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HomeMy WebLinkAboutOWTS Design Packet REVISED 07.02.2020I(+A Kumar & Associates, Inc.® Geotechnical and Materials Engineers and Environmental Scientists An Employee Owned Company 5020 County Road 154 Glenwood Springs, CO 81601 phone: (970) 945-7988 fax: (970) 945-8454 email: kaglenwood@kumarusa.com www.kumarusa.com Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED RESIDENCE LOT 2, RICHARDSON MINOR SUBDIVISION 3135 COUNTY ROAD 134 GARFIELD COUNTY, COLORADO PROJECT NO. 19-7-670.02 MARCH 23, 2020 REVISED JULY 2, 2020 PREPARED FOR: HUNTER & BREANNA McCALLUM 605 WEST COLUMBIA COURT GLENWOOD SPRINGS, COLORADO 81601 (mccallumb@stifel.com) TABLE OF CONTENTS INTRODUCTION - 1 - PROPOSED CONSTRUCTION - 1 - SITE CONDITIONS - 1 - SUBSURFACE CONDITIONS - 2 - OWTS ANALYSIS - 3 - DESIGN RECOMMENDATIONS - 3 - SOIL TREATMENT AREA - 3 - OWTS COMPONENTS - 4 - OWTS OPERATION AND MAINTENANCE - 7 - OWTS HOUSEHOLD OPERATION - 7 - OWTS MAINTENANCE - 8 - OWTS CONSTRUCTION OBSERVATION - 9 - LIMITATIONS - 9 - FIGURES FIGURE 1 - OWTS SITE PLAN FIGURE 2 - USDA SOIL GRADATION TEST RESULTS FIGURE 3 - SOIL TREATMENT AREA CALCULATIONS FIGURE 4 - SOIL TREATMENT AREA PLAN VIEW FIGURE 5 - SOIL TREATMENT ARE CROSS SECTION ATTACHMENTS VALLEY PRECAST 1,000 GALLON, TWO -CHAMBER SEPTIC TANK DETAIL TUF-TITE 6-HOLE DISTRIBUTION BOX Kumar & Associates, Inc. ® Project No. 19-7-670.02 INTRODUCTION This report provides the results of an onsite wastewater treatment system (OWTS) design for the proposed residence to be located on Lot 2, Richardson Minor Subdivision, 3135 County Road 134, Garfield County, Colorado. The purpose of the report was to provide design details for the OWTS in accordance with the 2018 Garfield County Onsite Wastewater Treatment System Regulation #43. The design services are supplemental to our agreement for professional services to Tye Richardson dated November 4, 2019. We previously prepared a geotechnical study for the site and submitted our findings in a report dated November 21, 2019, Project No. 19-7-670. PROPOSED CONSTRUCTION The proposed residence will be two-story, three -bedroom structure with an attached garage located on the site as shown on Figure 1. The ground floors will be slab -on -grade. The soil treatment area (STA) will be located to the northwest and down slope of the proposed residence, see Figure 1. The OWTS will be designed for 3 bedrooms. Water service will be provided by an onsite well to the northwest of the residence. The route of the water service line had not been determined at the time of this report. If proposed construction is different than that described, we should be contacted to re-evaluate our design recommendations. SITE CONDITIONS The site was mostly vacant with a horse corral in the area of the proposed residence and a water spigot to the north of the corral at the time of our field exploration. The terrain in the area of the proposed STA is gently sloping down to the north. There is a steeply sloping hillside down to the northeast to the southwest of the planned STA. The ground surface appears to be mostly natural except in the corral area which had been cut and filled some to level. Vegetation consisted of grass and weeds. To the east of the site, South Canyon Creek flows generally to the north. The onsite well is to the north of the proposed residence and the water supply line to the spigot is assumed to follow the route shown on Figure 1. Kumar & Associates, Inc. ® Project No. 19-7-670.02 -2 SUBSURFACE CONDITIONS The field exploration for the OWTS was conducted on November 4, 2019. Two profile pits (Profile Pits 1 and 2) were excavated with a backhoe at the approximate locations shown on Figure 2 to evaluate the subsurface conditions at proposed 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 Depth USDA Classification 0'-21/2' TOPSOIL; organic sandy loam, firm, moist to slightly moist, dark brown. 