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HomeMy WebLinkAboutOWTS System Design Report 01.26.2018H-PKUMAR Geotechnical Engineering 1 Engineering Geology Materials Testing 1 Environmental 5020 County Road 154 Glenwood Springs, CO 81601 Phone: (970) 945-7988 Fax: (970) 945-8454 Email: hpkglenwood@kumarusa.com Office Locations: Parker, Glenwood Springs, and Silverthorne, Colorado ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED RESIDENCE LOT 7, NATIVE SPRINGS 19 NATIVE SPRINGS DRIVE GARFIELD COUNTY, COLORADO PROJECT NO. 17-7-798.02 JANUARY 26, 2018 PREPARED FOR: MIKE RUIZ 775 FIR AVENUE RIFLE, COLORADO 81650 mike.unicorp@gmail.com TABLE OF CONTENTS INTRODUCTION - 1 - BACKGROUND INFORMATION - 1 - PROPOSED CONSTRUCTION - 1 - SITE CONDITIONS - 1 - SUBSURFACE CONDITIONS - 2 - OWTS ANALYSIS - 3 - DESIGN RECOMMENDATIONS - 3 - SOIL TREATMENT AREA - 3 - OWTS COMPONENTS - 4 - Septic Tank - 5 - Sewer Pipe - 5 - Effluent Transport Piping - 6 - Effluent Pumping System - 7 - Automatic Distributing Valve - 7 - OWTS OPERATION AND MAINTENANCE - 8 - OWTS HOUSEHOLD OPERATION - 8 - OWTS MAINTENANCE - 9 - OWTS CONSTRUCTION OBSERVATION - 9 - LIMITATIONS - 10 - 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 ATTACHMENTS VALLEY PRECAST 1,000 GALLON SEPTIC TANK DETAIL ORENCO PUMP PERFORMANCE CURE H -P ` KUMAR Project No. 17-7-798.02 INTRODUCTION This report provides the results of an onsite wastewater treatment system (OWTS) design for a proposed residence located on Lot 7, Native Springs, 19 Native Springs Drive, near Rifle, Garfield County, Colorado. The purpose of this report was to provide design details for the OWTS in accordance with the Garfield County Environmental Health Department Onsite Wastewater Treatment System Regulations and the Colorado Department of Public Health and Environmental Regulation #43. The services are supplemental to our agreement for professional services to Mike Ruiz. dated October 24, 2017 BACKGROUND INFORMATION H-P/Kumar previously performed a subsoil study for foundation design of the proposed residence at the site and presented our findings in a report dated November 28, 2017, Project No. 17-7-798. The subsoil study included profile pit evaluations and percolation testing in the proposed soil treatment area (STA) for the OWTS. PROPOSED CONSTRUCTION The proposed construction consists of a three-bedroom, single-family residence located on the lot as shown on Figure 1. Ground floors will be slab -on -grade floor. The STA for the OWTS will be located southwest, and uphill of the proposed residence. There will be a relatively flat cut slope, on the order of 20% grade, to the northwest of the residence. The residence will have water service provided by an on-site well located in the northwest corner of the lot. If proposed construction is different than that described, we should be contacted to re-evaluate our design recommendations. SITE CONDITIONS The topography in the area of the proposed residence is generally strongly sloping down to the southeast as the contours on Figure 1 show. The proposed building area currently consists of a fallow grass field. The area of the proposed OWTS STA slopes moderately down to the southeast with a slope of about 10 percent. There is a ditch located to the northwest of the lot, H -P KU MAR Project No. 17-7-798.02 -2 - about 75 feet from the proposed STA. The ditch was dry at the time of our field exploration in November 2017. Water service is assumed to be supplied to the residence by an on-site well located in the northwest corner of the lot, about 200 feet from the proposed STA. The water supply line must be a minimum of 10 feet from the septic tank and a minimum of 25 feet from the proposed STA. SUBSURFACE CONDITIONS The field exploration was conducted on November 15, 2017. Two profile pits (Profile Pits 1 and 2) were excavated at the approximate locations shown on Figure 1 to evaluate the subsurface conditions. Logs of the profile pits are provided below. Log of Profile Pit 1 Depth USDA Classification 0-12" TOPSOIL; organic Loam, moist, dark brown. 12"-8' LOAM; weak blocky structure, stiff, moist, brown. • Disturbed bulk sample taken at 3 to 4 feet. • Bottom of pit @ 8 feet. • No free water or redoximorphic features observed during excavation. Log of Profile Pit 2 Depth USDA Classification 0- 6" TOPSOIL; organic Loam, moist, dark brown. 