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HomeMy WebLinkAboutOWTS Design Report 06.20.2019Kumar & Associates,Materials and Engineers and Environmental Scientists 5020 County Road 154 Glenwood Springs, CO 81601 phone: (970) 945-7988 fax: (970) 945-8454 email: kaglenwood@kumarusa.com An Employee Owned Company www.kumarusa.com Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado 2s g Assaclafes 30 yM�s www.AumaIusa.com 1989.2019 ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED RESIDENCE TOWNSHIP 6S, RANGE 92W, SECTION 24 SESW SIX LAZY K ROAD GARFIELD COUNTY, COLORADO PROJECT NO. 19-7-238.02 JUNE 20, 2019 PREPARED FOR: COREY DEPAOLO 779 EAST 17th STREET RIFLE, COLORADO 81650 (cdepao1o67@ gmail.com) TABLE OF CONTENTS INTRODUCTION - 1 - PROPOSED CONSTRUCTION - 1 - SITE CONDITIONS - 1 - SUBSURFACE CONDITIONS - 2 - OWTS ANALYSIS - 3 - DESIGN RECOMMENDATIONS - 3 - SOIL TREATMENT AREA - 4 - OWTS COMPONENTS - 5 - OWTS OPERATION AND MAINTENANCE - 8 - OWTS HOUSEHOLD OPERATION - 9 - OWTS MAINTENANCE - 9 - OWTS CONSTRUCTION OBSERVATION - 10 - 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 ARE CROSS SECTION FIGURE 6 - DISTRIBUTION LINE CLEANOUT DETAIL ATTACHMENTS VALLEY PRECAST 1,500 GALLON, THREE -CHAMBER SEPTIC TANK DETAIL ORENCO PF3005 PUMP PERFORMANCE CURVE Kumar & Associates, Inc. Project No. 19-7-238.02 INTRODUCTION This report provides the results of an onsite wastewater treatment system (OWTS) design for a proposed residence located in Township 6S, Range 92W, Section 24, SESW, Six Lazy K Road, near East Divide Creek, Garfield County, Colorado. A vicinity map of the site is provided on Figure 1. The purpose of our report is to provide design details for the OWTS in accordance with the 2018 Garfield County Building Department Onsite Wastewater Treatment System Regulations and the Colorado Department of Public Health and Environmental Regulation #43. The services were performed as part of our agreement for professional services to Corey DePaolo dated April 16, 2019. We recently prepared a subsoil study for foundation design of the residence, report dated May 21, 2019, Project No. 19-7-238. PROPOSED CONSTRUCTION The building will be a single story, 4 -bedroom single family residence located on the site as shown on Figure 1. The floor will be structurally supported over crawlspace. The proposed soil treatment area (STA) for the OWTS will be located to the south of the residence shown on Figure 1. Water service will be provided by a well on the property that has not yet been drilled. If proposed construction is different than that described, we should be contacted to re-evaluate our design recommendations. SITE CONDITIONS The site is located about 3/4 mile west of East Divide Creek Road (County Road 311) south of Silt. The building area is currently vacant with a ranch road near the proposed residence from off Six Lazy 6 Road. The ground surface at the building site appears mostly natural but has several abandoned ditches in the area constructed with shallow cut and fills. The terrain is moderately sloping down to the Kumar & Associates, Inc. Project No. 19-7-238.02 -2 east at grades from about 14 to18%. There are no nearby surface water features. Wasatch Formation sandstone outcrops exist above the proposed building area to the west and below the proposed building area to the east. We are not aware of any nearby water wells. SUBSURFACE CONDITIONS The field exploration for the OWTS was conducted on April 30, 2019. Two profile pits (Profile Pits 1 and 2) were excavated with a backhoe at the approximate locations shown on Figure 1 to evaluate the subsurface conditions at the planned soil treatment area (STA) 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 1 Log of Profile Pit 2 Depth Depth 0-'/2' USDA Classification ``/2'-3'/2' 0-1/2' 31/2'-61/2' TOPSOIL; organic loam, firm, moist, brown. • Bottom of pit @ 6'/2 feet. • No free water or redoximorphic features observed at time of pit excavation. '/2'-3' LOAM; moderate blocky structure, stiff, moist, brown. 