21/2'-5' SANDY LOAM; moderate blocky structure, medium dense, slightly moist, brown. 5'-8' LOAMY SAND; single grain structure, loose, slightly moist, brown. • Disturbed bulk sample obtained from 4 to 5 feet. • Bottom of pit @ 8 feet. • No free water or redoximorphic features observed at time of pit excavation. Log of Profile Pit 2 Depth USDA Classification 0'-31/2' TOPSOIL; organic loam, firm, moist, dark brown. 31/2'-6' GRAVELLY LOAM; strong blocky structure, very stiff, slightly moist, brown. 6'-8' GRAVELLY SANDY LOAM; moderate blocky structure, medium dense, moist, brown. • Disturbed bulk sample obtained from 4 to 5 feet. • Bottom of pit @ 8 feet. • No free water or redoximorphic features observed at time of pit excavation. The soils encountered in profile pits below, about 21/2 to 3 %2 feet of topsoil, consisted of 3 feet of Sandy Loam overlying Loamy Sand to the pit depth of 8 feet in Profile Pit 1 and 21/2 feet of Gravelly Loam overlying Gravelly Sandy Loam to the pit depth of 8 feet in Profile Pit 2. Hydrometer and gradation analyses were performed on a disturbed bulk sample of the soils from Profile Pit 2 from 4 to 5 feet depth with the results provided on Figure 2. The tested sample (minus No. 10 size sieve fraction) classifies as Sandy Loam per the USDA system. Based on the profile pit tactile evaluations and laboratory testing, the design soils have been classified as Soil Type 2 per State regulations, which equates to a long-term acceptance rate (LTAR) of 0.60 gallons per square foot per day. No free water was encountered in the pits or indications of seasonal high groundwater observed at the time of the pit excavations. Kumar & Associates, Inc. ® Project No. 19-7-670.02 - 3 OWTS ANALYSIS Based on the site conditions and profile pit evaluations, the evaluated area should be suitable for a conventional infiltration soil treatment system consisting of chambers in a trench configuration. The base of the soil treatment trenches will be in Sandy Loam to Loam soils (Soil Type 2) for which we will use an LTAR of 0.60 gallons per square foot per day to size the STA. The system will be designed for the three bedrooms with an average daily flow of 75 gallons per person with double occupancy of the three bedrooms. In total, the OWTS will be designed for three bedroom and six persons for a total of 450 gallons per day of wastewater. The effluent will gravity flow from the residence to the septic tank for primary treatment and then gravity flow to the STA for dispersal and final treatment. The STA will consist of three trenches with Infiltrator Quick 4 Plus Standard chambers. Equal distribution will be provided to the chambers and trenches by a distribution box. A 50 feet setback is required from the STA and septic tank to any stream. A 100 feet setback is required from the STA to any well. A 25 feet setback is required from the proposed STA to any potable water supply lines. The location of the water supply line is not currently designed. The assumed location of the existing waterline is shown on Figure 1. If the water supply line is within 25 feet of the proposed STA, we should be notified for additional recommendations. 