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Home My WebLink AboutEngineer's OWTS Design Planrcrt lftnnr & Associatesn lnc,' Geotechnical and Materials Engineers and Environmental $cientists 5020 County Road 154 Glenwood Springs, CO 81601 phone: (970) 945-7988 email : kaglenwood@kumarusa.com www.kumarusa.com ,tn EmplEyca epnsd Cornpsw Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado t):' . , i..i);,,.,i1 ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED RESIDENCE PARCEL 22,HIGH ASPEN RANCH 966 OVERLOOK DRIVE GARFIELD COUNTY, COLORADO PROJECT NO. 25-7-449.02 SEPTEMBER 4,2025 PREPARED FOR: JORDAN ARCHITECTURE ATTN: BRAD JORDAN P.O. BOX 1031 GLENWOOD SPRINGS, COLORADO 81602 bradiordan@qmail.com TABLE OF CONTENTS TNTRODUCTTON ........ PROPOSEIJ CONSTRUCTION SITE CONDITIONS SUBSURFACE CONDITIONS OWTS ANALYSIS DESIGN RECOMMENDATIONS SOIL TREATMENT AREA........ OWTS COMPONENTS .......... OWTS OPERATION AND MAINTENANCE.......... OWTS HOUSEHOI D OPERATION ......... OWTS MAINTENANCE.......... OWTS CONSTRUCTION OBSERVATION......... LTMTTAT|ONS .......... .. . FIGURES FIGURE 1 - OWTS SITE PLAN FIGURE 2 - USDA GRADATION TEST RESULTS FIGURE 3 _ SOIL TREATMENT AREA CALCULATIONS FIGURE 4 - SOIL TREATMENT AREA PLAN VIEW FIGURE 5 - SOIL TREATMENT AREA CROSS-SECTION FIGURE 6 - DISTRIBUTION LINE CLEANOUT DETAIL ATTACHMENTS VALLEY PRECAST 1,OOO GALLON, THREE-COMPARTMENT SEPTIC TANK DETAIL ORENCO EI-TLUINT PUMP CURVE 1 -1- 1 1 -2- -2- -3- -4- -6- -6- -6- -6- -7 - Kumar & Associates, lnc. @ Project No. 25-7 -449.02 INTRODUCTION This report provides the results of a design for an onsite wastewater treatment system (OWTS) for the proposed residence to be located at Parcel 22, High Aspen Ranch, 966 Overlook Drive, Garfield County, Colorado. The project site is shown on Figure 1. The purpose of the report is to provide design details for the OWTS in accordance with Garfield County Environmental Health Department Onsite Wastewater Treatment System Regulations and the Colorado Department of Public Health and Environmental Regulation #43. The services are in accordance with our agreement for professional services to Jordan Architecture dated June 26, 2025. PROPOSED CONSTRUCTION The proposed residence will be a one-story structure over a walkout basement with an attached garage located on the property as shown on Figure 1. The residence will have three bedrooms and the OWTS will be designed for three bedrooms. The proposed soil treatment area (STA) for the OWTS will be located south of the residence. Water service will be provided by an onsite well approximately 300 feet northwest of the proposed residence. The route of the water supply line from the well to the proposed residence is not yet determined. lf proposed construction is different than that described, we should be contacted to re-evaluate our design recommendations. SITE CONDITIONS The site, shown on Figure 1, was vacant at the time of our field exploration. The terrain is strongly sloping down to the southeast at grades of 15 to 25o/o. There are no known water features on the property. Basalt boulders are visible on the ground surface. Vegetation consists of oakbrush, sagebrush, grass and weeds. SUBSURFACE CONDITIONS The field exploration for the OWTS was conducted on July 30, 2025. Two profile pits (Profile Pits 1 and 2) were excavated with a mini-excavator at the approximate location shown on Figure 1 to evaluate the subsurface conditions at the soil treatment area for the OWTS. The pits were logged by a representative of Kumar & Associates. Logs of the profile pits are provided below. Log of Profile Pit I 0'-yr'TOPSOIL; organic Loam, firm, moist, dark brown Y2'-3Y2' LOAM; gravelly to very