1.S-inch diameter pump line from the pump chamber to an Orenco@ automatic distributing valve (ADV), model 6402. This pump line must have a minimum 1o/o grade for proper drain back into the tank after each pump cycle. The ADV must be placed at a high point in the system in an insulated riser with access from grade. Screened rock must be placed below the ADV to support the ADV and to assure the clear pipes exiting the ADV remain visible for future inspection and maintenance. Effluent will be pressure dosed to through 1 .S-inch diameter distribution lines to a 13' x 29' bed. A minimum of 3-feet of sand filter material will be installed in the over-excavated footprint. Sand filter material must be clean, coarse sand, all passing a screen having four meshes to the inch. The sand must have an effective size between 0.15 and 0.60 mm. The uniformity coefficient must be 7.0 or less. Material meeting ASTM 33, for concrete sand, with three percent or less fines passing 200 mesh sieve may be used. A gradation of the sand media must be submitted to this office prior to obtaining the sand. Laterals must be 1.S-inches in diameter with 5/32-inch diameter orifices facing down, spaced 2-feet on center, installed on the GeoMatrM with the filter fabric over the laterals. Laterals should be placed 2-feet from the edges of the bed with 3.O-feet between the laterals. Laterals will be connected with 1.S-inch diameter level manifolds. Four 39" wide GeoMatsrM must be placed on the 13-foot wide bed. All material associated with the GeoMatrM installation must be proprietary products associated with the GeoMatrM, including orifice shields and geotextile fabric. Manufacturer instructions must be followed regarding installation of the GeoMatrM. Each 1.5-inch diameter lateral must end in a sweeping ell facing up with a ball valve for flushing. Valves should be placed in a 1O-inch sprinkler box for access. Laterals must be covered by a soil separation fabric and at least 1-foot of topsoil or other suitable soil able to support vegetative growth. There shall be no cobble-sized (>2.5") or greater rock in final cover over the GeoMatrM. lnspection ports must be placed at each corner of each bed. Ports may be cut to grade and covered with a valve box for access. COMPONENT SPEGIFICATIONS The component manufacturers are typical of applications used by contractors and engineers in this area. GBO Inc. must approve alternative components prior to installation of the OWTS. Requests must be submitted, in writing, to our office for approval prior to installation. Component technical data sheets are available upon request. COMPONENT MANUFACTURER MODEL NO.COMMENTS Septic Tank OPTION lnfiltrator@ Valley Precast M-1060-2CP Item # 1000T-2CP-HH 1000-gallon, two- compartment poly septic tank 1000-gallon, two- compartment concrete septic tank with high head pumo Page 4 Construction must be according to the jurisdiction's adopted On-Site Wastewater Treatment System Regulations, the OWTS Permlt, and thls design. PERMIT APPLICATION INSTRUCTIONS An OWTS Permit Application must be submitted to Garfield County Environmental Health Department. httos://www.qarfield-countv.com/environmental-health/filesqcco/sites/16/OWTS-Application-Complete- Packet-Dec.-2019.0df. lf the OWTS Permit Application will be submitted with a Building Permit Application, it should be submitted directly to Garfield County Building Department. All questions regarding permit submission can be directed to Garfield County Environmental Health Department, 970-945-661 4 x81 50. INSTALLATION CONTRACTOR CBO lnc. expects that the installer be experienced and qualified to perform the scope of work outlined in this design. The installer must review this design thoroughly and coordinate with our office in advance of installation. Any additional conditions in this design or county permit must be completed and documented prior to final approval of the OWTS installation. Communication between the installer and this office is expected throughout the installation. INSTALLATION OBSERVATIONS CBO lnc. must view the OWTS during construction. The OWTS observation should be performed before backfill, after placement of OWTS components. Septic tanks, distribution devices, pumps, dosing siphons, and other plumbi;rg, as applicable, must also be observed. CBO lnc. should be notified 48 houri in advance to observe the installation. ln an effort to improve the accuracy of the record drawing, we request that the installer provide a sketch of the installation, including path of the sewer lines, water line instatlation (if applicable), septic tank location, STA location, and measurements from building corners or another fixed objects on the property. This sketch is most easily provided on Sheet W2.0 of the OWTS Design Packet. Photographs of the installation and final cover are also requested to supplement our installation documentation. Pump Chamber lnfiltrator@ lM-540-HH 500-gallon, single- compartment poly pump chamber with high head pump Pump Orenco@ PF300511%HP 120 Volt Hotube FroPak Pump Packaqe urenco(9 BPP3ODD vault, Fllter, control Panel [demand dose) Tank Risers and Lids Orenco@ Double-walled PV('I Risers and Lids (24" diameter) ADV Orenco@ v64024 1.5" lnlet and Outlets ADV Riser and Lid orenco(E