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Home My WebLink AboutOWTS Designc[Bo,--...129 CAINS LANE CARBoNDALE, CO A1623 970.309.5259 CARLA.OSTBERG@GMAI L.COM RECEIVED ÌÇî¡ì',' "l f ,;l'.,'; '¡ r.ii, GARFIËLD OOUI-,ITY COMMUi¡ITY DEVËLOPIlËfdT Fír.)t"r' r (' {'( )\-síI' f ,'l' I \'(; January 4,2022 Project No. C1679 Henry Domville hdomville com Jorge Lopez memolopezmx@vahoo.com. mx Subsurface lnvestigation and Onsite Wastewater Treatment System Design 2-Bedroom Residence + 1 Future Bedroom Homestead 22, Panorama Ranches Garfield County, Colorado Henry and Jorge, CBO lnc. performed a subsurface investigation and completed an onsite wastewater treatment system (OWTS) design for the subject residence. The 5.179-acre property is located outside of Carbondale, in an area where OWTSs are necessary. Legal Description: Section:17 Township: 7 Range: 87 Subdivision: PANORAMA RANCHES lST AMENDED HOMESTEAD 22 5.18 ACRES Parcel lD: 2391 -1 7 1-01-022 SITE CONDITIONS The property is currently undeveloped. A 2-bedroom residence is proposed. The OWTS design will accommodate the 2-bedroom residence + 1 additional bedroom in the future. The residence will be served potable water from a community water system. The water line will enter the property from the subdivision road. The exact route has not been noted on the site plan; however, the water line will not come within 25-feet of any OWTS component. The proposed soil treatment area (STA) location has an approximate 6lo 7% slope to the southwest. The topography provided on the site plans was minimal. The trenches must follow the topography contours. The area is vegetated with native grasses, sage, and pinion trees. 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 Kumar and Associates report dated October 18,2021, Job No. 21-7-725 is enclosed. Two soil Profile Pits (labeled PP-A and PP-B) were excavated the proposed STA. PP-A consisted of dark brown, moist, soft, gravelly, organic sandy silty clay fill with roots to 1.O-foot, underlain by brown, slightly moist, stiff, silty, sandy clay with gravel to a maximum depth explored of 8.0-feet. No bedrock or groundwater was encountered. Page2 Gradation results from a sample taken at 5 to 6.0-feet below grade consisted of 9% gravel, 30% sand, 37% silt, and 24% clay. Soils in PP-A are consistent with Soil Type 2. PP-B consisted of dark brown, moist, soft, gravelly, organic sandy silty clay fill with roots to 3.0-feet, underlain by brown, slightly moist, stiff, silty, sandy clay with gravel to a maximum depth explored of B.0Jeet. No bedrock or groundwater was encountered. Gradation from a sample taken at 5 to 6.0-feet below grade consisted of 2o/o gravel, 33% sand, 38% silt, and 27o/o clay. Soils in PP-A are consistent with Soil f ype 2- Based on the information presented in the Kumar and Associates report, soils align with Soil Type 2. We are sizing the STA based on Soil Type 2. A long term acceptance rate (LTAR) of 0.6 gallons per square foot will be used to design the OWTS. DESIGN SPECIFICATIONS Desiqn Calculations: nverage Oesign Flow = 75 GPD x 2 people/bedroom x 3 Bedrooms = 450 GPD LTAR = 0.6 GPD/SF 450 GPD / 0.6 GPD/SF x 1.0 (gravity trenches) x 0.7 (chambers) = 