3'-5' WEATHERED CLAYSTONE BEDROCK; medium hard to hard, slightly moist, brown • • • Disturbed bulk samples obtained from 2 to 3 feet. Bottom of pit @ 5feet. No free water or redoximorphic features observed at time of pit excavation. Log of Profile Pit 2 Depth USDA Classification 0-'/2' TOPSOIL; organic loam, firm, moist, brown. ``/2'-3'/2' LOAM; moderate blocky structure, stiff, moist, brown. 31/2'-61/2' WEATHERED CLAYSTONE BEDROCK; medium hard to hard, slightly moist, brown • Bottom of pit @ 6'/2 feet. • No free water or redoximorphic features observed at time of pit excavation. The soils encountered in the profile pits, below about 1/2 foot of topsoil, consisted of about 21/2 to 3 feet of Loam overlying weathered claystone bedrock. Practical digging refusal was encountered with depth in the bedrock due to hardness. Hydrometer and gradation analyses were performed on a disturbed bulk sample of the soils from Profile Pit 1 from 2 to 3 feet depth with Kumar & Associates, Inc. Project No. 19-7-238.02 -3 the results provided on Figure 2. The tested sample (minus No. 10 size sieve fraction) classified 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. Based on the subsurface conditions and laboratory testing, the soils at the STA have been classified as Type 2A per State regulations, which equates to a long-term acceptance rate (LTAR) of 0.50 gallons per square foot per day for the LOAM soils. OWTS ANALYSIS Based on the site conditions and profile pit evaluations, the evaluated area will require a mounded sand wastewater treatment system for proper treatment of the wastewater effluent. The mounded system is needed due to the presence of bedrock at 3 feet in depth. The system will consist of chambers in a bed configuration. The STA will be sized four bedrooms (seven persons) using an LTAR of 0.8 gallons per square foot per day for imported "secondary sand media". The STA basal area of the sand will be sized for Soil Type 2A with an LTAR of 0.50 gallons per square foot per day. The sewage will gravity flow from the residence to the septic tank for primary treatment and then be pressured -dosed on a regular basis to the STA for dispersal and final treatment. Pressure dosing is necessary for the vertical separation to bedrock and for the mounded sand system. The location of the water supply well and water service line to the residence should take into consideration the required set -backs needed from the well. 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. A layout of the proposed OWTS components is provided on Figure 1. If conditions encountered during construction are Kumar & Associates, Inc. Project No. 19-7-238.02 - 4 different than those that are described in this report, please contact us to re-evaluate our design recommendations. SOIL TREATMENT AREA • The STA will consist of 4 rows of 11 Infiltrator Quick 4 Plus Standard Low -Profile chambers in a bed configuration placed on imported sand media. The sand media will be placed on the native ground surface. A pressure distribution system will be used to disperse the effluent to the Infiltrators on a regular basis. • The bed was sized based on an LTAR of 0.80 gallons per square foot per day for secondary sand media. The basal area was sized based on an LTAR of 0.50 gallons per square foot per day for Soil Type 2A. • A 30% reduction of the STA size was applied for use of Infiltrator chambers. The total bed size is 