Double-walled PVC Risers and Lids (30" diameter) Flushlng Assembly Orenco@ 1.5" diameter \2) 45" or 90" long sweep only (4 total) GeoMatrM GeoMatrix Systems, LLC 1 16 linear feet 39" wide GeoMatrM and 52 orifice shields Page 5 REVEG ETATION REQU IREMENTS An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire disturbed area of the OWTS installation. A mixture of native grass seed that has good soil stabilizing characteristics (but without taproots), provides a maximum transpiration rate, and competes well with successional species. No trees or shrubs, or any vegetation requiring regular irrigation shall be placed over the STA. Until vegetation is reestablished, erosion and sediment control measures shall be implemented and maintained on site. The owner of the OWTS shall be responsible for maintaining proper vegetation cover. OPERATION INFORMATION AND MAINTENANCE The property owner shall be responsible for the operation and maintenance of each OWTS servicing the property. The property owner is responsible for maintaining service contracts for manufactured units, alternating STAs, and any other components needing maintenance. Geo-fabrics or plastics should not be used over the STA. No heavy equipment, machinery, or materials should be placed on the backfilled STA. Machines with tracks (not wheels) should be used during construction of the STA for better weight distribution. Livestock should not graze on the STA. Plumbing fixtures should be checked to ensure that no additionalwater is being discharged to OWTS. For example, a running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm a STA. lf an effluent filter or screen has been installed in the OWTS, we recommend this filter or screen be cleaned annually, or as needed. lf the OWTS consists of a pressurized pump system, we recommend the laterals be flushed annually, or as needed. The homeowner should pump the septic tank every two years, or as needed gauged by measurement of solids in the tank. Garbage disposal use should be minimized, and non-biodegradable materials should not be placed into the OWTS. Grease should not be placed in household drains. Loading from a water softener should not be discharged into the OWTS. No hazardous wastes should be directed into the OWTS. Mechanical room drains should not discharge into the OWTS. The OWTS is engineered for domestic waste only. ADDITIONAL CONSTRUCTION NOTES lf design includes a pump, weep holes must be installed to allow pump lines to drain to minimize risk of freezing. The pump shall have an audible and visual alarm notification in the event of excessively high- water cbnditions and shall be connected to a control breaker separate from the high-water alarm breaker and from any other control system circuits. The pump system shall have a switch so the pump can be manually operated. Excavation equipment must not drive in the excavation of the STA due to the potential to compact soil. Extensions should be placed on all septic tank components to allow access to them from existing grade. Backfill over the STA must be uniform and granular with no material greater than minus 3-inch. LIMITS: The design is based on information submitted. lf soil conditions encountered are different from conditions described in report, CBO lnc. should be notified. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The contractor should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Licensing of Systems Contractors may be required by county regulation. Page 6 Please call with questions Sincerely, CBO lnc. Carla Ostberg, MPH, REHS funb htb"u"g K-CROAII{P.0. Bo.x r4o COSr g7o.z5o.o17 z I kat*ayli.u'onk: @orrtloo*.conr ReviewedBy: KachaylaR. Croulq P.E. Colorado License No. 61440 Pump Selection for a Pressurized System - Single Family Residence Project Parameters 1.25 15 40 1.50 6402 5 40 1.50 2 3 40 1.50 4 27 40 1.50 5/32 2 5 None 0 Galculations 100 300 Disoherge Assombly sizo Transporl L€nglh Before Valve Transporl Pipe Class Transport Line Sizo Dislribuling Vahe Model Transport Lenglh Allor Valve Transporl Pipe Clase Transporl Pipe Sizo Max Elsvalion Lifl ManifoH Length Manifold Pipo Class Manifold Fipe Sizo Number of Laterals per Cell Laleral Length Lateral Pipe Class Laleral Pipo Size Orific€ Size Oritice Spacing Residual Head Flow Msler 'Add-on' Friction Losses inchss feel inches feel inches feel feel inches leel inches inches feel feel inches feel 200 250 150 50 PumpData 0510 15 20 25 Net Discharge (Spm) 30 35 40 (uolt. Eo dt! o,I .c E Gc o 6 o Minimum Flow Ralo per Orifice Number of Orilices per Zone Tolal Fbw Rale perZone Numb€rof LsteralsperZone o' o/o Flow Differonlial lsVlest Orilico TEnsporl Vebcity Before Vafue Transporl Velocity Afler Valve Frlctional Head Losses 0.68 28 18.9 2 0.5 2.9 2.9 gpm gpm Yo fps fps Loss lhrough Dhcharge Loss in Transporl Before Valvo Loss lhrough Valve Los6 in Transporl aner Vafue Loss in Manifold Los6 ln Lalerals LosE lhrough Flowmeler 'Add-on' Friclion Lossos Pipe Volumes 2.5 0.3 3.9 0.1 0.0 0.1 0.0 0.0 feel feel feet fgel fe€l {eet fe€l feet 0 Vol of Transporl Line Eefore Valve 1 .6 Vol ofTransport LlneAller Valve 0.5 VolofMenfoH 0.3 Vol of Lalerals per Zone 5.7 Totsl Vol Beforo Vafue 1.6 Total VolAfler Vstue 6.6 rguiremenls 18.9 14.0 gals gals gals gals gals