525 SF The new OWTS design is based on 3-bedrooms with 2-bedrooms being developed now and for the possibility of 1 bedroom in the future. An average daily wastewater flow of 450 GPD will be used. For the purposes of this OWTS design, Benchmark Elevation at grade 7238.87' has been established as 100'(Finished Floor). CBO lnc. should be notified of anydiscrepancies orproblemswith 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 2o/o grade to the septic tank. The system installation must include a 1O00-gallon, two compartment septic tank with an effluent filter on the outlet tee. Any state-approved concrete or poly septic tank may be used. 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 three gravelless chamber trenches. lf the sewer pipe from the septic tank to the distribution box exceeds 1O0-feet in length, an additional clean out must be installed. 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 equalflow to each bed. OWTS Component Minimum Elevation Primary Tank lnlet lnvert Approximate horizontal distance 15' / min. 2% lall I min.3.75" fall Distribution Box Approximate horizontal distance 164' I min. 1% fall I min.20.5" fall lnfiltrative Surface Approximate horizontal distance to furthest trench 29' I min. 1% fall / min. 3.625" fall Page 3 Each trench will consist of 15 'Quick 4' Standard Plus lnfiltrator@ chambers for a total 45 chambers and 540 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. 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. I NSTALLATION 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 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. lunruumcruRERCOMPONENT MIODEL NO.IcoMMENTS Septic Tank Itntittratoro M-1060-2CP h 000-gallon, 2-compartment lpoly septic tank (can substitute lValley Precast concrete septic ltank) Biotube Effluent Filter lorenco@ lFull Size Effluent Filter and lhousinq Tank Risers and Lids lorencoo lDou lrio' ble-walled PVC Risers and (24" diameter) Distribution Box leotvt-ot< lDistribution box, (3) flow lequalizers, risers, lid lhambers llnfiltrator@ Standard Plus þ5 'Quick 4' Standard Plus lChambers Page 4 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. 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 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. 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 5 Please call with questions Sincerely, CBO lnc. Carla Ostberg, MPH, REHS (,' ¡r.,, ( * ûJ /t,t,r, y, 1*." r*'" RESIDËNCE + 1 FUTURE BEDROOM DRIVEWAY PANOPêI'/IA DRIVE oeÑ SCALE: I = 50'=0' /'\ SITE PLAN\t,-ffi .:: LINE ) r,¿g SEPTIC TANK "1 j HOMESTEAD 22 225760ç 5.t8AC t : IHE LOCATION OF PROPOSÊO TMPROVÊMENTS SHOWNARE NOT THE RESUTTOF A PROPERry SURVEY, THE LOCATIONS ÁREÀPÞROXIMTE-ITISTHEHOMEOWNERS'DUryTO ENSURE AIL CONSIRUCT¡ON AND IMPROVEMENT LOCATIONS ARE ACCUMIE, PROPERry LINES AND SETBACK DISTANCES SHOULD BE CONFIRMEO PRIORTO SCAVATION, SCALEO :r. FOR PRINTING ON 11'X 17" PAPER, v ,"' ., ..-| DRAWINGS MUST BE USED IN CONJUNClION WTH DESIGN LENER DATED O1/04/2022 Dala: 0110412022 Designed by: CBo Drawn byr DD w1.0 Sheet 1 0F 4 CBO lnc. 129 Cains Lano Ca.bondals, Colorado 81 623 Phone 970.309.5259 cada.oslbêrg@gmâ¡1.