gravelly, moderate blocky, dense, slightly moist, grayish brown. . Disturbed bulk sample from 1 to 2 feet depth . Bottom of pit @ 3%feet depth where practical digging refusaloccuned. o No groundwater or redoximorphic features observed at the time of pit excavation Kumar & Associates, lnc. @ Project No. 25-7 -449.02 -2- Log of Profile Pit 2 The soils encountered in the profile pits, below about Tzfeet of organic topsoil, consisted of Loam with basalt gravel and cobbles down to the pit depths of 3/, and 5 feet. Hydrometer and gradation analyses were performed on a disturbed bulk sample of the soils from Profile Pit 1 from 1 to 2 feet depth with the results provided on Figure 2. The tested sample (minus No.10 size sieve fraetion) classifies as Loam per the USDA system. No free water was encountered in the pits nor indications of seasonal high groundwater were observed at the time of the pit excavations. Bascd on thc subsurface conditions and laboratory testing, the design soils have been classified as Type 2 and R-1; Option 1 per State regulations, which equates to a long-term acceptance rate (LTAR) of 0.80 gallons per square foot per day for Treatment Level 3. OWTS ANALYSIS Based on the profile pit evaluations and our experience in the area, the soils contain greater than 35 percent rock-sized material and a sand filter on the natural soils will be needed for adequate treatment of the wastewater effluent. An aggregate bed overlying a minimum 2 feet thick sand filter will be used to provide adequate treatment of the effluent from the residence. The STA aggregate bed will be sized for 3 bedrooms using an LTAR of 0.80 gallons per square foot per day. There is adequate elevation difference from the ground floor of the residence down to the septic tank for gravity flow of the sewer effluent. The effluent will gravity flow from the residence to a septic tank for primary treatment and then pressure dosed to the STA for dispersal and final treatment. The STA will consist of an aggregate bed over the sand filter. The route of the water supply line should be outside of any required setbacks. The required setback of the water line from the septic tank is 10 feet, 5 feet for sewer and effluent lines, and 25 feet from the STA. We should be notified for additional recommendations if any of the setbacks cannot be met. DESION RECOMMENDATIONg The design recommendations presented below are based on the proposed construction, the site and subsurface conditions encountered, and our experience in the area. A layout of the proposed OWTS comoonents is nrovided on Fioure 1. !f conditions ennonntered drrr"ino construction are--"'r-' r'--'--- different than those that are described in this report. we should be contacted to re-evaluate our design recommendations. 0'-yr'TOPSOIL; organic Loam, firm, moist, dark brown Y2'-5'LOAM; gravelly to very gravelly, moderate blocky, dense, slightly moist, grayish brown.. Bottom of pit @ 5 feet depth where practical digging refusal occurred. . No groundwater or redoximorphic features observed at the time of pit excavation Kumar & Associates, lnc. @ Project No. 25-7 -449.02 -3- SOIL TREATMENT AREA. The STA will consist of a 1-foot-thick aggregate (gravel) bed that is 47 feet long by 12feet wide (564 square feet) constructed over a two feet thick sand filter. The aggregate area size is based on an LTAR of 0.80 gallons per square foot per day for Soil Type 2-TL3. . A pressure distribution system will be used to dose the effluent to the STA at regular intervals.. Soiltreatment area calculations are shown on Figure 3. . The sand filter material should meet the requirements of the current Garfield County OWTS regulations for "secondary sand media." ASTM