The URL can be used to link to this page

Home My WebLink AboutEngineer's Design Plan129 CAINS LANE CARBONDALE,CO 41623 970.309.5259M sil],:1,'t'I(.: (..:(.)Ns r. :r-'l'I;\'(.; February 26,2024 Project No. C1867 Tim and Stephanie Kashiwa Ir rtkash iwe@g m.p! 1., qpry. Onsite Wastewater Treatment System Design Future 3-Bedroom Residence + 3-Bedroom Accessory Dwelling Unit (ADU) Lot 1, Quarter Circle Ranch Garfield County, Colorado Tim and Stephanie, CBO lnc. has completed an onsite wastewater treatment system (OWTS) design for the subject residence. The 10.029-acre property is located outside of Carbondale, in an area where OWTSs and wells are necessary. Legal Description: Section: 33 Township: 6 Range: 87 LOT 1, QUARTER CIRCLE RANCH RURAL LAND DEVELOPMENT EXEMPTION, AS PER PLAT RECEPTION NO.924443. Parcel lD: 2189-333-00-041 SITE CONDITIONS The property is currently undeveloped. A future 3-bedroom residence is proposed, and a 3-bedroom accessory dwelling unit (ADU) will be constructed. The residences will be served by a private well on the property which is located over 300-feet south of the proposed residences. The well is located greater than S0-feet from the proposed septic tank(s) and greater than 1O0-feet from the proposed soil treatment area (STA). A cistern will be connected to the well. The same setbacks apply to the cistern. The water line will be at least 25-feet from the proposed STA, 1O-feet from any proposed septic tank, and S-feet from any sewer line. The proposed STA location has an approximate ten percent slope to the southwest. The proposed area is vegetated with sage and native grasses. 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 by Kumar and Associates, Project No. 21-7-360 and is documented in a report dated June 1 1,2021 (enclosed). Two Profile Pits were excavated to 8-feet. Soils consisted of 1.5- feet of topsoil overlaying loam. A sample was taken from the Profile Pit 1 between 3 and 4-feet below grade. Soils consisted of 3% gravel, 47o/o sat1d,31% silt, and 19o/o clay. An additional sample was taken from Profile Pit 1 between 7 and 8-feet below grade. Soils consisted of 0% gravel, 30% sand, 49% silt, and 21% clay. Page2 Kumar and Associates has classified the soil as Soil Type 24, Loam. A long term acceptance rate (LTAR) of 0.5 gallons per square foot will be used to design the OWTS. DESIGN SPECIFICATIONS Desiqn Calculations: Future Main House: 75 GPD x 2 people/bedroom x 3 Bedrooms = 450 GPD Min. Septic Tank Capacity = l gg0 gallons ADU: 75 GPD x 2 people/bedroom x 3 Bedrooms = 450 GPD Min. Septic Tank Capacity = 1990 gallons Average Combined Wastewater Flow = 450 GPD + 450 GPD = 900 GPD LTAR = 0.5 GPD/SF 900 GPD / 0.5 GPD/SF = 1800 SF 1800 SF x 1 .O (gravity trenches) x 0.7 (chambers) = 1260 SF The OWTS design is based on 3-bedrooms in the future main house and 3-bedrooms in the ADU. An average daily wastewater flow of 900 GPD will be used. When the Main House is constructed in the future, an OWTS Permit must be obtained for a minimum 10O0-gallon, two-compartment septic tank. For the purposes of this OWTS design, Benchmark Elevation at grade 7460' has been established as 100' Finished Floor (FF) of the ADU. The future Main House will have an approximate FF elevation of 7470'. CBO lnc. should be notified of any discrepancies or problems with grade elevations of proposed components during installation of the OWTS. *Elevations are based installation due to site upon standard OWTS installation practices. Component elevations may change during conditions. Minimum grade refers to piping between components. The 4-inch SDR-35 sewer line exiting the ADU must have a double-sweep clean out and a minimum 2% grade to the septic tank. Where the sewer line crosses the driveway, the sewer line must be minimum schedule 40 or the sewer pipe may be placed in a minimum schedule 40 conduit. The system installation must include a 1000-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 six gravelless chamber trenches. The disl.t ibutiurt box nrust 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 18 'Quick 4' Standard Plus lnfiltrator@ chambers for a total of 108 chambers and 1296 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 44' I min. 2% lall I min. 11" fall Distribution Box Approximate horizontal distance 40' / min. 1% fall I min. 5" fall lnfiltrative Surface Approximate horizontal distance 52' to furthest trench / min. 1% fall to STA / min. 6.5" fall Page 3 COMPONENT SPECIFICATIONS The component manufacturers are typical of applications used by contractors and engineers in this area. CBO Inc. must approve alternative components prior to installation of the OWTS. Requests must be submitted, in writing, to our office for approval prior to installation. Component technical data sheets are available upon request. 