gals PF3OO5 High Hoad Eflluent Pump 30 GPM. 1/2HP 115/230V 10 6DHz,200V 3A6OHz PF3007 High Hoad Ellluenl Pump 30 GPM,3I4HP 23OV 1g &Hz,200/460V 30 60Hz PF3010 High Hoad Efiluonl Pump 30 GPM, 1HP 230V 10 60H2, 2@/460V 39 60Hz PF3015 High Hoad Ellluent Pump 30 GPM, 1.1I?HP 230V 10 60H2, 2001230/450V 36 60Ht @Clrerrco8Y8tAM6 - gpm I Syslem Cuno: - Pump Cuwe: --- Pump Oplimal Rango:- Oporating Point:0 oDcbn Polnl: fe€l I(+A*r#l['ffi$tr1livi*"' An Employcc Orncd Compony 5020 County Road 154 Glenwood Springs, CO 81601 , phone: (970) 945-7988 fax: (970) 945-8454 email: kaglenwood@kumarusa.com www.kumarusa.com O{Iice Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE 1319 COUNTY ROAD 127 (MOUNTAIN SPRTNGS ROAD) cARI('tULl, U0 UN't'Y, COLORADO PROJECT NO.21-7-112 FEBRUARY 5,202t PREPARED FOR: LINDSAY GURLEY 1319 COUNTY ROAD 127 GLENWOOD SPRINGS, COLORADO 81601 Iindsav@lindsavgurlev.com TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY PROPOSED CONSTRUCTION SITE CONDITIONS PROJECT SITE GEOLOGY FIELD EXPLORATION SUBSURFACE CONDITIONS FOI-INDATION BEARING CONDITIONS ...... DESIGN RECOMMENDATIONS ........,........... FOUNDATIONS ......... FOUNDATION AND RETAINING WALLS FLOOR SLABS UNDERDRAIN SYSTEM SITE GRADING............ SURFACE DRAINAGE................ LIMITATIONS.............. .i.........r....... FIGURE 1 - LOCATION OF EXPLORATORY BORING FIGURE 2-LOG OF EXPLORATORY BORING FIGURE 3 - SWELL-CONSOLIDATION TEST RESULTS FIGURE 4. GRADATION TEST RESULTS TABLE 1. SUMMARY OF LABORATORY TEST RESULTS I -l- 1 ., .| aJ- -3 - -3- -4- -5- -6- -6- -7 - -7 - Kumar & Associates, lnc. @ Project No. 21-7-112 PURPOSE AND SCOPE OF STUDY This report presents the results ofa subsoil study for a proposed residence to be located at 1319 County Road 127 (Mountain Springs Road), Garfield County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Lindsay Gurley dated January 7 ,2021. A field exploration program consisting of an exploratory boring was conducted to obtain information on the subsurface conditions. Samples of the subsoils and bedrock obtained during thc ficld cxploration were tested in the laboratory to detennine their classification, compressibility or swell and othel engineerilg characteristius. The reiults of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The existing residence will be removed and the new residence built in its place. The proposed residence will be a one or two story structure with an attached garage. Ground floor will be slab- on-grade or structural over crawlspace. Grading for the structure is assumed to be relatively minor with cut depths between about 3 to 6 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. When building location, grading and loading information have been developed, we should be notified to re-evaluate the recommendations presented in this report. SITE CONDITIONS There is an existing one-story modular residence on the subject site. The site is accessed by an existing gravel driveway from the southwest. Topography at the site consists of valley side with moderate to steep slopes down to the southeast. There is about 6 feet of elevation difference across the proposed building area. The site has undergone cut and fill grading for the existing Kumar & Associates, lnc. @ Project No. 21.7-112 a development including possible fill in the lower part of the building site. Vegetation at the site consists of native grass and weeds, matgre scrub oak, and scattered conifers. PROJECT SITE GEOLOGY The project site is underlain by the Permian and Pennsylvanian-age Maroon Formation. The Maroon Formation is a fine to coarse grained sandstone with interbedded claystone and conglomerate. The bedding dip of the Maroon Formation in the area of the subject site is about 50 degrees down to the southwest. A thin layer of colluvial soil overlies the Maroon Formation at the subject site in some areas. FTELD EXPLORATION The field exploration for the project was conducted on January 27 ,2021. One exploratory boring was drilled at the location shown on Figure I to evaluate the subsurface conditions. The boring was advanced with 4 inch diametei continuous flight augers powered by a truck-mounted CME-458 drill rig. The boring was logged by a representative of Kumar & Associates, lnc. Samples of the subsoils were taken with l3A inch and 2 inch I.D. spoon samplers. The samplers were driven into the subsurface materials at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils and hardness of the bedrock. Depths at which the samples were taken and the penetration resistance values are shown on the Log of Exploratory Boring, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS A graphic log of the subsurface conditions encountered at the site is shown on Figure 2. The subsoils consist of about lz foot of road base overlying about 2% feet of previously placed fill material consisting of sandy clay with scattered gravel underlain by about 3 feet of dense, silty clayey gravel and sand. Very hard sandstone bedrock of the Maroon Formation was encountered at a depth of 6 feet down to the maximum depth explored of 16% feet. Drilling in the bedrock with auger equipment was difficult due to the hardness and drilling refusal was encountered in the deposit at a depth of l6%feet. Kumar & Associates, lnc. @ Project No. 21-7-112 3- Laboratory testing performed on samples obtained from the boring included natural moisture content and density and gradation analyses. Results of swell-consolidation testing performed on a relatively undisturbed drive sample of the colluvial soils, presented on Figure 3, indicate low compressibility under conditions of loading and wetting and a minor expansion potential when wetted under a 1,000 psf surcharge. Results of gradation analyses performed on a small diameter drive sample (minus 3/c-inch fraction) of the granular fill soils are shown on Figure 4. The laboratory testing is summarized in Table l. No free water was encountered in the boring at the time of drilling and the subsoils were slightly moist. FOUNDATION BEARING CONDITIONS At assumed excavation depths, we expect the subgrade will vary from the silty clayey gravel and sand soils to bedrock of the Maroon Formation. The silty clayey gravel and sand soils possess moderate bearing capacity and low settlement potential. The expansion potential shown in the swell-consolidation test performed on a sample of the gravel and sand is likely an anomaly and does not warrant mitigation. The bedrock of the Maroon Formation possesses moderate to high bearing capacity and low settlement potgntial. Spread iootings appear feasibie fbr fbundation support of the residence with a minor risk of differential settlement. The risk of settlement is due to the variable bearing conditions from assumed soil to rock. A lower risk alternative would be to bear the footings entirely on the bedrock of the Maroon Formation or on compacted structural fill extended down to the bedrock. The compacted structural fill can consist of the on-site natural soils devoid of vegetation, topsoil, and oversized rock (plus 6-inch size). Existing fill and disturbed soils from previous development should be removed from below the building area. DESIGN RECOMMENDATIONS FOLINDATIONS (-nnci.lerina fha crrlro"+fona ^^-'{i+i^-o ^n^^rrn+^r^.l j- +L^ ^-,^1^-^a^-, L^-:-- ^--l LL^ ,-^L-,-^ -ctrrv ruuourrovw vvuurrrvrlJ vlrvuullrullu xl tllE E.\Prurartury uururg allu ulE; llatulg ul the proposed construction, we recommend the building be founded with spread footings bearing on the natural granular soils or bedrock. Kumar & Associates, lnc. @ Project No. 21-7-112 -4- 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 or bedrock should be designed for an allowable bearing pressure of 2,500 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about I inch or less. 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 36 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) All existing fill, debris, 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 hardbedrock. The exposed soils in footing area should then be moistened and comPacted. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 50 pcf for backfill consisting of the on-site soils and well broken bedrock and at least 45 pcf for backfill consisting of imported granular materials. Cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral eafth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of the on-site soils and well broken bedrock and at least 40 pcf for backfill consisting of imported granular materials. Kumar & Associates, lnc. o Project No. 21-7-112 -5- All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. 'l'he buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfill placed in pavement and walkway areas should be compacted to at least 95.%o of the rnaximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.45. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 37 5 pef. The coefficient of friction and passive pressure values recommended above assume ultimate soil. strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 95%oof the maximum standard Proctor density at a moisfure content near optimum. FLOOR SLABS The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab-on-grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical morrement. 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 Kumar & Associates, lnc. @ Project No. 21-7.112 -6- material should consist of minus 2-inch aggregate with at least 50% retained on the No. 4 sieve and less than2o/o passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95o/o of maxrmum standard Proctor density at a moisture content near optimum. Required fill can consist of the on- site natural granular soils devoid ofvegetation, topsoil and oversized rock. