Loading...
HomeMy WebLinkAboutEngineer's OWTS Design PlanCTL =Mt Oi # MMF ffnl March 20, 2026 Gwen and Matt Wieben 300 Arapahoe Carbondale, CO 81623 Subject: Soil Evaluation Report and OWTS Design Proposed Wieben Residence 6953 County Road 309 Parcel ID: 217532100222 Garfield County, Colorado CTLIT Project No. GS07007.000-132 As requested, we have prepared this Soil Evaluation Report and Onsite Wastewater Treatment System (OWTS) Design for the residence at the subject location. Onsite Wastewater Treatment System Regulations of Garfield County, Colorado adopted on March 6, 2023, were used for this design. The soil evaluation is required by the Garfield County Board of Health (GCBOH) to characterize subsurface conditions where OWTS are to provide sewer service for residential dwellings. Design documents, required when subsurface conditions are not suitable for conventional OWTS, are included with this report. This report and information should be pre- sented to the GCBOH for the application of the septic permit. EXISTING AND PROPOSED CONSTRUCTION The subject site is improved with an existing shop structure and existing potable water well. The proposed construction consists of a new single-family residence (location shown in Figure 2). The residence will have 3 designated bedrooms. We have been asked to design a conforming OWTS for the site for a 3-bedroom residence. Potable water for the residence will be supplied by the existing well. SITE DESCRIPTION On October 8, 2025, a site evaluation was conducted by a representative of CTLIT. The site is located at 6953 County Road 309 in Garfield County, Colorado as shown in Figure 1. The property is a 162.74-acre parcel. The ground surface in the area of the proposed soil treatment area (STA) slopes down to the northwest at approximately 7 percent. The landscape position of the test site is LV slope shape, as represented in the EPA's Onsite Wastewater Treatment Sys- tems Manual. Ground cover at the proposed STA consists predominantly of grass. A 35-foot pipeline utility easement bisects the parcel and is located to the northwest of the proposed STA location. Wells The site is currently improved with an existing well (Figure 2). A minimum setback dis- tance of 100 feet must be maintained between all wells and STAs. To the best of our knowledge, based on our site evaluation and records research, this distance can be maintained between all existing and proposed active wells and the proposed STA. Setbacks from potable water supply lines and the STA/septic tank (25 and 10 feet, respectively) must be maintained. PROPOSED WiESEN RESIDENCE 6953 COUNTY ROAD 309 CTL{T PROJECT NO. GS07007.040-132 W.v d •nnrrNer r� • :9r-�asrrt--�i-�r r r�rnw.cw rr. r>. �re.� r. r•a.+�rr.r�r.r..� w+w u�..r....err..r�r �r�rr:rs r r..aasrir N art .�+�.na.r.e.�s�rrsr.s Mtrrrr�r M A<.Yr w�4r r r. w� �'MM �a�r. W wt.r. M..�MIrllrw.r.rr�r Su lace Water Features/Setbacks Iriotable features requiring minimum setback distances from the proposed 0i%1i7 T S, as in- dicated in Table 7-1 of the GCBOH OWTS Regulations, are shown in Figure 3 and were located or observed on the site during our site and subsurface investigation. X minimum setback dis- tance of 50 feet must be maintained between the onsite detention ponds and the septic tank, } seArer lines, and STA. A minimum setback distance of 10 feet must be maintained between the property lines and all OWTS components, A minimum setback distance of 10 feet must be maintained between the proposed residence without a basement, crawlspace or footing drains, and the STA. A minimum setback distance of 5 feet must be maintained between the residence and septic tank. Distances should be field verified at the time of construction to ensure that mini- mum setbacks can be maintained. SUBSURFACE CONDITIONS The subsurface conditions were investigated by observing the excavation of two profile pits at the subject site (see Figures 2 and 8). Subsurface conditions encountered in the pits con- sisted of 2 inches of topsoil. Beneath the topsoil in both pits, we encountered silt loam to the maximum depth explored of 8 feet below the existing ground surface. The silt loam contained less than 35 percent gravel with a weak, massive structure and loose consistence. The silt loam classified as Soil Type 2A. Signs of seasonal groundwater and/or bedrock were not noted in the profile pits. SOIL TREATMENT AREA -- INGROUND, UNLIMED, 2-FOOT SAND FILTER The STA size is based on the silt loam as the receiving soil, which classified as Soil Type 2A in Table 10-1 Sort Long Terra Acceptance Rates in the GCBOH OILS Regulations. Due to the weak massive structure oil the soil, we recommend using an inground, unlined, 2-foot sand filter to improve soil treatment and dispersal. According to the GCBOH OWTS Regulations section 4 ;.11.C.3.b.