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 httns: /lwww. qa rfie ld-coufi tv-a.om/envirCIn mentfi pscket-Dec.-201$.pe||. lf the OWTS Permit Application will be submitted with a Building Permit Application, it should be submitted directly to Garfield County Building Department. All questions regarding permit submission can be directed to Garfield County Environmental Health Department, 970-945-661 4 x81 50. INSTALLATION 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. COMPONENT MANUFACTURER MODEL NO COMMENTS Septic Tank lnfiltrator@ Item # 1M1060-2CP 1000-gallon, 2- compartment poly septic tank Effluent Filter Orenco@ 4" diameter full size effluent filter Risers and Lids Orenco@ Double-walled PVC risers and lids (24" diameter) Distribution Box, risers, lid and flow eoualizers Polylok 6'Roto-flow' Chambers lnfiltrator@ 'QutcK 4', Plus Standard 108 chambers Page 4 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. OPERATION INFORMATION AND MAINTENANCE The property owner shall be responsible for the operation and maintenance of each OWTS servicing the property. The properly 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 GONSTRUCTION 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. Backfilloverthe STA must be uniform and granularwith no materialgreaterthan minus 3 inoh. Page 5 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. #s.uta #st$x*g Carla Ostberg, MPH, REHS K+n Kumar & Associates, lnc.@ Geotechnical and Materials Engineers and Environmental Scientists 5020 County Road 154 Glenwood Springs, CO 81601 phone: (970) 945-7988 fax: (970) 945-8454 email : kaglenwood@kumarusa.com lv ivrv.hrrmarusa.comAn EfnFlslr6s Swcled Cempeny Offtce Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado June 11,2021 Stephanie & Tim Kashiwa 111 W. Beaver Creek Boulevard, Unit 6938 Avon, Colorado 81620 st*nhkashirq,.ctli)? Project No. 21-7-360 Subject: Preliminary Subsoil Study for Foundation Design and Septic Profile Pits, Proposed Residence and Septic System, Lot 1, Quarter Circle Ranch, Cottonwood Pass Road, Garfield County, Colorado Dear Stephanie & Tim: As requested, Kumar & Associates, Inc. performed a preliminary subsoil study for foundation design and dug profile pits for septic disposal feasibility at the subject site. The study was conducted in accordance with our proposal for geotechnical engineering serviccs to you datcd April 12, 2021. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Evaluation ofpotential geologic hazard impacts at the site is beyond the scope of this study. Proposed Construction: Plans for the proposed residence were not developed at the time of our study. The proposed residence will likely be a one- or two-story wood frame structure possibly over a walkout basement level located on the site in the area of Pits 7 and 2 shown on Figure 1. A possible detached garage or other outbuildings may be constructed in the area of Pits 3 and 4. Ground floors are assumed to be a combination of structural over crawlspace and slab-on-grade. Cut depths are expected to range between about 2 to 6 feet. Foundation loadings for this type of construction are assulned to be relatively light and typical of the proposed type of construction. The septic el-isposal system is proposed to be located in the area of the Profile Pits shown on Figure 1. When building location, grading and loading information have been developed, we should be notified to re-evaluate the recommendations presented in this report. Sitc Conditions: Thc subject site was vacant at the time of our field study. There was a lightly graded gravel access road into the site and shallow cut area ofTthe driveway in the area of Pit 4. The temain was a shallow drainage, sloping down to the southeast with the drainage bottom in the area of the profile pits. The ground surface was sloping at varied grades, relatively flat in the area of the profile pits and steeper on the valley sides above the driveway to the west and east. Vegetation consists of sagebrush, grass and weeds in the proposed building and septic areas with scrub-oak on the higher slopes. a Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating four exploratory pits in the possible building areas and two profile pits in the possible septic disposal area at the approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered in Pits I and2, below about l% feet of topsoil, consist of dense, silty sand and gravel down to between 4 and 6 feet deep. From 4 to 5 feet deep in Pit 1 sandy clay was encountered. This is possibly alayer of weathered claystone and should be further evaluated at the time of construction. The subsoils encountered in Pits 3 and 4, below about 2feetoftopsoil, consist ofstiff, sandy silt to 3Yzto 4Yzfeet deep underlain by hard, sandy clay to the maximum explored depth of 6 feet. Results of swell-consolidation testing performed on a relatively undisturbed sample of the hard clay soils, presented on Figure 3, indicate low compressibility under existing moisture conditions and light loading and a low expansion potential when wetted. Results of a gradation analysis performed on a sample of silty sand and gravel (minus 3-inch fraction) obtained from the site are presented on Figure 4. 