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in the area and where bedrock is shallow that local perched groundwater can develop during times of heavyl 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. The drains should consist of rigid perforated PVC drainpipe placed in the bottom of the wall backfilt surounded above the invert level with free-draining granular material. The drain should be placed at each level of excavation and at least I foot below lowest adjacent finish grade and sloped at a minimum%Yo to a suitable gravity outlet. Free-draining granular material used in the underdrain system should contain less than 2%o passingthe 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 llz feet deep and covered with filter fabric such as Mirafi 140N or 160N. SITE GRADING The risk of construction-induced slope instability at the site appears low provided the building is located in the existing graded pad area as planned and cut and fill depths are limited. We assume the cut depths for the lower foundation level will not exceed about2 feet. Fills should be limited to about 8 feet deep, especially at the downhill side of the residence where the slope steepens. Embankment fills should be compacted to at least95%o 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%o of the maximum standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20%o grade. Kumar & Associates, lnc. @ Project No, 21-7-112 1 Permanent unretained cut and fill slopes should be graded at2horizontal to 1 vertical or flatter and protected against erosion by revegetation or other means. This office should review site grading plans for the project prior to construction SLIRFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation ofthe foundation excavations and underslab areas should be avoided during construction. 2) Exterior hackfill should be adjusted to near optimum moisture ancl 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 f,rrst 10 feet in paved areas. Free-draining wall backfill should be covered with filter fabric and capped with about 2 feet of the on-site finer graded soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 5 feet from foundation walls. 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 boring drilled at the location indicated on Figure l, the proposed type of construction and our experience in the area. Our services do not include determining the presenee, prevention or possibilitv of mold or other biologica-l conta-mina-nts (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 boring and variations in the subsurface Kumar & Associates, lnc. @ Project No, 21-T-112 -8- 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 recommendalions may be made. This report has been prepared for the exclusive use by our client fior 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 observalion of excavations and foundaticn bearing strata and testing of structural {ill by a representative of the geotechnical engineer. Respectfu lly Submitted, Kumnr & Associates, Robert L. Duran, P.E Reviewed by: Steven L. Pawlak, P.h,. RLD/kac Kumar & Associates, lnc. @ Project No. 21-7-1'12 :i: 1 I /' I 5".-lij,a ::,,i1 i i /' 'i'/.t iji6;il Or"r, t"t 6'!U' rri''\t BORI NG -.i._ + -'lt^tatt> 7 EFAVE!.50' \tttut:1714*Lt ot w.\\' ft.SEIlFNT RtctPTrctJ No.26t+393Ai;^ - 'uQAtn''3tv .^rto4],PRrruq.9 , .:, 15 APPROXIMATE SCALE-FEET ht.6'"llarcv '::;;;1iyii' 21 -7 -1 12 Kumar & Associates LOCATION OF EXPLORATORY BORING Fig. 1 * BORING 1 Et. 6284' LEGEND (6)ffiT ffRfl BASE COURSE AGGREGATE, THICKNESS IN INCHES SHOWN IN PARENTHESES TO LEFI OF THE LOG, FILL: VERY SANDY CLAY WITH SCATTERED GRAVEL, MEIDUM sTtFF/LoosE, SLTGHTLY M0lST, RED. GRAVEL AND SAND (GM-SM); SILTY, CLAYEY WITH COBBLES, DENSE, SLIGHTLY MOIST, RED. SANDSTONE BEDROCK, FINE TO COARSE GRAINED, VERY HARD, SLIGHTLY MOIST, RED, MAROON FORMATION. DRIVE SAMPLE, 2-INCH I.D. CALIFORNIA LINER SAMPLE 0 (6) 5 10 I5 20 s/12 WC=7.1 +4=3 -200=52 LL=52 Pl=16 32/12 WC=4.8 DD=119 - 200=35 F IJ LJ Lr- I-F(L TJ6 solo.s so/ 1 50/0.5 orrcDR|VE SAMPLE BLOW C0UNT. INDICATES THAT I BL0WS 0F"/'.A I4O-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES, PRACTICAL AUGER RTFUSAL. NOTES 1, THE EXPLORATORY BORING WAS DRILLED ON JANUARY 27, 2021 WITH A 4-INCH DIAMETER CONTINUOUS FLIGHT POWIR AUGER, 2. THE LOCATION OF THE EXPLORATORY BORING WAS MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATION OF THE EXPLORATORY BORING WAS OBTAINED BY INTERPOLATION BETWEEN CONTOURS ON THE SITE PLAN PROVIDED. 4, THE EXPLORATORY BORING LOCATION AND ELEVATION SHOULD BE CONSIDERID ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE IXPLORATORY BORING LOG REPRESENT THE APPROXIMATE BOUNOARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6, GROUNDWATER WAS NOT ENCOUNTERED IN THE BORING AT THE TIME OF DRILLING. 7. LABORATORY IEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DD = DRY DENSITY (pcf) (ASTM D 2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D 6915); -2OO = PERCENTAGE PASSING NO. 2OO SIEVE(ASTM D 1140); LL = LIQUID LIMIT (ASTM D A318); Pl = PLASTICITY INDEX (ASTM 0 4318). i LOG OF EXPLORATORY BORING Fig. 221 -7 -1 12 Kumar & Associates SAMPLE 0F: Siliy Cloyey Grovel ond Sond FROM:Boringl@4' WC = 4.8 %, DD = 119 pcf -200 = 35 % 0-4546. th. writt.n opprovol of 1 0 bR )J -l UJ =a t_? zotr o Ioazoo_4 1.0 APPLIED PRESSURE - KSF 't00 21 -7 -1 12 Kumar & Associates SWELL_CONSOLIDATION TEST RESULTS Fig. 5 HYDROMETER ANALYSIS SIEVE ANALYSIS CLEAR SqUARE OPENINGSlME R€ADINGS 6 too go 80 70 60 50 10 50 20 10 o 20 50 ao 50 50 70 a0 90 a loo .o01 ,ooz : .600 .123 1, 152 OF PARTICLES I ERS CLAY TO SILT COBBLES GRAVEL 3 % SANo /t5 % LIQUID LIMIT 32 PLASTICITY INDEX SAMPLE OF: V6ry Sondy Cloy wilh Scoll€rod Grovel (Fill) SILT AND CLAY 16 52% FROM:BorlnglOl' Th.s. l.3l r.sull3 qpply only to lh. sompl€s which were leslsd, The lasllng report sholl nol ba r€producad, rxc.pl ln tull, wllhoul lhe wrllton opprovol of Kumor & Assoclolas, lnc, Siave onqlysig l.sllhg ls p.rform€d ln occordonc6 wlth ASTM D6913, ASTM 0792E, ASTM Cl36 ond/or ASTM Dll,(0. GRAVELSAND FINE MEDIUM COARSE FINE COARSE 21 -7 -1 12 Kumar & Associates GRADATION TEST RESULTS Fig. 4 tGrtfrslfi:ffi#lliifd'.