C33 concrete sand is suitable. A sample of the sand media should be obtained within 1 month prior to installation for gradation analysis with the sample provided to us for testing, or the test results provided to us for approval of the material.. The base of the excavations should be scarified prior to sand filter placement. . The sand filter material should be placed in lifts not exceeding 10 inchesthick. Each lift should be bucket compacted until settlement ceases. . Distribution lines, consisting of 1.S-inch diameter Schedule 40 piping with s/gz-inch orifice holes drilled at 4-feet spacings, should be installed as shown on Figure 4. The first hole should be 6 inches from the manifold and the last hole should be 6 inches from the looped end. There should be a total of 11 holes in each distribution line. The lateral distribution lines should be installed level in the aggregate bed. The orifice holes should face down. . Orenco Orifice Shields, or equivalent, should be installed on the effluent distribution piping within the aggregate bed at each orifice location to limit potential masking of the holes by the gravel. . The aggregate bed will consist of a minimum of 6 inches of aggregate below the distribution lines and extend to at least 4/.inches above the laterals for a totalthickness of at least 1 foot. The aggregate should consist of clean, open graded gravel which may range in size fromTz inch to 2Tzinches. Minus 1Tr" drain gravel is suitable. . The bed should be oriented lengthwise along the ground contours to minimize soil cut and cover.. Prior to placement of the cover soil, a Hanes Geocomponents Pro Silver 2 ounce/yard filterfabric,orequivalent,shouldbeplacedovertheaggregatebed. Mirafi 140Nor160N filter fabric is not suitable for this use. . A minimum of 12 inches and a maximum of 36 inches of cover soil should be placed over the aggregate bed. BacKill should be graded to deflect surface water away from the STA and should be sloped at 3 horizontal to 1 vertical or flatter. A shallow swale to divert surface water flow away from the STA may be needed along the upslope side. . Disturbed soil should be re-vegetated as soon as possible with a native grass mix. No trees, shrubs or other plants with deep roots should be planted on or near the STA as this may damage the system piping. . Four-inch diameter inspection ports should be installed vertically into each corner of the aggregate bed. The inspection port piping should extend down to the top of the sand filter and not be connected to the distribution piping. The portion of the pipe that lies within the gravel should be perforated. The inspection ports should extend at least 8 inches above the finished ground surface or be protected in a valve box at finished grade. . The STA must be a minimum of 25 feet from any potable water supply lines. Kumar & Associates, lnc. @ Project No. 25-7 -449.02 4 The STA must be a minimum of 20 feet from the residence. The STA must be a minimum of 10 feet from property lines. The STA must be a minimum of 5 feet from the septic tank. A plan view of the STA is presented on Figure 4 and a cross section of the STA is presented on Figure 5. Cleanouts are required at the end of each of the three distribution lines. See Figure 6 for the cleanout detail. OWTS COMPONENTS Recommended OWTS components provided below are based on our design details and our experience with the specific component manufacturers. Equivalent components may be feasible but need to be approved by us prior to construction. Septic Tank. A Valley Precast 1,000 gallon, three-chamber septic tank (1,500 gallons total) should be used for primary treatment. The first two chambers of the tank will be