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 below the topsoil layer. 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 soil bearing pressure of 1,200 to 2,500 psf for support of the proposed residence and possible outbuildings. The soils possess a variable low compressibility to low expansion potential when wetted and there could be some post-construction foundation movement. Footings should be a minimum width of 18 inches for continuous walls and 2 feet for columns. Topsoil, loose disturbed soils and existing fill (if any) 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 confirm 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 heavily reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least l2 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 40 to 50 pcf for the on-site soil as backfill, excluding organics and rock larger than 6 inches. Cantilevered retaining structures which are separate from the proposed buildings and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 35 to 45 pcf for backfill consisting of the on-site soils. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive Kumar & Associates, lnc. @ Project No. 21-7-360 -3- earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.30 to 0.50. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 350 to 400 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 95%;o of the maximum standard Proctor density at a moisture content near optimum. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfill placed in pavement and walkway areas should be compacted to at least 95o/o of the maximum standard Proctor density. Care should be taken not to over-compact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab-on-grade construction with a possibly risk of movement on the fine-grained soils. The fine- grained soils should be further evaluated at the time of excavation to evaluate the collapse or swell potential of the exposed subgrade. 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 than 50Yo passing the No. 4 sieve and less than 2Yo passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95%o 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 and where clay soils are present that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below-grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. Kumar & Associates, lnc. @ Project No. 21-7-360 4 The drains should consist of drainpipe placed in the bottom of the wall backfill sunounded 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 lo/oto a suitable gravrty outlet. Free-draining granular material used in the underdrain system should contain less than 2%o passingthe 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 1%feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the proposed buildings have been completed: 1) Inundation ofthe foundation excavations and underslab areas should be avoided during construction. Drying could increase the expansion potential of the soils. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95Yo 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 covered with filter fabric and capped with about 2 feet of the on-site, finer-graded soils to reduce surface water infiltration. 3) The ground surface sumounding 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 may be needed uphill to direct surface runoff around the buildings. Swales should be graded with a minimum 3 percent grade. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting of soils below the building caused by inigation. Septic Profile Pits: Two profile pits were dug at the locations shown on Figure 1. The logs of the profile pits are shown on Figure 2. The soils exposed in the profile pits consist of l% feet of topsoil overlying loam to the excavated depth of 8 feet. The USDA gradation testing results indicate a soil type of 2A for the samples taken from Profile Pit 1. We believe the septic system can be designed for type 2A soils. We should be contacted to verif,'the soils exposed in the septic field at the time of excavation. A civil engineer should design the infiltration septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this arca 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, Kumar & Associates, lnc, @ Project No. 21-7-360 -5- 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 biologicai contaminants (MOBC) developing in the future. If the client is concemed 