* TABLE 1 SUMMARY OF LABORATORY TEST RESULTS No.21-7-'112 SOIL TYPE Very Sandy Clay with Scattered Gravel (Fill) Silty Clayey Gravel and Sand (osfl UNCONFINED COMPRESSIVE STRENGTH 16 PLASTIC INDEX (o/"1 ATTERBERG LIMITS lo/.1 LIQUID LIMIT 32 PERCENT PASSING NO. 200 stEVE 52 35 SAND f/"1 45 GRADATION f/,1 GRAVEL NATURAL DRY DENSITY locfl 119 lo/"1 NATURAL MOISTURE CONTENT 4.8 (ft) DEPTH 7.1 J1 4 SAMPLE LOCATION BORING -' r .r.' ?r7 'J. :i ,,... , j .: '; . ,. a t j i OARFIELD COUNW BUILDINO AND sAI{ITATION DEPARTIIENT 100 8lh Stroct gulc 303 Glenwood Sprlngr, Colorodo BlO01 Phonc (g0gl 040.0212 ,i {:., Owner INDIVIDUAL SEWAGE DISPOSAL PERMIT lii'2 1717 hl:€rt Jtrcrnee Thlo dges nol oonsfltulo i or uso per.nlt, Systern Location A t:orrcel of larrl situated tn the tlll arxl I'l AZ W: V4 Ser.2A.l'65, RB$k' lrfi Hflr nrLlcansed lnstaller ' Conditional Construction approval is hereby granred for I / ttt> t>gallon +a-"Septic Tank or --Aerated rreatment unit. Absorption area (or dispersal areal computed as followst Perc rate of one inch i^ 3 0 minutes requlres a minimum "f ? q 5;q. tr. of abrorprion arer per bedroom. Thereloretheno.olbedrooms ,3'/-5 ,o.ft,minimumrequiramenr=atorat " //8 E.ft,orabrorptionarea. ,ues"r,f-.ts I',tfule lbb$cr ltxp A0?4 y'c,'r rL/a 44A1rg 7ti-8" +K OrQ- us E 26 X G'-+".Tnft'/t> "",*dfoTlr: e4, 3/af"p eiol\ hl May we Ihllr}",Ie 4/7"l'€,hu(6 4rt {,6,(it1,/€,/< Date /{),/ FINAL APPROVA TEM: No $ystem shall be deemed lo be in cornpliance with the Sewage ing any par,tr' Date *CONDITIONS: lt.e until the assembled tystem is approved prior to cover. /2.(tI nspec tor )--/,.7'a. djrposal Laws ///':fr//","""/- Sep_tic Tank access lor inspection and cleening withan 12" of ground surface or aerEted acceri ports above groundsurface. ^, t Proper materials and assembl y. .'v, eeJ' T .t n :, i ,l t i .-t ', li CoFZZA-rraoe iame of septic tank or aerared treatment unit, /oe o 3 *l . './"),,ii,'-1"/1,,. ., ri.,Ad€quateabsorption{ordispersal area, 21o IengtrAS ,1 6'-*" edcl,l = *?/o/ Adegu6te compliance with permit requirements. Adequate cornpliance with County and State regulations/requiremen lt. Other I nspector RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE 1. All lnstellalionmustcomplywlthall requlremenlsottheColoredostel6BoardotHealthlndlvidurlsowageOlspo8et$ystemi chapter 25, Arflclo 10 c.R.s. 1973, Rovtred 1984. 2. Thlo permlt lc valld only tor connoollon lo slructurc8 whlch have tully compllsd wlth County zonlng and bulldlng requlremenll, Connectlon to or u8e rylth any dw€lllng or structuros nol approy€d by the Bultdhg inO Zon'ing ofllce ohaii aulomallcally ba a vlolatlon ot I rsqulrement ol the permlt end cau8e lor both logal ectlon and rovocallon oI the pormlt.3. Any person who con$lruct8, sltero, or lnstallr rn lndavldurl sewage dispossl Eystom ln a manner whlch lnvolyss a knowlno end m8tstlrl varlatlon trom tho terms orlp€clticstlons conulnod ln lhs appllcstlon ot p€rmit commlts a Clars l, petty Oltone;($500.m line - 0 months ln Jell or both.). Appllc.ntt Of...l Copy Oapanfi.nti Flnk Copy -ADDRESS CONTRACTOR ADDRESS INDIV AGE P TEM APP CATI PHoNE ?{g- erati onith resp table wa ) trpplicatiurr Approval by County 0fficial: IFRMII REQUEgT FoR: (\4 new rAttach separate sheets or reporttopography of area, habltabl! butest holes, soil profiles in tes nstal'latlon ( )Alt shor,ling entire area v'lilding, locatlon of pot ho'les . ( See page 4 . 6o ( ) Repair ect to surroundlng areas,ter wel 'l s , soi I percol a ti on L0ctTr.ON. 0F Pg0POsE,p .wr LrrY : Near what Cl ty of Legal Description F blA.sJ.ES. ,T-YPJ: ()4 Dwell ing BUILDING OR SERVICE TYPE: Number of bedrooms ()Garbage grinder (V) Rutorattc washer ( ) Dishwa s0u AND TYPE OF HATIR PPLY :( Lot Slze & ber of persons shcr ) well ( ) spring ( ) stream or creek et of system. n4- t/r4 ( ) Translent Use( ) corrnerclal or Insfitutional ( ) Non-domestic wastes( )0ther-Describe Glve depth of all welts withln 1g0 feIf supplied by community water, give name or supplier: GRO.UND C,0J'tp r.r.l.gNs : Depth to bedrock: Depth to first Ground Hater Table: Percent ground slope: DISTANCE TO NEAREST COI,O,IUNITY SEWER SYSTEM: Has an effort mad.e to connect to corrnunity system? TYPE OF INDIVIDUAL SEt.'AqE DISPOSAL SYSTEM PROPOSED fi{) Septtc Tank ( ) Vault prtvy' ( )pftprtvy ( ) Chenrical Toilet EINAT OISPOSAL BY: ( ) Aeration P:l'ant ( ) Composting Toilet ( ) Incineration Toilet ( )0ther-Descrlbe: ( ) Vault ( ) Recyclfng, potable use( ) Recycllng, other use (';{ msorption Trench, Bed or pit ( ) Underground D{spersal I I rr---- A-l. ?rto0ve urouno ul spersa I( )Ottrer-Describe: ( ) fvapotranspiration ( ) Sand Filter ( ) llastewater Pond L EFFLUENT BE DISCHARGED DIRICTLY INTO I.IATERS OF THE STATE? l,ltt Page 2 ---- . SOIL PERCOLATION TEST RESULTS:(To be completed by Reglstered professional Engineer.) € 'Mlnutes per lnch in hole No. 1 .Minutes per inch in hole No.3 Ml nutes Nane, address and te'lephone of RpE who made soil absorpilon tests: t{ame' address and telephone of RpE responslble for design of the system: Appl lcant acknowledges thafurther mandatory and adOi department to be made andpurposes of the evaluatlon such terms and conditions adopted under Article 10,that all statements made, submltted by the applicantof my know'ledge and bellefln eva'luating the same for stand that any falsificati or revocation of any permi Jury as provided by 1aw. !.the.cgmpleteness of the application is condltional upon suchtlonal tests and reports as may be required by the tocil healthfurnished by.the -appl icqnt or.