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HomeMy WebLinkAboutEngineer's OWTS Design PlanNew Onsite Wastewater Treatment System Design (OWTS), Garfield County February 2026 Prepared for: Sergio Mejia 7985 Hwy 13 Rifle, CO 81650 Prepared by: 4 Bedroom New Home Gravity Discharge OWTS Design Location: Rifle, CO 816SO Parcel No. 2129-iS2-00-069 Digitally signed by Jeremy Gilliam, PE DN: C=US, E=bhccand.eng@gmail.com. Jeremy Gilliam, PE O=BJJ Piatessional Engineezifu- Services, CN="Jeremy Gilliam, PE" Date: 2026.02.16 08:58:40-07'00' PROFESSIONAL ENGINEERING SERVICES, LLC 1.0 SCOPE This report presents the basis of a new On -Site Wastewater Treatment System (OWTS) design for a new four -bedroom (4-1311) home at Parcel 2129-152-00-069 in Rifle, Colorado, The purpose of this report is to establish design criteria for the new OWTS system. The report includes an assessment of observed subsoil and groundwater conditions, and the design and construction parameters for a new OWTS at this specific site. 2.0 REGULATIONS COMPLIANCE The OWTS design has been prepared in accordance with: • Colorado Regulation 43 (5 CCR 1002-43) • Garfield County OWTS Regulations ■ Applicable manufacturer installation standards 3.0 DESIGN SUMMARY Encountered soils are as follows: One foot of silty sand topsoil underlain by dry silty, sandy clay to the maximum depth explored of 8 feet below ground surface. The silty sand topsoil was stiff, dry, tan and brown. The silty sandy clay was stiff, dry, and tan to brown. No groundwater nor evidence of groundwater was encountered that the time of observation. See Appendix A for site specific soils report and Test Pit locations. 2. Four test pits were excavated and evaluated using visual and tactile standards ASTM D2488 and a supplemental percolation test to determine the most limiting layer of soils. We determined from Table 10-1 of Colorado Department of Public Health and Environment (CDPHE) Wastewater Regulation 43 (Regulations) the treatment area soil type to be Type 2A and used the Long -Term Acceptance Rate (LTAR) of 0.50 gallons per day per square foot. 3. The new OWTS design system is based on a 4-bedroom design that will utilize a new 1,250-gallon septic tank (minimum) and will discharge effluent to four (4) new Quick 4 Plus Infiltrator trenches, each with 16 units (64 total), for a total minimum disturbed area of about 24 feet by 67 feet (see Figure B2 - Proposed OWTS Layout). 4. Design placement is based on setbacks and comparison to minimum requirements, which must be confirmed prior to installation by the licensed installation contractor. 4.0 EXISTING SITE CONDITIONS The existing 22.3-acre parcel located southeast of 7985 Hwy 13 comprises vacant land considered sparse desert vegetation and scattered desert trees in Rifle, Colorado. The lot is Page 1 of 10 generally gently sloping to the approximately 2% to northeast towards creek. See Figure B1 of Appendix B for existing site plan information. 5.0 PROPOSED SITE IMPROVEMENTS The basis of this design report assumes construction of a new four (4) bedroom single family dwelling, if proposed improvements differ from what is described above, BJJ Professional Engineering Services (BJJ) is to be notified to re-evaluate the recommendations made herein. No ADUs or plumbed shops are proposed during this phase of construction. 6.0 SOIL INVESTIGATION Soil data was collected by BJJ Engineering in January 2026 via four test pits, in accordance with the Regulations shown on Figure B1. Subsurface conditions encountered in the test pit consisted of one foot of silty sand topsoil underlain by dry silty, sandy clay to the maximum depth explored of 8 feet below ground surface. The silty sand topsoil was stiff, dry, tan and brown. The silty sandy clay was stiff, dry, and tan to brown. No groundwater nor evidence of bedrock was encountered that the time of observation. The percolation rates encountered were 36.7 minutes