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Home My WebLink AboutOWTS DesignOnsite Wastewater Treatment System Design 4-Bedroom Residence Lot 27, Callicotte Ranch Garfield County, Colorado I29 CAINS LANE CARBoNDALE,CO A16'23 970.309.5259 cARLA.OSTBERG@GMAIL.COM srrtr¡'r'r(' (:()1\St Yf -'t'r¡¡<i June 1 9,2021 Project No. C1629 Edgar Cuc Valenz Construction c/o Jeff Johnson ieff(O i iarch itectual. com RECEIVED iliiiì iÌ i: ;ri, j üAhT}.IELD COUNTY COMMUNITY DEVELOPMENT Edgar, CBO lnc. has completed an onsite wastewater treatment system (OffiS) design for the subject residence. The 3.996-acre property is located outside of Carbondale, in an area where OWTSs are necessary. Legal Description: Section: 24 Township: 7 Range: 88 Subdivision: CALLICOTTE RANCH SUB-DIV Lot: 27 AMENDED#754313 3.997 ACERS Parcel lD 2393-243-06-027 SITE CONDITIONS The property is currently undeveloped. A 4-bedroom, single-family residence is proposed. The property will be served potable water from a community water system. The water line will enter the property from the subdivision road to the east. The water line will not come within 5-feet of any sewer line, 1O-feet from the septic tank, and 2S-feet from the soil treatment area (STA) The proposed STA location has an approximate ten percent slope to the southwest. The proposed area vegetated with native grasses and sage. 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. Page2 SUBSURFACE The subsurface was investigated by Kumar and Associates. Their report dated March 26,2021, Project 21- 7-231is enclosed. We are proposing sizing of the STA based on Soil Type 2A based on our interpretation of the Kumar and Associates report, including the gradation information provided and our experience with soils in the area. The narrative under the heading Subsurface Conditions states ..."the soils encountered below about 1 to 1 Tzleel of topsoil, consisted of dense silty sandy gravel and basalt rocks with white sandy silt matrix and to the maximum excavated depth of I feet." The mention of density leads us to go with the more conservative sizing based on Soil Type 2A. A gradation of a sample taken from Profile Pil? at between 2.5' to 4'was 31% gravel, 48% sand, 19% silt, and2To clay. A long term acceptance rate (LTAR) of 0.5 gallons per square foot will be used to design the OWTS. Page 3 DES¡GN SPECIFICATIONS Desiqn Calculations: Rverage Oes¡gn flow = 75 GPD x 2 people/bedroom x 3 Bedrooms + 75 GPD (4rh Bedroom) = 525 GPD LTAR = 0.5 GPD/SF 525 GPD / 0.5 GPD/SF x 1.0 (gravity trenches) x 0.7 (chambers) = 735 SF The OWTS design is based on 4-bedrooms. An average daily wastewater flow ol 525 GPD will be used For the purposes of this OWTS design, Benchmark Elevation 100' has been identified at grade 6645.2'. Finished Floor elevation has been identified as 101' 21l8'. 