utilized for treatment and settling, and the third chamber of the tank will contain the dosing pump. A detail of the tank is provided as an attachment.. The tank must be a minimum of 5 feet from the residence.. The tank must be a minimum of 10 feet from any potable water supply lines.. The tank must be a minimum of 5 feet from the proposed STA.. The tank must be set level. The excavation bottom must be free of large rocks or other objects that could damage the tank during placement. A road base or gravel bedding material may be needed to prevent tank damage during placement and act as a leveling course.. The tank lids must extend to final surface grade and made to be easily located.. lnstall the tank with 2 feet minimum cover soil for frost protection. Maximum tank soil cover is 4 feet. Sewer Pipe. The sewer line to the septic tank should not be less than the diameter of the building or other drains and not less than 4 inches in diameter.. The sewer pipe should have a rating of SDR35 or stronger. Schedule 40 PVC pipe is required beneatlr any driveway or gravel surfaces.. The sewer pipe should be sloped between 2% to 4o/o to help limit disturbance of solids in the tank and potential sewage bypass of the first chamber of the tank. lf a steeper slope is needed, this can be accomplished with vertical step-downs in the sewer line.. A minimum 36 inches of cover soil should be provided over the sewer pipe. Paved or graveled areas, patios or other areas wlthout vegetatlve cover may be more susceptlble to frost and we recommend 48 inches of soil cover over the sewer pipe in these areas, and the pipe be insulated on top and sides with 2-inch-thick blue foam insulation board. lf adequate soil cover is not possible, we should be contacted for re-evaluation prior to installation.. The sewer pipe should be bedded in compactedTo-inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than ZYz inches in diameter to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to freeze and damage the piping. a Kumar & Associates, lnc. o Project No. 25-7 -449.02 5- lnstall cleanout pipes within 5 feet of the building foundation, where the sewer pipe bends 90 degrees or more and every 100 feet of sewer pipe. All 90-degree bends should be installed using a 9O-degree long-sweep or by using two 45-degree elbows. The sewer line must be a minimum of 5 feet from any potable water supply lines. The sewer line location shown on Figure 1 is considered conceptual. We assume that there will be only one sewer line exiting the residence. lt is the responsibility of the owner/contractors to locate all sewer line exit locations and connections to the septic tank. We should be notified if there are other sewer lines exiting the building. Effluent Transport Piping. The effluent transport pipe should be 1.S-inch diameter Schedule 40 piping sloped at a 2% minimum to drain to the STA.. 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 2Tz inches in diameter to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to freeze and damage to the piping. . A minimum 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. We recommend 48 inches of soil cover over the effluent pipe and insulation with at least 2 inches of rigid foam insulation in these areas. lf adequate cover soil is not possible, we should re-evaluate the condition prior to installation. . All 9O-degree bends should be installed using a 90 degree long-sweep or by using two 45-degree elbows. Effl uent Pum ping System. An Orenco PF5005, 11S-volt, submersible effluent pump with a 1.SO-inch diameter discharge assembly, or equivalent, will be required for effluent pumping. . The maximum effluent transport distance from the pump discharge to