506 square feet. • The minimum basal area of the mound is 44 feet long by 18 feet wide (792 square feet). Due to the slope of the site the basal width is estimated to be 32 feet for a total basal area of 1,408 square feet. • Soil treatment area calculations are shown on Figure 3. • Vegetation should be removed, and the ground surface scarified prior to sand placement. • Distribution lines, consisting of 1.5 -inch diameter, Schedule 40 piping, with 1/8 -inch orifice holes drilled at 4 -foot centers near the center of the Infiltrators, should be installed along the complete length of the infiltrators, see Figure 4. The distribution lines should be suspended approximately 2 inches from the top surface of the infiltrators by pipe ties. The orifice holes should face up toward the infiltrator surface above. • A %-inch hole should be drilled on the bottom of each end of the distribution pipe to allow for complete drainage of the distribution line following pressure dosing. Install splash plates below drain holes. • The bed should be oriented along ground contours to minimize soil cover. • Sand filter material should extend one foot horizontally from the perimeter of the aggregate bed and then be sloped at 3 horizontal to 1 vertical maximum in all directions. • The sand filter media should meet the requirements of the current Garfield County OWTS Regulations for "secondary sand media". ASTM C33 concrete sand is suitable Kumar & Associates, Inc. Project No. 19-7-238.02 - 5 for the filter media. A sample of the sand filter media should be obtained within one month prior to installation of the system for gradation analyses testing by us or the gradation test results of the sand provided to us for approval. • The sand filter material shall be placed in lifts not exceeding 10 inches thick. Each lift shall be track or bucket compacted until settlement ceases. • A minimum of 10 inches and a maximum of 24 inches of cover soil should be placed over the chambers. • Backfill should be graded to deflect surface water away from the STA and should be sloped at 3 horizontal to 1 vertical or flatter. This may require a swale along the up-slope side of the STA. • 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 the knockouts provided in the Infiltrator end caps. Install ports at each corner of the bed. 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. • Cleanouts are required at the end of the distribution line. 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. Kumar & Associates, Inc. Project No. 19-7-238.02 - 6 Septic Tank • A 1,500 gallon, three -chamber septic tank (2,000 gallons total) will be used for primary treatment and dosing to the STA. 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 to the report. • A submersible effluent pump enclosed in a Biotube Pump Vault will be installed in the third chamber. • The tank must be a minimum of five feet from the residence and from the STA. The tank must be a minimum of 10 feet from any potable water supply lines. • 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. • Install 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 drains and not less than 4 inches in diameter. • The sewer pipe should have a rating of SDR35 or stronger. • The sewer pipe should be sloped between 2% to 4% to help limit disturbance of solids in the tank and the potential for 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 pipe. Paved areas, patios or other areas without vegetative cover may be more susceptible 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. If adequate soil cover is not possible, we should be contacted for re-evaluation prior to installation. Kumar & Associates, Inc. Project No. 19-7-238.02 - 7 • The sewer pipe should