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 different than those that are described in this report, contact us to re-evaluate our design recommendations. SOIL TREATMENT AREA • The STA will consist of three trenches with 15 Infiltrator Quick 4 Plus Standard chambers placed in the native Sandy Loam to Loam soils (45 chambers total). Equal distribution will be provided to the trenches by a distribution box. • The STA was sized based on an LTAR of 0.60 gallons per square feet per day. Kumar & Associates, Inc. ® Project No. 19-7-670.02 - 4 • Each chamber was allowed 12 square feet of area. A 30% reduction of the STA size was applied for use of Infiltrator chambers in a trench configuration. The total STA design size is 540 square feet. Soil treatment area calculations are shown on Figure 3. • A minimum of four feet of undisturbed soil between the trenches is required. • A minimum of 12 inches and a maximum of 24 inches of cover soil should be placed over the top of the chambers. • The trenches should be oriented along ground contours to minimize soil cut and cover. • The base and sidewalls of the trench excavations should be scarified prior to the chamber placement. • Backfill should be graded to deflect surface water away from the STA and should be sloped at 3 horizontal to 1 vertical or flatter. A swale to divert surface water run-off may be needed 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 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. • The STA must maintain a minimum 25 feet setback from the on -site water supply line. • The STA must maintain a minimum 50 feet setback to any stream. • The STA must maintain a minimum 100 feet setback to any wells. 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. 19-7-670.02 - 5 Septic Tank • A Valley Precast 1,000 gallon, two -chamber septic tank will be used for primary treatment. A detail of the tank is provided as an attachment to this report. • An effluent filter should be installed in the tank outlet tee. • The tank must be a minimum of five feet from any structure 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. Schedule 40 PVC pipe 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 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. • 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'/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. Kumar & Associates, Inc. ® Project No. 19-7-670.02 - 6 • Install cleanout pipes within 5 feet of the building foundations, 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 is more than one sewer line exiting the residence. Effluent Transport Piping • The effluent transport pipe should be 4-inch diameter SDR35 piping sloped at a 2% minimum to flow from the septic tank to the distribution box and from the distribution box to each trench. Piping should extend at least 6 inches into the top knockout provided in the Infiltrator end caps and be screwed in place. Splash plates should be installed beneath the inlet piping to help limit scouring of the infiltrative soil surface in the chambers. • 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 2i/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. • Schedule 40 PVC pipe is required underneath driveway surfaces and the piping should be provided with at least 48 inches of soil cover and be insulated on top and sides with 2-inch-thick foam insulation board. • All 90-degree bends should be installed using a 90 degree long -sweep or by using two 45-degree elbows. Kumar & Associates, Inc. ® Project No. 19-7-670.02 - 7 Distribution Box • The distribution box will be used to equally divide effluent flow between the trenches. We recommend the Tuf-Tite 6-Hole Distribution Box since it is easily accessible from ground surface for maintenance. A copy of the distribution box detail is provided as an attachment to this report. • The distribution box outlet pipes should be equipped with Tuf-Tite speed levelers for ease of initial setup and adjustment over time. • The distribution box should be a minimum of 18 inches below grade with risers and an access lid at or above grade. • The distribution box must be accessible from ground surface for inspection and maintenance per State guidelines. • The