6"- 8' LOAM; weak blocky structure, stiff, moist, brown. • Disturbed bulk sample taken at 3 to 4 feet. • Bottom of pit @ 8 feet. • No free water or redoximorphic features observed during excavation. The soils encountered, below about 1 to 1 foot of organic topsoil, consisted Loam with weak blocky structure to the depths explored of 8 feet. A hydrometer and gradation analyses was performed on a disturbed bulk sample of the soils from Profile Pit 2 with the results provided on Figure 2. The tested sample classifies as Loam per the USDA system. H -P - KUMAR Project No. 17-7-798.02 -3 - Percolation testing was performed in hand dug holes in the bottoms of three shallow pits, located in the area of the proposed OWTS STA. Percolation testing rates ranged from about 45 to 60 minutes per inch (mpi). The percolation tests were not run in strict accordance with Colorado Department of Environmental Health Regulation 43, and were used to provide supplemental information to that obtained from the profile pit evaluations and laboratory testing. OWTS ANALYSIS Based on the site conditions and the subsurface exploration at the site, an OWTS consisting of trenches with Infiltrator chambers based in the native Loam soils is feasible at the site. The STA will be sized for a total of three bedrooms. Based on the profile pit evaluations and the percolation test results, a long term acceptance rate (LTAR) of 0.35 gallons per square foot per day (Soil Type 3 per State Reg. #43) will be used. The sewage will gravity flow from the residence to the septic tank for primary treatment then be pressure dosed on a regular basis to the STA for final treatment and disposal. The STA will consist of four trenches with Infiltrator chambers. Equal distribution will be provided to the trenches by an automatic distribution valve. The nearby graded slope should not affect the OWTS design. DESIGN RECOMMENDATIONS The design recommendations presented below are based on the proposed construction, the site and subsurface conditions encountered, and our experience in the area. Locations of the proposed system components are provided on Figure 1. If conditions encountered during construction are different than those that are described in this report, contact us to re-evaluate our design recommendations. SOIL TREATMENT AREA • The treatment system will consist of four trenches with 15 Infiltrator Quick 4 Plus Standard chambers in each (60 chambers total) placed in the native soils. • Distribution lines, consisting of 1.5 -inch diameter, Schedule 40 piping, with 3/16 -inch orifice holes drilled at 3 -foot centers, should be installed along the complete length of the infiltrators in each trench (Figure 4). The distribution lines should be suspended approximately 2 inches H -P KUMAR Project No. 17-7-798.02 -4 - from the top surface of the infiltrators by pipe ties. The orifice holes should face up toward the infiltrator surface above. • A pressure distribution system will be used to provide equal distribution to the Infiltrators and trenches. • The STA was sized based on an LTAR of 0.35 gallons per square feet per day. • Each chamber was allowed 12 square feet of area. A 20% reduction in the STA size was applied for pressure dosing to a trench and a 30% reduction was applied for use of Infiltrator chambers. The total STA is 720 square feet. Soil treatment area calculations are shown on Figure 3. • The trenches should be oriented along the ground contours to minimize soil cut and cover. • The base and sidewalls of the trench excavations should be scarified prior to the sand and chamber placement. • A minimum of 12 inches and a maximum of 24 inches of cover soil should be placed over the chambers. • Backfill and surface grading should be graded to deflect surface water away from the STA and should be sloped at 3 Horizontal:1 Vertical maximum. This will be especially important along the up-slope side of the field where a swale may be needed. • 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 absorption area as this may damage the system piping. • Four -inch diameter inspection ports should be installed vertically into the knockouts provided in the Infiltrator end caps. Install vents at each end of each trench. The inspection port piping should be screwed into the top to the chambers and should not extend down to the ground surface inside the chambers. The inspection ports should extend at least 8 inches above the finished ground surface or be protected in a valve box at finished grade. • A plan view of the STA is presented on Figure 4 and a cross section of the STA is presented on Figure 5. 