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HomeMy WebLinkAboutOWTS Design Packet 10.31.2019K+A Kul= & Associates, Inc. • Geotechnicat 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 3o� ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED RESIDENCE LOT 5, NATIVE SPRINGS 18 NATIVE SPRINGS DRIVE GARFIELD COUNTY, COLORADO PROJECT NO. 18-7-371.02 OCTOBER 31, 2019 PREPARED FOR: JOSE OLIVAS 27653 HIGHWAY 6, #2209 RIFLE, COLORADO 81650 (1 vconstrulction)hotmail.com) y i rt Savnire 5i9-70Y1 +wbJ ira�nmAr� 75D9 70 1Y 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 - 7 - OWTS HOUSEHOLD OPERATION - 8 - OWTS MAINTENANCE - 8 - OWTS CONSTRUCTION OBSERVATION - 9 - LIMITATIONS - 9 - 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 ATTACHMENTS VALLEY PRECAST 1,000 GALLON, TWO -CHAMBER SEPTIC TANK DETAIL TUF-TITE 4 -HOLE DISTRIBUTION BOX Kumar & Associates, Inc. ® Project No. 18-7-371.02 INTRODUCTION This report provides the results of an onsite wastewater treatment system (OWTS) design for a proposed residence to be located on Lot 5, Native Springs, 18 Native Springs Drive, Garfield County, Colorado. The purpose of the report was 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 are supplemental to our agreement for professional services to Jose Olivas dated May 22, 2018. We previously conducted a subsoil study for foundation design of the residence at the site and presented our findings in a report dated July 13, 2018, Project No. 18-7-371. PROPOSED CONSTRUCTION The structure will be a single -story, single-family residence with three bedrooms, located on the lot as is shown on Figure 1. The floor will be structurally supported over crawlspace with a finish elevation of 6398.0 feet which is slightly above the existing ground surface. The proposed soil treatment area (STA) for the OWTS will be located to the southeast of the proposed residence as shown on Figure 1. The STA will be sized for 3 bedrooms. Water service will be provided by an on-site well located to the north of the proposed residence. If proposed construction is different than that described, we should be contacted to re-evaluate our design recommendations. SITE CONDITIONS The building site was vacant at the time of the field exploration and consisted of horse pasture. A barn is located to the east of the building site. The ground surface is relatively flat, sloping down to the southwest at about 2% grade. A well is located approximately 160 feet north of the proposed residence. Vegetation consists of grass and weeds. Kumar & Associates, Inc. ® Project No. 18.7-371.02 2 SUBSURFACE CONDITIONS The field exploration for the OWTS was conducted on May 31, 2018. 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 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 tbepth USDA Classifcatio , "= 0'-l' 0'-1' TOPSOIL; organic Loam, firm, slightly moist, brown. TOPSOIL; organic Loam, firm, slightly moist, brown. 1'-4' 1'-8' SANDY LOAM; weak blocky structure, stiff, slightly moist, brown. SANDY LOAM; weak blocky structure, stiff, slightly moist, brown. 4'-5' LOAMY SAND; gravelly, single grain structure, medium dense, moist, brown 5'-8' SANDY LOAM; weak blocky structure, stiff, moist to very moist, brown. ■ ■ • Disturbed bulk sample obtained from 2 to 3 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 Classifcati- 0'-1' TOPSOIL; organic Loam, firm, slightly moist, brown. 1'-8' SANDY LOAM; weak blocky structure, stiff, slightly moist, brown. • • • Disturbed bulk sample obtained from 1 to 2 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 1 foot of topsoil, consisted of Sandy Loam to the pit depths of 8 feet. In Profile Pit 1, a layer of gravelly Loamy Sand was encountered at 4 to 5 feet in depth. 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 the results provided on Figure 2. The tested sample (minus No. 10 size sieve fraction) classifies as Sandy Loam per the USDA system, and classifies as Soil Type 2 per State regulations. No free water was encountered in the pits nor indications of seasonal high groundwater observed at the time of excavation. Kumar & Associates, Inc. ® Project No. 18-7-371.02 3 Based on the tactile profile pit evaluations 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. 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 soils (Soil Type 2A) for which we will use an LTAR of 0.50 gallons per square foot per day to size the STA. The system will be designed for three bedrooms and an average daily flow of 75 gallons per person with double occupancy in the three bedrooms for a total of 6 persons. 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. The STA was moved to the east of the originally planned STA. An additional profile pit should be excavated near the southeast end of the STA at the time of construction to confirm the soil type at the design STA location. A 100 feet setback is required to the on-site well from the proposed STA. The proposed STA is estimated to be over 300 feet away from the well as currently planned. A 25 feet setback is required from the proposed STA to any potable water supply lines. The location of the water supply line is currently not designed. 