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. lf 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 tecluricaf 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 verifo that the recommendations have been appropriately interpreted. Significant design changes rnay require additional analysis or modifications to the recornmendations 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, Kcrnxearr &. Ass*qlir$$ss, Sm*" James H. Parsons, P.E. Reviewed by: Daniel E. Hardin, P.E. JHP/kac attachments Figure I - Location of Exploratory Pits F'igure 2 - Logs of Exploratory pits Figure 3 - Legend aud Nutes Figure 4 - Swell-Consolidation Test Results Itigure 5 - Gradation Test Results Figures 6 and 7 - USDA Gradation Test Results Table 1 - Summary of Laboratory Test Results t+ H," 58S63 f 6/e$ F{H{ft*r i* As*o*iat*s, [*e " ii Frr:ljeet tr*. E1-?"3St} i:1']u.!..1?n C(fltk Vrl i-i.f t' ,i(nl,i(lli I.i.l F t CfiN€i c{0-.sw 33 33 tou[t M" ^LurNw CIIARLES SESflVO ?atctL No. 7139a2NMaA ii Fp3n i9 F5 L *88 Is d8 '1 @nNn. trcoN ?a caLNo.2ra9tt306t5 JU,S rouu) 2.t/2 ALu\lNu4 a i.\1' , .ill..{r{f'l?lr.,tt i:il'.t:t.i.: .J f'),4 i!r{ ii 1,1;.i,'i./.1 !- l df! )) i)i:i{:l.tltiliti!1" i-{ei.{;'rT:l1.1ii I ,33 lEi \ 7/64 CmN&gcrroN 13 @uM 2.1/2'AL(UTN\9 100 0 APPROXIMATE SCALE-FEET ,ri-a ==='--\) |Prt I\\ Pfiz \ \ /- *MNE DIR1 PIT 1 lPlTa 3PIT PROFILE 7LOT ACRES10.O35! PRO FILE\ @ P)T 2 21 -7 -360 Kumar & Associates LOCATION OF EXPLORATORY PITS Fig. 1 si PIT 1 PII 2 PIT 3 0 U t-tJ TJ LL I-F(L tJo 5 WC= 1 3.5 DD= 1 04 -2OO=75 -l WC=2.6 1 +4=50' -2OO=17 WC= 1 2.9 DD= 1 09 5 F LrJ 14, LL IIF(L tdo 10 10 PIT 4 PP- 1 PP_2 0 0 F LJtJt! I :EF(L tJo q WC=6.0 GRAVEL=3 SAND=47 SILT=51 CLAY= 1 9 R F UJtdL! IIF(L tJo 10 I WC=8.8- GRAVEL=O SAND=50 Sl LT=49 CLAY=2 1 10 21 -7 -360 Kumar & Associates LOGS OF EXPLORATORY PITS Fig, 2 ! ! s s LEGEND TOPSOIL: SAND, SILTY TO VERY SILTY, CLAYEY, GRAVELLY, SCATTERED COBBLES, FIRM, SLIGHTLY MOIST, RED BROWN. GRAVEL AND SAND (GM-SC): SILTY, CLAYEY, DENSE, SLIGHTLY MOIST' RED BRoWN CLAY (CL): SANDY, SILTY, HARD, SLIGHTLY MOIST, TAN. stLT (ML): SANDY, SCATT AND ORGANICS, STIFF, SLIGHTLY MOIST' BROWN. LOAM: CLAYEY SILT AND SAND, SLIGHTLY CALCAREOUS, STIFF TO HARD, SLIGHTLY MOIST, TAN. F i HAND DRIVE SAMPLE DISTURBED BULK SAMPLE t PRACTICAL DIGGING REFUSAL. NOTES 1. THE EXPLORATORY PITS WERE EXCAVATED WITH A BACKHOE ON MAY 4, 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 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); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTV O AZZ); -2OQ= PERCENTAGE PASSING NO. 2OO SIEVE (ASTM D 1 140); GRAVEL = Percenl reloined on No. 1 0 Sieve SAND = Percent possing No.10 sieve ond retoined on No.325 sieve SILT = Percent possing No. 325 sieve to porlicle size .002mm CLAY = Percenl smoller lhon porlicle size .002mm 21 -7 -360 Kumar & Associates LEGEND AND NOIES Fi9. 5 : t .l I I , *. * 1 SAMPLE OF: Sondy Cloy FROM:Boring3@5' WC = 1 2.9 %, DD = 109 pcf EXPANSION UNDER CONSTANT PRESSURE UPON WETTING \ rn.r. t.i nsutta oppty onty to tht sompl$ toEtcd. ft. teslinE r.ood 3holl not b. r.prcduc.d. gxceot in full, rithout th€ w.itln opprovol ot Kumor ond klociot.B, lnc. Sw6il Consolidotion l.sting pcdorm.d in occorddnc€ Yith ASil O-4s46. 2 0 J J -l lrJ =UIt-z z.o F o_< Joaz.o()_4 1.0 APPLIED PRESSURE - 21 -7 -360 Kumar & Associates SWELL-CONSOLIDATION TEST RESULT Fig. 4 d 100 90 a0 70 60 50 40 20 to HYDROMETER ANALYSIS SIEVE ANALYSIS 24 HRS 7 HRS TIME READINGS 60vtN leMtN aMtN l MIN U.S. STANOARO SERIES /5n 4!O r30 116 410 te CLEAR SQUARE OPENINGS a/^, r t/t6 ,:M l. -t 1 ,,,/,,, -- ---1------ I ,/ :::-1. I I ................i.............. .. SAND GRAVEL -f r'lr_1.. FINE MEDIUM COARSE FIN E COARSE 10 20 30 10 50 60 70 ao 90 100 Itr .oo5 -oo9 1.ta 152 DIAMETER OF IN MI CLAY TO SILT COBBLES GRAVEL 30 % LIQUID LIMIT SAND 53 % PLASTICITY INDEX SILT AND CLAY 17 % SAMPLE OF: Silty Sond ond Grovel FRoM: Pit2@4.5'-6' Th.s. l6sl r.sulls opply only lo lhc sompl€s whlch wsrg l6stod, Th€ l.sllng r6porl sholl nol bs reproduced, 6xc6pl ln full, wilhout lhe writlsn opprovol of Kumor & Associolos, lnc. Sl€v€ onolysls lostlng ls perform€d ln occordonc. wlth ASTM 05915, ASTM 07928, ASTM c135 qnd/or ASTM 01140. 21 -7 -360 Kumar & Associates GRADATION TEST RESULTS Fis. 5 T HYDROT/ETER ANALYSIS SIEVE ANALYSIS *--"= -1*-. _F --l**- ==_-t_._ --t*.*. - -^-t-. "-.t - TIME U,S. STAN #140 #60 OPENINGS 24HR, 7HR 1 MIN. #325 045 lsMtN.#18 #10 #4 11 3 5"6" 8', 100 10 90 20 80 30 70 U LLIz FL!t Fz. UJ C) v.LI 0_ 40 60 (_)z U)a o_ Fz.L!Ov.L! o_ 50 50 60 40 70 30 80 90 't0 100 0.001 .002 .005 .009 .01s .045 106 .025 .500 1.00 2.00 4.75 9.5 19,0 37.5 76.2 152 2A3 DIAMETER OF PARTICLES IN MILLIMETERS CLAY COBBLES GRAVEL 3 %SAND 47 %slLT 31 0/o CLAY 19 % USDASOILWPE: Loam FROM: PP-l @ 3'-4' SILT / COAFSEI S[,{ALL MEDIUM 21-7-360 Kumar & Associates USDA GRADATION TEST RESULTS Fig. 6 SIEVE ANALYSISHYDROMETER ANALYSIS U,S,CLEAR SOUARE OPENINGS 24 HR. 7 1 MIN, #325 4140 #60 t35 i18 410 3 5"6 I' 100 70 LJzaF LdE Fzl!