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Home My WebLink AboutEngineer's OWTS Design Plan129 CAINS LANE CARBoNDALE, CO 41623 970.309.5259 cRR Ln. o sle E nc@c Mnl L. co vI sif tr>'l' r(t ()() Nst-! r-'l. r N c; September 3,2025 Project No. C1984 Mandy and Travis Tiffany Pfs625@qmail.com Subsurface lnvestigation and Onsite Wastewater Treatment System Design 2-Bedroom Residence TBD CR 233 Garfield County, Colorado Mandy and Travis, CBO Inc. performed a subsurface investigation and completed an onsite wastewater treatment system (OWTS) design for the subject residence. The 40-acre property is located outside of Rifle, in an area where OWTSs and wells are necessary. Legal Description: Section: 32 Township: 5 Range: 92 THE NWSE OF SECTION 32 AS MORE PARTICULARLY DESCRIBED PER WARRANTY DEED RECEPTION NO. 940542;40 ACRES Parcel lD: 2127 -324-00-357 SITE CONDITIONS The property is currently undeveloped. A 2-bedroom residence is proposed. The residence may be served by a private well on the property. The well was recently drilled and is located along the southern property boundary. Production of the well was not as anticipated and a cistern may be necessary. lf a future cistern is not connected directly to the well, it must be at least 25- feet from any OWTS component. lf the cistern is connected directly to a well, the cistern must meet setbacks applicable to wells, which is at least SO-feet from the proposed septic tank and at least 1OO-feet from the proposed soil treatment area (STA). The proposed soil treatment area (STA) location has an approximate ten percent slope to the south. The proposed area is not vegetated as it has been cleared and graded in preparation for construction. 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. SUBSURFACE The subsurface was investigated on August 13,2025 by digging three soil profile test pit excavations (Test Pits). A visual and tactile soil analysis was completed by Carla Ostberg at the time of excavation.l I Carla Ostberg holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile Evaluation of Soils Training. Page2 The materials encountered in Test Pit #1 consisted of light brown clay loam to 2.O-feet, underlain by a band of gray, angular rock to a maximum depth explored of 4.O-feet. No bedrock or groundwater was encountered. The materials encountered in Test Pit #2 consisted of light brown clay loam to 1.0-foot, underlain by a band of gray, angular rock to 3.O-feet, underlain by medium brown clay loam to a maximum depth explored of 4.O-feet. No bedrock or groundwater was encountered. The materials encountered in Test Pit #3 consisted of medium brown clay loam a maximum depth explored of 8.0-feet. No bedrock or groundwater was encountered. The rock band in this test pit was observed from 6.0 to 6.5-feet. Noting a vein or rock runs in the area of the proposed STA, we have shifted the proposed STA to be closer to the proposed structure where the rock band minimal and deeper. Exploration in all Test Pits showed suitable soil below the rock band. A sample of the soil was taken from Test Pit #3 at 3-feet below grade. Soil structure grade was moderate. The soil formed a ball and a ribbon 1 to 2-inches in length before breaking. Soil structure shape was blocky and consistence was friable to firm. Soiltexture was both gritty and smooth. The soil is consistent with Soil Type 3, Clay Loam, with moderate structure grade. A long-term acceptance rate (LTAR) of 0.35 gallons per square foot will be used to design the STA. Test Pit #1 Page 3 Gray rock band encountered in test pit Test Pit #2 Sieved sample Ribbonlto2inches Page 4 Test Pit #3 Test Pit #3 small rock band encountered View of area Page 