the manifold is estimated to be 20 feet.. The elevation difference from pump discharge to the manifold is estimated to be 5 feet. . The pump should be enclosed in an Orenco Biotube Pump Vault for effluent filtering and protection of the pump from vibration. . An equivalent pump must be capable of operating at 22.3 gallons per minute at 12.2 feet of total dynamic head. A pump performance curve is provided as an attachment to this report.. The floats should be set to provide a dose volume of approximately 68 gallons. To achieve the desired dose volume, the upper ('ON") and lower ("OFF') floats should be set approximately 67, inches apart.. The flow differential between the first and last orifices is estimated to be 0.5%. . The high-water alarm float should be placed approximately 3 inches above the "ON" float in the dose tank. The high-water alarm must be wired on a separate electrical circuit from the pump. . An le-inch diameter weep hole should be drilled in the effluent transport line prior to exiting the dose tank so the transport line can drain back into the dose tank after each pumping cycle. Kumar & Associates, lnc. o Project No. 25-7 - 449.02 -6- OWTS OPERATION AND MAINTENANCE The OWTS will require periodic inspection and maintenance to function properly. A properly designed, installed and maintained system can greatly increase its lifespan. The level of maintenance will vary depending on the complexity of the system and water use habits of the residents. We recommend that an OWTS Operation and Maintenance (O&M) Manual be developed. Below are some basic recommendations for the OWTS O&M. OWTS HOUSEHOLD OPERATION. Use of high efficiency water fixtures is recommended to decrease the hydraulic load on the OWTS system.. Fix plumbing leaks immediately as this may cause a hydraulic overload of the soil absorption system.. Do not irrigate the area on top of or directly upgradient of the soil absorption field as this may cause a hydraulic overload.. Do not dispose of household waste down drains as this may clog or damage OWTS components. Examples of household waste includes: dental floss, cotton swabs, coffee grounds, paper towels, fcmininc products and many other kitchen and bath items.. Use of kitchen garbage disposals is not recommended. lf a garbage disposal is utilized, kitchen wastewater should be screened thoroughly. Many kitchen solids are not decomposed in the septic tank and may cause increased tank pumping frequency.. Do not dispose of household chemicals, greases, oils, paints, hot tub water or water softener backwash in household drains. A separate drywell, if feasible, may be necessary for hot tub water or water softener backwash disposal. ' Limit the use of bleach as this may harm useful bacteria in the septic tank and soil absorption system. ' Liquid dishwasher and clothes washer detergent is recommended for households served by an OWTS. Clay substances used as fillers in powder detergents may result in clogging of the soils absorption system. OWTS MAINTENANCE. lnspect the septic tank, pump vault, effluent pump, and STA at least annually for problems or signs of failure. ' The pump vault filter should be cleaned at least annually by spray washing solids into the first chamber of the septic tank.. The septic tank should be pumped and cleaned every 3 to 5 years depending on use. Longer pumping intervals may increase the amount of solids that reach the STA, which may shorten its life span. ' Pumping of the septic tank should take place when the level of the sludge and scum layers combined take up 25 to 33% of the capacity of the first chamber of the tank. OWTS CONSTRUCTION OBSERVATION The Garfield County Environmental Health Department