(2), "[The] maximum hydraulic loading rate for TL'I effluent applied to [a minimum of 24 inches of] "secondary" sand media in an unlined sand filter is 0.8 gal./sq.ft./day, or the long term acceptance rate of the re- ceiving soil for TO (Appendix C) whichever results in the larger area." Therefore, the STA size is based on the following criteria: PROPOSED IMESEN R<S1DF19CE 6953 COUNTY ROAD M �? CT Lf T PROJECT NO. GSG7067.09a.132 RRlR Surface Water Features/Setbacks Notable features requiring minimum setback distances from the proposed OWTS, as in- dicated in Table 7-1 of the GCBOH OWTS Regulations, are shown in Figure 3 and were located or observed on the site during our site and subsurface investigation. A minimum setback dis- tance of 50 feet must be maintained between the onsite detention ponds and the septic tank, sewer lines, and STA. A minimum setback distance of 10 feet must be maintained between the property lines and all OWTS components. A minimum setback distance of 10 feet must be maintained between the proposed residence without a basement, crawlspace or footing drains, and the STA. A minimum setback distance of 5 feet must be maintained between the residence and septic tank. Distances should be field verified at the time of construction to ensure that mini- mum setbacks can be maintained. SUBSURFACE CONDITIONS The subsurface conditions were investigated by observing the excavation of two profile pits at the subject site (see Figures 2 and 8). Subsurface conditions encountered in the pits con- sisted of 2 inches of topsoil. Beneath the topsoil in both pits, we encountered silt loam to the maximum depth explored of 8 feet below the existing ground surface. The silt foam contained less than 35 percent gravel with a weak, massive structure and loose consistence. The silt loam classified as Soil Type 2A. Signs of seasonal groundwater and/or bedrock were not noted in the profile pits. SOIL TREATMENT AREA -- INGROUND, UNLINED, 2-FOOT SAND FILTER The STA size is based on the silt loam as the receiving soil, which classified as Soil Type 2A in Table 10-1 Soil Long Term Acceptance Rates in the GCBOH OWTS Regulations. Due to the weak massive structure of the soil, we recommend using an inground, unlined, 2-foot sand filter to improve soil treatment and dispersal. According to the GCBOH OWTS Regulations section 43.11.C.3.b.(2), "[The] maximum hydraulic loading rate for TL1 effluent applied to [a minimum of 24 inches of] "secondary" sand media in an unlined sand filter is 0.8 gal./sq.-ft./day, or the long term acceptance rate of the re- ceiving soil for TL3 (Appendix C) whichever results in the larger area." Therefore, the STA size is based on the following criteria: PROPOSED 1NIEBEN RESIDENCE 6953 COUNTY ROAD 309 CT14T PROJECT NO. GSR7007.000-132 Design Requirements No. of Bedrooms 3 Design Flow Rate * 450 gpd Treatment Level TO i Receiving Soil Soil Type 2A Receiving Soil LTAR"* 0.80 gal./ ft2/day Table 6-1 of the GCBOH OWTS regulations. — - - -- **TL3 L TAR far Soil Type 2A is 0. 90 gal.01day. LIAR of 0.80 gaIA21day results in larger area, so use 0.80. Design Results Minimum Soil Treatment Area Design Plow Race I 562.5 ft z LTAR Recommended Soil Treatment Area I f 2' x 47' = 564 ft.z Septic Tank Requirements Minimum Recommended Total Size of Septic Tanks* (Gallons) 1,000 1,521 First Compartment Size (Gallons) 500 1,016 Table 9-1 of the GCBOH OWTS regulations. ** Excluding the dose tank. Wastewater strength is assumed to be typical residential. Some fixtures, such as gar- bage disposals, washing machines, and water treatment systems, can increase demand on the OWTS and additional flows should be accounted for in the capacity of the OMITS. It would also be prudent to oversize the septic tank and/or STA for enhanced performance and for future im- provements to the residence. Refer to -Figures 3 through 6 and Exhibit B for recommendations for OWTS components. All components of the OWTS shall meet or exceed GC60H regulations. Site Earthwork A representative from CTLIT and GCBOH shall observe the STA bottom prior to place- ment of the sand filter to confirm the soil type. Variations in soil type within the STA, if encoun- tered, could require a redesign of the OWTS. The bottom of the STA (bottom of sand) must be extended until native silt loam is encountered. Additional secondary sand media can be used to extend the bottom of the sand filter and maintain a level infiltrative surface elevation, if neces- sary. The STA bottom should be scarified before sand is placed. Wheeled traffic can compact the soil, impede percolation, and damage components and MUST be avoided above the STA, during and after construction. Livestock foot traffic can also compact the soil and damage com- ponents and must be avoided above the STA. PROPOSED WIEBEN RESIDENCE 5953 COUNTY ROAD 309 CTLIT PROJECT NO.OS07007.000-13F k;:. so Surface Drainage The STA must be protected from concentrated surface runoff during and after construc- tion, Final grading shall provide for either sheet flow over the STA or a Swale shall be provided to divert surface runoff around the STA. Ponding water and/or irrigation above the STA must be avoided, or the STA could be hydraulically overloaded and fail prematurely. Snow storage must also be avoided above the STA and septic tank. SEWER LINE The sewer line from the residence to the septic tank should not be less than: the diameter of the building drain and not less than 4 inches in diameter. The sewer pipe should have a rating of SDR35 or better. The sewer pipe should be sloped at 2% minimum, except for the last 5 feet, which should be sloped no more than 4% to help limit disturbance of solids in the tank. A minimum of 40 inches of cover soil should be provided over