(-) M LLI o_ 60 Oz.aa o_ Fz LJOE LJI 50 40 30 10 .001 .002 .005 .009 .019 .045 106 .025 ,500 1.00 2.00 4.75 9.5 19.0 37.5 76.2 152 203 DIAMETER OF PARTICLES IN MILLIMETERS CLAY COBBLES GRAVEL O %SAND 30 "/"SILT 49 %CLAY 21 o/o USDA SOIL TYPE: Loam FROM: PP-l @ 7-8 GRAVFI MFDIUM LARGESILTV. FINE Ftl 7is. 7USDA GRADATION TEST RTSULTSKumar & Associates21-7-360 .,] l(t tfl:ffi,rffiiffinli$-"' TABLE 1 SUMMARY OF LABORATORY TEST RESULTS No.21-7-360 GRAVEL (%) SILT ("1"1 CLAY (%) SOIL TYPE 1"0 USDA SAND Sandy Clay Silty Sand and Gravel Sandy Clay Loam Loam t9 12 3t 49 47 30 J 0 SILT&CLAY l"o 75 t7 SAND ti/"| 53 GRADATION li/"| GRAVEL 30 NATURAL DRY DENSITY (pcfl 104 109 DEPTH (ft) NATURAL MOISTURE CONTENT V,l SAMPLE PIT 13.5 2.6 t2.9 6.0 8.8 3Yz 4%to 6 5 3to4 7to8 I 2 aJ PP_1 DRAWINGS MUST BE USED IN CONJUNCTION WITH DESIGN LETTER DATED 0Z2612024 CBO lnc. 129 Cains Lane Carbondale, ColoEdo 8l623 Phone 970.309.5259 €rla.ostberg@gmail.@m ;,, ,ilN;rs Ii oo j+; (o It rp Xo).ir N$+ '*O\*oH2 vY2.0 , '/r' * \ L+ I zl )fEe-"3 SEPTIC TANK N FFrurl-"---l SCALE: 1 = 50'=0" 3-BEDROOM THE LOCATION OF PROPOSED IMPROVEMENTS SHOWN ARE NOT THE RESULT OF A PROPERW SURVEY. THE LOCATIONS ARE APPROXIMATE. IT IS THE HOMEOW\ERS' DUTY TO ENSURE ALL CONSTRUCTION AND IMPROVEMENT LOCATIONS ARE ACCURATE. PROPERTY LINES AND SETBACK DISTANCES SHOULD BE GONFIRMED PRIORTO EXCAVATION. SCALED FOR PRINTING ON 11" X 17' PAPER. I l I I I LOT 7 l1 I ss IttitiI;,i7O.O35t ACR I t I \ Iil I WATER I I \ STA TANK SEPTIC FUTURE t Kashiwa Residence Lot 1, Quarter Circle Ranch Garfi eld County, Colorado ProjectNumben C1867 9'E 664.74' ,'*\ 02t26t2024 Designed by: CBO Drawn by: DD w1 .0 Sheet 1 0F 4 L r* if, Vooftrr1*+*{o+ l{$ f- 1r) ,liuNlr .*-.o S'-40* soo(t) CALL811 FOR UTILIry LOCATES CBO lnc. 129 Cains Lane Carbondale, Colorado 81 623 Phone 970.309.5259 carla.ostberg@gmail.@m 3.BEDROOM ADU BM 100' FF 7460' Kashiwa Residence Lot 1, Quarter Circle Ranch Garfi eld County, Colorado Projec{Numben C1867 l}ao: 02r26t2o24 looisn"o uv, cao lDrawn by: oo FUTI..RE 3-BEDROOM RESIDENCE FF 7470', t \ Sheet 2 0F 4 w2.0 CBO lnc. 129 Cains Lane carbondale, Colorado 81 623 Phone 970.309.5259 €rla.ostberg@gmail.@m END PLATE GRAVELLESS 'QUICK4' CHAMBER (4'x 3) 4' DIA SDR-35 DISTRIBUTION LINE TO EACH TRENCH (MIN. 1% SLOPE TOTRENCH) SMALL VALVE COVER BOX OR IRRIGATION VALVE BOX AT GMDE 4',CAP OR THREADED CLEANOUT ASSEMBLY DIA SDR€s INSPECTION ,l' DIA sDR-35 EFFLUENT PIPE FROM SEPTIC TANK COMPACT PORTAT BEGINNING AND END OF EACH TRENCH BASE TO SUPPORT BOX 4' PVC PIPE CUT TO Fff \ o,"r*,"-,o""o**r"\-lccpss lt emop USE HOLE SAW TO CUT THRU TOP OF END PLACED IN AINSPECTION PORT DETAIL\9'-TOP PORT OF CHAMBER END PUES /aCHAMBER ]RENCH PLAN\r,-BOX AND COVER BROUGHT TO GRADE CONCRETE FINSHED GRADE DIA SDR-35 INSPECTION PORT -T: sotL j"BAFFLE OR ANGLED PIPE TO BE USED AT INLET LIMIT EXCAVATION A DISTRIBUIION BOX DETAIL \9|-8ffi 'QUtCK4' scARrry CIIAITBER (4 x 3) ,a CHAMBER TRENCH SECTION\3r- 18 CWBERS PERTRENCH II OUTLETS oooo Kashiwa Residence Lot 1, Quarter Circle Ranch Garfi eld County, Colorado Project Number: C1867 bate: O?426]2O24 lo""isn"a nv, cao lDrawn bv: DD w3.0 Sheet 3 0F 4 CBO lnc. 129 Cains Lane Cafiondale, Cdomdo 81623 Phone 970.309.5259 €da.ostberg@gmail.@m Kashiwa Residence Lot 1, Quarter Circle Ranch Garfield County, Colorado Projec't Numben C1867 02t26t2024 Designed by: CBO Drawn by: DD w4.0 Sheet 4 0F 4 DESIGN 3€EDROOT ADU + FUTURE 3€EDROOil STATO WATER COURSE 50'l.l/A STA TO WELL 100'zu', STATOADU 20'103' SEPTIC TANK TO WATER COURSE 50'N/A SEPTIC TANK TO WELL 50'367' ADU TO SEPTIC TATfi 44' OWTS COMPONENTS AM) PHYSICAL FEATIRES MINIMUM REQUIRED SETBACK APPROXMATE PROPOSED SETBACK(7s GPD x 2 PERSONSi/BEDROOM x 3 BEDROOMS) X 2 WASTEWATER FLOW = 900 cPD TANK: MIN. 1OOO GALLONS EACH }BEDROOM RESIDENCE SOIL TREATMENT AREA (STA): LONG TERM ACCEPTANCE RATE (LTAR) = 0.s GAU SF CALCULATED STA = Q/LTAR = 900 / 0.5 = I 800 SF GRAVITY, TRENCHES -- 1800 SF X 1.0 = 1800 SF CHAMBERS = 1800 SF X 0.7 = 1260 SF / '12 SF / CIIAMBER = 105 CHAMBERS SIX GRAVELLESS CHAIUBER TRENCHES 18 'qUICK 4 CHAMBERS IN EACH TRENCH TOTAL 108'QUICK4' CHAMBERS FINISHED GRADE SLIP-ON PVC DO NOT GLUE 24'. INSULATED TRACERWRE FINISHED GRADE 4" DIA SDR-35 SEWER (MrN 2% SLOPE TO TANK, MrN. 1% TO STA)4'DIA SCREENED SEVVER LINE OR SAND FOR BEDDING 3'MtN. MIN. /iTRENCH DETAIL ACLEAN OIJT DETAIL\9t---rrr* TRUE NORTH COLORADO LLC. w,Mod.Mo,@n SIm DAN FRIEL IMPROVEMENT SURVEV PIATu1-qullm@lRNH@uwoF@u-$aEor@l@ ffiW.!ii:"?nT-i? "'it$ii# TRTIENORTH - cotoRADo - A UTD SUTVENNG ATO UAPPTTG COFAilY t t ,/r' LOT 7 ==__:\) @ t\, 70,o35t Aq6 \1, i: ttl! ...711F ,-:l:.!1;V ','41..1.i' i:.',lt t)l( i.a!. i:IMPROVEMENT SURVEY PLAT LOT 1 - QUARTER CIRCLE 8 RANCH RURAL LAND DEVELOPMENT EXEMPTION SECTION 33, TOWNSHIP 6 SOUTH, RANGE 87 WEST OF THE 5TH PM COUNTY OF GARFIELD STATE OF COLORADO -s!e" !lf t N A l-rj i- LEGEND PROPERil DESEIIION: SI.IRVEY NOTEA <rl! l l.ii:lt. i:i ^Ci.r. ?'r-i!