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. The 4-inch diameter SDR-35 sewer line exiting the residence must have a double-sweep clean out and a minimum 2To grade to the septic tank. The system installation must include a 1500-gallon, two-compartment poly lnfiltrator@ septic tank with an effluent filter on the outlet tee. A concrete septic tank may be substituted, if desired. Risers must bring the manhole lids to grade for access. lf more than one riser is added to the septic tank, an extension handle must be installed on the effluent filter. Effluent will gravity flow to a distribution box, and then to four gravelless chamber trenches. The distribution box must be accessible from grade and must have flow equalizers, or similar product, installed on each outlet pipe in the distribution box to assure equal flow to each trench. Each trench will consist of 16'Quick 4' Standard Plus lnfiltrator@ chambers for a total of 768 square feet of infiltrative area. There must be at least 4-feet of undisturbed soil between each trench. lnspection ports must be installed at the beginning and end of each trench. Ports may be cut to grade and placed in sprinkler boxes for access. OWTS Gomponent Minimum Elevation Primary Tank lnlet lnvert Approximate horizontal distance 60' / min. 2% fall to septic tank / min. 15" fall Distribution Box Approximate horizontal distance 8' / min. 1o/o fall to d-box / min. 1" fall lnfiltrative Surface Approximate horizontal distance 10' / min. 1% fall to infiltrative surface / min. 1.25" to upper-most trench Page 4 COMPONENT SPECIFICAT¡ONS The component manufacturers are typical of applications used by contractors and engineers in this area. CBO lnc. 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. Construction must be according to Garfield County On-Site Wastewater Treatment System Regulations, the OWTS Permit provided by Garfield County Building Department, and this design. INSTALLATION GONTRACTOR 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 plumbing, as applicable, must also be observed. CBO lnc. should be notified 48 hours 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 installation (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. REVEGETATION REQUIREMENTS 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. COMPONENT IMANUFACTURER MODEL NO.IcoMMENTS Septic Tank llnfiltrator@ tM-1530-2CP 11 500-gallon, 2-compartment loolv seotic tank Biotube Effluent Filter lorenco@ lFull Size Effluent Filter and lhousinq fank Risers and Lids lorencoo lDouble-walled PVC Risers and llids (2+" diameter) Distribution Box leotvt-ok lDistribution box. flow leoualizers. risers. lid 0hambers llnfìltrator@ Standard Plus 164 'Quick 4' Standard Plus lchambers Page 5 OPERATION INFORMATION AND MAINTENANCE The property owner shall be responsible for the operation and ma¡ntenance 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 additional water 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 conditions 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 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. Please call with questions. Sincerely, CBO lnc. (p.,,[* ts+hmg Carla Ostberg, MPH, REHS IGIIi;ffihffifffiin,iiiå'*" An Employec tl¡rncd Compony 5020 Courtly Roar.l 154 Glonrvood Springs, CO 81601 phone: (970) 945-7988 fax: (970) 945-8454 email: kaglenwood@kumarusa.com www.kumarusa.com Office Locations: Denver (HQ), Parkeq Colorado Springs, Fort Collins, Glenwood Springs, and Summit Comty, Colorado March 26,2021 Edgar Cuc 1853 County Road 109 Glenwood Springs, Colorado 81601 valenzcuc@gmail.com Project No.2l-7-231 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot27, Callicotte Ranch, Callicotte Ranch Drive, Garfield County, Colorado Dear Edgar: As requested, Kumar & Associates, Inc. performed a subsoil study for design of foundations at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated March2,202l. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence is assumed to be a 1 and 2 story wood frame structure with an attached garuge located on the site between Pits I and 2 shown on Figure 1. Ground floor will be structural over crawlspace for the living area and slab-on-grade for the garage. Cut depths are expected to range between about2 to 5 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. If building conditions or foundation loadings are signihcantly different from those described aboveo we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The subject site was vacant at the time of our field investigation. The ground surface is variably sloping generally down to the weslsouthwest at grades between 5 and 20 percent. Vegetation consists of grass, weeds, sage brush and juniper and pinyon trees. Basalt cobbles and boulders are scattered on the ground surface. Subsident Potential: Bedrock of the Pennsylvanian age Eagle Valley Evaporite underlies the site. These rocks are a sequence of gypsiferous shale, frne-grained sandstone and siltstone with some massive beds of gypsum and limestone. There is a possibility that massive gypsum deposits associated with the Eagle Valley Evaporite underlie portions of the lot. Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized subsidence. During previous work in the area, sinkholes have been observed scattered throughout the lower Roaring Fork Valley. Thesc sinkholcs appcar similar to othcrs associatcd with the Eagle Valley Evaporite in the area. a Sinkholes were not observed in the immediate area of the subject lot. No evidence of cavities was encountered in the subsurface materials; however, the exploratory pits were relatively shallow, for foundation design only. Based on our present knowledge of the subsurface conditions at the site, it cannot be said for certain that sinkholes will not develop. The risk of future ground subsidence on Lot 27 throughout the service life of the proposed residence, in our opinion, is low; however, the owner should be made aware of the potential for sinkhole development. If further investigation of possible cavities in the bedrock below the site is desired, we should be contacted. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating 2 exploratory pits in the building envelope and2 profile pits in possible septic areas at the approximate locations shown on Figure l. The logs of the pits are presented on Figure 2. The subsoils encountered, below about I to l% feet of topsoil, consist of dense silty sandy gravel and basalt rocks with a white sandy silt matrix to the maximum excavated depth of 8 feet. The soils were similar in both the excavated pits and the profile pits. Results of a gradation analysis performed on samples (minus 3-inch fraction) obtained from the site are presented on Figures 3 and 4. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural subsoil designed for an allowable soil bearing pressure of 2,000 psf for support of the proposed residence. The soils tend to compress after wetting and there could be some post-construction foundation settlement. Footings should be a minimum width of 1 6 inches for continuous walls and 2 feet for columns. Loose and disturbed soils and existing topsoil encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least l0 feet. Foundation walls acting as retaining structures should be designed to resist alateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on-site soil as backfill. Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly to moderately loaded slab-on-grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab Kumar & Associates, lnc. @ Project No. 21-7-23'l -3- Llse. 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 less than 50% passing the No. 4 sieve and less than2Yo passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least95Yo of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on- site soils devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoffcan create a perched condition. We recommend below-grade construction, such as retaining walls and crawlspace areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free-draining granular material. The drain should be placed at each level of excavation and at least I foot below lowest adjacent finish grade and sloped at a minimum l%oto a suitable gravity outlet. Free-draining granular material used in the underdrain system should contain less than 2%o passing the No. 200 sieve, less than 50%o passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least l% feet deep. Surface I)rainage: The following drainage precautions should be observed during construction and maintained at all times afler the residence has been completetl: 1) Inundation ofthe 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%o of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free-draining wall backfill should be capped with about 2 feet of the on-site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the fìrst l0 feet in unpaved areas and a minimum slope of 3 inches in the first l0 feet in pavement and walkway areas. 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 the building. Consideration should be given to the use of xeriscape to limit potential wetting of soils below the foundation caused by inigation. Kumar & Associates, lnc. @ Project No. 21-7-23'l -4- 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 indicated on Figure 1 and to the depths shown on Figure 2,the proposed type of construction, and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Respectfu lly Submitted, Kumar & Associates, fnc. }rr"rrt4- T. P*u<¿>¿n r' James H. Parsons, P.E Reviewed by: Daniel E. JHP/kac attachments of Exploratory Pits Figure 2 - Logs of Exploratory Pits Figures 3 and 4 - Gradation Test Results Table I - Summary of Laboratory Test Results ¡/:r \:*t Kumar & Associates, lnc. @ Project No. 21-7-231 0 2 "+..i#i -i \\.