the sewer pipe. Paved areas, patios, or other areas without vegetative cover may be more sus- ceptible to frost. We recommend 48 inches of cover in those areas, If less cover is provided, the pipe should be insulated on the top and sides with 2-inch blue board (R-10 min,), The sewer pipe should be bedded in compacted %-inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 21/2 inches in diameter to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to freeze and damage piping. All 90-degree bends should be installed using a 90-degree long -sweep or by us- ing two 45-degree elbows. SEPTIC AND DOSE TANKS If A minimum septic tank capacity of 1,000 gallons is required for a 3-bedroom resi- dence. We recommend a Valley Precast Inc,, 1,500-gallon, top seam, three com- partment septic tank with filter and high -head pump. The capacity of the tank (ex- cluding the dose tank) is 1,521 gallons. Product sheets are provided in Exhibit B. • We should be advised to revise our recommendations if future bedrooms or other items that may result in an increase of flow or strength of wastewater are planned. • The tank must be set level. The excavation bottom should be free of large rocks and other objects that could damage the tank. A 4- to 6-inch-thick leveling course of CDOT Class 6 base course aggregate is recommended. a Tank should be backfilled in accordance with manufacturer's recommendations. PROPOSED WEEBEN RESIDENCE GM COUNTY ROAD SUS CTLIT PROJECT NO. GS07007,000-43z' Surface Brainaae The STA must be protected from concentrated surface runoff during and after construc- tion, Final grading shall provide for either sheet flow over the STA or a swale shall be provided to divert surface runoff around the STA. Ponding water and/or irrigation above the STA must be avoided, or the STA could be hydraulically overloaded and fail prematurely. Snow storage must also be avoided above the STA. and septic tank. SEVVER LINE The sewer line from the residence to the septic tank should not be less than the diameter of the building drain and not less than 4 Inches in diameter. The sewer pipe should have a ratting of SDR35 or better. The sewer pipe should be sloped at 2% minimum, except for the last 5 feet, which should be sloped no more than 4% to help limit disturbance of solids in the tank. A minimum of 40 inches of cover soil should be provided over the sewer pipe. Paved areas, patios, or other areas without vegetative cover may be more sus- ceptible to frost. We recommend 48 inches of cover in those areas. If lass cover is provided, the pipe should be insulated on the top and sides with 2-inch blue board (R-10 min.). The sewer pipe should be bedded in compacted 'I4-inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 2'rz inches in diameter to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to freeze and damage piping. All 90-degree bends should be installed using a 90-degree long -sweep or by us- ing two 45-degree elbows. SEPTIC AND DOSE TANKS A minimum septic tank capacity of 1,000 gallons is required for a 3-bedroom resi- dence. We recommend a Valley Precast Inc., 1,500-gallon, top seam, three com- partment septic tank with filter and high -head pump. The capacity of the tank (ex- cluding the dose tank) is 1,521 gallons. Product sheets are provided in Exhibit B. or We should be advised to revise our recommendations if future bedrooms or other items that may result in an increase of flow or strength of wastewater are planned. The tank must be set level. The excavation bottom should be free of large rocks and other objects that could damage the tank. A 4- to 5-inch-thick leveling course of CDOT Class 6 base course aggregate is recommended. Tank should be backfille.d in accordance with manufacturer's recommendatidris. PROPOSED MEBEN RESIDENCE E953 COUNTY ROAD 309 CTLIT PROJECT NO, GS07U0?.000-13: Ll A minimum of 2 feet and maximum of 4 feet of soil cover should be provided over the tank. Sal can be mounded over the tank to achieve the 2-foot minimum soil cover. Risers should be used to extend the lids to finished grade. Exposed lids should be secured against unauthorized entry. Bottom risers should be sealed watertight to top of tank, Tank must meet Garfield County Regulations. EFFLUENT PUMP An Orenco Systems PF-5005 high head effluent pump should be used to pres- sure -dose the STA. The pump should be housed within a Biotube Pump Vault within the dose tank of the new septic tank. The vault acts as a filter, reducing the amount of gross sol- ids entering the STA thereby enhancing treatment and extending the life of the OWTS. Pump should be capable of a flow rate of 44,9 gallons per minute at 24.2 feet of total dynamic head. The distribution laterals have a volume of approximately 14 gallons. Along with the transport pipe and manifold, the total volume is about 22 gallons. The on -off float within the dose tank should be set 7 inches apart, which will dose about 71 gallons. There will be minimal drain back to the dose tank. Based on the design flow of 450 gpd, the pump will dose between B and 7 times per day. A pump performance curve is provided in Exhibit B. Pump should have a quick -disconnect within 24 inches of the access lid to allow for routine maintenance and replacement. Set high-water alarm float to allow for 300-gallon reserve, or as much as practi- cal. • Pumps, floats, and control panel to be wired to dedicated circuit. The primp must be connected to a control breaker separate from the alarm breaker. Final con- nection by licensed electrician. All connections to be separate from tank environ- ment and weather -tight to prevent corrosion. i A signal device must be installed that will provide a recognizable indication to the user should the pump fail/malfunction. We recommend that this indication or warning must be located within visual and audible range of the user, preferably within the residence. 