@m Homestead 22, Panorama Ranches carfìeld County, Colorado ProjectNumber: C1679 Domville-Lopez Residence EA DRNÉ ANORA$IIAP SCALE: 1" = 2010" x 7?24.90sÊ O,,W 4547R 4 0+6BSB 7 4651C 2-BEDROOM RESIDENCE + 1 FUIURE BEDROO¡¿I oo 1 00 LINE .',,at , ,'!ì::ì,. 1. ". ..'. ':. .1 l-:,,:r:, .: 330 ¿t 7¿1s.r4 DIA SDR.35 SEWER LINE TO EACH TRENCH (MrN. '1% SLOPE TO ÍRENCH) -. ::r, j::.. .:';INSTALL ADDITIONAL CLEAN OUT (MIN. EVERY f00) 4" DIA SDR-35 INSPECTION PORIAT BEGINNINGAND END OF EACH TRENCH :rl- ' . ,.:. ! 'r": ''...'. ::" :: j, i: DISTRIBUTION BOX ÊF 7238.87 B[rl 100'WITH ACCESS AT GRADE 'QUICK.4' CHAMBER TRENCHES. 3 TRENCHES WITH 15 CHAMBERS PER TRENCH FOR ATOTAL OF 45 CHAMAERS AND 540 SF. trr,,:1-_.: .ì].. NoÌE: TRENoHEs MUST FOLLOW THE . . NATUML CONTOTJRS r.:-i ,1,r;il:, .:: r 4'DIA SDR.35 PVC SEWER LINE (t/rN. 1% FALL TO D-BOX) 1 OOO.GALLON, TWO"COMPARTMENI SÉPTIC TANK WITH EFFLUENT SCREEN . 4'DIA SDR-35 SÊWER PIPE CLEANOUT. ¡.,IIN 2Ol" FALL TO TANK ^ PROPOSED OWÏS\l/-=---."..æ Drawn o1t04t2022 w2.0 Sheet 2 0F 4 CBO lnc. 129 Câins Lânê Carbondale, colorado 81623 Phone 970.309.5259 @da.oslberg@gmail.æm Homêstead 22, Panorama Ranches Garfìeld County, Colorado Project Number: C1679 Domville-Lopez Residence GMVELLESSAUCK4 cwÈER {4x 3) 4. OrASDR 35 DrSlRlSUl¡ON IINE TO $CH MÉNCH (MtN. 1 % SLOPË fO IRÈNCH) 4'Dh SÞR-35 ¡NSPÊCIION 4'CHMBERÊNO sotL INSPECTION 'QUtCK{' ENDOF 4CH IRENCH A CHAMAER NENCH PLANL,re (4 90x oR lFRlølloN SOXAND COVER EROUGHT TO GMDE ORÌHRNEO CONCREIECLilOfrÆSÊMBIY ãñffiãfióE- USÉ HOLÈ SAW TO BAFFLE OR ANGLED PIPE fO BE USEO AT INLEI ^ INSPECTON PORT OETAIL\¿re ADISRIBUTON BOX DEIAIL\1re oooo OUILETS CBO lnc. 129 Cains Lane Caùondalo, Colorado 81623 Phone 970.309.5259 crla.oslberg@gmail.com Domville-Lopez Residence l1ale: o1to4l2o22 loesiqneo uv' ceo lorawn bv: DD Homostead 22, Pânorama Ranches cãrlield County, colorado ProlectNumbêr: C1679 w3.0 Shêet 3 0F 4 OESIGN 2.BEOROOM RESIDENCE + 1 FUTURE BEDROOM (75 GPD x2 PERSONS/BEDROOM x3 AEDROoMS) WASTEWATER FLOW = 450 GPO OMS COMPONENTS AND MINIMUM REQUIRED APPROXIWTE PROPOSÊD SETBACKÞHYSICAI FFÂIIIRFS HOUSEfO SEPTICTANK 5',14' SEPTIC TNKlO WELL 50' SEPTIC TANK TO WAfER COURSE 50' STATO HOUSE 20'160' SIAfOWELL 100' STA TO WATER COURSË 50' TANK: MIN. IOOOGÂLLONS USE IOOO.GALLON, MO-COMPARTMENT SEPIIC TANK SOL.TRSIMËNT ARS (STA)| LONG TERMACCEPÍANCEMTE (LTAR) = 0.6 GAUSF CALCUUTEO STA - CTLTAR = 450 / 0.6 = 750 SF cilVlil,ÎRENCHES = 750 SF X 1.0 = 750 SF CHMBERS = 750 sFX0.7 = 525SFl 12 SF/GHAMBER=44 CHNBERS THREE GilVELLESS CHMBER TRENCHES '5 AUICK4'CHAMAËRS IN ilCHTRENCH ÍOTAL 45 'QUICK 4' CHAMBERS FINISHED GilDE SLIP.ON PVC DO NOT GLUE TMCERWRE FINISHED GRADE 4" DIASDR.35 SEWER 4'DIA (MtN 2% SLOPE TOfAñK, MIN.1%TOSTA) SEWER LINE SCREENEÐ OR SAND FOR AEÐDING 3'MlN. TO MIN, ^ CLEÀN OUT DETAIL!,l_ A RENCH DETAIL\9l_ CBO lnc. 129 Calns Lans Ca¡bondale, Colorado 81623 €la.ostberg@gmail.