\ * I ffi \\., \ùpj,\{¡l IOT 27 I'irr,.1ìt,, CALLICOTTE RANCH Î,,. PROFII¡ PIT I I I I o Ptl 2 riri-l ìlAllq :l 1;!* ? t=L 1'/ ,!!i* # lì t: \. \ I V o SCALE-FEET 21 -7-231 Kumar & Associates LOCATIONS OF TXPLORATORY PITS Fig. 1 PIT 1 EL.=6638' PtÍ 2 EL.=6642' PROFILE PIT 1 EL.=6615' PROFILE PIT 2 EL.=6638' 0 o Fl¡l t¡JtL I :EF(L t¡Jo WC= 1 0,6- *4=28 -2OO=34 -, WC= 10.4 ' -2OO=57 WC=8.8I GRAVEL=31 I st¡to=¿e- SILT= 1 9 CLAY=2 t-LJ TJt! I-t-fL LJê 5 5 10 10 LEGEND TOPSOIL: SILT, SANDY, COBBLES AND B0ULDERS, ORGANICS, FIRM, MOIST, BROWN TO DARK BROWN. BASALT GRAVEL (GM-GC): COBBLES, BOULDERS lN A SILTY SAND MATRIX, DENSE, SLIGHTLY MOIST, LIGHT BROWN TO BROWN. t I DISTURBED BULK SAMPLE PRACTICAL AUGER REFUSAL. NOTES 1. THE EXPLORATORY PITS WERE EXCAVATED WITH AN EXCAVATOR ON MARCH 3, 2021 2. THE LOCATIONS OF THE EXPLORATORY PITS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY PITS WERE OBTAINED BY INTERPOLATION BETWEEN CONTOURS ON THE SITE PLAN PROVIDED. 4. THE EXPLORATORY PIT LOCATIONS 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 THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER WAS NOT ENCOUNTERED IN THE PITS AT THE TIME OF EXCAVATION 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (¡STU O ¿ZZ); -2OO= PERCENTAGE PASSING NO. 2OO SIEVE (ASTM D 1140); GRAVEL= PERCENTAGE RETAINED ON NO. 10; SAND = PERCENTAGE PASSING N0.10 SIEVE AND RETAINED ON N0.325; SILT = PERCENTAGE PASSING NO. 325 SIEVE TO PARTICLE SIZE .O02MM; CLAY = PERCENTAGE SMALLER THAN PARTICLE SIZE .002MM; 21 -7 -231 Kumar & Associates LOGS OF EXPLORATORY PITS Fig. 2 = I too 30 ao 70 a0 50 40 30 20 to ö to 20 30 40 50 60 70 ao 90 = o loo .o0r .125 2.O DIAMETER OF PARTICLES IN MILLIMETERS 152 CLAY TO SILT COBBLES GRAVEL 2A % SAND LIQUID LIMIÏ SAMPLE 0F: Silly Sond wilh Grovel 38% PLASTICITY INDEX SILT AND CLAY 31 % FROM:Pît1O4.5'-5' lhrs. l.st rôsulls opply ohly lo th. soñplô! which *crc loslod. lhol.sllñg r.porl shôll nol b. rcproduccd, êxcêpt lñ full, vllhoul lha vrlil€n opprovol of Kumor & Assoclol.s, lnc. Sl.v6 onolyll! l.lllng l. p6rfom.d ln occordonc. wlth ASTM 06913, ASTM D7928, ÀSTM Cl36 ond,/or ASTM Dll40. HYDROMETER ANALYSIS HRS 7 HRS SIEVE ANALYSIS 6tl I I af_tl-.'.......-- -- rl :l_*-: -{-- -l l .,-l]--rl- I ,ltl----+ _J_ I --_I I -T'---_l' -i + =+--f-.---f -i -]- Êt ._.-J t -r]- --_l-.-1= SANO GRAVEL FINE MEDTUM ICOARSE FINE COARSE 21 -7 -231 Kumar & Associates GRADATION TTST RESULTS Fig. 3 SIEVE ANALYSISHYDROMETER ANALYSIS 24 045 7HR 1 MIN, #325 U,S. STANDARD SERIES #140 +60 #35 #1A #10 CLEAR SQ 3/8', 314',4 MIN.