9 A cycle or elapsed time meter is required to be installed within control panel, PROPOSED VAESEN RESIDENCE 6053 COUNTY ROAD 309 CTLIT PROJECT NO. GSOT007.000-432 EFFLUENT TRANSPORT PIPE E Effluent transport pipe shall consist of 1.5-inch diameter Schedule YQ PVC pipe, or stronger, and be installed from the dose tank to the STA manifold piping. It is imperative that the transport line completely drains between pump cycles, otherwise freezing will occur. The high point of the system will be at the dose compartment. The piping must be sloped a minimum of 2% from the dose com- partment to the STA to allow for drainage after pumping and to prevent freezing. A 1/8-inch weephole should be provided in the effluent transport pipe within the dose tank at the high point to allow drainage after dosing. The efr�uenf transport pipe should be bedded in compacted Y/-inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 21/ inches in diameter to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to freeze and damage piping. A minimum of 18 inches of cover soil should be provided over the effluent transport pipe. Paved areas, patios or other areas without vegetative cover may be more susceptible to frost. In these, areas, or if less than 18 inches of cover is provided, the pipe should be insulated on top and sides with 2-inch-thick blue board insulation (R-10 minimum). All 90-degree bends should be installed using a 90-degree long-skrreep or by us- ing Mo 45-degree elbows. DISTRIRUTIOKI LATERAL PEKE Distribution lateral pipe shall consist of 1.5-inch diameter Schedule 40 PVC pipe, installed level. Piping should be perforated as noted in STA Plan View, Figure 4. A cleanout should be provided at the end of each lateral, see detail in Figure f. GRAVEL BED AGGREGATE The perforated pipe must be surrounded by clean, graded gravel, rock, or other material of equal efficiency which may range in size from '/7 inch to 2 %2 inches. AASHTO Ni 43 size No. 3 coarse aggregate meets this specification. At least six inches of aggregate must be placed be- low the pipe and at least two inches above the pipe. The top of the gravel or such material must be covered with non -woven permeable. geotextile meeting a maximum thickness rating of 2.0 ounces per square yard or equivalent pervious material. An impervious covering must not be used. PROPOSED WMSEh REMDENOE f 6953 COUNTY ROAD 309 C?L;T PROJECT No_ GSOTOD?.000-132 EFFLUENT TRANSPORT PIPE Effluent transport pipe shall consist of 1.5-inch diameter Schedule 40 PVC pipe, or stronger, and be installed from the dose tank to the STA manifold piping. • It is imperative that the transport line completely drains between pump cycles, otherwise freezing will occur. The high point of the system will be at the dose compartment. The piping must be sloped a minimum of 2% from the dose com- partment to the STA to allow for drainage after pumping and to prevent freezing. • A 1/8-inch weephole should be provided in the effluent transport pipe within the dose tank at the high point to allow drainage after dosing. The effluent transport pipe should be bedded in compacted %-inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 2'/2 inches in diameter to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to freeze and damage piping. A minimum of 18 inches of cover soil should be provided over the effluent transport pipe. Paved areas, patios or other areas without vegetative cover may be more susceptible to frost. In these areas, or if less than 18 inches of cover is provided, the pipe should be insulated on top and sides with 2-inch-thick blue board insulation (R-10 minimum). All 90-degree bends should be installed using a 90-degree long -sweep or by us- ing two 45-degree elbows. DISTRIBUTION LATERAL PIPE Distribution lateral pipe shall consist of 1.5-inch diameter Schedule 40 PVC pipe, installed level. Piping should be perforated as noted in STA Plan View, Figure 4. A cleanout should be provided at the end of each lateral, see detail in Figure 6. GRAVEL BED AGGREGATE The perforated pipe must be surrounded by clean, graded gravel, rock, or other material of equal efficiency which may range in size from'/2. inch to 21/z inches. AASHTO M 43 size No. 3 coarse aggregate meets this specification. At least six inches of aggregate must be placed be- low the pipe and at least two inches above the pipe. The top of the gravel or such material must be covered with non -woven permeable geotextile meeting a maximum thickness rating of 2.0 ounces per square yard or equivalent pervious material. An impervious covering must not be used. PROPOSED WIESEN RESIDENCE / 6953 COUNTY ROAD 309 CTLIT PROJECT NO. SS47QQT.460-932 SAND FILTER