@m Domville-Lopez Residence Homosteâd 22, Panorama Ranches Gêrfìeld County, Colorâdo ProjectNumb€r: C1679 Dalet 0110412022 Designed by: CBO Drawn by: DD w4.0 Sheet4 0F 4 rcJl åiçlå'ffifî:É$;r''Iå; å'' * *5020 Cour.rty Roacl 154 Glenrvood Springs, CO 8160 I phone: (970) 945-7988 fax: (970) 945-8454 email: kaglenwoocl@kutnarusa.com wn rv. kttt.narusa.cotttAn Employee Owned ComPcny Oll'ice Locations: Denver'(llQ), Parker; Colorado Springs, Folt Collins, Glenrvoocl Springs, and Summit County, Coloraclo October 18,2021 Jorge Guillermo Lopez 175 West 93'd Street, Apt. l2H New York, New York 10025 rnemolnxlopez@glnaiLcotu Project No.2l-7-725 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot22, Panorama Ranches, Panorama Drive, Garfield County, Colorado Dear Mr. Lopez: As requested, Kumar & Associates, Inc. performed a subsoil study for foundation design and septic disposal feasibility at the subject site. The study was conducted in accordance with our proposal for geotechnical engineering services to you dated August30,202I. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this reporl. Proposed Construction: The proposed residence will be a one to two story structure over a crawlspace or slab-on-grade, located on the site as shown on Figure l. Cut depths are expected to range between about 4 to 8 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located in one of the two areas indicated on the site plan. If building conditions or foundation loadings are significantly different from those described above, we should be notifîed to re-evaluate the recommendations presented in this reporl. Site Conditions: The site was vacant of structures ancl vegetated with sage brush, scrub oak, grass and weeds. The ground surface appears natural and slopes gently to moderately down to the west-northwest. There has been some minor grading for Panorama Drive on the north, west and south sides of the site. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and one profile pit in each of the designated septic disposal areas, A and B, at the approxirnate locations shown on Figure 1. The logs of the pits are presented on Figure 2. Thesubsoils encountered, below about 1 foot of topsoil, consist of stiff, sandy silty clay to clayey sand with gravel (Pit 1) or medium dense, silty sand and gravel clown to the bottom of the pits at 8 feet (Pit 2). Results of gradation analyses perfonned on samples of the deeper soils (minus 3-inch fraction) obtained from the pits are presented on Figure 3. The ., laboratory test results are summarized in Table 1. 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 soil designed for an allowable 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 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. We should observe the completed foundation excavation to confrrm suitable bearing conditions. 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 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on-site soil as backfill, excluding organics and rock larger than 6 inches. 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 lrovetnent, floor slabs should be separated frorn all bearing walls and colutnns 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 ancl slab reinforcement should be established by the designer based on experience ancl 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 than 50o/o passing the No. 4 sieve and less than 2Yo passingthe No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least95o/o of maxtmum 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 