requires that the designer of the system provide a record drawing and certification of the OWTS construction (As-Built inspection). We should be provided with at least 48-hour notice prior to the installer needing the inspections. Prior to issuance of our certification letter, we require observation of all system components prior to backfill. The number of site visits required for the inspection will depend on the installer's construction schedule. Kumar & Associates, lnc. @ Project No. 25-7 -449.02 -7- LIMITATIONS We have conducted this design in accordance with generally accepted engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The recommendations provided in this report are based on the site conditions, profile pit evaluations and soil texture analysis, the proposed construction and our experience in the area. 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 so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to our design. It is our opinion that the designed location of the OWTS components does not violate any setback requirements of the Garfield County Regulations. Below is a table of common minimum horizontal setbacks to OWTS components. Refer to the Garfield County Regulations for a complete list of required setbacks. We recommend the OWTS components be surveyed by a Professional Colorado Land Surveyor for the installation layout. Table 1 - Common Minimum Horizontal Setbacks from OWTS nts Please contact us for any necessary revisions or discussion after review of this report by Garfield County. lf you have any questions, or if we may be of further assistance, please let us know. Respectfully Submitted, Kusrnar & AssocEatesrt*rc"M Shane M. Mello, Staff Engineer Reviewed David A. Young, $MM/kac Septic TankWells Water Supply Line Occupied Dwelling Lined Ditch Lake, lrrigation Ditch, Stream Dry Ditch or Gulch 10'50'25 5'STA 100'25',20' 50'10'5'10'50'10'Septic Tank 10'50'10'Building Sewer 50'5 0' Kum*r & Asssefi*t*su [**" @ Pr*ieet t'le" C$+4S$.Str 6t o$l.s6 or&"d l{\ 'g- LEANOUT PROFILE PIT 2 N 07"42,jn "E 159.85'H N ,t v 70 PARCEL 22 HIGH ASPTN RANCH 0966 OVERLOOK DRIVE !7 - PROPOSED 1,000-GALLON, THREE-CHAMBER SEPTIC TANK WITH DOSING PUMP INSTALLED IN THIRD CHAMBER. PROFILE PIT 1 PROPOSED TH REE BEDROOM RESIDENCE SOIL TREATMENT AREA (STA) CONSISTING OF GRAVEL r| 2 rn (AGUKLUA r FEET WIDE L) BY BED THAT iS i 47 FEET LONG O, SETBACK FROM 0 OVER 2 FEET THICK SAND FILTER RESIDENCE TO STA SCALE_FEET 25-7 -449.02 Kumar & Associates OWTS SITE PLAN Fig. 1 2e P lo0 90 a0 70 80 50 /ro 30 20 lo o HYDROMETER ANALYSIS SIEVE ANALYSIS flYE RilDINOS 24 HRS 7 HRS U.S. STANOARD SERIES CLilR SOUARE OPETTINOS 1--4 o to 20 30 & 50 50 70 80 90 roo z! H E H r52 CL-AY COBBLES .002 mm ,02 I 2mm 5 20 76 SAMPLE OF: VERY GRAVELLY LOAM FROM: PROFILE PIT 1 AT 1 TO 2 FEET ENTIRE SAMPLE GRAIN SIZE(--)SIEVE SIZE ,( FINER 127.OO c 100 76.00 J 100 38.1 0 1-1 /2'E5 19,05 s/1'77 9.50 3/4"71 1.75 *1 72 2.OA 4'10 68 1.00 #18 63 0,50 #3s 59 0,25 *50 55 0,1 06 l|110 49 0.055 #270 45 PARTICLE SIZE DISTRIBUTION % COBBLES 0 GRAVEL 32 SAND 25 SILT 27 CLAY 16 PORTION OF SAMPLE PASSTNG #10 STEVE PARTICLE SIZE DISTRIBUTION X SAND 37 SILT /+0 CLAY 23 ToTAL SAMPLE RETAINED ON f10 SIEVE: 32% GRAIN SIZE(--)TIME PASSED (min)X FINER 0,037 10 0.019 4 35 0.009 19 29 0,005 60 23 0.002 435 16 0.001 I 545 11 PERCENT OF MATERIAL RETAINED ON #10 SIEVE PASSING 5,/4" SIEVE: 28% NOTE: Hydromeler Anolysls wos performed on o bulk somple following screening of oll molerlol lorger lhon tha f,10 sieve (2.0 mm) per USDA guldelines, Tharc brl rrtulh opply only lo lhc romplrB vhlch wcro lltlcd. Th. l.dlng r.9ori thqll noi b. roprcducrd, oxccpl ln tull, wllhoul lh. wrlllon opprcvol ot Kumor & Artoclolar, lnc. Sl.v. onolytls l.tllng h p.rform.d ln sccordqnc, wlth ASTM D,f22, ASTM C136 ond/or ASTI, Dltilo. GBAVELSILTSAND V, FINE Fll{E MEDIU[,1 co vco FINE MFDIIJM COARSEFINEm. 