The sand filter material must meet requirements of "Secondary" sand as specified by GCBOH and Colorado Department of Public Health and Environment. "Secondary" sand must have an effective size range of 0.15-0.60mm, have a uniformity coefficient of <7.0, and <3.0% fines passing #200 sieve. A gradation of the sand media must be presented to GCBOH dated no more than one month prior to the installation date. The contractor/installer is responsible for obtaining the specified sand media. Verifying that the sand media meets specifications is out- side of our scope of services but can be completed at the client's request following a contract modification. INSTALLATION OBSERVATIONS GCBOH will need to observe the OWTS during construction. GCBOH also requires that the design engineer observes construction to verify substantial compliance with the design. GCBOH and our office should be given proper notice to observe the OWTS prior to backfilling and any other stages of construction as required. Installation observations by this office are not included in the cost of this study and will be billed to the client or others as authorized by our service agreement. MAINTENANCE AND OPERATION The OWTS requires conscientious maintenance and operation to provide a reasonable service life. The owner must consider that the OWTS does not have the same "unlimited" ca- pacity as a municipal sewer system. OWTS are sized for a limited hydraulic loading and ex- ceeding that loading on a continual basis can harm the system and cause irreparable damage, The septic tank should be checked periodically for scum and sludge accumulation and pumped as necessary. Refer to Exhibit A for general maintenance and operation considerations. LIMITATIONS Accepted industry standards, methods and state and/or county guidelines were used to conduct this investigation. Exposure to subsurface conditions is limited from observations of profile pits. Variations of subsurface conditions present under the STA site may exist from that observed in the profile pigs. Typical wastewater flows and characteristics for residential dwell- ings are provided by state and/or county guidelines. In some cases, actual flows and character- istics may vary substantially from typical estimates. This investigation is not absolute, and these variations may affect the performance of the OWTS. GCBOH and CTLIThompson should be no- tified if subsurface variations are observed during construction or if there are any changes in the proposed location or construction. If we can be of further service in discussing the contents of this report or in the analysis of the interaction of subsoil conditions and the OWTS, please call. An installer that is experienced and approved by the GCBOH is recommended for the in- stallation of the OWTS. Due to variables, such as, but not limited to construction methods, individ- ual usage, maintenance habits, soil heterogeneity and climate, no warranty expressed or implied as to the longevity or performance of the OWTS is made. We encourage owners of OWTS to visit www.nesc.wvu.edu for additional resources for literature about OIIVTS. PROPOSED WiESEN RESMENCE 6953 COUNTY ROAD 309 CTLiT PROJECT NO. GS07007.000-132 Due to the changing nature of onsite wastewater engineering standards and practices; the information and recommendations provided in this report are only valid for two years follow- ing the date of issue or until a regulatory update. Following that time, our office should be con- tacted .to provide, if necessary, any updated recommendations and design criteria as appropri- ate. CTLJThompson appreciates the opportunity to be a member of your team. If you have any questions regarding the information in this report, please do not hesitate to contact us at your convenience. Very truly yours, CTLITHOMPSON, INC. U w Brittany Niggeler Staff Engineer Reviewed by; James A. Parker, P Principal Engineer Attachments; Exhibits A and B . Figures 1-7 Via emall: Gwen (a valleylumber.com PROPOSED WIESEN, RESIDENCE 0953 COUNTY ROAD 309 CT14T PROJECT NO. GS03047.000-432 Due to the changing nature of onsite wastewater engineering standards and practices, the information and recommendations provided in this report are only valid for two years follow- ing the dwte of issue or until a regulatory update. Following that -time., our office should be con- tacted to provide, if neicessary, any updated recommendations and design criteria as appropri- ate. C T LIThornpson appreciates the opportunity to be a member of your team. if you have any questions regarding the information in this report, please do not hesitate to contact us at your convenience. Very truly yours, CTLJTHOMPSON, INC. Brittany Niggeler Staff Engineer Reviewed by - James A. Parker, P.E:-" ""G: Principal Engineer Attachments: Exhibits A and B Figures 1-7 Via email: Gi,L'en(w,,ralley,,umb?'