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. H -P KUMAR Project No. 17-7-798.02 5 Septic Tank • A 1,000 -gallon, three chamber Valley Precast septic tank is proposed for primary treatment, with the final chamber serving as a dose tank equipped with a submersible effluent pump enclosed in an Orenco Biotube pump vault. A copy of the tank details is provided as attachments to this report. • The tank must maintain a 10 feet setback to the on-site water supply line. • The tank must be a minimum of five feet from the proposed residence. • The tank must be a minimum of five 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 necessary to prevent tank damage during placement and act as a leveling course. • Install tank with 2 feet minimum cover soil for frost protection. Maximum tank soil cover depth is 4 feet. • The septic lids must extend to final surface grade and made to be easily located. Sewer Pipe • The sewer line from the structure 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 pipes should have a rating of SDR35 or stronger. Schedule 40 PVC is required beneath all driveway surfaces. • The sewer pipe should be sloped between 2% to 4% to help limit disturbance of solids in the tank and potential sewage bypass of the first chamber of the tank. If 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 pipes. Paved areas, patios or other areas without vegetative cover may be more susceptible to frost. 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. If adequate soil cover is not possible, we should be contacted for re-evaluation prior to installation. • The sewer pipe should be bedded in compacted 3/4 inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 2' inches in diameter H -P ` KUMAR Project No. 17-7-798.02 6 to help prevent settlement of the pipe. Sags could cause standing effluent to freeze and damage piping. o Install 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. o All 90 -degree bends should be installed using a 90 -degree long -sweep or by using two 45 -degree elbows. • The sewer line location shown on Figure 1 is considered conceptual. We assume that there will be only one sewer line exiting the building. It is the responsibility of the owner/contractor 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 structure. Effluent Transport Piping o 1.5 -inch diameter Schedule 40 effluent transport piping should be sloped at 2% minimum to drain back from the automatic distributing valve (ADV) to the dose tank, and from the ADV to each trench. The ADV must be the high point of the system and be installed with the correct side of the valve facing up. • Piping should extend at least 6 inches into the top knockout provided in the Infiltrator end caps, screwed in place and connected to the distribution lines with a permanent connection. • The effluent transport pipe should be bedded in compacted 3/4 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 could cause standing effluent to freeze and damage piping. • A minimum of 36 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. If adequate cover soil is not possible the design engineer should re-evaluate soil cover prior to installation. • The effluent pipe underneath driveway surfaces should be double encased with larger diameter Schedule 40 PVC pipe and be provided with at least 48 inches of soil cover and be insulated on top and sides with 2 -inch -thick foam insulation board. H -P KUMAR Project No. 17-7-798.02 -7- o All 90 -degree bends should be installed using a 90 degree long -sweep or by using two 45 degree elbows. Effluent Pumping System o An Orenco PF3005, 115 -volt, submersible effluent pump with a 1.25 inch diameter discharge assembly, or equivalent, will be required for effluent pumping. e The maximum