encounterecl 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, crawlspace and Kumar & Associates, lnc. @ Project No,21-7-725 aJ basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottorn of the wall backfrll 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 fînish grade and sloped at a minimum lo/o to a suitable gravity outlet. Free-draining granular material used in the underdrain system should contain less than 2o/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 lYz feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: l) Inundation ofthe foundation excavations ancl underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optirnurn moisture and compactecl to at least 95Yo of themaximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free-draining wall backfill should be capped with about 2 feet of the on-site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first l0 feet in unpaved areas and a minimum slope of 3 inches in the first 10 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 xetiscape to lirnit potential wetting of soils below the building caused by irrigation. Septic System: One profile pit was dug at each of the two septic field locations shown on Figure 1. The soils exposed in the Profile Pits are shown on Figure 2 ancl consist of loam. USDA gradations were performed on soils fi'orn each pit as shown on Figures 4 and 5. Based on the subsurface conditions encountered, either septic area should be suitable for a conventional inf,rltration septic disposal system. A civil engineer should design the infiltration septic disposal systern. Limitations: This study has been conductecl in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either Kumar & Associates, lnc. o Project No, 21-7-725 -4 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 l, 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 infonnation. 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 verifu 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 ofexcavations and foundation bearing strata and testing ofstructural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Respectfully Submitted, 't¡i.. t : szr i"t i' i!.: Ìt s 5 Lt t: i it T'i. :i,''t ti :;: . Daniel E. Hardin, P. Rev. by: SLP DEH/kac attachmeuts Figure 1 - Location of Exploratory Pits Figure 2 - Logs of Exploratory Pits Figure 3 - Gradation Test Resuits Figures 4 &. 5 * USDA Gradation Test Results Table 1 * Summary of Laboratory Test Results it.y i.it I i{u¡¡;i¡r å À;xr:e i*1*:, lni:.íi'i,ljtr;1 ik¡. 2'i-7- it).5 Sùbto¡¡ study. P.oFd!I-t&" *r"WÆwñrtapNion Effi'-ilaìiffii3'iWM1oplion2foKryF#+',.h=+fuïil'* |,.ñr¿€-... t"í,:È*'r'ÍrlË.'#ffiâS,Yj14¡=:ffim'F#w{}xffi:71¡t}3#^ò&-#*ff'tË.FffiffiÌs,¡F ..,ltúr\rilrl?lrs..XGNl¿ë..-qÈ\i,,:rffiÈrÈ*W.-67(roo-E-unox-lr(nC)rrI-rìrr--lrOC)-loz.o-ÎtrrlX-or-On-+OÐ-U=U)-1.