#4 1 112',5"6" A 100 10 90 20 80 30 70 ô l-¡Jz. FLIt Fz.tdOÉLJ o_ 40 60 Oz U) U) o_ Fz. L¡J(-)É LJ o_ 50 60 40 70 30 80 20 90 10 100 0.001 .002 .005 .009 .019 .045 106 .025 .500 1,00 2.00 4_7s 9.5 19.0 37.5 76.2 152 203 DIAMETER OF PARTICLES IN MILLIMETERS CLAY COBBLES GRAVEL 31 %SAND 48 %SILT 19 %CLAY 2 % USDA SOIL TYPE: Gravelly Loamy Sand FROM: Profile Pit 2 @ 2.5'Ío 4' _4- -l- -t MFDIIM I ARGESILT 21-t-231 Kumar & Associates GRADATION TEST RTSULTS 7ig. 4 IC'TKumr & Associates, lnc.6Geotechnical and Materials Engineersand Environmental ScientistsTABLE 1SUMMARY OF LABORATORY TEST RESULTSNo.21-7-231SOIL TYPESihy* Sand and GravelVery Silty Sand andGrarrelGrar.elly Loamy SandCLAY(/"1SILT$l(%)SAND2t948USÐA SOIL TEXTURE(o/"1GRAVEL31SILT&CLAYl"/"13457SAND("1"138GRADATIONGRAVELV"l28NATURALDRYDENSI'ÍY(pcrlNATURALMO¡STURECONTENT$t10.6r0.48.8DEPTH(ft)4%- sI3-42%- 4SAMPLE LOCATIONPIT24 CBO lnc.'129 Ca¡ns LaneCarbondale, Colomdo 81623Phone 970-309.5259cada.ostberg@gma¡l.comNII\\SCALE: 1 = 50'=0")ILOCATION OF PROPOSED IMPROVEMENTS SHOWN ARENOT THE RESULT OF A PROPERTY SURVËY. IHE LOCATIONSARE APPROXIIVATE. ¡T IS THE HOIMEOWNERS' DUTY TOENSURE ALL CONSTRUCTION AND II\4PROVEMENT LOCATIONSARE ACCURATE. PROPERTY LINES AND SETBACK DISTANCESSHOULD BE CONFIRMED PRIOR TO EXCAVAIION. SCALEDFOR PRINTING ON 1 1' X 17' PAPER.jriïrËsr*Valenz ConstructionLot 27, Call¡ætte RanchGarf¡eld County, ColoradoPrciectNumben C1629Date: 06/19/2021Designedby: CBODDDrawnby:w1 .0Sheet 1 0F 4 \\:BO lnc.læ Ca¡ns Lanelarbondale, ColoEdo 8'1623rhone 970.309.5259:ãla.ostberg@gma¡1.æmooValenz ConstructionLot 27, CalliætÞ RanchGarfeld County, ColoradoProiect Number C1629Date: 0611912021DrawnDes¡gnedby:by: CBODDSheei 2 0F 4w2.0II\\\\LXIIII1\\\,\a,ì-It_rII¿'D!{ SDR-35 SEWER LINE TO EACH TRENCH(vtN. 17c SLOPE TO TRENCH)at--I'¡\\uffihN= ,ìx,,,,,L-(1 50O-GALLON, TWO.COMPARTMENT('tot'21;'SEPTIC TANK WITH EFFLUENT SCREEN'-ì'.\-iNW)'.,\ 4'DlA SDR-35 SEWER PIPE WlrH DOUBLE SWEEPPROPOSED4-BEDROOM, RESIDENCEIII\-l'I\t_/-lvllN 2% FALL TO TANK)I\IIÐkT\//\_l)\/(\\\\ta\\\II'1""\, ,",/,{\LINE4' DIA SDR-35 INSPECTION PORT ATBEGINNING AI\¡D END OF EACH TRENCH - \ \\\\\\--ì\,OUICK-4' CHAMBER TRENCHES4 TRENCHES WITH TO CHNMECRS PER TRENCHFOR A TOTAL OF 64 CHAMBERS AND 768 SF.\\DISTRIBUTION BOXWITH ACCESS AT GRADE\4'DIA SDR-35 PVC SEWERBM 100'1% FALL TO D-BOX)\¡ ¡ (664s.2')\'../ORIVEWAYNSCALE: 1" = 2010"-- CBO lnc-129 Cains LaneCarbondale, ColoEdo 81623Phone 970.309.5259carla.ostberg@gmail.æm15 CHAMBERS PERMENCH-¿II-INFILTMTOR,/ eno eureGMVELLESS 'QUICK4'CHAMBER (4'x 3)4" DTASDR-35 SÊWERLINE TO ACH TRENCH(MrN. 1% SLOPÉ TOTæNCH)4" DIA SDR.35EFFLUENT PIPE FROMNOTE: MAINTAIN SHALLoWINSTALßTION BETWEEN 2'AND 3'DISTRIBUTION BOXWITHDIA SDR.35AT GMDEIINSPECTIONPORIPUCEÐ INTOP PORTOFCHAMBER ENDPUTÉS4'rsolL_lLIMITEXCAVATION'outcK4'SCARIFYCHAMBER (4'x3')OIASDR.35 INSPÉCTION/^CHAMBER'IRENCH SECT|ON\yPORT AT BEGINNING NDEND ÕF EACH TRÊNCHA CHAMBER 1RENCH PLAN\r,--ffiFINISHED GRADESMALL VALVE COVERBOXOR IRRIGATIONVALVE BOX AT GWESLIP.ON PVCDO NOT GLUECAP ORTHREÆED24'MtN.CLEANOUT ASSEMBLYINSULATÊDTRACER WIREFINISHED GRADEBASE TO SUPPOffiBOXPVC PIPE CUTTO4" DIA4" DIA SDR-35 SEWER LINE(t\,ilN 2% SLOPE TO TANK,i,IN. 1% TO STA)FTSEWER LINESCREENEDUSE HOLE SAWTOCUT THRU TOPOFOR SAND FORBEDOING3" MtN.ENDTO TANK8'MIN-/ãINSPECTION PORÌ DETAIL\9t-æ^CLËAN OUT DETAIL\9t----æ/ã1RENCH DETAIL\:/,-.rcValenz Construction06t't9t2021Lot 27, Callicotte RanchGarf¡eld County, ColoradoProjectNumber: C1629by: CBOby: DDw3.0Sheet 3 0F 4 CBO lnc.129 Cains LaneCarbondale, CdoEdo 81623Phone 970.309.5259ærla.ostberg@gmail.