25-7 -449.02 Kumar & Associates USDA GRADATION TEST RESULTS Fi1. 2 OWTS SOIL TREATMENT AREA CATCUTATIONS In accordance vrfrh the current 2018 GafieH County Onste Wastewater Treatment System Regulatbns the absorptbn arca uas calculated as folbr,vs: CALCUTATION OF OWTS DESIGN FIOW: q = (F)(N) WHERE: Q = DESIGN FLOW F = AVEMGE FLOW PER PERSON PER DAY B = NUMBER OF BEDROOMS N = NUMBER OF PERSONS: 2 PERSONS PER BEDROOM FOR FIRST 3 BEDROOMS AND 1 PERSON PER BEDROOM FOR EACH ADDITIONAL BEDROOM E-t- $= N= Q= 75 GALLONS PER DAY 3 BEDROOMS 6 PERSONS 450 GALLONSPERDAY CALCUTATION OF OWTS TREATMENT AREA: MINIMUM SOIL TREATMENT AREA = Q + SOIL ITAR WHERE: Q= SOIL LTAR (SOILTYPE 2-TB) = 450 GALLONS PER DAY O.80 GALLONS/FT2IDAY MINIMUM AREA =563 SQUAREFEET OWTS DESIGN TREATMENT AREA: BED LENGTH = BED WIDTH = TOTAT SOIL TREATMENTAREA = 47 FEET 12 FEET 564 SQUAREFEET 25-7-449.02 Kumar & Associates SOIL TREATMENT AREA CALCULATIONS Fig. 3 1.5 INCH DIAMETER NON-PERFORATED scH 40 PVC EFFLUENT TRANS PIPE SLOPED AT 2% MINIMUM TO DRAIN TO FIELD. 1.5 INCH DIAMETER PERFORATED SCH 40 PVC DISTRIBUTION LATERAL WITH %z INCH DIAMETER ORIFICE HOLES SPACED AT 4 FEET INTERVALS. FACE ERFORATIONS DOWN. FIRST ORIFICE TO E 6 INCHES FROM MANIFOLD AND LAST ORIFICE TO BE 6 INCHES FROM LOOPED END (11 ORTFTCES PER LATERAL). INSTALL ORENCO ORIFICE SHIELDS AT EACH ORIFICE. 1 FOOT THICK AGGREGATE BED PLACED ON 2 FEET THICK SAND FILTER. CLEANOUT INSTALLED AT THE END OF EACH BUTION LATERAL. SEE FIGURE 6 FOR DETAIL. 1.5 INCH DIAMETER NON-PERFORATED SCH 40 MANIFOLD PIPE INSTALLED LEVEL. 41' 47' 1.5 INCH DIAMETER NON-PERFORATED CH 40 PVC LOOPED END PIPE INSTALLED LEVEL. 4 INCH DIAMETER PVC OBSERVATION PORTS INSTALLED TO THE BASE OF THE AGGREGATE. THE PORTION OF THE PIPE THAT LIES IN THE AGGREGATE SHOULD BE PERFORATED. INSTALL PORTS IN EACH CORNER OF THE AGGREGATE BE REMOVABLE LID TO BE PLACED ON TOP OF PIPE. PIPE MUST STICK UP AT LEAST 8 INCHES ABOVE FINISHED GRADE OR BE PLACED AT GRADE IN AN ACCESSIBLE VALVE BOX.SCALE_FEET NOTES: 1. AGGREGATE SHOULD BE A CLEAN, GRADED ORAVEL RANGING lN SIZE FROM /z INCH lo 2/2 INCHES. 1r'2" DRAIN GRAVEL IS SUITABLE. 2. SECONDARY SAND MEDTA SPEC|FICAT|ONS (CONCRETE SAND lS SUITABLE FOR THIS APPLICATION) EFFECTIVE SIZE: 0.15-0.60 MM UNIFORMITY COEFFICIENTz 3 7.0 PERCENT FINES PASSING #200 SIEVE: 3 3.03. SAND SHOULD BE PLACED IN 1O INCH LIFTS ON SCARIFIED NATURAL GROUND. 4. CARE SHOULD BE TAKEN BE THE CONTRACTOR TO AVOID COMPACTION OF THE NATIVE SOILS IN THE SOIL TREATMENT AREA.5. FILL PLACED OVER THE SOIL TREATMENT AREA SHOULD BE PROPERLY BENCHED INTO THE HILLSIDE. 6. ALL PIPING SHOULD HAVE A RATING OF SCHEDULE 40. 7. CHANGES TO THIS DESIGN SHOULD NOT BE MADE WITHOUT CONSULTATION AND APPROVAL BY KUMAR & ASSOCIATES.8. REFER TO THE GARFIELD COUNTY ONSITE WASTEWATER TREATMENT SYSTEM REGULATIONS FOR OTHER APPLICABLE SPECIFICATIONS. 1 25-7-449.02 Kumar & Associates SOIL TREATMENT AREA PLAN VIEW Fig. 4 HANES GEOCOMPONENTS PRO SILVER FILTER FABRIC, OR EQUIVALENT, OVER AGGREGATE BED. 12'' THICK LAYER OF 1.5" SIZE AGGREGATE WITH 6'' BELOW AND 4.5'' ABOVE DISTRIBUTION PIPES. 4" DIAMETER OBSERVATION PORT INSTALLED TO BASE OF AGGREGATE BED WITH PERFORATIONS IN AGGREGATE 1.5" SCH 40 DISTRIBUTION TATERAL IRRIGATION BOX OVER OBSERVATION PORT MAXIMUM 36'' COVER SOIL MINIMUM 12'' COVER SOIL SUEp,q""-_\_ 2' THICK SAND FILTER NATIVE SOILS 2' BED WID SCARIFY UPPER 3" PRIOR TO SAND PLACEMENT. Notes: 1. Distribution lateral piping should be installed level in aggregate bed on top of 2 feet of sand filter. The base and sidewalls of ihe bed should be scarified prior to sand placement. z, \,dlC 5l IUUIU UC LdKsl I r-)y tl lU UUI lUaULUl tU ilVOlU UUIIlpiluLlull Ul tlle Ililtlve SUIIS lll the bed. 3. Changes to this design should not be made without consultation and approval by Kumar & Associates. 