5 DESIGN SPECIFICATIONS Desiqn Calculations: Average Design Flow = 75 GPD x 2 people/bedroom x 2 Bedrooms = 300 GPD LTAR = 0.35 GPD/SF 300 GPD / 0.35 GPD/SF = 857 SF x'1.0 (gravity trenches) x 0.7 (chambers) = 600 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 at grade 5477' 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. *ElevationQ 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 erade to the septic tank. The system installation must include a 1OO0-gallon, two-compartment lnfiltrator@ poly septic tank with an Orenco@ Biotube effluent filter on the outlet tee. Any state-approved concrete or poly septic tank may be substituted. 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 five 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 B 'ADS' ARC 36 Low Profile chambers for a total of 40 chambers and 600 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. COMPONENT SPECIFICATIONS The component manufacturers are typical of applications used by contractors and engineers in this area. GBO 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. OWTS Gomponent Minimum Elevation Primary Tank lnlet lnvert Approximate horizontal distance B' / min. 2% fall I min.2" fall Distribution Box Approximate horizontaldistance 1B'/ min. 1%'fall I min,2.25" fall lnfiltrative Surface Approximate horizontal distance 45' to furthest trench / min. 1o/ofall to STA / min. 5.625" fall Page 6 Construction must be according to the jurisdiction's adopted On-Site Wastewater Treatment System Regulations, the OWTS Permit, and this design. PERMIT APPLICATION INSTRUCTIONS An OWTS Permit Application must be submitted to Garfield County Environmental Health Department. https://www.qarfield-countv.com/environmental-health/filesqcco/sites/16/OWTS-Application-Complete- Packet-Dec.-2019.pdf. lf the OWTS PermitApplication 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. VALIDITY PERIOD OF DESIGN DOCUMENTS This design is valid for submission of an application for permitting for two (2) years from the date of the design packet or upon a change in the county OWTS Regulation that could impact compliance with code requirements. Continued use beyond this period orfollowing a change in the regulation is not recommended without review and update of design documents. INSTALLATION CONTRAGTOR 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 additionalconditions 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. COMPONENT MANUFAGTURER MODEL NO.COMMENTS Septic Tank lnfiltrator@ tM-1060-2CP 1000-gallon, two- oompartment poly septic lank Tank Risers and Lids Orenco@ Double-walled PVC Risers and lids (24" diameter) Effluent Filter Orenco@ 4-inch diameter, full size Distribution Box Polylok@ Distribution box, risers, lld, (5) flow equalizers Chambers .ADS'ARC] 36 Low Proflle 40 ARC 36 Low Profile chambers PageT 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 REQUIREM ENTS An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire disturted 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 inigation 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 seruice 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 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 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. Page 8 LIMITS: The design is based on information submitted. lf soil conditions encountered are different from conditions described in this 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. (s.n[w }gtb'e'^'g Carla Ostberg, MPH, REHS N RESIDENCE SITEBENCHMARK EL.:5477.0A TP3 + STA s 89'50'15" W 1330.95' TIFFANY RECEPTIONNo. 