ì(oYI--,1I!N)C¡xc3o)-AoØØoo.0)oØ ¡ Ê I I PIT 1 Pfi2 PP-A PP_B 0 0 F-U LdtL I-f-o- LJô WC= 1 0.1 DD= 1 07 t-Ut! LL IIFo- LJo 5 WC=8.7 DD= 86 ¡ WC=7.9- GRAVEL=9 SAND=50 Sl LT=57 CLAY=24 ¡ WC= 1 3.4- GRAVEL=2 SAN D=33 Sl LT=38 CLAY=27 5 -1 tNC=7.7- +4='l B -200=60 -l wc=+. t '+4=37 -200=19 10 10 LEGEND FILL; ORGANIC SANDY SILTY CLAY WITH ROOTS, GRAVELLY, SOFT, MOIST, DARK BROWN CLAY (CL); StLTY, SANDY, W|TH GRAVEL AND COBBLES, STIFF, SLTGHTLY MO|ST, BROWN sAND AND GRAVEL (CV-SV); StLTY, MEDTUM DENSE, SLTGHTLY MO|ST, BROWN F t I]AND DRIVE SAMPLE DISTURBED BULK SAMPLE NOTES 1. THE EXPLORATORY PITS WERE EXCAVATED WITH A CAT 307 BACKHOE ON OCTOBER 8, 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 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 APPROXIMAÏE 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 (PCt) (ASTU D 2216);+4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D 422); -2oo= PERCENTAGE PASSING No. 200 SIEVE (ASTM D 1140); GRAVEL = PERCENT RETAINED ON N0. 10 SIEVE; SAND = PERCENT PASSING NO.10 SIEVE AND RETAINED ON NO.525 SIEVE; SILT = PERCENT PASSING NO. 325 SIEVE TO PARTICLE SIZE .002MM; CLAY = PERCENT SMALLER THAN PARTICLE SIZE .002MM. 21 -7 -725 Kumar & Associates LOGS OF EXPLORATORY PITS Fi1. 2 9 Ê r a HYDROMETER ANALYSIS SIEVE ANALYSIS U.S. STANDARÐ SERIESTIME READINGS 24 HRS 7 HRS I qMIN ¿útN I l I j I l l l I I I 'ì i I lo0 a0 70 60 50 40 50 20 10 o o to 20 50 10 50 60 70 80 90 fo0 h .o75 l -125 DIAMETER CLES IN MILLIMETERS CLAY TO SILT COBBLES GRAVEL 18 % SAND LIQUID LIMIT SAMPLE 0F: Grovelly Sondy Silly Cloy PLASTICITY INDEX SILT AND CLAY 60 % FROM:Pit1@6'-7' = 100 90 ao 70 60 50 40 30 10 o =h .o75 150 .300 L600 .125 1,14 I 2.36 4,75 2.O LLI METERS 9.5 t9 34.1 76,2 127 I DIAMETER OF PARTICLES IN MI CLAY TO SILT COBBLES GRAVEL 37 % SAND LIQUID LIMIT SAMPLE OF: Silly Sond ond Grovel 44%SILT AND CLAY 19 % PLASTICITY INDEX FROM:Pil2@6'-7' Th€s€ lêsl rêsulls opply only to lh6 sompl€s wh¡ch wore l6slod. Thê l€sllng roport sholl not b6 roproduced, €xcepl ln full, wlthoul lhô wrlllêh opprovol of Kumor & Assocíolos, lnc. Slov6 onolysls lesllng ls perlormed ln occordoôc6 wllh ASTM 06915, ASTM 07928, ASTM Cl56 ond/or ASTM Dl140. GRAVELSAND FINE MEDTUM lCOIRSe FIN E COARSE SIEVE ANALYSISHYDROMETER ANALYSIS TIME READINGS 24 HRS 7 HRS U.S. SIANDARD SERIES CLEAR SQUARE OPENINGS \/^" \/^" 1 1/r" I I I 1 I i I I i SAND GRAVEL FI NE COARSEFIN E MEDIUM COARSE 21 -7 -725 Kumar & Associates GRADATION TEST RESULTS Fig.3 HYDROIVETER ANALYSIS SIEVE ANALYSIS TIl\/E READINGS SERIES #1A #10 CLEAR SQUARE OPENINGS 24 HR. 7 HB 1 MIN, 045 60t!11N.3" 5" 6', I' 100 '10 / 90 20 BO 30 70 o Ldz. =t-LI É, Fz LJ()É t¡JL 40 60 () z. tn(n o- Fz. L¡l(J É.t¡l o_ 50 50 60 40 70 30 BO 20 90 t0 100 .001 .002 DIAN/ETER OF PARTICLES IN MILLIIVIETERS CLAY COBBLES GRAVEL 9 %SAND 30 %SILT 37 %CLAY 24 % USDA SOIL TYPE: Loam FROM: PP-A @ 5'-6' SMAI L MEDIUM LARGESILT 21 -7 -725 Kumar & Associates USDA GRADATION TEST RESULTS Fig. 4 E ï I SIEVE ANALYSISHYDROMETER ANALYSIS E READINGS 60MtN. igMtN. 4 SERìES #1A #10 CLEAR SOUARE OPENI 24 HB. 7 HB 1 MIN, #325 +4 045 #140. #60 #35 100 10 90 20 BO 30 70 o lrJz f-t¡lÉ Fz Ld()ÉLIo- 40 60 (,z l/'t U) È t--z. t¡JOÉ. L¡Jo- 50 50 40 70 30 20 90 10 100 0 .001 .002 .106 .025 .500 1.00 2.00 4.75 DIAMETER OF PARTICLES IN MILLIMETERS CLAY COBBLES GRAVEL 2 %SAND 33 %SILT 38 %CLAY 27 % USDA SOIL WPE: Loam FROM: PP-B @ 5'-6' COARSF SMALL [,1EDIUl\,4 LARGESILT 21 -7 -725 Kumar & Associates USDA GRADATION TEST RESULTS Fig.5 rc ii.ril,*trtfr:Étrri:iy;*"' è; TABLE 1 SUMMARY OF LABORATORY TEST RESULTS No.21-7 -725 SAMPLE LOCATION