\taii !< i ! l.:,it LAr; a) b! ;q r$i SURVEYORS GRTIFICAION cagr-@6Mturr!^rcNw Ib-_c.s,s/acdft ll wNriniuadu,L*"*-' I 773 (conoNwo@ ?As&*D) f#qFublic.net"' Ga rfield Cou nty, CO 2019 Total Actual Value Overview Legend [*l Parcels Roads Parcel/Account Numbers Owner Name , Lakes& Rivers ffi County Boundary Line $425,000 Last2Sales Date Price s/19/2o2t $26s,ooo 9/12/201.9 $200,0o0 ] -1 Account RO84347 Number Parcel 27B9333OOO4I Number Acres 10 LandSqFt 0 TaxArea 011 2019 Mill Levy 72.5t8O Physical Address Owner Address 0 CARBONDALE KASHIWA, STEPHANIE J &TIMOTHY G 111W BEAVER CREEK BLVD, UNIT 6938 AVON CO 81620 Date gealed:2/26/2024 Last Data Uploaded: 2/26/2024 2:IQ:26 Al4 Deve roned bv(;) Sgl,glqdrr 2126124,5:43 PM Garfield County, CO qPublic.net - Garfield County, CO - Property Record Card: R084347 5ummary Account Parcel Property Address Legal Dercription Acrc! Land SqFt TaxArea Mllltevy Subdlvision Y-ir.n.t.3.ee Owner Land Unlt Type Square Feet Actual Values Assessed Year R084347 218933300041 ,CARBONDALE,CO O Section: 33 Township: 6 Range:87 LOT 1, QUARTER CTRCLE RANCH RURAL LAND DEVELOFMENT EXEMFTION, A5 FER PtAT RECEPTTON NO. 924443. 10.03 ACRES 10.029 0 17 72.5780 KASHIWA, STEPHANIE J & TI MOTHY G 111 W BEAVERCREEK BLVD, UNIT6938 AVON CO81620 1O AC TO L,/T 35 AC. O54O (VACANT LAND) 0 2024 2023 2022 Land Actual $4251000.00 $o'oo $42s,000.00 $42s,000.00 $180,000.00 2024 $118,580.00 $o.oo $42s,000.00 2023 $o.oo $180,000.00 2022 $118,s80.00 lmprovement Actual Total Actual Assessed Values .Assessed Yegr Land Assessed lmprovement Assessed Total Assessed Tax History $o.oo $118,580.00 $o.oo $118,580.00 202L $3.20 $5_2r200.:00 $o'oo $52,200.00 2023 $8,s99.20 Ciichl*jrs to virur Lhe tax isfirnn€.tiq$ far thi* $g!:cal.cn fll*j#*rfietd Crqqi.y T{gasurqr's wq},*.iiF; Transfers Sale Date Deed Type Agreement Amendment Or Amended Document 5/.te/-z92L QUIJCLA|M DEED 5/T912027 SPECIALWARRANTYDEED 5/8/2020 Right Of Way Easement TaxYear Taxes Billed 2022 $4,229.72 Receptlon Number Book- Page cs:s*? ya78{J4. 2020 $3.04 Sale Price $o $o $o $265,000 7/78/2023 7t78/2Q23 t)54?42 i..t?.,+1 94C4.4p $o s/8/2020 9/12/2019 9t72/2019 8/79/2079 7/30/2019 ?06!85_ -;;* ?.241{..- v?3*qa AGREEMENT QUITCLAIM DEED SPECIALWARRANry DEED Plat EASEMENT $o $o $200,000 6/70/2019 RESOLUTION 9}314Ag $o $o $o t7/30/2018 BOUNDARY LINE ADJUSTMENT eiii.i,i,$o https://qpublic.schneidercorp.com/Application.aspx?ApplD=1038&LayerlD=22381&PageTypelD=4&PagelD=9447 &Q=247083745&KeyValue=R08434... 1t2 2126124,5:43 PM Sale Date Deed-T,ype qPublic.net - Garfield County, CO - Property Record Card: R084347 ......Rec9q!ion N-umber Book; fasg 5ale Price ru30/2078 2t23/2075 7U70/2074 6/29/2017 6/9/2009 6/U2006 BOUNDARY LINE ADJUSTMENT EASEMENT coRRECT|ON QUTTCLAIM EASEMENT CONSERVATION EASEMENT RIGHTOFWAY ?x51 10 85?5eir '854?81 M,XA ;ffege 1846-0501 $o $o $o $o $o $o $o $o $o $o $o $o $o 725,400$ 3/6/2002 COURT DECREE gA3q,,s,,i 3t!!1zU !3!9:467 725+625 7346-479 5/27/2!07 8/U20W 9/30t1998 7/3/L997 tolzs/1996 7/26tt993 7/26/1993 70l30/1e7e 72/73/t972 7t/4/1942 PO]'r'ER OF ATTORNEY ORDEROF INCLUSION coRRECTION QUITCLAIM QUITCLAIM DEED qUITCLAIM DEED WARRANTY DEED WARMNTYDEED QUtrC.LA|MDEED SPECTALWARRANry DEFD PATENT EASEMENT 4!1!,8,,q 5!49?4 451412 iffs:e 451333 45S#* i$*i*g ?5.:...V?,o t ',51.!9??$ils 1090-0839 0888-0479 0998-0460 o874-0761 0871-0433 0547"0647 0443-0153 $o $o $o Property Related Public Documents fli.k here to view FroDerlv Belaled Pt;blie flocu$enis Photos No data available for thefollowing modules: Buildings, Sketches. -.--..,,,r,!, - -. .-J---l iU.ierf rj-yacv--f.slisyrfi D.P.R-pil,y.qtv"f loJi!..e i,a-s-!-De-ir.-U.piq:pd ;.3. #e 12.#-2"AJ?.:,\0;!-.$nn 1. {*}FpFgpidrr https://qpublic.schneidercorp.com/Application.aspx?ApplD=1038&LayerlD=22381&PageTypelD=4&PagelD=9447&Q=247083745&KeyValue=R08434... 212 Item # ilut {o60-2GP {060 Gallon Two Gompartment lnfiltrator@ Poly Tank 1T'Top View TANK TOP HALF CONTINUOI,JS GASKET 6Ut'TANK INTERIOR SEAM CLIP (64) ALIGNMENT DOWEL (34)TANK BOTTOM HALF Mid-Height Seam Section 2'I'AGCESSOPENII,IG\Section View Tank lndudeo llds il.T I 17'.1l',OUTLET lT' 54.7 EXTERIOR HEIGHTr Compliont with CSA ond IAPMO Stondordsr PVC risers ovoilobler Secondory sofety screen ovoiloble with PVC riser r Moximum buriol depth is 48" r Minumum buriol depth is 6"r Tonk is not roted for vehiculor troffic loodingr Exterior of mqnhole cover includes the following worning: "DANGER Do NoT ENTER: PolsoN GASES'' SEAM CLIP (TYPTCAL) LIFTING STRAP (rYPrcAL) End View ffirrrr**1gn' rin [utvstulBlc. o+ o\ \o f" Bulth*d I I Digging Specs I n vert Dimensions Net Copocity Weight 12' Long x 7' Wide lnlet 47" Outlet +4" Length 127" width 62.2" Height 54.7"1094 gol 320 lbs VALLEY Waler & Wartewater o Syeteme e Prcduct gr9) 3956704 axsoo Rd'317 P.O. Bo(95 Fu: (/lg)gwg1n B'sE\flsa' @81?