.com PROPOSED WMS5N PIES[DENCE 6963 COUNW ROAD 309 CT LFT PROJECT NO. GSti T OG`.000-'.32 EXHIBIT ONSITE WASTEWATER TREATMENT SYSTEM MAINTENANCE AND CARE Maintenance that involves possible human contact with sewage materials should be conducted by a qualified professional that is aware of, and has experience in dealing with bio- logic hazards, and implementation of precautionary methods to reduce the risk of illness or in- jury caused by potentially hazardous conditions. Routine Maintenance Septic tanks should be checked annually for liquid level, sludge and scum accu- mulation and pumped as necessary. Septic tanks are typically pumped every 2 to 4 years. Pumping frequencies will vary depending on usage. Effluent screens should be cleaned as needed and when the tank is pumped. Operational level of septic tanks is when full. Levels lower than the outlet may indicate a leaky tank. Non -routine Maintenance R Leaks from faucets, toilets and other plumbing that drains into the sewer should be repaired before the STA has been damaged. Backfill materials in trenches and excavations may settle over time. Areas that have settled should be refilled, re -graded and re -vegetated to promote positive surface drainage away from OWTS components. Disposal of harsh chemicals and non -biodegradable items into the sewer should be avoided. • Avoid septic tank additives. Some additives can damage your system. Under nor- mal conditions human wastes contribute sufficient "biology" to maintain activity of the system. • Avoid discarding garbage disposal grindings, fats and grease in the sewer. • Liquid laundry detergents are preferred over powder detergents. Some powder laundry detergents contain fillers that may not completely dissolve and contribute to the sludge or scum. Septic tanks and filters may require more frequent service if powder detergents are used. The surface and slopes of the STA should be seeded with a native -type or drought resistant vegetation cover to reduce erosion. Vegetation over the STA should be kept mowed. Gardens should not be located over STAs. Maintain a packet that includes the OWTS design report, maintenance records, phone numbers of the installer and septic tank pumper and other paperwork re- lating to the OWTS in a readily accessible location. PROPOSED WiEBEN RESIDENCE 6953 COUNTY ROAD 300 CTLIT PROJECT NO. OS07007.000-432 Other GGnsiderations The system is designed for a finite hydraulic load. Overloading the system with I requent peak loads and continuous high loads can harm the system. Continued high sewer volumes not accounted for in the design of this system may require additional soil treatment area. Conventionally, the system is not intended to ac- commodate hot tubs or spas. z Spread laundry loads throughout the week. Limit usage to one laundry load in a day or ? per week or upgrade the OWTS to accommodate additional flow. Practice water conservation. Install water saving devices to reduce wastewater volume. Irrigation over the STA should be avoided or extremely limited. Watering over the STA will add to the hydraulic loading, which can adversely affect the perfor- mance, and longevity of the OVVTS. Plumbing from underground irrigation systems should not be allowed within 5 feet of the backfiil of the STA. el Livestock and wheeled traffic or other activities that can compact the soil should not be allowed over the STA. a Trees and shrubs should not be planted within the plant's root zone of the STA. Trees should not be planted so that the STA would be shaded as the tree ma- tures. Consult with your local nursery for tree information. Some water treatment systems produce significant amounts of "reject" water that can increase hydraulic loading to the OVVTS. The "reject" water is not considered wastewater and does not need to be treated. Other rases for this water, such as irrigation, should be considered before connecting the treatment system to the sever. The STA will need to be upgraded if significant amounts of "reject" water are introduced into the system. Installer: Pumper: PROPOSED WIESEN RESIDENCE 6953 COUNrlY ROAD 309 • - CTLIT PROJECT NO. OS07OD7.0D0-132 Phone Number: Phone Number: Other Considerations The system is designed for a finite hydraulic load. Overloading the system with frequent peak loads and continuous high loads can harm the system. Continued high sewer volumes not accounted for in the design of this system may require additional soil treatment area. Conventionally, the system is not intended to ac- commodate hot tubs or spas. ■ Spread laundry loads throughout the week. Limit usage to one laundry load in a day or 4 per week or upgrade the OMITS to accommodate additional flow. ■ Practice water conservation. Install water. saving devices to reduce wastewater volume. • Irrigation over the STA should be avoided or extremely limited. Watering over the STA will add to the hydraulic loading, which can adversely affect the perfor- mance, and longevity of the OWTS. • Plumbing from underground irrigation systems should not be allowed within 5 feet of the backfill of the STA. • Livestock and wheeled traffic or other activities that can compact the soil should not be allowed over the STA. • Trees and shrubs should not be planted within the plant's root zone of the STA. Trees should not be planted so that the STA would be shaded as the tree ma- tures. Consult with your local nursery for tree information. • Some water treatment systems produce significant amounts of "reject" water that can increase hydraulic loading to the OWTS. The "reject" water is not considered wastewater and does not need to be treated. Other uses for this water, such as irrigation, should be considered before connecting the treatment