effluent transport distance from the pump discharge to the ADV is estimated to be 190 feet. The maximum distance from the ADV to the STA trenches is estimated to be an additional 47 feet. o The elevation difference from pump discharge up to the ADV is estimated to be 15 feet. o The pump should be enclosed in an Orenco Biotube Pump Vault for effluent filtering and protection of the pump from vibration. o An equivalent pump must be capable of operating at 20.7 gallons per minute at 34.3 feet of total dynamic head. A pump performance curve is provided as an attachment to this report. a The floats should be set to provide a dose volume of approximately 110 gallons. The actual dose volume will be about 90 gallons assuming 20 gallons of drain -back in the transport line. To achieve the desired dose volume, the upper ("ON") and lower ("OFF") floats should be set approximately 103/4 inches apart. • The flow differential between the first and last orifices is estimated to be 5.2% or 1 gallon per minute. • 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. • A 1/4 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 to the tank after each pumping cycle. Automatic Distributing Valve • An Orenco Systems V6404 Automatic Distributing Valve (ADV) will be used to alternate doses to each trench. • The ADV must be installed level, with the correct side facing up, and must be the high point in the system. H-P� KUMAR Project No. 17-7-798.02 -8- • The ADV should be installed in a valve box approximately 2 to 3 feet deep, such that it is serviceable and protected from freezing. We recommend the ADV be equipped with heat tape for additional freeze protection during winter months. We also recommend the lid be insulated with blue board and the void space inside of the box be filled with fiberglass insulation. • We recommend that the ground surface be graded away from the ADV in all directions. Improper surface drainage could cause standing water to freeze and damage the valve and/or piping. • The valve has clear sections of pipe that should be inspected at least annually to ensure that it is alternating doses to each trench. 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. Depending on the complexity of the system a contract with an OWTS maintenance provider may be prudent. 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 STA. • Do not irrigate the area on top of or directly upgradient of the STA as this may cause a hydraulic overload. • Do not dispose of household waste down household drains as this may clog or damage OWTS components. Examples of household waste includes: dental floss, cotton swabs, coffee grounds, paper towels, feminine products and many other kitchen and bath items. • Use of kitchen garbage disposals is not recommended. If 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. H-PKUMAR Project No. 17-7-798.02 -9- • 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 STA. • 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 STA. • The effluent in septic tanks can freeze during extended periods of non-use in cold weather. We recommend that a tank heater be installed in this system to help prevent freezing. OWTS MAINTENANCE • Inspect the septic tank, effluent filter, distribution box and soil treatment area at least annually for problems or signs of failure. • The effluent filter should be cleaned annually by spray washing solids into the first chamber of the septic tank. • 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 soil absorption area, 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 an As -Built certification of the OWTS construction. We should be provided with at least 48-hour notice prior to the installer needing the As -Built 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. H -P KUMAR Project No. 17-7-798.02 - 10 - 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, soil texture analysis, laboratory testing, percolation test results, the proposed construction and our experience in the area. Variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified 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 current 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. Table 1 - Common Minimum Horizontal Setbacks from OWTS Components H -P