859853 SCALE:1" = 50L0" CALL 811 FOR UTILITY LOCATES TP1 + 342.4',rP2+ THE LOCATION OF PROPOSED IMPROVEMENTS SHOWN ARE NOT THE RESULT OF A PROPERTY SURVEY. THE LOCATIONS ARE APPROXIMATE. IT IS THE HOMEOWNERS'DUTYTO ENSURE ALL CONSTRUCTION AND IMPROVEIVENT LOCATIONS ARE ACCURATE. PROPERTY LINES AND SETBACK DISTANCES SHOULD BE CONFIRMED PRIOR TO EXCAVATION. SCALED FOR PRINTING ON 11" X 17" PAPER, LINE w1 .0 CBO lnc. 129 Cains Lane Carbondale, Colo€do 81623 Phone 970.309.5259 erla.ostberg@gmail.com 3.0' Tiffany Residence TBD CR 233 Garfield County, Colorado ProjectNumber: C1984 Date: 0910312025 Drawn Designed by: by: CBO DD Sheet 1 0F 4 4" DIA SDR-35 SEWER PIPE WITH MIN 2% FALL TO TANK 1 OOO-GALLON, TWO-COMPARTMENT POL SEPTIC TANK WITH EFFLUENT SCREEN SITE BENCH MARK EL.:5477.0 4' DIA SDR-35 SEWER LINE TO STA A.(MlN. 1ol" FALL TO STA) BOX WITH ACCESS AT GRADE + TP3 5 l+2.5+1 ADS'ARC 36 CHAMBER TRENCHES N 342.4', APROPOSED OYYTS\,,--T?F? o TP1+ r.P 2+ DIA SDR-35 INSPECTION PORT AT BEGINNING AND END OF EACH TRENCH 5 TRENCHES WITH 8 CHAMBERS PER TRENCH FOR A TOTAL OF 40 CHAMBERS AND 600 SF. SCALE:1" = 30L0' CALL 811 FOR UTILITY LOCATES w2.0 SDR-35 DISTRIBUTION TRENCH % SLOPE TO TRENCH) LINE CBO Inc. 129 Cains Lane Carbondale, Colorado 81023 Phone 970.309.5259 carla.ostberg@gmail.com oQqo go q* s+ :Q oo- (MrN TO 4" MrN.10 168.0' Tiffany Residence TBD CR 233 Garfield County, Colorado ProjectNumber: C1984 Dale: 0910312Q25 Designed by: CBO Drawn by: DD Sheet 2 0F 4 DISTRIBUTION BOX WITH ACCESS AT GRADE SLIP.ON PVC DO NOT GLUE INSUTATED TRACERWIRE 4'DIA SEWER LINE TO TANK FINISHED GRADE /ACLEAN OUT DETAIL\g|--rTstr FINISHED GRADE HOUSE 3" MlN. INFILTRATOR END PLATE \CHAMBER (5'x 3') ADS ARC 36 DIA SDR.35 INSPECTION PORT AT BEGINNING AND END OF EACH TRENCH 4'DIA SDR-35 EFFLUENT PIPE FROIV.SEPTIC TANK 4' 4' DIA SDR-35 DISTRIBUTION LINE TO EACH TRENCH (MrN. 1% SLOPE TO TRENCH) PLACED IN TOP PORT OF CHAMBER END PTATES 4" DIA SDR-35 SEWER LINE (MIN 2% SLOPE TO TANK, MrN. 1% TO STA) SCREENED OR SAND FOR BEDDING 8'MtN. /ACHAMBER ]RENCH PLAN\r---r-rtrs .ATRENCH DETAIL\3r--ffi DIASDR-35 INSPECTION PORT BOX AND COVER BROUGHT TO GMDE CONCRETE FINSHEDL sotL 2' LIIVIT EXCAVATION SCARIFY GMVELLESS'OUICK4' CHAIVBER (4'x 3') A CHAMBER TRENCH SECTIONv,r-ffiffi BAFFLE OR ANGLED PIPE TO BE USED AT INLET /ADISTRIBUNON BOX DETAIL\3/-rt'w w3.0 8 CHAMBERS PER TRENCH E CBO lnc. 129 Cains Lane Carbondale, Colorado 81623 Phone 970.309.5259 carla.ostberg@gmail.com Tiffany Residence TBD CR 233 Garfield County, Colorado ProjectNumber: C1984 lDate: 09/03/2025 lo""ion"a ou, ceo lora*-n nv, bo OUTLETS ooo o ll- Sheet 3 0F 4 DESIGN PROPOSED 2.BEDROOM RESIDENCE (75 GPD x 2 PERSONS/BEDROOM x 2 BEDROOMS) WASTEWATER FLOW = 300 GPD USE lOOO GALLON, TWO-COMPARTMENT SEPTIC TANK SOIL TREATMENT AREA (STA): LONG TERM ACCEPTANCE RATE (LTAR) = 0.35 GAL/ SF CALCULATED STA = C/LTAR = 300 / 0.35 = 857 SF 857 SF X 1.0 (GRAVITY TRENCHES) X 0.7 (CHAMBERS) = 600 SF 600 SF/ 15 SF/CHAMBER = MlN. 40'ADS'ARC 36 CHAMBERS SOIL PROFILE TEST PIT NO. 1 SOIL PROFILE TEST PIT NO. 2 STA TO WATER COURSE 50'N/A STA TO WELL 100'176' sTA TO HOUSE (SLAB)10'28' SEPTIC TANK TO WATER COURSE 50'N/A SEPTIC TANK TO WELL 50'2'to' HOUSE TO SEPTIC TANK 5'7', OWTS COMPONENTS AND PHYSICAL FEATURES MINIMUIV REOUIRED SETBACK APPROXIMATE PROPOSED SETBACK /A SETBACK CHART\3r---ft,ffi SMALL VALVE COVER BOX OR IRRIGATION VALVE BOX AT GRADE -0 -3 LIGHT BROWN CLAY LOAM GRAY ANGULAR ROCK BAND NO GROUNDWATER OR BEDROCK ENCOUNTERED DURING EXCAVATION /a SOILS LOG\.y Mrn* LIGHT BROWN CLAY LOAM GRAYANGULAR ROCK BAND MEDIUM BROWN CLAY LOAM SOIL PROFILE TEST PIT NO, 2 MEDIUM BROWN CLAY LOAM GRAY ANGULAR ROCK BAND FUUL TFLuo 4 6 7 10 CAP ORTHREADED CLEANOUT ASSEMBLY LEGEND F rockband V clayloam COMPACT END BASE TO SUPPORT BOX USE HOLE SAWTO CUT THRU TOP OF 4" PVC PiPE CUT TO FIT /.