æmD:SIGN4-BEDROOM RESIT¡CNCE75 GPD X 2 PERSONS/BEDROON4 X 3 BEDROOMS + 75 GPD (4th SEDROOM)\,\'ASTEWATER FLOW = 525 GPDTANK:IilIN.1250 GALLONSUSE 1 sOO-GALLON, TWO-COMPARTIVENT POLY SEPTIC TANKSOIL TREATMENT AREA (STA):LONG TERIII ACCEPTANCE RATE (LTAR) = 0.5 GALi SFCALCULATED SfA = CüLTAR = 525 / 0.5 = 1050 SFGRAVITY, TRENCHES = 1050 SF X 1.0 = 1050 SFCIAMBERS = '1050 SF XO.7 =735 SF I 12 SF / CHAMBER = 62 CHAIIIBERSFCUR GRAVELLESS CHAMBER TRENCHES16 'OUICK 4' CHAMEERS IN EACH TRENCHTOTAL 6¿ 'QUICK 4' CHAMBERSBOX AND COVER BROUGHT TO GRADÊCONCRÉÎE LIDFINSHEDGRADEBAFFLE ORANGLED PIPETO BE USEDAT INLETADISIRIBUTION BOX DETAIL\r,-HOUSÊ TO SEPTIC TANKSTA TO HOUSESTÀTO WATER COURSEN/AI 50'STA TO WELLN/AI too'20'50'N/ASEPT|C-ANKTOWATERCOURSE, 50'SEPTIC -ANK TO WELLN/Aì so'MINIMUIV REQUIREDSFTRAEKOWTS COMPONENTS ANDfHYSCAI FFATIIRFSAPPROXIMATE PROPOSEDSFTRACKOUTLETS[:ooooValenz GonstructionLot 27, Call¡ætte Ranc*ìGarfield County, ColcradoPrciect Number: C1629Dale: 0611912021Des¡gnedby: CBODDDramby:w4.0Sheet 4 0F 4 GD qPublic.tËt* Garfield County, CO 81623 2019Total Actual Value Overview Legend f] Parcels Roads Parcel/Account Numbers Highways æ Limited Access - Highway ' ' Major Road ' Local Road '' Minor Road Other Road Ramp ** Ferry Pedestrian Way Owner Name å'l Lakes&Rivers - CountyBoundary Line $180,000 Last2Sales Date Price 3/5/2021 $O 3/s/202t $237,500 Account R044200 Physical 0 103COUNTY RD Number Address Parcel 239324306027 CARBONDALE Number OwnerAddress VALENZUELA¡KEILA Acres 4 185SCOUNryROAD 109 Land SqFt 0 GLENWOOD SPRINGS CO TaxArea OII 81601 2019Mill Levy 75.5380 D ate cr e ated: 6/23/ 2O2t Last Data Uploaded: 6/23/2027 2:38:52 AM Deverooed bv f I $:ltEp¡dçf 6qPuHic.net'" Garfield County, CO Summary Account Parcel Property Address Legal Descrlptlon Acres Land SqFt TaxArea MlllLevy subdlvls¡on @u Owner PURPLE CACTUS LLC 2ó7ó WEST LONG PLACE LITTLETON CO 80120 Land Unit Type VACANT REs LoTs - oroo lVncnlr UÑO¡ Square Feet 0 Actual Values Assessed Yeâr Land Actual lmprovement Actual Totål Actuel Assessed Values Assessed Year Land Assessed lmprovement Assessed Total Assessed Tax History R044200 239324306027 O 103 COUNTY RD, CARBONDALE, CO 8T623 Section: 24Township: 7 Range: 88 Subdivlsion: CALLICOTTE RANCH SUB-DlV Lot: 27 AMENDED #754313 3.996 0 IT 75.5380 CALLICOTTE RANCH SUB-DIV 2019 $3,315.08 20L8 $2,8s7.r2 2020 $1s0,000.00 $o.oo $15o,ooo.oo 2020 $43,500.00 $o.oo $43,s00.0o 2017 $2,725.s2 2079 $15O,OOO.OO $o.oo $1s0,000.00 2019 $43,500.00 $o.oo $43,500.00 2016 $3,430.1ó Click here to view the tax information for this parcel on the Garfield Countv l€asurer's website. Transfers TãxYeär Taxes Bîlled Sale Date 7/26/20t7 Reception Book Number - Page 895251 Grantee PURPLE CACTUS LLC Deed Type SPECIAL WARRANry DEED STATEMENTOF AUTHORIry 2020 $3,2s5.92 SalePrice Grantor $242,OOO BOKF-DBA 7/25/20L7 895250 $O THEOBALD,TOM PURPLECACTUSLLC tt/8t2072 PUBLIC TRUsTEES DEED ro/24/20L2 PUBLIC TRUSTEES CERT 5/25/2072 6/78/2007 5tt4t2007 5/14/2007 5/ttl2007 s/71-/2007 s/7/2007 5/5/2007 