per inch in silty sand topsoil at the ground surface, 35 minutes per inch in a dry silty sandy clay at 2 feet below ground surface, and 36.7 minutes per inch in dry silty sandy clay at 4 feet below ground surface. The average percolation rate of all soils tested was 36.1 minutes per inch. Based on the soil logs in Appendix A, the most limiting soil layer was determined to be stiff, dry, sandy silty clay. Based on Table 10-1 of Colorado Department of Public Health and Environment (CDPHE) Wastewater Regulation 43 (Regulations), the treatment area soil type was determined to be Type 2A and will use a Long -Term Acceptance Rate (LTAR) of 0.50 gallons per day per square foot. which most nearly describes the condition for this site and proposed construction. FIB[1M17►i►1l01 M" M1.NXTiM."W_II_3 M MM [N0 ! 1 ► r The new CWTS is designed using a four -bedroom design per the regulations. The occupancy is tabulated as 2 people per bedroom for the first 3 bedrooms and one additional person for every additional bedroom if applicable (Table 6-1 of the Regulations). For the proposed new system (4-bedroom house), the minimum design flow is: 6 persons x 75 gallons per day per person = 450 gallons per day (1st 3-BR) 1 persons x 75 gallons per day per person = 75 gallons per day (1 additional BR) Total Design Flow = 525 gpd (Table 6-1 of the Regulations) Page 2 of 10 8.0 03MTS DESIGN Septic Tank The minimum septic tank capacity required to service a total of four (4) bedrooms is 1,250 gallons (Figure B4 of Appendix B) in accordance with Table 9-1 of the Regulations. The minimum required septic tank volume will provide a 48-hour (2-day) particle detention time for the wastewater flow capacity of the proposed OWTS. The required capacity of 1,250 gallons exceeds the estimated daily wastewater flow of 525 gallons per day (GPD) over a two-day detention period (525 x 2 days = 1,050 gallons), ensuring compliance with the Regulations. The tank shall be equipped with locking or secured access lids to prevent unintended access and be approved for use in Garfield County. The septic tank must be equipped with an effluent filter on the outlet pipe per Garfield County Regulations. Concrete septic tanks must comply with ASTM C1227-13 design criteria, Plastic tanks must comply with ANSI Z1000-2013 design criteria. Distribution Box The design requires use of a new distribution box (D-box) approved for use in Garfield County. Ensure that the flow is equal between laterals by using flow equalizers in the D-box and access is available for maintenance and inspection via an approved riser assembly extended up to finished grade with a locking lid. Soil Treatment Area (STA] Dry silty sandy clay occurring at the ±3.0-foot depth interval will be used for the upper infiltrative surface for the proposed STA. Maximum trench depth shall not exceed 4 feet in accordance with the Regulations. Trench excavation will remove approximately 3.0 feet of soil and upper root mass to prepare the level surface for installing infiltrators on the receiving soil infiltrative surface, providing secondary treatment of discharged wastewater (Figure B3 of Appendix B). Soil should not be wet at the time of excavation. Native soil covering the STA must be crowned over proposed trenches or match the existing grade so water runs off and is not ponded over any area of the STA. Prior to backfilling the final soil cover, a pervious soil barrier of non -woven geotextile fabric (2 oz/ydz minimum) or similar pervious material shall be installed over the STA to prohibit soil intrusion. All setback distances in accordance with the Regulations are applicable to septic system installation. The following design calculations propose to discharge septic tank effluent to four (4) Quick4 Plus Infiltrator trenches, each with 16 units, for a total minimum disturbed area of about 24 feet by 67 feet('). A total of 64 Quick 4 Standard Plus Infiltrator units will be