\ INSPECTION PORT\9r--'---6nr@ w4.0 CBO lnc. 129 Cains Lane Carbondale, Colorado 81623 Phone 970.309.5259 carla.ostberg@gmail.com Tiffany Residence TBD CR 233 Garfield County, Colorado ProjectNumber: C1984 Dalei 0910312025 Designed by: CBO Drawn by: DD Sheet 4 0F 4 l (lA Hin;;hi*1'ffffiff i:ri' *" An Employsc Owncd Compony 5020 County Road 154 Glenwood Springs, CO 81601 phone: (970)945-7988 fax: (970) 945-8454 email: kaglenwood@kumarusa.com www.kumarusa.com Office I-ocations: Denver (HQ), Palker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado December 13,2024 Colonna Construction Attn: Bernie Colonna P.O. Box 1968 Rifle, Colorado 81650 colonna20 I 2@hotmail.com Project No. 24-7-635 Subject: Subsoil Study for Foundation Design, Proposed Residence, 3436 County Road 233, West of Silt, Garfield County, Colorado Dear Bernie: 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 October 29,2024. The data obtained and our recommendations based on the assumed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence is expected to be a one-story wood frame structure over a walkout basement located on the site in the area of the pits as shown on Figure 1 Ground floor will be slab-on-grade or structural over crawlspace. Cut depths are expected to range between about 2 to l0 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 significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The site slopes gently down to the southeast. Vegetation consists of sagebrush with an understory of grass and weeds. The topsoil had been stripped from the building area and the building pad had been graded. Sandstone bedrock was observed outcropping on the hillside above the site to the north Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the graded driveway/building area at the approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered, below about tAfoot of topsoil/root zone consist of stiff to very stiff sandy silt down to the bottom of the pits 7% to 9 feet. Results of swell-consolidation test results performed on samples taken from the pits are shown on Figures 3 and 4. The samples showed a moderate to high collapse potential (settlement under constant load) when wetted. No free water was observed in the pits at the time of excavation and the subsoils were slightly moist. 1 Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the expected construction, we recommend spread footings placed on at least 3 feet of structural fill soil designed for an allowable soil bearing pressure of 1,500 psf for support of the proposed residence. Footings should be a minimum width of 18 inches for continuous walls and2 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. Structural fill placed below footings should consist of the on-site soils compacted to at least 98Yo of the maximum standard Proctor density at a moisture content near optimum. 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 15 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 55 pcf for the on-site soil as backfill. Floor Slabs: The natural on-site soils, exclusive of topsoil and any disturbed soils from previous excavation on the site, 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 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 less lhan 50%o passing 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 98% 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 areathat local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can ueate a perched condition. We recommend below-grade construction, such as retaining walls, crawlspace and walkout basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free-draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum to/o to a suitable gravity outlet. Free-draining granular material used in the underdrain system should Kumar & Associates, Inc.6 Project No. 24-7-635 -3- contain less than 2o/o 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 IYzfeet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95o/o of the maximum standard Proctor density in pavement and slab areas and to at least 90%o of the maximum standard Proctor density in landscape areas. Free-draining wall backfill should be capped with about 2 feet of the on-site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A swale will likely be needed uphill to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping near the house should consist of low-water need plants and irrigation should be restricted to be at least 5 feet beyond the 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 war:ranty 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 verif,i that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis Kumar & Associates, lnc. o Project No. 24-7-635 -4- or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing shata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of funher assistance, please let us know. Respectfu lly Submitted, Kumar & Associates, lnc. e Daniel E. Hardin, P Reviewed by: |r,rn"r F.funpnaf James Parsons. P.E. DEH/kac attachments Figure I - Location of Exploratory Pits Figure 2 - Logs of Exploratory Pits Figures 3 and 4 -Swell-Consolidation Test Results Table I - Summary of Laboratory Test Results Kumar & Associates, lnc. @ Project No. 24-7-635 : I 30 60 APPROXIMATE SCALE_FEET 24-7 -635 Kumar & Associates LOCATION OF EXPLORATORY PITS Fig.1 PIT 1 PIT 2 0 0 F Ld LJ LL IEFo-uto 5 WC=4.3 DD=96 WC=4.1 DD=9 1 WC=5.0 DD= 1 07 -200=66 LL=20 Pl=7.8 5 FLI LrJtL IIFo- Ldo 10 10 LEGEND TOPSOIL; ORGANIC SANDY SILT, SLIGHTLY MO|ST, FIRM, BROWN. stLT AND CLAY (ML-C MOIST, STIFF TO VERY L); SANDY, (SANDIER AND SCATTERED GRAVEL WITH DEPTH), SLIGHTLY STIFF, BROWN. F t HAND DRIVE SAMPLE. PRACTICAL REFUSAL TO THE EXCAVATION. NOTES 1. THE EXPLORATORY PITS WERE EXCAVATED WITH A BACKHOE ON NOVEMBER 6, 2024. 2. THE LOCATIONS OF THE EXPLORATORY PITS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 5. THE ELEVATIONS OF THE EXPLORATORY PITS WERE NOT MEASURED AND THE LOGS OF THE EXPLORATORY PITS ARE PLOTTED TO DEPTH. 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. PITS WERE BACKFILLED SUBSEQUENT TO SAMPLING. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DD = DRY DENSITY (pcf) (ASTM D 2216); _2OQ= PERCENTAGE PASSING NO. 2OO SIEVE (ASTM D LL = LIQUID LIMIT (ASTM D 4518); Pl = PLASTICITY INDEX (ASTM D 4318). 1 1 ao); 24-7 -635 Kumar & Associates LOGS OF EXPLORATORY PITS Fig. 2 t E SAMPLE OF: Sondy Cloyey Sili FROM:Pit1@4' WC = 4.3 %, DD = 96 pcf ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING 2 bs JJIJ =tt1 I z.o F o =o Qzo() 0 -2 -4 -6 -8 -10 -12 -14 100 24-7 -635 Kumar & Associates SWELL_CONSOLIDATION TEST RESULTS Fig. 3 I E 5 2 0 -2 ;q JJ Lrl =ln I zotr o Joaz.oo -4 -6 -8 1 0 1 2 -14 -16 -18 -zo -22 1.0 APPLIED 100 SAMPLE OF: Sondy Sili FROM:Boring2@2.5' WC=4. 1 %,DD=91 pcf not b. Eprcduccd, rithout lhc rrltLn opprcwl of ond Arocla!