effluent line from the septic tank should be directed downward into the distribution box with a 90-degree elbow inside the box. • The distribution box must be installed level on a compacted road base subgrade to ensure equal effluent distribution. If settlement of the distribution box occurs, unequal effluent distribution may take place which could cause hydraulic overload of one of the trenches and potential failure. The distribution box should be monitored periodically, and the speed levelers should be adjusted as necessary for levelling. The ground surface above and around the distribution box should be graded to drain away surface water to prevent standing water near the distribution box. 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. Kumar & Associates, Inc. ® Project No. 19-7-670.02 - 8 • 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, distribution box and STA at least annually for problems or signs of failure. • 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 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. Kumar & Associates, Inc. ® Project No. 19-7-670.02 -9 • Pumping of the septic tank should take place when the level of the sludge and scum layers combined take up about 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. 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 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. We recommend the OWTS components be surveyed by a Professional Colorado Land Surveyor. Kumar & Associates, Inc. ® Project No. 19-7-670.02 - 10 - Table 1 - Common Minimum Horizontal Setbacks from OWTS Components Wells Water Supply Line Occupied Dwelling Lined Ditch 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 Eagle 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: David A. Young, P.E. SMM/kac cc: Garfield County Environmental Health (acochran(a,garfield-county.com) Kumar & Associates, Inc. ® Project No. 19-7-670.02 100'SETBACK FROM WELL SOUTH CANYON CREEK CENTERLINE 423 Tie: S89°09'48"W 125.66' PROPOSED SOIL TREATMENT AREA (STA) CONSISTING OF 3 ROWS OF 15 INFILTRATOR QUICK4 PLUS STANDARD CHAMBERS (45 CHAMBERS TOTAL). Outline of Building Envelope — Lot 2 25,290 Sq. Ft. PROPOSED TUF-TITE 6-HOLE DISTRIBUTION BOX PROPOSED VALLEY PRECAST 1,000 GALLON TWO CHAMBER SEPTIC TANK. 25 0 25 SCALE -FEET 50 0 25' SETBACK TO ASSUMED I EXISTING WATER 35 0' 1-.4111- SUPPLY LINE ASSUMED EXISTING WATER SUPPLY LINE 50'SETBACK TO SOUTH CANYON CREEK N ' 350 o 0 1 PROPOSED CLEANGUT GP- X\ 19-7-670.02 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 *BO .935 *18 *10 CLEAR SQUARE OPENINGS 4 3 8" 3 4" 1 1/2" 4" 5"4" P0 100 90 10 80 20 70 1 30 — I 60 40 c. 2 G 50 I 50 g LI ' ' 40 I 60 30 70 1 20 80 10 90 0 1 1 I I I I 1 1 I I I I I I I I 1 1 I I I I 1 1 I I I I I I 1 1 1 1 1 1 I 1 1 100 .001 .002 .005 .009 .019 .037 .045 .106 .250 .500 1.00 2.00 4.75 9 5 19 38.1 76.2 127 DIAMETER OF PARTICLES IN MILLIMETERS 200 152 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: GRAVELLY LOAM FROM: PROFILE PIT 2 AT 4 TO 5 FEET ENTIRE SAMPLE GRAIN SIZE SIEVE SIZE % FINER PARTICLE SIZE DISTRIBUTION % (mm) COBBLES 0 127.00 5" 100 GRAVEL 27 76.00 3" 100 SAND 37 38.10 1-1/2" 100 SILT 25 19.05 3/4" 99 CLAY 11 9.50 3/8" 96 4.75 #4 74 2.00 #10 73 1.00 #18 72 PORTION OF SAMPLE 0.50 #35 70 PASSING #10 SIEVE 0.25 #60 65 0.106 #140 48 PARTICLE SIZE DISTRIBUTION % 0.045 #325 36 SAND 51 SILT 34 CLAY 15 TOTAL SAMPLE RETAINED ON #10 SIEVE: 27% GRAIN SIZE (mm) TIME PASSED (min) % FINER PERCENT OF MATERIAL RETAINED ON #10 SIEVE PASSING 3/4" SIEVE: 97% 0.037 1 30 0.019 4 25 0.009 19 19 0.005 60 16 0.002 435 11 0.001 1545 9 NOTE: Hydrometer Analysis was performed on a These test results apply only to the saThe bulk sample following screening of all material testing sreporthshallenotsted. be 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. 