KUMAR Project No. 17-7-798.02 Wells Water Supply Line Occupied Dwelling Lined Ditch or Pond Lake, Irrigation Ditch, Stream Dry Ditch or Gulch Septic Tank STA 100' 25' 20' 20' 50' 25' 5' Septic Tank 50' 10' 5' 10' 50' 10' - Building Sewer 50' 10' 0' 10' 50' 10' - H -P KUMAR Project No. 17-7-798.02 Please contact us for any necessary revisions or discussion after review of this report by the Garfield County Environmental Health Department. If you have any questions, or if we may be of further assistance, please let us know. Sincerely, H -P- KUMAR James A. Parker, P.E., Reed by: David A. Youn ' P.E. JAP/kac H P 1 KUMAR Project No. 17-7-798.02 LOT 7 253, 389. S. F. +' 5.817 AC SOIL TREATMENT AREA CONSISTING OF FOUR TRENCHES WITH 15 INFILTRATOR QUICK 4 PLUS STANDA CHAMBERS INA ED C AH TRENCH ®,e\1 CLEANOUT PERC PIT 2 PERC PIT 3 • PROFILE PIT 2 d 539.4 5303 20 0 20 SCALE -FEET 17-7-798.02 40 ( PROPOSED 1,000 GALLON, THREE CHAMBER VALLEY PRECAST SEPTIC TANK WITH AN ORENCO PF3005 EFFLUENT PUMP IN THE THIRD CHAMBER H-PtiKUMAR b OWTS SITE PLAN 1_2134 BIE:121M1 i; HYDROMETER ANALYSIS TIME READINGS 24 -IR. 7 HR 1 MIN. 0 45 VIIN. 15 MIN. 60MIN19MIN.4 MIN. #325 10 20 30 40 50 60 70 80 90 100 .001 .002 005 .009 .019 #140 SIEVE ANALYSIS CLEAR SQUARE OPENINGS U.S. STANDARD SERIES #60 #35 #18 #10 #4 3/8" 3/4" 1 1/2" 3" 5" 6" 8" 100 90 80 CLAY SILT .045 .106 .025 .500 1.00 2.00 DIAMETER OF PARTICLES IN MILLIMETERS SAND V. FINE 1 FINE 1 MEDIUM 1 COARSE IV COARSE GRAVEL 2 % SAND 32 % USDA SOIL TYPE: Loam 4.75 9.5 70 60 50 40 30 20 10 0 19.0 37.5 76.2 152 203 GRAVEL SMALL 1 MEDIUM 1 LARGE COBBLES SILT 46 % CLAY 20 % FROM: Profile Pit 2 at 3'-4' 17-7-798.02 H-P%KUMAR USDA GRADATION TEST RESULTS Immongzgmm Figure 2 OWTS SOIL TREATMENT AREA CALCULATIONS In accordance with the current Garfield County Onsite Wastewater Treatment System Regulations, the soil treatment area was calculated as folbws: CALCULATION OF OWTS DESIGN FLOW: Q = (F)(B)(N) WHERE: Q = DESIGN FLOW F = AVERAGE FLOW PER PERSON PER DAY B = NUMBER OF BEDROOMS N = NUMBER OF PERSONS PER BEDROOM F = 75 GALLONS PER DAY B = 3 BEDROOMS N = 2 PERSONS PER BEDROOM Q = 450 GALLONS PER DAY CALCULATION OF OWTS SOIL TREATMENT AREA: MINIUMUM TREATMENT AREA = Q _ LTAR WHERE: Q= LTAR (LOAM - SOIL TYPE 3) = 450 GALLONS PER DAY 0.35 GALLONS/FT2/DAY MINIMUM ABSORPTION AREA = 1285.7 SQUARE FEET REDUCTION FACTOR FOR PRESSURE DOSING TO TRENCH = 0.80 REDUCTION FACTOR FOR CHAMBERS = 0.70 MINIMUM SOIL TREATMENT AREA WITH REDUCTION = 720 SQUARE FEET AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER = TOTAL CHAMBERS NEEDED = 12 SQUARE FEET 60 CHAMBERS NUMBER OF TRENCHES = 4 CHAMBERS PER TRENCH = 15 TOTAL NUMBER OF CHAMBERS AS DESIGNED = 60 CHAMBERS TOTAL SOIL TREATMENT AREA = 720 SQUARE FEET 17-7-798.02 H-PtiKUMAR SOIL TREATMENT AREA CALCULATIONS Fig. 3 1.5" SCH. 40 PVC DISTRIBUTION PIPE WITH " DIAMETER HOLES DRILLED AT 3 FOOT CENTERS ON TOP OF PIPE. TWENTY-ONE HOLES PER LATERAL. FIRST AND LAST PERFORATIONS TO BE WHERE DISTRIBUTION LATERAL MEETS END CAPS. PIPE TO BE INSTALLED LEVEL AND SECURED WITH 120 LB. MIN. TENSILE STRENGTH CABLE TIES AT EACH END OF EACH CHAMBER. DRILL ONE DIAMETER HOLE ON BOTTOM OF EACH END OF EACH DISTRIBUTION PIPE TO ALLOW FOR COMPLETE DRAINAGE. INSTALL SPLASH PLATES BENEATH DRAIN HOLES. APPROXIMATE SCALE: 1 INCH = 20 FEET GLUE SOLID END CAPS AT EACH END OF EACH DISTRIBUTION LATERAL ORENCO V6404 AUTOMATIC DISTRIBUTING VALVE (HIGH POINT) 1.5" DIAMETER SCH. 40 NON-PERFORTED PVC PIPE SLOPED AT 2% MIN. DOWN TO EACH TRENCH INFILTRATOR QUICK 4 PLUS STANDARD END CAP 4 INCH DIAMETER PVC OBSERVATION PORTS INSTALLED VERTICALLY INTO KNOCKOUTS PROVIDED IN END CAPS. INSTALL VENTS AT EACH END OF EACH TRENCH. REMOVABLE LID TO BE PLACED ON TOP OF PIPE. PIPE MUST STICK UP AT LEAST 8 INCHES ABOVE FINISHED GRADE. PIPES SHOULD NOT EXTEND TO SOIL SURFACE AND SHOULD BE SECURED TO CHAMBER WITH SCREWS OR COUPLINGS. INFILTRATOR QUICK 4 PLUS STANDARD CHAMBER. FIFTEEN CHAMBERS PER ROW. 1.5" DIAMETER SCH. 40 NON -PERFORATED PVC PIPE SLOPED AT 2% MIN. TO DRAIN BACK TO DOSE TANK 1/) Notes: 1. Chambers should be installed level on a scarified ground surface. 2. All piping should have a rating of Schedule 40. 3. Changes to this design should not be made without consultation and approval by a representative of HP -Kumar. 