-by the I'ocal neittfr-Oepirimeni'id"of .the app'lication; and the issuance of the permlrt ii'iuuJect toas deemed necessary_to iniure compliance with'rulei and ilguiitionsTitle 25, C.R.S. 1973, as amended. The underslgned herebv-ieriiiieslnformation and reports submitted herewith and iequlied 6 Gare or will be represented to be true and correci to the bestand are designeg to be relied on by the loca'l.department of healthpurposes of issulng the permit applied for hereiir. I further under-on or misrepresentation_may result in the denlal of the appllcationt granted based upon said application and in iegal action'ior per- Date PLEASE DM}I AND ACCURATE MAP TO Y PROPERTY flee ,g77-aa/e'l ,fiuz,r ";.ii,ttit,t Signed Page 3 il C7 pt-.0r, P.fln,$Io ps.qlgN rsnlun.eE: Include by measured dlstance locatton-of wells, springs, potable water supplyIlnes, cisterns, bulldingil-prii..tv tinei,';;ir;ii.drains, take, water course, iliilir.iildlfl:lil'^'fir.rTrllru,':j ii:nil;#r;r, li,*i::ikr:ii.;;rnil" :ififi?ifi.|l.lntt appllcatlon such as aitu,'iii'.l"iplciriciliinil-i'iit.r.nts and /,>ee iTTacHFO €aear .-,!rlr..l. Page 4 CBO lnc. 129 Cains Lane Carbondale, colorado 81 623 Phone 970.309.5259 €rla.ostberg@gmail.mm N SCALE: 1 = 50'=0" RESIDENCE SEPTIC TANK DRIVEWAY STA LINE THE LOCATION OF PROPOSED IMPROVEMENTS SHOWN ARE NOTTHE RESULT OFA PROPERTY SURVEY. THE LOCATIONS ARE APPROXIMATE. IT IS THE HOMEOWNERS' DUTY TO ENSURE ALL CONSTRUCTION AND IMPROVEMENT LOCATIONS ARE ACCUMTE, PROPERTY LINES AND SETBACK DISTANCES SHOULD BE CONFIRMED PRIOR TO EXCAVATION. SCAIED FOR PRINTING ON 1 1'X ,17" PAPER. MUST USED IN WTH DESIGN 05t24t2024 TiSITE PLAN LETTER \t Feuerborn/Gurley Residence 13',19 CR127 carlield County, Colorado Prcject Number: C1882 05t24t2024 Designed Reviewed Drawn by: by: CBO by: KC DD w1.0 Sheet 1 0F 4 CBO lnc. 129 Cains Lane Carbondale, CdcEdo E'l 523 Phone 970.309.5259 €da.Gtberg@gmail,@m Feuerborn/Gurley Residence 13'19 CR 127 Garfi eld County, ColoEdo Prciecl Number: C1882 lDal.: ost24r2oz4 I oesisneo oy: ceo I Reviewed by: Kc I Drawn by: DD Sheet 2 0F 4 w2.0 N dl2 HOUSE FOOTPRINT rillrr, HOUSE FOOTPRINT ll/,tt SCALE: 1'= 20-0'4" DIA SDR-35 SEWER PIPE WTH CLEANOUT MIN 2% FALL TO TANK I '[\IZ'tIOOO-GALLON TWO.COMPARTMENT POLY SEPTIC ]ANK WITH AN EFFLUENT FILTER ON THE OUTLET FOLLOWED BY A sOO-GALLON PUMP CHAMBER WITH AN ORENCO PUMP PACKAGE, RISERS AND LIDS TO GRADE 1.5' DIA SCH4O PUMP LINE, (MIN 1% DRAIN BACK TO TANK)//// "//' / // t / ADV MODEL 6402 AT HIGH POINT ACCESSIBLE AT GRADE t, ""'T' ////' //'l)\ I / ttItII /It I/ t / 1, LINES TO EACH BED.1.5" DIA SCH4O PVC DISTRIBUTION //////////// f , \ .5" DIA SCH-40 LEVEL MANIFOLD '13'x 29'PRESSURE EOSED, OVER-EXCAVATED, UNLINED SAND FILTERS (MrN. 3'ASTM C-33 CONCRETE SAND) W|TH FOUR 39" GEOMAT SHEETS,/// \ / DRIVEWAY INSPECTION PORT AT EACH CORNER OF BED (4) 1.5" DrA SCH40 PVC LATEMLS w$' onoRrrrces FAcTNG DowN COVERED WITH ORIFICE SHIELDS FLUSHING VALVE AT END OF EACH LATERAL LINE CALL811 FOR UTILITY LOCATES CBO lnc. 129 Cains Lane Cabondale, ColoEdo 81 623 Phone 970.309.5259 €rla.ostberg@gmail.com 1,5" DIA SCII-4o PVC PUMP LINE FROM TANK (MIN. I% DRAIN BACKTO PUMP CHffiBER) MV MODEL ilO2AT HIGH POINT, ACCESSIBLEAT GruE I.ATEMLS ON GEOMAT SHEETS SLIP-ON PVC DIA SCI-}4O PVC PUMP DO NOT GLUE END EACH LATERAL IN A 90' LONG SWEEPING ELL FACING UP WTH A BALL VALVE IN A VALVE BOX ACCESSIBLE AT GRADE LINETO ACH MNIFILD INSULATED OIA SCI-|.,() PVC LATEMLS TMCERWRE FINISHED GRADE W5A2'ORIFICES FACING DOm,2'O.C. UTEruS PUCED ON TOP OF GEOMAT, UNDER FILTER FSRIC 4" DIA SEWER LINE FOUR SHEETS OF GEOMAT (EACH 39")1.5'DIA SCH.4O LEVEL MANIFOLD INSPECTION PORTAT EACH CORNER OF BED TO TANK A STA PLAN /i CLEANOUT DETAIL FABRIC 'I.5" DIA SCH4O PVC LATERALS SHIELDS WITH 5/32" DIA ORIFICES FACING DOWN AT 2' O.C. ON GEOMAT INSPECTION PORT AT EACH CORNER GRADE TOPSOIL COVER ,10'DIAVATVE BOX WTH SECURED LID NOTE: 4 SHEETS GEOMAT ON EACH BED ,1.5' PVC SLIP X MALE PIPE THREAD ADAPTERWCAP @ /^"r*.r.r"",*n Xf^I:-'""?'}^lT:J3- 1.5' DIA BALL VALVE SNO FIL1ER MIERA,SE@NOARY ilD' EFFECTIW SIE = 0.15-o.fl mm uNtFoRMfr COEFFtctffi !7.0 % F|NES PNSTNG 2e Srff_<.o OVER.EXCAVATE APPROX. 