5t4t2007 NOTICE 826802 825977 a79691 730012 723324 723322 723325 723323 723763 723764 723762 70a964 665072 663346 ó583ó0 644162 63!397 ó31395 637399 628047 628046 625568 63t394 6273LO ó318ó0 622244 608456 588887 589763 577935 577934 $o $o $o $o $o $o $4,500,000 $O PUBLICTRUSTEE- GARFIELD COUNTY $7.324,235 CALLICOTTE RANCH LLC BOKF NA DBA BK OF OKLAHOMASCCR IN INTTO BK OF OKLAHOMA& BOKF DBACOLORADO BK &TRUSTSCCR IN INTTO COLORADO ST BK ÏRUST BOKF NA DBA BK OF OKLAHOMA SCCR IN INT TO BK OF OKLAHOMA & BOKF DBACOLORADO BK &TRUSTSCCR IN INTTO COLORADO ST BK TRUsT PUBLIC TRUSTEE-GARFIELD COUNTY BOCC OF GARFIELD COUNTY CALLICOTTE RANCH OWNERS ASSOCIATION CALLICOTTE RANCH, LLC. MINETREE, THOMAS A ROCKY MOUNTAIN MANSIONS III, LLC SMILACK, STEPHEN & PHYLLIS SMILACK, STEPHEN & PHYLLIS MINETREE, THOMAS A BOARD OF COUNTY COMMISSIONERS ROCKY MOUNTAIN MANSIONS III, LLC ROCKY MOUNTAIN MANSIONS III, LLC DECLARATION QUITCLAIM DEED AGREEMENT SPECIAL WARRANTY DEED BARGAIN AND SALE DEED STATE|'\4ENT OF AUTHORITY AGREEMENT EAsEl.,lENT CALLICOTTE RANCH, LLC. CALLICOTTE RANCH, LLC. CALLICOTTE RANCH, LLC, CALLICOTTE RANCH, LLC. ROCKY MOUNTAIN MANSIONs III, LLC CALLICOTTE RANCH, LLC. ROCKY MOUNTAIN MANsIONS III, LLC $o RocKY MOUNTAIN MANSIONS III, LLC $O MINETREE, THOMA5 A $o RocKY MOUNTAIN MANSIONS III, LLC $O ROCKY MOUNTAIN MANSIONS III, LLC $O ROCKY MOUNTAIN MANSIONS III, LLC $o CALLICOTTE RANCH, LLC $O ROCKY MOUNTAIN MANSIONS III, LLC t?26- 679 1926- 627 L926- ó85 7926- 665 t925- 906 1925- 910 t92s- 905 1853- t 7647- 407 9/25/2006 9/24/2004 9t2412004 2/2/2004 72/77/2003 6124/2003 6/24/2003 6/23/2003 5/23/2003 5/23/2003 4/16/2003 3/t7/2003 2/27/20,03 2/14/2003 POWER OF ATTORNEY BOUNDARY LINE ADJUSTN4ENT BOUNDARY LINE ADJUSTN4ENT RESOLUTION BOUNDARY LINE ADJUSTMENT BOUNDARY LINE ADJUSTMENT QUIT CLAIM DEED QUITCLAIM DEED AGREEMENT BOUNDARY LINE ADJUSTN4ENT AFFIDAVIT LIS PENDENs QUIT CLAIM DEED 7639- L6t5- 7552- r497- 510 82 JöO 66 1460- 4t2 t49t- 59 1469- ó88 7493- 643 1443- 7t2 $o $o $o $o $o $o $o $o $o $o $o $o t49t- 61 1-491- 73 1,473- 257 254 QUIT CLAIM DEED r7/22t20o2 QUITCLAIM DEED 8/6/2002 9/24/2007 9/4/2007 3/12/2007 3/8/200I LIS PENDENS RESOLUTION RESOLUTION QUITCLAIM $o $7,642,600 $o CALLICOTTE, 5TEPHEN H. CALLICOTTE, STEPHEN H. !376- tL7 t289- 10 DEED PERSONAL REP DEED 7292- 819 7239- 77 !239- 73 3/A/2001 8/U2000 7/S/2000 ).1/Ut999 lt7t1900 1/rltgoo tlrl1900 uu7900 7/U7900 Ltltt900 DEED QUITCLAIM DEED BOUNDARY LINE ADJUSTMENT LETTERS Deeds Deeds Deeds Deeds Deeds Deeds i¿lJJÂ'ï 570340 570339 577932 t239- 12rt- 1217- 7t 58 55 $o $o $o $o $o $o $o $o $o $o CALLICOTTE, STEPHEN H. CALLICOTTE, STEPHEN H. ROCKY MOUNTAIN MANsIONS III, LLC ROCKY MOUNTAIN MANSIONS III, LLC1239- 70 497- LT? 468- 455 457- 103 423- 468 354- L78 0457- 0105 Photos No data avallableforthe followlng modules: Buildings, Sketches. Tbe C¡rficld County Asse:sor's OfÍ.:e nrake: rr;e¡y elforl tc produc.e tho rnôsi ;.curâie ¡1r,'ormuticn possible. Nc utarr:rrrties, exptessed or r.\rtnJl I | 8.rJrJr,lucrJ. User Privacy Policy GDPR Privacv Notice Last Datallpjcadig52q2l;¡95?f}rvl Version 2.3.10e Developccl by Cr*åE#r