be double encased with larger diameter Schedule 40 PVC pipe the entire length of the sewer line if there is encroachment on the 50 feet setback to the well. The encasing pipe should be sealed at both ends. • 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 21/2 inches in diameter to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to freeze and damage the piping. • Install cleanout pipes within 5 feet of the building foundation, where the sewer pipes bend 90 degrees or more and every 100 feet of sewer pipe. • 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 residence. It 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 1.5 -inch diameter Schedule 40 piping sloped at a 2% minimum to drain to the STA manifold from the dose chamber. • 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 21/2 inches in diameter to help prevent settlement of the pipe. Sags 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. If adequate cover soil is not possible, we should re-evaluate the condition prior to installation. • The effluent pipe should be double encased with larger diameter Schedule 40 PVC pipe underneath driveway surfaces 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. Kumar & Associates, Inc. Project No. 19-7-238.02 - 8 • All 90 -degree bends should be installed using a 90 degree long -sweep or by using two 45 -degree elbows. Effluent Pumping System • An Orenco PF3005, 115 -volt, submersible effluent pump with a 1.25 -inch diameter discharge assembly, or equivalent, will be required for the effluent pumping. • The maximum effluent transport distance from the pump discharge to the STA estimated to be 200 feet. • The elevation difference from pump discharge to the STA is estimated to be about 1 foot. • 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 19.0 gallons per minute at 8.1 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 66 gallons. To achieve the desired dose volume, the upper ("ON") and lower ("OFF") floats should be set approximately 63/4 inches apart. • The flow differential between the first and last orifices is estimated to be 0.2%. • 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. • A1/8 inch diameter weep hole should be drilled in the effluent transport line prior to exiting the dose tank so the transport line can drain after each pumping cycle. 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 Kumar & Associates, Inc. Project No. 19-7-238.02 - 9 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 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, 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. • 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. • 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, pump, pump vault filter and STA at least annually for problems or signs of failure. Kumar & Associates, Inc. Project No. 19-7-238.02 - 10 - • The filter should be cleaned annually by spray washing solids into the first chamber of the septic tank. • The septic tank should be pumped and cleaned about 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 Building 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. 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. 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 Kumar & Associates, Inc. Project No. 19-7-238.02 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 with the exception of the sewer line which has been addresses in the design portion of this report. 