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 Kumar & Associates, Inc. ® Project No. 18-7-371.02 - 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 three trenches with 18 Infiltrator Quick 4 Plus Standard chambers placed in the native Sandy Loam soils (54 chambers total). Equal distribution will be provided to the trenches by a distribution box. • The STA was sized based on an LTAR of 0.50 gallons per square feet per day. • 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 design STA size is 648 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. • 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 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. • The STA must maintain a minimum 25 feet setback to the on-site water supply line. Kumar & Associates, Inc. ® Project No. 18-7-371.02 -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. Septic Tank • A Valley Precast 1,000 gallon, two -chamber septic tank or equivalent septic tank will be used for primary treatment. A detail of the tank is provided as an attachment to the report. • An effluent filter should be installed in the tank outlet tee. • 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. 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 18 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 36 inches of soil cover over the sewer pipe in these areas, and the pipe be Kumar & Associates, Inc.® Project No. 18-7-371.02 - 6 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 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 more than one sewer line exiting the building. Effluent Transport Piping • The effluent transport pipe should be 4 -inch diameter SDR35 piping sloped at a minimum of 2% 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 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 36 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. Kumar & Associates, Inc.® Project No. 18-7-371.02 7 • The effluent pipe should be double encased with larger diameter Schedule 40 PVC pipe underneath driveway surfaces and be provided with at least 42 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. Distribution Box • The distribution box will be used to equally divide effluent flow between the trenches. We recommend the Tuf-Tite 4 -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 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 Kumar & Associates, Inc. a Project No. 18-7-371.02 8 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 drains as this may clog or damage OWTS components. Examples of household waste include: 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 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 Kumar & Associates, Inc. ® Project No. 18-7-371.02 9 the septic tank. • The septic tank should be pumped and cleaned every 3 to 5 years depending on use. Longer pumping intervals may increase the amount of solids that reach the STA, which may shorten its life span. • Pumping of the septic tank should take place when the level of the sludge and scum layers combined take up about 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 m 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. Kumar & Associates, Inc. ® Project No. 18-7-371.02 -10 - 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. Table 1- Common Minimum Horizontal Setbacks from OWTS Components 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, Ku mar & Associates, Inc. Shane M. Mello, Staff Engineer Reviewed by: David A. Young, P.E. SMM/mjr Kumar & Associates, Inc.6 Project No. 18-7-371.02 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 Eagle County. If you have any questions, or if we may be of further assistance, please let us know Respectfully Submitted, Ku mar & Associates, Inc. Shane M. Mello, Staff Engineer Reviewed by: David A. Young, P.E. SMM/mjr Kumar & Associates, Inc.6 Project No. 18-7-371.02 EXISTING FENCE SCALE- ET LOT 5 321 54. 5.F. +/- 7.37AC +/- EXISTING BARN PROPOSED VALLEY PRECAST 1,000 GALLON, TWO—CHAMBER SEPTIC TANK TUT—TITE 4—HOLE DISTRIBUTION BOX V1 56.1 PROPOSED SOIL TREATMENT AREA CONSISTING OF THREE ROWS OF 18 INFILTRATOR QUICK4 PLUS STANDARD CHAMBERS IN EACH ROW. 54 CHAMBERS TOTAL. 441 E R 9 1 1 18-7-371.02 Kumar & Associates OWTS SITE PLAN HYDROMETER ANALYSIS SIEVE ANALYSIS 100 24 HRS 7 HRS 45 SAN 13 1N 60MIN TIME READINGS 19k1N OM IMI .'S !j4➢ U.S. STANDARD .• 1 SERIES - - I1? CLEAR SQUARE OPENINGS 4 31.5" A/ " 1 1 2" " "i B III[ r�wl a .