-1 Webclb: www.valleyprecastort Emall : fronUesl@ValleyprecastomHffi PRTCAS[1rre. oseMce Residential Biotube' Effluent Filters Applications Our patented* 4-in. (100-mm) Biotube Effluent Filters, Biotube Jr., Biotube Insert Filters, and Biotube Base Inlet Filters are ideal for residential septic tanks and have a lifetime warranry. They prevent large solids from leaving the tank, dramatically improving wasrewarer qualiry and extending the life of residential drainfields. 4-in. (100-mm) Biotube Efiluent Fiher 4-in. (I 00-mm) Biotube Jr (4-in. Biontbe cartidge auail- able separately as Insert Fiher) 8-in. (200-mm) Base Inler Fiher 4-in. (100-mm) Insert Fiber ",1 Orenco's superior efuentfihers resist cloging better than all other brands. Our stan- dard, full-sized 4-in. (100-mm) Biotube Effluent Filter prouides maximum long-term protection in a czmplete package, with housing. Our 4-in. (100-mm) Biotube Jr., at half the size of our standard model, has more fbering capacity than the full-sized fihers sold by other manufacturers. For tanks with existing outlet tees, the Biotube Insert Filter is ideal. And for hw,prof k taitks, there's the Base Inlet Fiher. * Covered by patenr numbers 5,492,635 and 4,439,323 To 0rder Cail your nearest Orcnco Sy'srcms@, Inc. distributor. For nea.!"e,sr .lisrr.ibLr- tor, call Orenco at 800-348-9843 or go ro www.orenco.com and click on "Distributor Locator. " APS-FT-I Rev.3.4 @ 1U10 0renco Systems@, lnc. Standard Features & Benefits . Has 5-10 times more flow area than other brands, so lasts many times longer between clean- ings, increasing homeowner satisfa ction . lnstalls in min- utes inside new or existing tanks; extendible tee handle for easy removal . Easyto clean by simply hosing off whenever the tank needs pumping . Removes about two-thirds of sus- pended solids, on average, extending drainfield life " Corrosion-proof construction, to ensure long life . Lifetime warranty 0ptional Features & Benefits Biotube Filtering Process . Alarm available,to signal the need for cleaning . Flow modulating discharge orifices available to limit flow rate leaving tank, mitigat- ing surges and increasing retention time . Custom and uuilililer utat sllcs availa ble Effluent from the relatively clear zone of the septic tank. between the scum and sludge layers, horizontally enters the Biotube Effluent Filter. Effluent then enters the annular space bctwaen the housing and the Biotubes, utilizing the Biotubes'entire suriace for fiitering. Particles largerthan the Biotube's mesh are prevented from leaving the tank. ***rfr**ffi Orenco $yrtem** lnc*rporaleci *stttrgitg tfu Whg tfut Wortd {)oes Wksteeatar'n wvttw, {tf6ttctt,cotYt Nomenclatures 4-in. Biotu be Filter (standard) FT 04 4-in. Biotube Effluent Filter Extendible PVC handle Stainless steel set screws Top seal plate Air vents Biotube@ filter cartridge Solid Filter housing 4-in. Biotube Jr Tank wall Cartridge height:28" and 36" are standard Housing height: 36" and 44" are standard Filter diameter (inches) W = fits Type 3034 outlet pipe S = fits Schedule 40 outlet pipe 8-in. Biotube Filter {base inletmodel) FTI oS 22-148 1/8" filtration 'll1 6" filtration Blank P --T_- I 0ptions: Blank = no optionsM = flow modulation plate installedA = float bracket attached 0ptions:A = float bracket FS = 2" outlet orifice FSO = 2" outlet orifice and overflow plate. Base inlet model Cartridge height: 14" standard Housing height: 22" standard Filter diameter (inches) Biotube effluent filter series 08=8" Riser wall Blank = 1/8" filtrationP = 1/l6" filtration - Als0 available with coupling and sleeve as a "kit": FI-OVERFLOWKIT 4-in. Biotub0 Jf. (includes cartridge and housing) FT J Ilo+ te Biotube effluent filter series 0ptions: Blank = no optionslV = flow modulation plate installedA = float bracket attached Cartridge height (inches) S Filter diameter (inches) fits Type 3034 outlet tee fits Schedule 40 outlet tee 4-in. Biotube Filter lnsert (cartridse only) FT il04 18 -! Junior series Biotube effluent filter series Blank = 1/8" filtrationP = 1/l6" filtration Blank = 1/8" filtrationP = 1/16" filtration 1; S For customized options (e,9,, NC indicates N0rth Car0lina regi0ns) = fitsType 3034 outlet tee = fits Schedule 40 outlet tee Cartridge height (jnches) Filter diameter (inches) lnsert Biotube effluent filter series Distributed By: Double Walled PVC Riser & Lid Options Poly Lid (Static load tested to 5(X)0lbs)r Skid resistance surhcer Available in green. Highest level of UV Probs{ion included. lncludes a foam gasket for airtight and watertight appl icationsr lncludes squar€ drive scr€ws b disoounage unauthorized entyo lnsulation panels achieve R-10 insulaton rating 2" of lnsulation Standard Orenco @ DuraFibern Access Lids (FLD) Not recommended fur vehicular hafic 24'and 30'Diamebrcr Solid, resin-infused fiberglass conshtction. 