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. Table 1 - Common Minimum Horizontal Setbacks from OWTS Components Please contact us for any necessary revisions or discussion after review of this report by Garfield County. If you have any questions, or if we may be of further assistance, please let us know. Respectfully Submitted, Kumar & Associates, Inc. Shane M. Mello, Staff Engineer Reviewed by: eT Ci m ; David A. Young, P.E. s 6 SMM/ljf fo��i IVA k% 410110 Kumar & Associates, Inc. Project No. 19-7-238.02 Wells Water Supply Line Occupied Dwelling Lined Ditch or Lake Lake, Irrigation Ditch, Stream Dry Ditch or Gulch Septic Tank STA 100' 25' 20' 10' 50' 25' 5' Septic Tank 50' 10' 5' 10' 50' 10' - Building Sewer 50' 5' 0' 10' 50' 10' - Please contact us for any necessary revisions or discussion after review of this report by Garfield County. If you have any questions, or if we may be of further assistance, please let us know. Respectfully Submitted, Kumar & Associates, Inc. Shane M. Mello, Staff Engineer Reviewed by: eT Ci m ; David A. Young, P.E. s 6 SMM/ljf fo��i IVA k% 410110 Kumar & Associates, Inc. Project No. 19-7-238.02 PROPOSED 4 BEDROOM RESIDENCE PROPOSED VALLEY PRECAST 1,500 GALLON THREE -CHAMBER SEPTIC TANK WITH AN ORENCO PF3005 EFFLUENT PUMP INSTALLED IN THE THIRD CHAMBER. CLEA OUT P PROPOSED SOIL TREATMENT AREA CONSISTING OF 4 ROWS OF 11 INFILTRATOR QUICK4 PLUS STANDAR LOW PROFILE CHAMBERS (44 CHAMBERS TOTAL) PLACED ON SAND FILTER. 25 0 25 SCALE -FEET X 50 • RO ILE P' 2 TOWNSHIP 6S, RANGE 92W, SECTION 24 SESW SCALE: 1 "=500' 9-7-238.02 Kumar & Associates OWTS SITE PLAN Fig. 1 HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 24 HRS 7 HRS 1MIN 45 MIN 15 MIN BOMIN 19MIN 4MIN U.S. STANDARD SERIES #325 #140 #60 #35 #18 #10 CLEAR SQUARE OPENINGS 4 3/8" 3/4" 1 1 2" 3" 5"6" 8"0 100 I I 90 10 80 20 1 70 30 60 — I 40 c. 2 G 50 1 50 g LI ' 40 I 60 ' 30 70 20 80 10 90 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 100 .001 .002 .005 .009 .019 .037 .106 .250 .045 DIAMETER OF PARTICLES .500 1.00 IN 2.00 MILLIMETERS 4.75 9 5 19 38.1 76.2 127 152 200 SILT SAND GRAVEL CLAY FINE CO. V. FINE FINE MEDIUM CO. V. CO. FINE MEDIUM COARSE COBBLES .002 mm .02 .05 .1 .25 .5 1 2 mm 5 20 76 SAMPLE OF: LOAM FROM: PROFILE PIT 1 AT 2 TO 3 FEET ENTIRE SAMPLE GRAIN SIZE SIEVE SIZE % FINER PARTICLE SIZE DISTRIBUTION % (mm) COBBLES 0 127.00 5" 100 GRAVEL 14 76.00 3" 100 SAND 45 38.10 1-1/2" 100 SILT 26 19.05 3/4" 92 CLAY 15 9.50 3/8" 90 4.75 #4 88 2.00 #10 86 1.00 #18 85 PORTION OF SAMPLE 0.50 #35 81 PASSING #10 SIEVE 0.25 #60 74 0.106 #140 54 PARTICLE SIZE DISTRIBUTION % 0.045 #325 41 SAND 52 SILT 30 CLAY 18 TOTAL SAMPLE RETAINED ON #10 SIEVE: 14% GRAINSIZE (mm) TIME PASSED (min) % FINER PERCENT OF MATERIAL RETAINED ON #10 SIEVE PASSING 3/4" SIEVE: 43% 0.037 1 33 0.019 4 29 0.009 19 24 0.005 60 21 0.002 435 15 0.001 1545 10 NOTE: Hydrometer Analysis was performed on a These test results apply only to the bulk sample following screening of all material testing lesThe reproduced, larger than the #10 sieve (2.0 mm) per USDA except in full, without the written guidelines. approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D422, ASTM C136 and/or ASTM D1140. 19-7-238.02 Kumar & Associates USDA GRADATION TEST RESULTS Fig. 2 OWTS SOIL TREATMENT AREA CALCULATIONS In accordance with the current 2018 Garfield County Onsite Wastewater Treatment System Regulations, the absorption area was calculated as folbws: CALCULATION OF OWTS DESIGN FLOW: Q = (F)(N) WHERE: Q = DESIGN FLOW F = AVERAGE 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 F= B= N= Q= CALCULATION OF OWTS TREATMENT AREA: MINIUMUM DISTRIBUTION CELL AREA = Q ± SAND LTAR 75 GALLONS PER DAY 4 BEDROOMS 7 PERSONS 525 GALLONS PER DAY WHERE: Q = 525 GALLONS PER DAY "SECONDARY" SAND LTAR = 0.80 GALLONS PER SQUARE FOOT PER DAY REDUCTION FACTOR FOR CHAMBERS = 0.70 MINIMUM DISTRIBUTION CELL AREA = 459 SQUARE FEET MINIMUM BASAL TREATMENT AREA = Q _ SOIL LTAR WHERE: Q = SOIL LTAR (SOIL TYPE 2A) = REDUCTION