installed in the four -trench configuration (2), which is generally oriented southwest to northweast. It should be noted that other manufacturers of infiltrators can be used, but use of alternative system components will require verification by the Engineer to determine conformance with design requirements for this system. Page 3 of 10 Design DesiFlow STA = gn x Method x Media (Eqn # 1) LTAR Where: STA = Total surface area required to effectively discharge sewage effluent Design Flow = Estimated volume of wastewater per day LTAR = Long -Term Acceptance Rate of soil treatment area Method = Method of effluent application and type of soil treatment area Media = Type of distribution media STA Total Chambers = Chamber Area (Eqn # 1) Where: Chamber Area = The County and State approved bottom chamber area for Quick 4 Plus Standard Infiltrator Unit, 12 ft2 If, Per Regulations Table 6-1, Design Flow = 525 Gallons/Day Long Term Acceptance Rate (LTAR) review of Regulations Table 10-1, LTAR = 0.5 Gallons/Day/Foote Type of application is chosen as gravity fed trench system, per Regulations Table 10-2, Method = 1.0 Distribution media is chosen as chambers, per Regulation Table 10-3, Media = 0.7 Then, 525 STA = 0 5 x 1.0 x 0.7 (Eqn # 1) Page 4 of 10 The minimum STA Area is 735 ftz. 735 Total Chambers = 12 (Eqn # 2) The minimum number of Quick 4 Plus Infiltrators is 61.25. However, since the number of infiltrators must be a whole unit, the infiltrator count is rounded up to provide each row with a whole number of units. The design will use 64 Quick 4 Plus Infiltrators divided between four trenches with 16 units in each trench. 9.0 SYSTEM INSTALLATION REQUIREMENTS The installer should confirm the feasibility of gravity discharge of sewage effluent from the proposed residence to the STA. If field measurements do not confirm the design assumptions for gravity discharge of sewage effluent from the proposed residence to the STA, or if the installer does not consider the above design assumptions practical, please contact the design engineer to address any design modifications necessary for the effective operation of the OWTS. The installer must also confirm all setbacks from property lines, building envelopes, and existing easements are maintained. Additionally, any unknown utility lines, easements, or other adverse conditions disclosed during construction must maintain at the required minimum setbacks. All sewer pipe couplings must be completed with primed and glued or bell and spigot joints using 4-inch SDR 35 PVC pipe. Schedule 40 PVC 4-inch pipe with a minimum 1-foot soil cover must be used if pipe is installed in a vehicular traffic crossing. Drain -waste -vent (DWV) rated Schedule 40 PVC pipe is called out for crossings but may also be used instead of SDR 35 PVC pipe. Building sewer pipe must be installed at a slope between 1/8-inch and 1/4-inch per foot slope (1 to 2%), preferably using the 1/4-inch per foot slope as recommended by the International Plumbing Code (IPC) as administered by the County. Fittings shall be sweep 90-degree curves or two (2) 45-degree elbows at all influent pipe turns. Fittings must be DWV for schedule 40 PVC pipe. Two-way clean -outs are required between dwelling and tank and beyond tank where pipe lengths exceed 100-feet from tank to STA and at all pipe bends greater than 45 degrees. Clean outs shall be installed with screw caps at finished grade with a protective housing for easy access by the homeowner. The installer must adhere to minimum and maximum depth requirements for the STA. System components must be placed on native soils or re -stabilized soils, as specified by the engineered OWTS reports, in excavated areas. The owner will be responsible for all septic system maintenance including pumping the septic tank once every 2-3 years and cleaning the effluent filter (if applicable) every 6 months. Page 5 of 10 10.0 SYSTEM INSPEION BJJ is responsible for