4'6" BELOW NATIVE GRADE AND FILL WTH MIN. 3' SAND FILTER MATERIAL 1.5" DIA SCH.40 PVC LONG SWEEP 90' ELBOW A STA SECIION\!:/,-@ 1.5" DIA SCH.40 PVC TATERAL .1 FLUSHING VALVE DETAIL\1'- Feuerborn/Gurley Residence 1319 CR 127 Garlield County, Colorado ProjectNumber: C1882 bate. O5124t2O24 loesisneo oy: ceo lRsviewed by: KC lDrawn by: DD w3.0 Sheet 3 0F 4 CBO lnc. 129 Cains Lane Carbondale, ColoEdo 81 623 Phone 970.3(8.5259 @rla.Gtberg@gmaiL6m DESIGN 2€EDROOT RESIDENCE (75 GPD x 2 PERSONS/tsEDROOM x 2 FEDROOMS) WASTEWATER FLow = 300 GPD STA TO WATER COURSE 50'N/A STA TO WELL 100'N,/A STA TO HOUSE 20'22', SEPTIC TANK TO WATER COURSE 50'N/A SEPTIC TANK TO WELL 50'N/A HOUSE TO SEPTIC TANK 5'8' OWTS COMPONENTS AND PHYSICAL FEATURES MINIMUM REOUIRED SFTBACK APPRI)XIMATE PROPOSED SETBACK TANK: MIN. 1OOO GALLONS USE lOOO.GALLON, TWO-COMPARTMENT SEPTIC TANK FOLLOWED BYA sOGGALLON PUMP CHAMBER wlTH AN ORENCO PUMPING SYSTEM SOIL TREATMENT AREA (STA): LONG TERM ACCEPTANCE RATE (LTAR) = 0.8 GAL/ SF CALCULATED STA = Q/LTAR = 300 / 0.8 = 37s SF 13' X 29' PRESSURE DOSED, OVER.EXDAVATED, UNLINED SAND FILTER WTIH MIN. 3'SAND FILTER MATERIAL FINISHED GRADE 3D'DIAMETER PVC FdSER 24'MtN.SLIP-ON PVC SPRINKLER VAIVE BOXAT GRADE DO NOT GLUE FINISHED GRADE 4'DIA SDR-35 SEWER LINE (MrN 2% SLOPE TO TANK) 4' DIA DISTRIBUTING VALVE ASSEMBLY INSPECTION PIPE SCREENED FROM 1/4'DIA HOLE DRILLED INTO TWO SIDES OF PIPE FOR VENTITATION (BELOW SL|P ON CAP) OR SAND FOR BEDDING 3'MtN.PTJMPING DtA SCH.40 STA PVC INLET AND OUTLETS MEDIA MIN. A AUTOI!ATIC DISTRIBUTING\91-ffi._VALVE DETAIL AINSPECTION PORT DETAIL\af-ffiAIRENCH DETAIL\rr- Feuerborn/Gurley Residence 1319 CR 127 Garfi eld County, Colorado ProjectNumber: C1882 lDzf(e: o5t24t2o24 I oesisneo uy: ceo I Reviewed by: KC I DEwn by: DD w4.0 Sheet 4 0F 4 1319 CR 127 Legend ? 1319 co Rd 127 ?\ TRUE NORTH COLOUDO LLC p70) ee.e74 k,tr..odh@l.adu.6 'rc,ffiNo:EF416ts+;YHII r'...,,b.,., ",-,f snlj$! l SAMUEL FEUERBORN & I.INDSAY GUREY EtrSIING CONDMONS & TOPOGRAPHIC SURVEYr!19ffi@t27-6l.Ixw@DWrc@WOFlMU-iAEtr@n& M\pliiTll/ @ @ TRUENORTH - coloiaDo - t * SMINGJ CqD EXISTING CONDITIONS & TOPOGRAPHIC SURVEY A PARCEL OF LAND SITUATED IN THE NW1/4 AND W1.I2NE1.|4 SECTION 28 TOWNSHIP 6 SOL]-TH, RANGE 89 WEST OF THE 6TH PM COUNTY OF GARFIELD, STATE OF COLORADO t N ^ I s t/ MILE _'t zoNtNc @ */ NOTES: SURVEYORS STATEMENT t N I LEGEND i 'ri i' GDqPuhlic,net'" Garfi eld County, Co Overview I I f- t- J Account Number Parcel Number Acres Land SqFt Tax Area 2019 Mill Levy R080771 2r8528200024 35 0 008 73.2960 Physical Address Owner Address T31,9 I27 COUNTY RD GLENWOOD SPRINGS FEUERBORN, SAMUEL R & GURLEY LINDSAY JO 1319 COUNry ROAD'1.27 GLENWOOD SPRINGS CO 81601 Legend [-l Parcels Roads Parcel/Account Numbers Owner Name i 'l Lakesanivers - CountyBoundary Line 20lgTotalActual $455,190 Last2Sales Value Date Price 81601 7/sr/2o18 $2ss,200 9/L9/2014 $117,s00 Date crealedi 6/5/2024 Last Data Uploaded: 6/5/2024 2:09:53 Plvt Deve r ooed bvl$!) $g}'g.rSjd gf 5124124, 12:52PM Garfield County, CO Summary Account Parcel Property Address Lltrl Descrlptlon Acres Land SqFt Tax Area MlllLevy Subdlvlslon Actual Values Assessed Year Land Actual lmprovement Actual Total Actual Assessed Valuas Assessed Year Land Assessed rrrPr uvsrrer rL ,.$r.5eu Total Assessed Tax History qPublic.net - Garfield County, CO - Property Record Card: R080771 View Mao Owner FEUERBORN, sAMUEL R &GURLEY LINDSAYJO 1319 COUNTY ROAD 127 GLENWOOD SPRINGS CO 81601 Land unltType STNGLE FAM.RE5.-LAND - 1112 (RLS|DENT|AL pROpERTy) Square Feet 0 Buildings Bullding# Unlts BulldlntType Abstract Codes / (Property Typel Architectural Style Storles Frame ActualYear Bullt Grosr LlvlngArea Total Heated SqFt Bedrooms Baths Heatlng Fuel HeatintType AlrCondilipnlng RoofType RoofCover 1 1 SFR SINGLE FAM.RES.IMPROVEMTS.1212 (RESIDENTIAL PROPERTY) MANUFACTURED-HUD 1 WOODFRAME 19a9 \q4 1,,44 3 2 GAS FORCEDAIR NONE GABLE COMPSHNGL R080771 27852A2000.24 1319 127 COUNTY RD, GLENWOOD SpRtNGS, CO 81601 5ection:2STowrshlp;6 Range: 89 ATR lN NW1/4AND NWNE 35 ACRES 35 0 I 73.2960 2024 $18o,ooo.oo $275,79O.OO $455,190.00 Tax Year Taxes Billed 2024 $12,060.00 Dlo.+v.uu $30,500.00 2023 $1s8,2s0.00 $247,94F..@ $400,190.00 2023 $10,600.0o D1O,ZlU,W $26,810.00 2023 2022 $14s,0o0.00 $211,050.O0 $355,050.00 2022 $10,080.00 $14,O/U.UU $24,750.OO 2022 2027 $145,000.00 $211,050.00 $356,050.0O 202L $10,370.00 $i5,090.00 $2s,450.00 202t $2,O24,36 2020 $180,000.00 $189,480.00 $359,480.00 20.20 $12,870.00 $i3,550.00 $26,420.00 2020 $t,984.16$1,e65.08 $7,992.88 https://qpublic.schneidercorp.com/Application.aspx?ApplD=1038&LayerlD=22381&PageTypelD=4&PagelD=9447 &Q=417457357&KeyValue=R080771 1lg 5124124, 12:52PM qPublic.net - Garfield County, CO - Propefi Record Gard: R080771 Click here to view the tax information forthis parcel on the Garfield CountvTreasurer's website. Transfers Sale Date 77/29/2078 7/37/20tA 70/2120L7 9/L9/20L4 9/t9/2014 u2812074 9/12t2006 9t72/2006 9172/2006 9/72/2006 2/70/2006 2/79/798A Deed Type EASEMENT SPECIALWARRANW DEED JOINTTENANCY DEED SPECIALWARRANW DEED SPECIALWARRANTY DEED DEATH CERTIFICATE CORRECTION WARRANTY DEED CORRECTION WARRANW DEED WARMNTYDEED WARMNTYDEED QUITCLAIM DEED WARRANTYDEED Receptlon Number 9!4643 909988 898228 854407 854162 854158 7535t4 753577 706912 7069tL 704954 389741 Book - Page Sale Prlce $o $255,2OO $o $o $117,500 $o $o $o $o $255,000 $o $1s,400 7842-907 7442-499 1834-0541 0729-0754 Property Related Public Documents Click here to view Propjlty 39b!9d-&b,l& lggCrneqlg Photos Sketches https://qpublic.schneidercorp.com/Application.aspx?ApplD=1 038 &LayerlD=22381 &PageTypelD=4&PagelD=9447&Q=417457357&KeyValue=R080771 213 t' 5124124,12:52PM qPublic.net - Garfield County, CO - Proporty Record Card: R080771 5? dttl0{! {?r 6)*l'sn'der User Privacyle.lisy GDPR Privacv Notice Last Data up,lsallg?U]gzzL[M}S! 4M https://qpublic.sohneidorcorp,com/Application.aspx?ApplDc1038&LayerlD=22381&PageTypelD=4&PagelD=9447&Q=417457357&Keyvalue=R080771 3/3