2.5 0 SCALE_FEET 25-7 -449.02 Kumar & Associates SOIL TREATMENT AREA CROSS-SECTION Fis. 5 lnsloll 6" volve box ol groun surfoce Bockfill volve box to 1.5" sch. 40, Ground Surfoce of cop onsite with soil e threoded coP .5" sch. 40, boll volve 1.5" Sch. 40, 90' on g-sweep two 45'or elbows Notes NOT TO SCALE 1. All piping, fittings and valves should be Sch. 40 PVC. 2. lnstall distribution line cleanouts at the end of each distribution line. 25-7-449.02 Kumar & Associates DISTRIBUTION LINE CLEANOUT DETAIL Fi9. 6 {OOO Gallon Top Seam - gCP with High Head Pumplbrn f loo0tr€cPtilt ({5OO Gallon Total Volume} DESIGN NOTESe Design per parformonce tast per ASTM c1227o Top surfoce oreo 62.5 ft'r fc C 28 dola: concrete = 6,000 PSI Min. lnBtdllotlon:r Tonk to be get on 5' min, sond bed or peo grovelo Tonk to bc bockfilled uniformly on oll sides in lifts less thon 24' ond mechonicolly compocted. Excovoted moterlol moy be used for boekflll, provided lorge stones ore removed. Excovotion should be dewotered ond tonk filled with rvoter prior to beingput in sorvlce for lnstollotion wlih woter toble less thon 2' below groder Meets C16/t4-06 for rcslllcnt connectorsr lnlet ond Outlet identified obove piper Delivered complete with intamol piplng. Control Ponel to be mounted in sight line of tonkr 4' Moxlmum bury depth l- Top View CL.r t;i ?AH( |irDli...... , - *_l JN Bot *Service contracts availa ble for m aintenance" Ht$r Punp:r lowcraTSS and lmprcve silhtentqraillybileldo Compl$ lnsilelldon (wlrlru, pspl,nnmthgand rfiart+rppmdun)o Gompl$wflEnty Net Lid Tonk Totol lbs 1756 lbs 5556 lbs IthlrunRLrH*ltRlrecbffi Dlmd Vrltr Of*rp Rrbi Section 6l ii i1 tl:i I ]'6i View AI.IOWABLE BURY (Bosed on Woter Toble) WA]ER TABLE ALLOWAtsLL FApTr-l Fil | 0'- 0'3'- 0" 1'- o'3'- 0" 2'-O'4'- o" J'- o"4'- o" DRY 4.-o- Phonr: 7t9€95{t8{Fx 719-ffi8727 $nrbrtb: rurrrv.vallE pmcastsn Enrdh n Bucsr Vbta, Pump Selection for a Pressurized System - Single Family Residence Project 25-7449.02 / Parcel 22,HighAspen Ranch Parameters 160Discharge Assembly Size Transport Length Transport Pipe Class Transport Line Size Distributing Valve Model Max Elevation Lift Manifold Length Manifold Pipe Class Manifold Pipe Size Number of Laterals per Cell Lateral Length Lateral Pipe Class Lateral Pipe Size Orifice Size Orifice Spacing Residual Head Flow Meier 'Add-on' Friction Losses Galculations 1.50 20 40 1.50 None 5 b 40 1.50 3 41 40 1.50 5132 4 E None 0 feet feet inches feet inches inches feet inches inches 140 120 100 20 0 PumpData 01020 30 40 50 Net Discharge (Spm) 60 70 80 Minimum Flow Rate per Orifice 0.68 Number of Orifices per Zone 33 Total Flow Rate perzone 22.3 Numberof Laierals perZone 3 % Flow Differential lsvLastOrifice 0.5 Transport Velocity 3.5 Frictional Head Losses gpm gpm 80 60 oolJ. -o d(to .9 E(g o E o inches feet feet feet feet feet feet feet feet feet feet Loss through Discharge Loss in Transport Loss through Valve Loss in Manifold Loss in Laterals Loss through Flowmeter 'Add-on' Friction Losses Pipe Volumes '1.5 0.6 0.0 0.1 0.1 0.0 0.0 40 Yo fps gals gals gals gals Vol of Transport Line Vol of Manifold Vol of Laterals per Zone Total Volume 2.1 0.6 13.0 15.8 nd PF5005 High Head Efiluent Pump 50 GPM, 1/2HP 1151230V 1A 60H2,2001230V 3A 60HzMinimum Pump Requirements Design Flow Rate Total Dynamic Head 22.3 12.2 gpm feet System Curve:- Pump Curve:'*' Pump Optmal Hange: gR Operating Point: v I.lv Design Point: $Y5)+f.J