inspecting the OWTS to ensure construction conforms to the design plan and meets all aspects of County Regulations, including: • Inspect and measure the system before backfilling, including piping and septic system components. • Complete the as -built measurements and drawings of the system and submit it to Garfield County for approval. Reviewing and approving any submitted changes necessary for installation of the OWTS as deemed necessary by the owner or their contractor. Any system changes installed by the owner/contractor that were not approved by Engineer are the responsibility of the owner. 11.0 DESIGN LIMITATIONS The OWTS design is based on site -specific soil conditions and percolation data collected in the vicinity of the proposed STA and local experience of designing OWTSs in Colorado. The design is only valid for serving the new four -bedroom dwelling at the referenced location provided in this report. BJJ assumes no liability for inaccurate information or conditions that vary from the design assumptions listed above. Additionally, BJJ is not responsible for the quality of work for any person(s) or entity performing or supporting construction activities relating to the project, or for any contractor's failure to furnish or perform its work in accordance with the plans, specifications or the Regulations. The owner/contractor is to notify BJJ and/or Garfield County immediately if actual site conditions differ from those described herein. Page 6 of 10 APPENDIX SITE SPECIFIC SOILS DATA BUJ DOUBLE J PROFESSIONAL ENGINEERING SERVICES Soils Evaluation Phone: (970) 210-2816 Email: bjjccande.eng@gmail.com Address: Southeast of 7985 Colorado State Highway 13, Rifle, CO 81650 Parcel Number: 2129-152-00-069 Applicant/Owner: Sergio Mejia 1- SOILS AND PERCOLATION REPORT January 31, 2025 Four test pits were evaluated at the approximately 22.3-acre parcel for an onsite wastewater treatment system (OWTS) located at parcel 2129-152-00-069 along Colorado State Highway 13, southeast of 7985 Highway 13, Rifle, CO 81650. The test pits were located approximately 50 feet north from the south property line and 760 feet west of the east property line (See Figure 1). One test pit (TP-1) was benched at 2 feet and 4 feet below ground surface with a maximum depth of 8 feet (96 inches) below ground surface. All other test pits (TP-2, TP-3 and TP-4) had a maximum depth of 4 feet (48 inches) below ground surface. The visual description of the profile soils, with ASTM D 2488 "Standard Practice for Description and Identification of Soils (Visual -Manual Procedures)" used for guidance, is summarized below and in Table 1- Log of Exploratory Test Pit. ASTM D 2488 is the industry standard for field classification of soils and identifies soils based on visual examination and manual tests. ASTM D 2488 Tactile Field Methods: • Visual estimation of grain size distribution and percentage of gravel, sand, silt, and clay, • Hand texturing and dry strength testing to evaluate fines content, • Ribboning and thread -rolling to assess plasticity characteristics, • Manual resistance during penetration and excavation to estimate consistency (fine- grained soils) or relative density (coarse -grained soils), • Visual evaluation of moisture condition (dry, moist, wet), • Observation of color using standard soil color terminology, • Identification of particle angularity, shape, and gradation, • Assessment of structure, stratification, cementation, and presence of lenses, • Observation for organics, roots, odor, or unusual conditions. Table 1- Log of Exploratory Test Pit Parcel212915200069 Rifle, Colorado Location: See Figure 1 Date: 1-31-2026 Depth �� 0 Description Stiff, dry, tan and brown, low plasticity, silty SAND Interval 0-1 Notes Topsoil Stiff, dry, tan to brown, low plasticity, silty, sandy CLAY Total Depth = 8 feet below ground surface 1-8 5 Subsurface conditions encountered in the test pit consisted of one foot of