� t BO elerrlre NII T 10 .. .. .. _+� e0 WrM 1 20 70 30 WMM IMEIM ■50 I 50 r I W 4a I ll I I BO 30 70 t 20 �� I 30 imi 10 '– 90 0 S 1 s 1 1 T .001 .002 .003 .009 .019 .037 I _r I I Ll_ .105 .250 .045 IAMETER OF PARTICLES TT—T-1-TT .500 1,00 240 4.73 IN MILLIMETERS 9 3 19 1 39.1 1"- 70.2 I"r1 1 127 152 200 1 100 CLAY SILT SAND GRAVEL 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: SANDY 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 0 76.00 3" 100 SAND 56 36.10 1-1/2" 100 SILT 33 19.05 3/4" 100 CLAY 11 9.50 3/6" 100 4.75 114 100 2.00 #10 100 1.00 #16 100 PORTION OF SAMPLE 0.50 05 99 PASSING #10 SIEVE 0.25 96 0.106 #60 #140 74 PARTICLE SIZE DISTRIBUTION % 0.045 #325 44 SAND 56 SILT 33 CLAY 11 GRAIN SIZE mm ( ) TIMEPASSED% (min) FINER + TOTAL SAMPLE RETAINED ON #10 SIEVE: 0% PERCENT OF MATERIAL RETAINED ON #10 SIEVE PASSING 3/4" SIEVE: N/A% 0.037 1 36 0.019 4 26 0.009 — 19 20 0.005 60 15 0.002 435 f 11 0.001 1545 8 NOTE: Hydrometer Analysis was performed on a These test results apply only to the samples which were tested. The bulk sample following screening of all material lasting report shall not be reproduced, larger than the #10 sieve (2.0 mm) per USDA except In full, without the written guidelines. approval of Kumar tc Associates, Inc. Siwe analysis testing Is performed In accordance with ASTI D422, A51'M C136 and/or ASTM 01140. 18-7-371.02 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 Pubic Health and Environment's Regulation #43, the soi treatment area was calculated as folows: 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 PROPOSED RESIDENCE: F= B= N= Q= CALCULATION OF OWTS SOIL TREATMENT AREA: MINIUMUM TREATMENT AREA = Q _ LTAR WHERE: Q= LTAR (SOIL TYPE 2A) = MINIMUM SOIL TREATMENT AREA = REDUCTION FACTOR FOR CHAMBERS = MINIMUM SOIL TREATMENT AREA WITH REDUCTION = AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER = TOTAL CHAMBERS NEEDED = 75 GALLONS PER DAY 3 BEDROOMS 2 PERSONS 450 GALLONS PER DAY 450 GALLONS PER DAY 0.5 GALLONS/FT2/DAY 900.0 SQUARE FEET 0.70 630 SQUARE FEET 12 SQUARE FEET 53 CHAMBERS NUMBER OF TRENCHES = 3 CHAMBERS PER TRENCH = 18 CHAMBERS TOTAL NUMBER OF CHAMBERS AS DESIGNED = 54 CHAMBERS TOTAL SOIL TREATMENT AREA = 648 SQUARE FEET 18-7-371.02 Kumar & Associates SOIL TREATMENT AREA CALCULATIONS Fig. 3 TUF—TITE 4—HOLE DISTRIBUT4ON BOX 4 INCH DIAMETER NON—PERFORATED SDR35 TRANSPORT PIPE SLOPED AT A 2% MIN. DOWN TO TRENCH. 10 0 10 20 SCALE—FEET 4 INCH DIAMETER NON—PERFORATED SDR35 TRANSPORT PIPE SLOPED AT A 2% MIN. DOWN TO DISTRIBUTION BOX. • 1/// **4_/// INFILTRATOR QUICK 141411144110, ■. ■ ■■ 4 PLUS STANDARD — END CAP .■ N Np•ST/// // 4** s p :411 INFILTRATOR RS UICK4 PLUS ///Fs ■ Q■ ■■� IN 3 TRENCHES. STANDARDCHBMB CHAMBERS 44■ •■� PER TRENCH (54 TOTAL). / -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. 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. 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. 18-7-371.02 Kumar & Associates SOIL TREATMENT AREA PLAN VIEW Fig. 4 12" min. 24" max. Cover Soil Graded to Deflect Surface Water - Excavate 36" Infiltrator Quick 4 Plus Wide Trench Standard Chamber Installed Level /1 Approx. Existing Ground Surface -7R r�te.,�' aT�� d>1- f Ir-' 1 X11@ -1'11. 110 AVL.. 1 1 M1 - r-fr=f ='fl mlF1 .1,i, �r t —1l -1I 10..411. r_ 1 <14' in.' I 1 Undisturbed Soil 1ili i. Between Trenches 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. 2.5 0 2.5 5 SCALE—FEET 18-7-371.02 Kumar & Associates SOIL TREATMENT AREA CROSS SECTION Fig. 5 H 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" Digging Specs Invert 111" Flexible Top View zRlaere to Grade 6 3" 5 3" Dimensions 11' Long x 7' Wide 56" below inlet Inlet Outlet 56" 53" Length 111" Width 60" Height 106" Net Capacity 5,3" utyl Rubber Sealant Section View Net Weight Inlet Side Outlet Total 68" Lid Tank Total 687 gal 323 gall 1010 gal 2620 lbs 9380 lbs 12000 lbs VALLEY I7 PRECAST, Inc. Buena Vista, Colorado Phone: 7/94954794 Fax: 719-395-3727 Website: www.valleyprec astc om Email: frontdesk©valleypr+ecast.aom Providing a simple, mllable, and nerrrcartent marls for dividing septic tank effluenttow. TUF-T1TE Solution A strong, stable, permanent, non•cn,rasive Tut -Tito 'Distribution Box, with a Tut -rete Speed Leveler in each outlet. ■ 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. Tut -rite 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. 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. 7LTUFETITE 4 -Hole Distribution Box 4HD2 ■ Injection molded. Exceptionally strong. ■ HOPE is non- corrosive in a septic environment. ■ Patented snap -in pipe seals simplify installation. Interlocking Lid. Heavy-duty HDPE Lid is ribbed for added strength and rigidity. Slotted sides interlock on the Disiribulion Fox to assure a light fit. The 4Hf72 Distribution Box comes complete with a Regular Lid or an Inspection Part Ltd. and 5 snap -in fittings of your Choice. Model Bi Riser. For.serias B1 Box. Stackable HDPE Risers extend to grade in ns" inctaments. ►crept 1" ' r. 11: lids and grates. 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. TUFTITE Drainage and Septic Products Tuff -Tito° corporation 1200 Flex Court Lake Zurich, Illinois 60047 01999 Tuf-Tite® Corporation Form 4HD2-3. Printed in USA P-10 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 II 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. Models available to accept either 4" or 6" extension pipes. A full line of innovations for better septic systems Tuf-Tite Speed Levelers TM 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.