FACTOR FOR CHAMBERS = MINIMUM BASAL AREA = OWTS DESIGN TREATMENT AREA: DISTRIBUTION CELL LENGTH = DISTRIBUTION CELL WIDTH = TOTAL DISTRIBUTION CELL AREA = 525 GALLONS PER DAY 0.50 GALLONS PER SQUARE FOOT PER DAY 0.70 735 SQUARE FEET 44 FEET 11.5 FEET 506 SQUARE FEET BASAL AREA LENGTH = 44 MINIMUM BASAL AREA WIDTH = 18 MINIMUM TOTAL BASAL AREA = 792 SQUARE FEET 19-7-238.02 Kumar & Associates SOIL TREATMENT AREA CALCULATIONS Fig. 3 1.5 INCH DIAMETER NON -PERFORATED SCH 40 PVC SLOPED AT A 2% MIN. TO DRAIN TO MANIFOLD. LINE FLOW FROM TANK 1.5 INCH DIAMETER PERFORATED SCH 40 PVC PIPE WITH Y8 INCH DIAMETER HOLES DRILLED AT 4 FOOT CENTERS ON TOP OF EACH PIPE. PLACE HOLES NEAR CENTER OF EACH CHAMBER. PIPE TO BE INSTALLED LEVEL AND SECURED WITH 120 LB MIN. TENSILE STRENGTH CABLE TIES AT EACH END OF EACH CHAMBER. CLEANOUTS INSTALLED AT THE END OF EACH DISTRIBUTION LATERAL. SEE FIG. 6 FOR DETAIL. 8 0 8 16 SCALE—FEET 1.5 INCH DIAMETER NON -PERFORATED SCH 40 PVC MANIFOLD PIPE INSTALLED LEVEL. DRILL A Y8 INCH DIAMETER HOLE ON THE BOTTOM OF EACH END OF THE DISTRIBUTION PIPE TO ALLOW FOR COMPLETE DRAINAGE. INSTALL SPLASH PLATES BENEATH DRAIN HOLES. J 0 N uJ w 0 V 0 0 4 INCH DIAMETER PVC OBSERVATION PORT INSTALLED VERTICALLY INTO KNOCKOUTS PROVIDED IN THE END CAPS. INSTALL PORTS AT EACH CORNER OF THE BED. REMOVABLE LID TO BE PLACED ON TIPE OF PIPE. PIPE MUST STICK UP AT LEAST 8 INCHES ABOVE FINISHED GRADE OR BE PLACED AT GRADE IN AN ACCESSIBLE IRRIGATION BOX. PIPES SHOULD NOT EXTEND TO SAND SURFACE AND SHOULD BE SECURED TO CHAMBER WITH SCREWS OR COUPLINGS TO PREVENT DOWNWARD SLIDING. INFILTRATOR QUICK 4 PLUS STANDARD LOW PROFILE CHAMBERS. 4 ROWS OF 11 CHAMBERS: 44 CHAMBERS TOTAL. NATURAL SLOPE 16% DOWN 1. CHAMBERS SHOULD BE INSTALLED LEVEL ON SAND MEDIA. 2. SECONDARY SAND MEDIA SPECIFICATIONS (CONCRETE SAND IS SUITABLE FOR THIS APPLICATION) EFFECTIVE SIZE: 0.15-0.60 MM UNIFORMITY COEFFICIENT: <_ 7.0 PERCENT FINES PASSING #200 SIEVE: 3.0 3. SAND SHOULD BE PLACED IN 10 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 Sc ASSOCIATES. 8. REFER TO THE 2018 GARFIELD COUNTY ONSITE WASTEWATER TREATMENT SYSTEM REGULATIONS FOR OTHER APPLICABLE SPECIFICATIONS. 19-7-238.02 Kumar & Associates SOIL TREATMENT AREA PLAN VIEW Fig. 4 i I El 11 11 ■C 1 1 I 1 I 1 I a m I I I z I I I I 0 1 1 1 1 1 1 1 1 o 0 1 1 1 1 SLOPE DOWN 1 1 1 1 _ AT 3H:1V 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 INFILTRATOR QUICK 4 PLUS ° ALL -IN -ONE 8 ENDCAP DRILL A Y8 INCH DIAMETER HOLE ON THE BOTTOM OF EACH END OF THE DISTRIBUTION PIPE TO ALLOW FOR COMPLETE DRAINAGE. INSTALL SPLASH PLATES BENEATH DRAIN HOLES. J 0 N uJ w 0 V 0 0 4 INCH DIAMETER PVC OBSERVATION PORT INSTALLED VERTICALLY INTO KNOCKOUTS PROVIDED IN THE END CAPS. INSTALL PORTS AT EACH CORNER OF THE BED. REMOVABLE LID TO BE PLACED ON TIPE OF PIPE. PIPE MUST STICK UP AT LEAST 8 INCHES ABOVE FINISHED GRADE OR BE PLACED AT GRADE IN AN ACCESSIBLE IRRIGATION BOX. PIPES SHOULD NOT EXTEND TO SAND SURFACE AND SHOULD BE SECURED TO CHAMBER WITH SCREWS OR COUPLINGS TO PREVENT DOWNWARD SLIDING. INFILTRATOR QUICK 4 PLUS STANDARD LOW PROFILE CHAMBERS. 4 ROWS OF 11 CHAMBERS: 44 CHAMBERS TOTAL. NATURAL SLOPE 16% DOWN 1. CHAMBERS SHOULD BE INSTALLED LEVEL ON SAND MEDIA. 2. SECONDARY SAND MEDIA SPECIFICATIONS (CONCRETE SAND IS SUITABLE FOR THIS APPLICATION) EFFECTIVE SIZE: 0.15-0.60 MM UNIFORMITY COEFFICIENT: <_ 7.0 PERCENT FINES PASSING #200 SIEVE: 3.0 3. SAND SHOULD BE PLACED IN 10 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 Sc ASSOCIATES. 8. REFER TO THE 2018 GARFIELD COUNTY ONSITE WASTEWATER TREATMENT SYSTEM REGULATIONS FOR OTHER APPLICABLE SPECIFICATIONS. 