system to the sewer. The STA will need to be upgraded if significant amounts of "reject" water are introduced into the system. Installer: Phone Number: Pumper: Phone Number. PROPOSED WIESEN RESIDENCE 6953 COUNTY ROAD 309 CTLIT PROJECT NO. GS07007.000.132 16 EXHisrr B Septic Tank Product Sheet Pump Performance Curve PROPOSED WIEBEN RESIDENCE 6953 COUNTY ROAD 309 CTLIT PROJECT NI]_ G$07007.0110-132 ' 1500 .Callon Top -Seam w 3CP EfY11! # I ffQWrw3C"-HH Filter 8i. Nigh Head Pump . PoN GaEfon Totid Volume) e design per performance test per ASThd C1227 a Top surface area 87.7: t- 4P f'c © 28 days; concrete = 6,D00 PSI Min. Installation• Tank to be set on 5" ruin. sand bed or pea gravel 7 4; Tank to be backflled uniformly on all sides In lifts less than 2e and mechanically compacted s Excavated material may be used for I backfill, provided large stores are removed i It Excavation should be dewatered and f tans: filled with water prior to being prat in service for installation with water table less than 2' below arcade o Meets C1644-06 for resilient connectors Inlet and Outlet identi led above pipe IF Delivered complete with internal piping : Control Panel to be mounted in sight line of tank c 4' Maximum bury depth Fl�tli�� ALLOWABLE BURY (Based on Water Table) !WATER TABLE. ALLOWFILL D, — o,. 31— 0" 1, .-' 0" J - 0" 2' - 0" 4' - 0" 3' - D" 4' - 0 DRY 4' - 0" Top Flew i 62" 2D_Ck3wA=M TANKJL _JL J: ra s Rim t D Gmde 'I�' tsq+I F2ul�r section View *Servke oonf acts avadfalla for maintenance* Digging Specs Invert Dimensions M in. 15' Long x 8' Wide Inlet Outlet Length Width Height 56" below inlet 55" 54"or73" 162" 78" 92" 7o VALLEY ❑ PRECAST, Inc. � Buena Vista, Colorado I @ Edward 1SS and �'1p'um efts qualby to field • cmyoma irt8wIaar w (wit, psi, mmuft &nd staft-W Vim) 0 C'ampi t wart enty Net Capacity Inlet Middle Outlet Total Net Weight Lid Tank Total 1016 gal 505 go) 507 seal 2028 gol 5420 lbs 16240 lbs 2186D lbs Phone: 719.395.6764 Fic 719-395.3727 Webeftr www-vaH9ypr=3stoom Eni11: fra esoc Ileypmcast.00m ' 1500 Galion Top Seam - 3CP ItesooT.=".NH Filter & High Head Pump (21M Gallon ToUl Ynlunw) Dl= IQU NQ3U ■ Design per performance test per ASTM C1227 ■ Top surface area 87.75 W f'c ® 28 days; concrete = 6,000 PSI Min. Installation: • Tank to be set on 5" min. sand bed or pea gravel 7 * Tank to be backflled uniformly on all sides in lifts less than 24" and mechanically compacted * Excavated material may be used for bockfill, provided large stones are removed ■ Excavation should be dewatered and tank filled with water prior to being put in service for Installation with water table less than 2' below grade Meets C1644-06 for resilient connectors • Inlet and Outlet identified above pipe • Delivered complete with internal piping • Control Panel to be mounted in sight line of tank * 4' Maximum bury depth F'3go+t ALLOWABLE BURY (Based an Water Table) WATER TABLE ALLOWASLE EARTH FILL a-0" S' -O" 1' -- ON 3' -- 0" 2' ^' ON 4' — ON 0" 3'-0" 40-Ow DRY V - ON TOP View Sedan View Venrfce oonftds avallebk formalnliwance* CIOW AOMM TAW 10 1 62" " Mk*=m iiIIIMSfa Riau Heipihk ■V��,,ivV,,�,� j 'i I I-T 57" PWIF s LOWS 's T88 MW kprwm eawd quaftiofbM * C"nPh" irs "N"! (Wklily- Pedal+ mounit rid @M-gyp pmeedum) * cwvk to wwmffdy " Digging Specs Invert Dimensions Net Capacity Net Weight Min. 15' Long x 8' Wide Inlet Outlet Length Width height Inlet Middle Outlet Total Lid Tank Total 56" below inlet 55" °54"or73" 162-" 78" 92" ,1016 go] 505 gal- 507 gol 2028 gal 5420 lbs 16240 lbs 21860 lbs rDIPRECAST, VAT.lr�r-.r, inc. Best$ Vista, Colorado Phony: 719-39545794 Fsc 71 9495-3727 Webefto www.velll ►plre tt m Email: T1'c311'i de*@vallelypnx=Lllx n Pump Selection for a Pressurized System - Single Family Residence Project GS07007.000-132 / Wieben Residence Parameters Discharge Assembly Size 1.50 inches Transport Length 70 feet Transport Pipe Class 40 Transport Line Size 1.50 inches Distributing Valve Model Bone Max Elevation Lift 5 feet Manifold Length a feet Manifold Pipe Class 40 Manifold Pipe Size 1.50 inches Number of Laterals per Cell 3 Lateral Length 43 feet Lateral Pipe Class 40 Lateral Pipe Size 1.50 inches Orifice Size 6132 inches Orifice Spacing 2 feet Residual Head 5 feet Flaw Meter None inches 'Add -on' Fdclion Lasses 0 feet Calculations Minimum Flow Rate per Orifice 0.68 gpm Number of Orifices per Zone 65 Total Flow Rate per Zone 44.9 gpm Number of Laterals per Zone 3 % Flow Differential istlLast Orifice 2.1 % Transport Velocity 7.1 fps Frictional Head Losses Loss through Discharge 6.0 feet Loss in Transport 7.7 feet Loss through Valve 0.0 feet Loss in Manifold 0.2 feet Loss in Laterals 0.2 feet Loss through Flowmeter O.0 feet 'Add -on' Friction Lasses 0.0 feet Pipe Volumes Vol of Transport Line 7.4 gals Vol of Manlfold 0.8 gals Vol of Laterals per Zone 13.6 gals Total Volume 21.9 gals Minimurn Pump Requirements Resign Flow Rate 44.9 gpm Total Dynamic Head 24.2 feet A ;.esrer+-.evc nw w�e::,Y rilvre 160 140 120 m 80 V 1~ 60 t° 4C O 00 PumpData I !' rssn,3 , LA E-7 I -µ-� I� _ i I I = : I I - _ _ - LL #+11 11 i I? H 1! 