17-7-798.02 H-PMKUMAR SOIL TREATMENT AREA PLAN VIEW Fig. 4 Infiltrator Quick 4 Plus Standard End Cap -111-41 1=11..- 14= o�or• A -i f*"_,__ - -y.IL J�L�J ~6' beds i -��...,�� Undisturbed So --N=a- 11 Between Trenches n i r 011-1 Ra = 1' -.ILII—. — =11.—.11om. Infiltrator Quick 4 Plus Standard Chamber Installe. Level Approz Existing Ground Su I. Native Soil I Scarify ground surface prior to chamber placement. APPROXIMATE SCALE: 1 INCH = 5 FEET I— I lJI ace 12" min. 24" max. Cover Soil Graded to Deflect Surface Water Pressure pipe drill location Notes: 1. Chambers should be installed level on a scarified ground surface. Concrete sand may be used as a leveling course if necessary. 2. Care should be taken by the contractor to avoid compaction of the native soils in the trench areas. The base and side walls of trench excavations should be scarified prior to chamber installation. 3. Changes to this design should not be made without consultation and approval by a representative of HP -Kumar. I17-7-798.02) H_PtiKUMAR I SOIL TREATMENT AREA CROSS SECTION I Fig. 5 I 1000 Gallon Top Seam Three Compartment Item # With Filter & High Head Pump 1000T-3CP-F-HH (1500 Gallon Total Volume) DESIGN NOTES • Design per performance test per ASTM C1227 • Top surface area 62.3 ft" • fc 0 28 days; concrete = 6.000 PSI Min. Installation: • Tank to be set on 5" min. sand bed or pea gravel • Tank to be backfilled uniformly on all sides in lifts less than 24" and mechanically compacted • Excavated material may be used for backfill, provided Targe 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 • Secondary safety screen available with PVC riser ALLOWABLE BURY (Based on Water Table) WATER TABLE ALLOWABLE EARTH FILL 0' — 0" 3' — 0" 1'-0" 3'-0" 2'-0" 4'-0" 3'-0" 4'-0" DRY 4' — 0" *Service contracts available for maintenance* Digging Specs Invert Dimensions Min. 13' Long x 8' Wide Inlet Outlet Length Width Height Inlet Side Middle Outlet Total 129" Section View Pump: • Lowers TSS and Improves effluent quality to field • Easiest pump system to maintain on the market • Complete Installation (wiring, panel,mounfing and start-up procedures) • Complete warranty Net Capacity Net Weight 56" below inlet 56" 73" 132" Lid Tank Total 68" 92" 666 gal 332 gal 503 gal 1501 gal 3600 lbs 11756 lbs 15556 lbs Water & (719) 395.6764 28005 Co. Rd. 317 Wastewater P.O. Banc 925 VALLEY • Syms BuenaVl�a, 0081211 • Producxs Fax (719) 366.3727 17 PRECAST, Inc. • Service Webslte: www"valleypnec astcom Email: frontdesk©valleyprecast oom Pump Selection for a Pressurized System Proposed Residence / Lot 7, Native Springs Parameters DisdiageAssentty Sze 125 irzl�a TrasportLaxjhBdore\klve 190 feet TrasportPipeClass 40 TrarspatLireSize 350 irzd rm Distibui gVdveMadd 6404 Traspur1LaglhalaVdve 47 feet TrasputPipeClass 40 TraspolPipeSize 150 ircixs MacBerAcnLift 15 fed MaiiidLagh 0 fad MaifddPipeClass 40 MaitddPipeSze 150 irth Nt rbadudspaCell 4 LapadLengh 60 feet Lafad Pipe Class 40 Laerd Pipe Size 150 itdtn Office Size 316 irzJra OriiceSpacirg 3 fad ResidhHead 5 fed FloNMetr None in,la 'Add-atFriction Lcssrs 0 fed Calculations MrimmFlavR&per Orifice 0.97 gpm Nit! La ofOrificesp rZcne 21 TctlRonfRaeperZae 20.7 gm NurrbercfLaerdsp rare 1 FlowDifaerid 1sN.atOrfice 52 Traspart\dodty BdaeVdve 33 fps Tragze tiodty After Vdve 3.3 fps Frictional Head Losses Lnssltra chDisdtrge 3A fed 1 rr-ginTraspatBdcre\Eive 5.0 feet Loss troughVd+e 44 fed Loss inTraspatdta\d a 12 fed 1 rssinMar7dd 0.0 fed Loss inlaerds 0.6 fed 1 oss ttrcuyi Ficarneter 0.0 fed 'Add-aiFriction Losses 0.0 fed Pipe Volumes VdcfTraspatLineBelaeVdve 23.1 gds VddTraspartLireAAa\dve 49 gds VddMaifdd 0.0 gds VddLakrdsper Zae 63 gds Tod Vd Belae\dve 201 gds TdaVdA1ier\Ave 113 gds Minimum Pump Requirements DesigiFkwRafe 20.7 gprn TddDyraricHeed 343 fed 4144.0.10 o Orono rams' rncorporat Changing the t Mold Doe u Total Dynamic Head, TDH (Feet) 300 250 200 150 100 50 - Single Family Residence Project 1111111111111111111111 11 11111M11101 • liblibillOWIPIP.174 (11111 5 10 15 20 25 Net Discharge (gpm) PumpData PF3005HighHeed Ellue tPurrp 30GPM,12F-IP 115230V 1061-1z20 W 3dl Hz Legend 30 35 SysinCuve: PurpCuve Rr pOpirrtRa — OpaairgPdrt 0 DesigiPdrt 0 40