-, lnc. Sr.ll tctrd. lhc ln ln ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING 24-7 -635 Kumar & Associates SWELL-CONSOLIDATION TEST RESULTS Fig. 4 I(+A[',ffififfi$fni$'"" TABLE 1 SUMMARY OF LABORATORY TEST RESULTS Project No.24-7-635 SAMPLE LOCATION NATURAL MOISTURE CONTENT NATURAL DRY DENSITY ATTERBERG LIMITS BORING DEPTH GRAVEL (:kl SAND (%\ PERCENT PASSING NO, 2OO SIEVE LIQUID LIMIT PLASTIC INDEX AASHTO CLASSIFICATION SOIL TYPE Sandy Clayey Silt Sandy Silt Sandy Clayey Silt82066 96 9l 107 4.3 4.r 5.0 4 2y, J 1 2 toFl ,' .l NAqS L, NDNFNYJ.MN CARFI€LD COUNTY. COLORADO MINOR SUBDIV1SION PLAT s]Ir'rl4sEr/4 s32, T5S, R92W 3436 CO]]w ROAD 233 "/tt__/.dt1 itr'- 6'q0cryatl TIFFANY MINOR SI-IBDIVISION PLAT PARCEL OF LAND BEING THE SW1/4SE1/4 OF SECTION 32, TOWNSHIP 5 SOUTH, RANGE 92 WEST OF THE 6TH P.M. COUNTY OF GARFIELD, STATE OF COLORADO { z GRAPMC SCAIJ -ffi ffi mrrR coNsM rc s^rD ld6M ffi ItJ,$tirjlj'-: ^ IJII$fit ffi ffiqPuhlic.nef" Garfield County, Co AccountNumber R084519 ParcelNumber 27273240O357 Acres 4A Land SqFt 0 TaxArea O2t MillLevy 70.9860 Date created:9/2/2O25 Last Data Uploaded:9/2/2025 2:O7:16 AM Physical Address 0 RIFLE 81650 Owner Address TIFFANY TRAVIS & MANDY J 3436 COUNTY ROAD 233 RIFLE CO 81650 Overview Legend l-l Parcels Roads Parcel/Account Numbers Owner Name Lakes & Rivers - CountyBoundary Line TotalActualValue $0 Last2Sales Date Price B/2O/202O $11o,ooo n/a $ Develoned bvtS SCHNEIDER GEQSPATIAL 911125, 12:55 PM Garfield County, CO Summary Account Parcel Property Address Legal Description Acres Land SqFt Tax Area MillLevy Subdivision qPublio- Garfield County, CO - Property Record Card: R084519 R084519 2t2732400357 ,R|FLE,CO 81650 Section: 32 Township: 5 Range: 92 THE NWSE OF SECTION 32 AS MORE PARTICULARLY DESCRIBED PERWARRANry DEED RECEPTION NO. 940542; 40 ACRES 40 0 27 70.9860 ViewMap Map Owner TIFFANY, TRAVIS & MANDY J 3436 COUNTY ROAD 233 RTFLE CO 81650 Land UnitType 35 ACTO L/T 100AC-0550 (VACANT LAND) Square Feet 0 Acres 40 Actual Values Tax Year 2025 2024 2023 2022 2027 Actual Value Assessed Values $13s,000.00 $160,000.00 $160,000.00 $110,000.00 $11o,ooo.oo Tax Year 2025 2424 2023 2022 2027 Non School Assessed Value $36,450.00 n/a nla nla nla School Assessed Value $36,4s0.00 n/a n/a n/a nla Pre 2025 Assessed Value nla $44,540.00 $44,640.00 $31,900.00 $31,900.00 FAQs MillLevies Tax Year 2025 2024 2023 2022 2021 Non School District LeW 43.87 nla nla n/a nla School District Levy 27.116 nla nla n/a n/a Total Levy 70.986 70.946 6t.5L7 66.337 https://qpublic.schneidercorp.com/Application.aspx?ApplD= 1038&LayerlD=22381&PageTypelD=4&PagelD=9447&KeyValue=R084519 74.542 'v2 911125, 12:55PM Tax History TaxYear qPublic - Garfield County, CO - Property Record Card: R084519 2024 2023 2022 2021 Taxes Billed $3,168.80 $2,746.72 $zu6.16 $2,382.36 Sale Price Click here to view the tax information for this parcel on the Garfield CountvTreasurer's website. Transfers Sale Date Deed Tvpe Reception Number Book - Pase 8/20/2020 QUITCLAIM DEED 940543 $o 8/20/2020 WARRANTY DEED 940s42 $11o,ooo 8/79/2020 STATEMENT OF AUTHORITY 940541 $o L7/tO/2016 LETTERS 973249 $o 4/28/2009 QUITCLAIM DEED 767827 $o 2/15/2007 DEED 717350 r894-965 $o 2/12/2007 RESOLUTION 717349 r894-961 $o 72/30/2005 QUITCLAIM DEED 690400 1763-674 $o 6/17/I97s QUITCLAIM DEED 258405 o476-0196 $o 6/72/r975 WARRANryDEED 268403 o476-0790 $o 4/16/r973 WARRANry DEED Property Related Public Documents Click here to view Propertv Related Public Documents No data available for the following modules: Buildings, Photos, Sketches. ire e a:"ieid Ccu::iy Assss:*r'$ Oilae *ialra! every eii;-rrf io pri:duce t*; n+si acr.uraii; lfitrr*ali<:r: iri::sille. l.ic ivlrr.:tfiee , ez.2rat*;td ilr implied ..* trc.',ridecl fcr tl..le Cata her:ir:. lt; 1-rt{: or i:':le rpre tatia}rr. *ria i," ;ul:rjcct :o ionsiaitl aharl;e anrJ :l; accurar-,; ea1 t.*uttslt:iet:<:ts c:nncr be gue:"at:iecr:. : User PIivaSr Policv I GDPR Pli)4acv Notice l.ast Data Uploadi?./1/2Q25. 12:05:44Alvt 258063 o443-O573 $o arni:!e{ Us Deveii;peC b;, B scxrueroe* https://qpublic.schneidercorp.comiApplication.aspx?ApplD=1038&LayerlD=22381&PageTypelD=4&PagelD=9447&KeyValue=R084519 212