1_1+ 1 IN;, 11H iIi Ilrl i I -Ilrri ..l 'IJ, . � 1 � T t1i F' Fri iL 1lI iili 1 it l ',. _' r ._ � —I� 1 T 1i I �__� �, l ° , _ s ! ! l i l I T 1111m [11 1 l i i i i i l l 10 20 30 40 50 60 70 80 Net Discharge (gpm) PF5005 High Head Effluent Pump 50 GPM, 112HP 1151230V 1860Hz, 2001230V 3f3 60Hz PF5007 High Head Effluent Pump 50 GPM, 314HP 230V 10 6OHz, 200/230/460V 30 50Hz 13175010 Nigh Head Effluent Pump 50 GPM, 1HP 230V 10 60Hz, 2001460V 30 6OHz PF5015 High Head Effluent Pump 50 GPM, 1-112HP 230V 10 60Hz, 200V 30 601-lz Leg System Curve: Pump Curve:... Pump Optimal Range;— � k Operating Point: `� Design Point: 0 W rQ J1 ff Z > 0 '10 -u C 0 < r r7l M APPROXIMATE SCALE: V=4V H PROPOSED WEBEN RESIDENCE 6953 COUNTY ROAD 309 CTLIT PROJECT NO. GS07007.000-132 11 PRO-2 Gravel Driveway 7 0 Existing Shop' 3 0. O'x 40. 0' Proposed House Locations of Profile Pits FIGURE 2 0�� -n p O ' 0 C Inr -C3 R ci f n i0W ° n m -v o 0 z !m � a to LA x ( C> � CD Sf) o o w iU (Q W U) n o m- 4 Q. r a n �...- rn .��r x ='-�_a m = tea. 4238) [� iO_ Q 3a.�a 3 0cr0, w U) U cn ° n o �ID -1 q " f ! C > (n . c �. ,,, nZ)��;m M u i C m 63 V 0 Q EA �0 r-* A 0 h 0 w [D .i D O p n 'c3 M C n ~' (A (D (A (n M- Lam-] 0 _ W a) N Sf) -0 n p [A ZZ Q► p U) to p tll ro x 'Cl fu @ o rF t11 .g 3' cn a 33�m �. =7 LL CL ill R. N W cr C (A fh , O (C) 0, (D ZF j S En r N O Csi [U M m0 a)N p CL En CTi �3 yus �) m IV 4CL 5 F. r �7 t Q� d tU ro K � to U7 O Dro trit � 0 o rn I Q q � J w CI aQ Qco IS 0 � cv w 0 oLL 4-- 0 0 U 0 U) CL 0 L- N C7 w U z fl: O g m MV)0 W¢o z UPIXs- �WMu pz �a 0 o IL O»n �mU A Vj,tJ a 4 �n ;�li; 4h, 'vV Q, 4�1 •iL Si F-L -4 A 4 -,1- F, IZ� I "%7k • _lQ,1777 V fry. jj� f V J'A , C., P,:� , - - ... % - F:11�1 All -F '. i�k % . . . . . . yr j m m 2! Ln 0 (n 0 Pit"' 4'1 'W wlic 3 t"k j.A.1 4- lo-, "j �U iD 0 S,t -W ns -u �u w 4;1) fD_ 0 Cr Cr rh VE IZ) ej C) oj w U) C-r r-l' r =1 —0 m m a) 01 0 0 =. V) fD in CIL E3 = .j cr fp %Q 0 CL CL K;D u:) :3, -zr 0 5 3 10% 09 on F), rr @1 PD 0 ca @ n 0 0 tj M (D 0 I:D 0 -1 -CL M (n CL 0 cu rD Er 3 to CL rD 0 (D W fD EA rr rr 0 O -0 0" , rr cx 0 x- , w ar m 9 n " (D < a, C L r-, 57 M CD 0 rt CL 0 rn V) fD n CM, a; CL 0 -1 " = r? W ca. 'r -0 (D 0 tO aL CD FA 0 rD 0 =T n 0 CD W W 'a Ln D 0 :3 'a -0 0 CL X-0 Cr CD r 0 �� -01 0 (D 0 -% @ 0 m 3 cL S, m cr 13 M X aj =r rr 0 @ 0 "5 1@0 C En ID cu ;j Cr rD CL rn w x 3 rt a. r-r _0 0 (D =r h =rV ::r IW to @ Xrt CL M -0 (D 0 w -0 n ::4 m ap 0 n M > &'NJ E3 CIL @ 0 0 m rp =4 o zi — — — < M r-r - =1 W 0 E:_ (D -0 < a 0 -0 ro CL Iz- 2L SL 0 17 1 — 3 w :3 CL C, (D M C—D. 0 03 , m :E 7u cr 0 Cl - E; V1 to a 0 - < 0, m 'D 0 3 cr (A Ul =3 rr 0 SD rD to Dr 'n WDD co =CDUm3 -a 2—M _ 0-1 m CD 03 @ @ z ­ — CD m =1 rr M 0 =r Z) law :3 zi aj 0 =1 ID ZY '" Cs. 0. f W (D 'a r) aY 0 CD R� , -3 Ln 'o tin 4p Li rD (P a C: 'a cr 0 =I- CD m 0 0 (D -1 I-r -9 Ln Ln w 0 0 M u ET 9 x tn 0) ta rT im m fn C3 E; =? rlr 0) — 4 'r 0 01 m ::1 CD 0 0 CL 3 0 PL =r 0. (D (D STn Profile View nol to scale) Seed and grade top of (\h P ROPOSEDDENC� STA Profile View `- o 007.00U-132 ��U r �� nna.IA 91 !IOJ d Vi S (aleos oa you Main aIi3oad d1S M 000'LOOLasE)'ON 103rOHd 11113 60E avos A1Nnoo ES69 h1� 33N3aIMH N3931M aasOdOUd V� 4 r '-n 4 C� PDPD po C oo m o 4 m o�z a in N o m Z r 0 m I' I G) \m�m V co CCDS.L -n 0 CD C T r g v C7 p CJ1 fD o r•r rD O 4) rr O- • , f C 0 01 0 Ci zr Q CD rr-r rt C_ o � '� C!1 _ C C30 cr _ C} � - co n c 4�`D -� v w 0Civ , m CO ua CD r-L CD in. 0 000eeo a rIQD- 0� o .amsoa0000N ? m = cur � -� � N , (D CL Wxc o� Er ci0X cD C r. 0roO er v,rCD' � C0 t�L mW ax.� c (D � ro Cb m � v a - =3 x �} rn 0 o} C C_ '} ° co p W n cn ► �' _I % = 0 � tO CD Z mov ccn CO cl CD rt.Fr { C TD CD— mil! 0°o��Q n° moo 0 cm N �f� —- U3 (C"1 —� b N C N w fD fD at rr-s U3 ? O C 3 -0 to CL m 0 h ID rD C 0 � � � _ ' C LA C � � � ca.Vi N C. Q 3 l9 CD C W rj can e N LI CD 0 r3 iD -t u E-7, o cn w p m � a :p. 47 �Gm OZip T -u M T M Q n �2 C' V3 o m m m ma aO V O m oC4 cn Elevation In Feat 0R uf m H Q -+. (D N RI r W ofzX y (� V CO N (!1 CA LF1 CSC [JI N ii m -•; W p 0 < o h• s N s w can 1 -� a � 0 [il Li v a F -h • h� r- -« a o m � a �, o o ,_I Q -r S m o y c a M - U e p CD M U 0 O •-� N S G CL N V1 y C Q. x G 4 r tip (D a O. 0 N C ~ -q4 N V! it CO� -, s_ cn p EL u N X �'�. CIl :3 n fA M. Q N R Ua BY Ln cr Ib f(D i Q IL Q �D r ? 0 w cu0 cn n o LLr�i . 76, � �1 CJt Q V+ x a iE7 O U1 Q --hll S -• 0 F N _a (D X u� taaa of VOJJ Dneia Q zi CD m N � CL f ... r . -4 {f) PRO-1 PRO-2T : 5,655 ELEV.=5,659' ELEV.=5,652' 5,650 5,650 i. n #E C o k ° 5,645 5,645 m I' 1 Ld 5,640 5,640 a 1 F I 1 5,635 5,635 i LEGEND: ® TOPSOIL; silty sand, with roots and organics, slightly moist, brown. SILT LOAM: less than 359 gravel, massive structure shape, weak structure grade, loose consistence, 10 YR 5/4. Soil Type 2A. NOTES: 1. The pits were excavated with a track —mounted excavator on 10/8/2025. 2. Indications of seasonal groundwater were not noted in our profile pits at the time of excavation. Groundwater i levels can fluctuate. The pits were backfilled. a 3. Pit locations as shown in Figure 2 were -measured using cellular GPS, aerial Imagery, and site features and should be considered approximate, 4. Pit elevations are estimated from topography shown in Figure 2 and should be considered approximate. 5. These profile pits are subject to the explanations, limitations and conclusions contained in this report. I PROPOSED WIEBEN RESIDENCE 6953 COUNTY ROAD 309 CTLIT PROJECT NO. GS07007.0M132 Summary Logs of Profile Pits FIGURE 7