silty sand topsoil underlain by dry silty, sandy clay to the maximum depth explored of 8 feet below ground surface. The silty sand topsoil was stiff, dry, tan and brown. The silty sandy clay was stiff, dry, and tan to brown. No groundwater nor evidence of groundwater was encountered that the time of observation. Three standard percolation rate tests were performed at the site referenced. TP-1 contained 3 percolation test holes, approximately 1 foot in depth each, herein referred to as P-1, P-2 and P-3. P-1 was located in TP-1 at ground surface in silty sand topsoil. P-2 was located in TP-1 at 2 feet below ground surface in silty, sandy clay. P-3 was located in TP-1 at 4 feet below ground surface in silty, sandy clay. All percolation holes were saturated 24 hours before testing. The percolation rates encountered were 36.7 minutes per inch in silty sand topsoil at the ground surface, 35 minutes per inch in a dry silty sandy clay at 2 feet below ground surface, and 36.7 minutes per inch in dry silty sandy clay at 4 feet below ground surface. The average percolation rate of all soils tested was 36.1 minutes per inch. Page 2 of 6 PERCOLATION TEST RESULTS Parcel 212915200069, Rifle, CO SATURATION AND PREPARATION PERCOLATION TEST DATE: 1-30-2026 DATE: 1-31-2026 HOLE REFERENCE NO: P-1 PERC HOLE DEPTH: Surface TIME INTERVALS: 10 minutes TIME AT START OF INTERVAL START OF INTERVAL (INCH) END OF INTERVAL (INCH) WATER DEPTH CHANGE INCH PERCOLATION RATE (MIN/INCH) 1100 0 0.5 0.5 20.0 1110 0.5 1 0.5 20.0 1120 1 1.25 0.25 40.0 1130 1.25 1.5 0.25 40.0 1140 1.5 1.75 0.25 40.0 1150 1.75 2 0.25 40.0 1200 2 2.25 0.25 40.0 1210 2.25 2.5 0.25 40.0 1220 2.5 2.75 0.25 40.0 1230 2.75 3 0.25 40.0 1240 3 3.25 0.25 40.0 1250 3.25 3.5 0.25 40.0 AVERAGE PERCOLATION RATE (MIN/INCH) 36.7 Page 3 of 6 HOLE REFERENCE NO: P-2 PERC HOLE DEPTH: 2 feet TIME INTERVALS: 10 minutes TIME AT START OF INTERVAL START OF INTERVAL (INCH) END OF INTERVAL (INCH) WATER DEPTH CHANGE INCH PERCOLATION RATE (MIN/INCH) 1100 0 0.5 0.5 20.0 1110 0.5 1 0.5 20.0 1120 1 1.5 0.5 20.0 1130 1.5 1.75 0.25 40.0 1140 1.75 2 0.25 40.0 1150 2 2.25 0.25 40.0 1200 2.25 2.5 US 40.0 1210 2.5 2.75 0.25 40.0 1220 2.75 3 0.25 40.0 1230 3 3.25 0.25 40.0 1240 3.25 3.5 0.25 40.0 1250 3.5 3.75 0.25 40.0 AVERAGE PERCOLATION RATE (MIN/INCH) HOLE REFERENCE NO: P-3 PERC HOLE DEPTH: 4 feet TIME INTERVALS: 10 minutes 35 TIME AT START OF INTERVAL START OF INTERVAL f (INCH) j END OF INTERVAL (INCH) WATER I DEPTH CHANGE INCH PERCOLATION RATE (MIN/INCH) 1100 0 0.5 0.5 20.0 1110 , 0.5 1 0.5 20.0 1120 1 1.25 0.25 40.0 1130 1.25 1.5 0.25 40.0 1140 1.5 1.75 0.25 40.0 1150 1.75 2 0.25 40.0 1200 2 2.25 0.25 40.0 1210 2.25 2.5 0.25 40.0 1220 2.5 2.75 0.25 40.0 1230 2.75 3 0.25 40.0 1240 3 3.25 0.25 40.0 1250 3.25 3.5 1 0.25 40.0 AVERAGE PERCOLATION RATE (MIN/INCH) 36.7 Page 4 of 6 Table 10-1 Soil Treatment Area Long-term Acceptance Rates by Soil Texture, Soil Structure, Percolation Rate and Treatment Level of Colorado Department of Public Health and Environment Regulation No. 43 was reviewed to make the recommendations herein. Based on the texture, structure type and average percolation rate of the soils encountered and experience with soils of the local area, we recommend a soil type 2A (LTAR = 0.5 for Treatment Level 1) be utilized for this site. Approximate Location of Test Pits TP-1, TP-2, TP-3 and TP-4 Figure 1 Page 5 of 6 Figure 2 Page 6 of 6 F a F � V `-OFF SOW w .Qa V O� 04 a O N LV J m CO0 +l LO z w E-i o W o � W Cnd �d Ln � a V F^ a W +I A O w w A w t� a. y� o U F W G' d, A N Zw as 0 U � APPENDIX B FIGURES SITE ACCESS � CO 8 f50 GOVERNMENT CREEK ` 110 SWAM 15 A7kW.9#P 5 RANdr sa ell HWY 15 R1fW CO 81650 1129-152-00-069 TEST PITS 1,2,3,&4----415 645---7-� h APPROXIMATE EXISTING � PROPERTY LINE PER THE SEXTON SURVEY COMPANY FEBRUARY 2025 (22.3 ACRES) I ly 300 150 0 300 SCALE: 1 "=300' I � ! ! ! W Z f t ~ v I ! 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