19-7-670.02 Kumar & Associates USDA GRADATION TEST RESULTS Fig. 2 OWTS SOIL TREATMENT AREA CALCULATIONS In accordance with the Garfield County OWTS Regulations and the Cobrado Department of Public Health and Environments Regulation #43, the soil treatment 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 F = 75 GALLONS PER DAY B = 3 BEDROOMS N = 6 PERSONS Q = 450 GALLONS PER DAY CALCULATION OF OWTS SOIL TREATMENT AREA: MINIUMUM TREATMENT AREA = Q _ LTAR WHERE: Q= LTAR (SOIL TYPE 2) = 450 GALLONS PER DAY 0.6 GALLONS/FT2/DAY MINIMUM SOIL TREATMENT AREA = 750.0 SQUARE FEET REDUCTION FACTOR FOR CHAMBERS = 0.70 MINIMUM SOIL TREATMENT AREA WITH REDUCTION = 525 SQUARE FEET AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER = 12 SQUARE FEET TOTAL CHAMBERS NEEDED = 44 CHAMBERS NUMBER OF TRENCHES = CHAMBERS PER TRENCH = TOTAL NUMBER OF CHAMBERS AS DESIGNED = 3 TRENCHES 15 CHAMBERS 45 CHAMBERS TOTAL SOIL TREATMENT AREA = 540 SQUARE FEET 19-7-670.02 Kumar & Associates SOIL TREATMENT AREA CALCULATIONS Fig. 3 4 INCH DIAMETER PVC OBSERVATION PORTS INSTALLED VERTICALLY INTO THE KNOCKOUTS PROVIDED IN END CAPS. INSTALL PORTS 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 OR BE PLACED AT GRADE IN AN ACCESSIBLE VALVE BOX. PIPES SHOULD NOT EXTEND TO SOIL SURFACE AND SHOULD BE SECURED TO CHAMBER WITH SCREWS OR COUPLINGS TO PREVENT SLIDING DOWNWARD. INFILTRATOR QUICK 4 PLUS STANDARD END CAP. TRANSPORT PIPING SHOULD BE INSERTED AT LEAST 6 INCHES INTO THE UPPER KNOCKOUT IN THE END CAP. INSTALL SPLASH PLATES BENEATH INLET PIPING TO HELP LIMIT SCOURING OF THE INFILTRATIVE SURFACE. 10 0 10 20 SCALE —FEET INFILTRATOR QUICK4 PLUS STANDARD CHAMBERS IN 3 TRENCHES. 15 CHAMBERS PER TRENCH (45 TOTAL). TUF—TITE 6—HOLE DISTRIBUTION BOX —4 INCH DIAMETER NON —PERFORATED SDR35 TRANSPORT PIPE SLOPED AT A 2% MIN. DOWN TO TRENCH. 4 INCH DIAMETER NON —PERFORATED SDR35 TRANSPORT PIPE SLOPED AT A 2% MIN. DOWN TO DISTRIBUTION BOX. 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. All piping should have a rating of SDR35 or stronger. 4. Changes to this design should not be made without consultation and approval by Kumar & Associates. 5. Refer to the 2018 Garfield County Onsite Wastewater System Regulations for other applicable specifications. 19-7-670.02 Kumar & Associates SOIL TREATMENT AREA PLAN VIEW Fig. 4 Infiltrator Quick 4 Plus Standard Chamber Installed Level -I 11E11 I —I 1 I—_ 1E111E111E11 I- I1I I III- -111E111E111-11 El 11E111E111E1 1 111E111111 11 1-111E111_ 1 111E111E11I- 1I1E111E111E111- -111I11-111E111- 111-111E111-11 -I 1E111E111—� 1 1 111E111E111 11 1-111E111E111E11 1-111111-111- 1111-111-111- _ 111E111-111-111- -111 111 111 111 111 111 111 11 -I�1-1�1-1�1-1�1-1�1=1�1=1�1=1a=u1=u1=1 _���_ ��_,j-1�1�1�1-1�1—�1 —111E1—u1- -1 � 1-1 � 1-1 � 11 � 1-1 � 1-1 � 1-111E1 � 1=1 � 1=� _l � lu 1111-1 � 1-1 � 1-1 � 1-1 � 1 _ =_ =1 � 1=1 � 1=� 1 111E111E111E111E111=111E111E111-111-11 111-1 1=1 T 1E1T 1 1=H III, 111E111E111E111E111E111-111- 1=111E111E111E111E111E111E111E111=111 11I—TI—TI—TI-1 - 4' Min. 1-1I I-111E111E111E111E111-11 111—T—111-111 11=111E111E111E11:Undisturbed11=111E111ET1=T1=T1=Tl= III Native Soil 1 1=Ti— i 1=111ETi=Ti=Ti= Ti—Ti—Ti=Ti=Ti=Ti=i 1 111—i 1—Ti= i—Ti—Ti=Ti11t=Ti- sod 111�- 111i=Ti=Ti=Ti=Ti- I-111—i 1—i 1 i 1 i 1 i 1-1 11= —111E111E111E111=111=1 —1 11=111E111E111E111E111=11 III—TI—TI—TI—TI—TI—TI1 —111E111E111ETI=TI=TI- Between ` 11ETI=TI=T1=T1=T1=T1- 1=111E111E111E111E111=111=1 _111-111E111E111E111E111=11 Trenches 1=111E111E111E111E111E111=11 IIII I1I I1I I1I I1I I1III I I1I I1I I1I I1I I1I I1I I1=„I 1 i i 1 l i 1 111111111111111111111, Excavate 36" Wide Trench 12" min. 24" max. Cover Soil Graded to Deflect Surface Water Approx. Existing Ground Surface Scarify ground surface prior to chamber placement. 