20,000{b breaking stength. Standard gr€en or bmrn colorsr Available with orwithout urelhane lid gasket. Available with carbon filhationo 4 stainloss steel f,athead socket cap scr€\,ts & hex key wrencfr. lnsulated lids available - 2" or4" Double Walled PVC Riser r Available in 24' and 30'Diamebr. Cutto lengthr Sold in +/- 2" incremenbe Must be cut between ribs PRICASI WSr& Wartew$r o SYsteme o Prcduc'ts l InG. o SeMce (7191 395€76/t AXbOo Rd 317 P.O. Bo(e5 Ferc f/19) Swgrzl BHEMsila' @812.11 Webclb: rvrvw.vallelryrccastorr Emll : fonUeek@mlleyprccastom POLYLOK DISTRIBUTION BOX, RlsERS, AND LID uD-BOX6&UDAOXS -----22.45'L-D.BOX SEAL (ElrERYDgtXOqlESWm a8E ll} 16"SIDE CUT OUT TO ACCEPT POLYLOK SEAL NO.3001 TEAR OUT FOR 4" SDR-35 OR SCHD.4O NOT TO SCALE uD-BOX 0" RISER ROTO.FLOW4" I 6u i UD.BOX 12'RISER NOT TO SCALE POLYLOCK EQUALIZER.V.NOTCH'WETR 1 SltAPE tS SELF I,EI/ELIiIO RIBSPROVIDE FlT FORAU-'' PIFE ID #+- &u l 20'COVER FOR RISER & D€OX lro77l0scALE GASKETED SEAL ON LID & RISER \/ VALTEY W#r& Wasteurtrr o Systems o Prcducts (719)39567G4 2sD5CoRd317 P.O. Bo(@5 Farc (/1g) gfF€Tn B'HE\flda' @812'.1 Webclb: www.valleyprecastom Emall : fronfi eek@rnalleypmcastomffi PRECAS|T'rne. oseMoe !1. 0uick4 Plus A!l-in-Une Periscope Uuich.'.| I 'lus 5t;.r':clar'cl ,*llrarrrber Ouir:<4 Plus ;\ll-in-One l2 [ndcai: Ci:ntei SlruciLrral Cclurlns The Ouick4 Plus SiandarcJ Chanrher of{ers nraxin'r.rnr strength thrcrugh its two center structural colunr5rs, This charnber can be installerl in a 36-inch-r,,;ide trench. Lilie the oriqinal lir-ie c;{ Quick4 charnbers, it olfers acJvanced LUrltutlrirrg capalrility wiih its Coniour Swivel Connection'''whir:h perrilits 1O-degree turns, rreht anci left, lt is also availabie in for-rr-fooi iengths to provicie opiimai installation flcxibiiity. The Ouick4 PlLrs Aii-in-One 12 Enclcap, and tlre Ouick4 Periscope are available with this chamber, providing increased flexibility in system con{igurations, $uiak4 Flus Standard Chamber e Trvo cent*r i;tructural colurnns o{fer increased stabiiity arrd .superior strengih . Advanced contouring connections r Latcliing meclranisnr alk:lars for quick installatiorr . Fcur-foct chan:ber lengths a.re ea$v to handle anri inlta,ll r Sirppr:ds whe*l loads of 1S,000 ifss/axle rruith 12" of co,,,er &uEck4 Plcis AEE-En-Sne tr2 Endcap r May be used at the end ,;rf ciramber iow for an inlet,/ outlet or can be installed mid-trench * Mid-trench conrrection featLrre allows con:;iruction of chamber rcrr'rs with center feed, as an alternative ic inletting; Eit ihe ends c{ r:;hamber- rnws a Ccntcr fccd connection aliawi; for ea.sy irr:;tallaiiorr nf serial distribi:tion systems - n.^€ i tF.,;(j i,JrilteLiiofi oiliiur!5 t{r(_iuuc sti.ics, ei't0s c}l iop &uiek4 Ftus AEE-En*Sne Fer[seope * Alicrrys for raised irivert insiallation:; . I80o directional inieiting r lweive incir raised inveri oreat for seriai an plicati r'ts0 Yaisk4. i;liri*rt..4 lij'l*i,r liitil.:er#*ld il.!"r+itthr*r lljiitj,* +i:'J l:i+l:i l,ul#\#,ir; (EFFECTIVE LENGTH) 12" 34 ::.tui*;i.;4 il]l*rt ,:lli-ir::-{i*,* i,t i]rti":;;tii ,*r*t'ii. #iili* +r**i i:in,i.r'"'.'ll+r'lr:; 11.2', 13' 8'INVERT 8'INVERT 5,3" INVERT t 18.2"JJ {i r.r i i:; io" * p I s ;; g"\ I I - i Ii - i.;.? { t *} i"\} ri git;,i{:r F ir} OUICK4 PLUS ALL-IN-ONE (360'swvEL ) o 12.7"QUICK4 PLUS ALL-IN-ONE 12 ENDCAP 5'9', Plus Standard Chamber Specifications Size0#xLxH)34" x 53" x 12" (86cm x 135 cm x 31 cnr)lnvert Heighi ,.,......,...,... 0.6', 5.3', 8.0", 12.7" (i.5 cnr, 8,4 cm, lB.5 cm, 22.6 crn)E{fecti're Length 48" (121 cnr) iNFILTfiATSfi SY$TEMS, lffC. STTANDARS LlhliT€S WAHfiANTY bi, iliis l-.inriierl'v!arierty. lniiltrEL.r's iiaLrilii;r sFaoiiioall,", €x('ird-^$ Ine L1.)sl of renrc\,'ai and/or insiailaiion oi the [Jniis id ilf lNtrS, btCLiJtit'lc ilO ti,IPitED '!VARRAi'.lTliS OF flEP(;HAIJTAEILITY (-rB FlTiiE!-iS FOF A PARTICi.JLAH Pi.JiPr-)!lE insi;iii:Jticr) instiuciierr;. orir.:ifrai iioldei. to ooia,o a cr:l:v of itre applirjable wnitrriy, &nd sl rcruld cafeiuiiy it:ad tirai \^.'a.lani!' prior lo ifil pllriilase af i. Ir:it3 t.t'tr HN FILTRATOR* -... . , ... + .... ..,., ,.. i ,.. ,...i:!! t: i i::liii :r i: :i... 6 Busir:ess Parir Roai ' P.O, Box 70S illd Saycronl<, CI 064'/5 460.577.7000 * FtuY 660.577.7001 8SS.?*l "44SS www. inf i ltratsrsystems.e*rT] v.-\(4 l] U.S. Paler;is: 4,75!),trC1; 5,017.i141i 5 i56,4118.; 5.ll;]ii,01,7; a,4t)i,i161 5.4()1 48;)t 5,511 91)3i 5;'16,i6!'il 5'5S3 li'l\:5'939,t44 C Jfi aaii:ur Patr)rl:s: i,ii:9,S59; 2.AA 4,i:64'illler pziien ts peri'iif rll PLijiio5 1 0 10i5)r-?