19-7-238.02 Kumar & Associates SOIL TREATMENT AREA PLAN VIEW Fig. 4 EXISTING GROUND SURFACE INFILTRATOR QUICK 4 PLUS STANDARD LOW PR❑FILE CHAMBERS -5 0 5 10 SCALE -FEET 4" DIAMETER ❑BSERVATION P❑RT SAND FILTER PLACED ON EXISTING GROUND 13.5' SURFACE 11,5' 10" COVER SOIL. �A������'. 3J MAX. SLOPE. NATIVE SOILS 18' MIN. BASAL WIDTH REMOVE VEGETATION AND SCARIFY UPPER 3" OF GROUND SURFACE PRIOR TU SAND PLACEMENT 19-7-238.02 Kumar & Associates SOIL TREATMENT AREA CROSS SECTION Fig. 5 Install 6" valve box at ground surface Ground Surface Insulate lid with 2" blue board Backfill valve box to bottom of cap with onsite soil APPROXIMATE SCALE: 1 INCH = 2 FEET 1.5" Sch. 40, threaded cap 1.5" Sch. 40, 90° long -sweep or two 45° elbows Notes: 1. All piping, fittings and valves should be Sch. 40 PVC. 2. Install distribution line cleanouts at the end of each distribution line. 19-7-238.02 Kumar & Associates DISTRIBUTION LINE CLEANOUT DETAIL Fig. 6 1500 Gallon Top Seam - 3CP Item # 1500T-3CP-HH with High Head Pump DESIGN NOTES • Design per performance test per ASTM C1227 • Top surface area 87.75 ft2 • f'c ® 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 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 Re,dbl B oot (2000 Gallon Total Volume) 7 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" 68" 5 162" 1 TANK ID fi i !4141 11 11 I. Top View Risers to Grade utyl Rubber , Sealant Wires b Panel De 49" 24' Minimum Riser Height 1 Section View *Service contracts available for maintenance* Digging Specs Invert Dimension 15' Long x 8' Wide Inlet Outlet Length Width 56" below inlet 56" 54"or73" 162" 78" 157" uldc Disconnect all Valve Discharge Height • 73" 54" Pump: • Lowers TSS and improves effluent quality to field • Complete installation (wiring, panel, mounting and start-up procedures) • Complete warranty s Net Capacity Net Weight Min. Height Inlet Middle Outlet Total Lid Tank Total 92" 1016 gal 505 gal 507 gal 2028 gal 5420 lbs 16240 lbs 21860 lbs lirVALLEY PRECAST, Inc. Buena Vista, Colorado Phone: 719-395-6764 Fax: 719-395-3727 Website: www.valleyprecastcom Email: frontdesk©valleyprecastcom Pump Selection for a Pressurized System -Single Family Residence Project 19-7-238.02 / DePaulo Residence Parameters DischargeAsseml*Size 125 inches TrarsportLe glh 22 feat TraspatPipeClass 40 TrarsportLineSize 1.50 inches DistibutingValveMWel Nate Mac Elevaticn Lill 0 feet Ma-ifdd Lengli 9 feat Ma-ifdd Pipe Class 40 WrifddPipeSize 1.50 inches Number cfLadrais par Cell 4 Lad al Lenglh 439 feat Lateral Pipe Class 40 Lalarel Pipe Size 1.50 inches Orifice Size 1i8 inches Orifice Spacing 4 feet Residual Hced 5 feat FIoNMeter Nate inches 'Add-on' Friction Losses 0 feet Calculations ivirinxrnFlavRadper Orifice 043 gpm Number afOrifices perZone 44 Tod FlovRate per Zone 190 glm Nur>heofLadalsperZone 4 % FIcNDilkreifial 1sirtastOrfice 02 Traisport\Iodty 30 fps Frictional Head Losses 1 nssftaghDisdiarge 25 feat 1 nssinTrarsport 0.5 feet 1 nssftct hVdtie 0.0 feat 1 ms in Me ifdd 0.1 feat 1 nss in Laterals 0.0 feet 1 nssthra9,FIci peter 0.0 fed 'Ad±i-cn'FridicnLosses 0.0 fed Pipe Volumes VolofTrarsportLine 23 gals VolofMatifdd 09 gals Vol ofLatiarals par Zone 186 gals Tod Vdune 21.8 gals Minimum Pump Requirements Total Dynamic Head, TDH (Feet) 300 250 200 150 100 50 5 10 15 20 25 Net Discharge (gpm) PumpData DesigiFlavRale 19.0 gall PF3005HOHcad EfluentPurp Tod Dynamic Heed 8.1 feet 30GPM, 12HP 11U230V 1060Hz203V 3060Hz o Orenco Systems' Incorporated Changing the Wary the World Doer Warren ater1 D PF3007 H i H eai EfluertPurp 30GPM, 3t4HP 230V10 60H z, 2001460V 30 60H z PF3010 High H ead EflueitPunp 30GPM,1HP 230V10 60H z, 2001460V 30 60H z PF3015 H i H cad EfluertPurp 30 GPM, 1-1/2H P 233V 1060iz,200233160v30601 1z Legend 30 35 40 System Cuve: PurpCuve: PurpOptimal Raye: Operating Point DesigiPoint O