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 Kumar & Associates. A 2.5 0 2.5 5 SCALE —FEET 19-7-670.02I Kumar & Associates SOIL TREATMENT AREA CROSS SECTION Fig. 5 Item # 1000T-2CP 1000 Gallon Top Seam - 2CP DESIGN NOTES • Design per performance test per ASTM C1227 • Top surface area 46.25 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 • 4' Maximum bury depth ALLOWABLE BURY (Based on Water Table) WATER TABLE ALLOWABLE EARTH FILL 0'-0" 2'-0" 1'-0" 3'-0" 2'-0" 3'-0" 3'-0" 4'-0" DRY 4'— 0" 111" 6 Flexible 7_0 68" 56" Digging Specs Invert Dimensions 11' Long x 7' Wide Inlet Outlet Length Width 56" below inlet 56" 53" 111" 60" Top View Isere to Grade a' • • 1 4" 11 106" Net Capacity 53" utyl Rubber Sealant Section View Net Weight Height I 68" Outlet Total Lid lirVALLEY PRECAST, Inc. Buena Vista, Colorado Phone: 719-395-6764 Fax: 719-395-3727 Website: www.valleyprecastcom Email: frontdesk©valleyprecastcom Inlet Side Tank Total 687 gal 323 gal 1010 gal 2620 Ibs 9380 lbs 12000 lbs :.TU r•c.rrp F•TITE 6-Hole Distribution Box L ▪ L-0-0� 0K • Injection molded HDPE • Non -corrosive • Simple to install ■ Easy to level In a septic environment, no other material can match High Density Polyethylene in delivering a lifetime of trouble -free service. Tuf-Tite Distribution Boxes are injection molded, using only premium HDPE which contains no fillers or foam. Snap -in pipe seals They're patented. Simply insert your PVC pipe and push it through the flexible, polyethylene Tuf-Tite seal. Pipes fit watertight. Installation couldn't be easier. Tough Problem Providing a simple, reliable, and permanent means for dividing septic tank effluent flow. TUF-TITE Solution A strong, stable, permanent, non -corrosive Tuf-Tite Distribution Box, with a Tuf-Tite Speed Leveler in each outlet. They're permanent Unlike cement -based pipe grout, Tuf-Tite seals will not crack or corrode in septic conditions. They stay pliable and watertight permanently. 4TUFTITE® 6-Hole Distribution Box 6HD2 • Injection molded. Exceptionally strong. • HDPE is non- corrosive in a septic environment. • Patented snap - in pipe seals simplify installation. • All Tuf-Tite products are U.V. Lstabilized. Interlocking Lid. Heavy-duty HDPE Lid is ribbed for added strength and rigidity. Slotted sides interlock on the Distribution Box to assure a tight fit. The 6HD2 Distribution Box comes complete with a Regular Lid or an Inspection Port Lid, and 8 snap -in fittings of your choice. INSTALLATION IS JUST THIS SIMPLE 1. Position the Distribution Box on level virgin soil. Do not place box on a concrete slab. 2. Install the inlet pipe and outlet pipes. Be sure the bottoms of all pipes rest on virgin soil. 3. Level the Distribution Box and all pipes as needed. 4. Backfill the pipes to within two feet of the Distribution Box. Recheck the level of the box, then backfill up to the top lid ridge. 5. Install and adjust Tuf-Tite Speed Levelers. 6. Place lid on the Distribution Box and finish backfilling. Choice of Fittings S-35 Pipe Seal, for: • Sewer and Drain • SDR 35 ■ ASTM 3034 • Thin Wall • 1500 Lb. Crush S-40 Pipe Seal, for: • Schedule 40 • 4" Corrugated P-10 Plug, for unused holes Choice of Lids Regular Lid. Molded of rugged HDPE. Inspection Port Lid. For easy access and inspection. Accepts 4" riser pipes. Tuf-Tite Speed LevelersTM Control the flow of effluent from the Distribution Box. Simply insert a Speed Leveler into each outlet pipe. Rotate each Speed Leveler so the flow is distributed as desired. Available for 3" or 4" PVC pipe. TUFTITE Drainage and Septic Products Tuf-Tite® Corporation 1200 Flex Court Lake Zurich, Illinois 60047 Water -tight Lids and Risers by Tuf-Tite® ©2005 Tuf-Tate® Corporation Form 6HD2-4. Printed in USA