NATURAL MOISTURE CONTENT t:/"1 NATURAL DRY DENSITY (pcr) GRAVEL ti/"| SAND l%) SILT & CLAY f/"1 GRAVEL (%) SAND (%) SILT (%\ CLAY v"t SOIL TYPEPITDEPTH (ft) I 3 10. I 107 Sandy Silty Clay 606-7 7.7 l8 22 Gravelly Sandy Silty Clay Clayey Sand258.7 86 6-7 4.1 37 44 19 Silty Sand and Gravel 9 30 37 24Profile A 5-6 7.9 Loam Profile B 5-6 13.4 2 33 38 27 Loam IMPROVEMENT SURVEY PI.AT Honestead22, PANORAMA MNCHES, A RURAL COMMUNITY LEGAL DESCRIPTION \. \*t \l \l-\ ì -1"¡ ' I ilj l¡tliil lt I ltl I i'i. il Eì=Ea==1 Lègend ìJ Í¡¡orats i!ft {rxa¡ _ üh¡,ûrsvd.iø!4 SURVEYOR'S CEMFICÆE HIRED GUN SURVEYING, LLC 2816 PR¡MROSE COURI MONnOSE, COLOMDO 81401 (970)964-6105 G)qPublic.net"' Garfield County, CO Account Number Parcel Number Acres Land SqFt Tax Area 2019 Mill Levy R011107 239r77101022 Physical Address Owner Address CARBONDALE DOMVILLEANDRADE, HENRY DE GASPE & LOPEZ 175 WEST 93 STREET APT 12H NEWYORKNY 10025 Overview Legend i i Parcels Roads Parcel/Account Numbers Highways : Limited Access - Highway Major Road Local Road Minor Road Other Road Ramp Ferry Pedestrian Way Owner Name Lakes & Rivers - County Boundary Line 20lgTotalActual $180,000 Last2Sales Value Date Price 81623 s/t/2]27 $O rr/2/2o2o $199,000 0 5 0 011 79.7760 Dale crealed:7/4/2022 Last Data Uploaded: 7/4/2022 2:57:42 AM Dev e ro pe d by C) p,"þEB,.{ fl 114122, 12:06 PM qPublic.net - Garfield County, CO - Property Record Card: R011107 tÐqPublic.nef'' Ga rfi eld Cou nty, CO Summary Account Parcel Property Address Legal Description Acres Land SqFt Tax Areâ Mill Levy Subdivision R011107 23911710IO22 ,CARBONDALE,CO 81623 Section: 17 Townshlp: 7 Range: 87 Subdìvision: PANORAMA RANCHES lSTAMENDED HOMESTEAD 22 5.18ACRES 5.779 0II 79.7760 PANORAMA RANCHES 1ST AMENDED View Map Owner DOMVILLE ANDRADE, HENRY DE GASPE & LOPEZ 175 WEST 93 STREETAPT 12H NEWYORKNYlOO25, Land Unit Type 5 AC TO L/T 10 AC - 0530 (VACANT LAND) Square Feet 0 Actual Values Assessed Year Land Actual lmprovement Actual Total Actual Assessed Values Assessed Year Land Assessed lmprovement Assessed Total Assessed Tax History 2020 $4,762.16 2019 $4,199.r2 2027 $180,000.00 $0.00 $180,000.00 2027 $52,200.00 $0.00 $52,200.00 2074 63,728.4O 2020 $190,000.00 $0.00 $190,000.00 2020 $ss,100.00 $o.oo $55,100.00 20!7 $3,5ó3.88 Tax Year Taxes Billed 2027 $4,764.32 Click here to v¡ew the tax information for th¡s palggl-9ntbg-fu"ÚSl!!9ll-üy-tCæ!rcÉtrygÞjle. Transfers Sale Date Deed Type ReceptÌon Number 5/7/2027 COVENANTS 956397 17/2/2O2O SPECTALWARRANTYDEED 944740 17/17/2076 RESOLUTTON 888139 5/29/2007 WARRANTYDEED 724460 4/2O/2OOO WARRANTYDEED 562457 4/2O/2OOO AFF|DAVIT 562456 8/T6/P9? WARRANTY DEED 550óó5 7/2/1996 WARRANWDEED 4?7457 70/70/7979 SUBDIVISION IMPROVEMENTS 29838r. 8/30/r?79 COVENANTS 298349 Book - Page 1932-0232 1183-580-582 tL83-579 tLA6-LO? 0989-0667 o53ó-0878 0536-0799 Sale Price $o $199,000 $o $29s,000 $138,s00 $o $120,000 $7ó,000 $o $o No data available for the following modules: Buildings, Photos, Sketches. The G¡rñeld Coir¡tty Assessor's Ofiìce makes every effort to protluce the ftost iccrl.:tÉ irtfornt:tiort possible. Nc v¡¿rr¿¡rtit-s. expreçs€d or c;nnot be gLrarantced. 9-çer. 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