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HomeMy WebLinkAboutOWTS Engineer's Design Report 09.04.2018H-PI<UMAR Geotechnical Engineering! Engineering Geology Materials Testing i Environmental 5020 County Road 154 Glenwood Springs, CO 81601 Phone: (970) 945-7988 Fax: (970) 945-8454 Email: hpkglenwood@kumarusa.com Office Locations: Parker, Glenwood Springs, and Silverthorne, Colorado ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED RESIDENCE LOT 1, TELLER SPRINGS 1711 COUNTY ROAD 109 GARFIELD COUNTY, COLORADO PROJECT NO. 18-7-187.02 SEPTEMBER 4, 2018 PREPARED FOR: RIDGE RUNNER CONSTRUCTION ATTN: BRENT LOUGH 1655 COUNTY ROAD 109 GLENWOOD SPRINGS, COLORADO 81601 blridgerunner(a 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 - 3 - OWTS COMPONENTS - 4 - OWTS OPERATION AND MAINTENANCE - 7 - OWTS HOUSEHOLD OPERATION - 8 - OWTS MAINTENANCE - 8 - OWTS CONSTRUCTION OBSERVATION - 9 - LIMITATIONS - 9 - FIGURE 1 OWTS SITE PLAN FIGURE 2 USDA GRADATION TEST RESULTS FIGURE 3 SOIL TREATMENT AREA CALCULATIONS FIGURE 4 SOIL TREATMENT AREA PLAN VIEW FIGURE 5 SOIL TREATMENT AREA CROSS SECTION ATTACHMENTS VALLEY PRECAST 1,000 GALLON SEPTIC TANK DETAIL TUF-TITE 4 -HOLE DISTRIBUTION BOX DETAIL Project No. 18-7-187.02 INTRODUCTION This report provides the results of an onsite wastewater treatment system (OWTS) design for the proposed residence to be located on Lot 1, Teller Springs Subdivision, 1711 County Road 109, Garfield County, Colorado. The purpose of this report is to provide design details for the OWTS in accordance with Garfield County Onsite Wastewater Treatment System Regulations and the Colorado Department of Public Health and Environment's Regulation #43. The study was performed as supplemental services to our agreement to Ridge Runner Construction dated March 5, 2018. We previously prepared a subsoil study for foundation design for the building and submitted our recommendations in a report dated April 19, 2018, Project No. 18-7-187. PROPOSED CONSTRUCTION The proposed construction consists of a 3 -bedroom single family residence with a detached garage located on the lot as shown on Figure 1. The ground floors will be slab -on -grade. The proposed OWTS soil treatment area (STA) will be located to the southeast of the proposed residence. Water service will be provided to the residence by a public water system from a water shut off valve near the southeast corner of the of Lot 1 located on Lot 2, see Figure 1. If proposed construction is different than that described, we should be contacted to re-evaluate our design recommendations. SITE CONDITIONS The residence on the site was under construction at the time of field exploration. The ground surface at the proposed STA location is moderately steeply sloping down to the east/southeast at grades from about 15 to 20%. Vegetation consists primarily of sagebrush with scattered juniper trees and sparse grass and weeds. No surface water features were observed in the near vicinity of the lot. The water shut-off valve for the water supply to the residence is located to the southeast of the proposed residence and planned STA. The waterline should maintain a minimum 25 feet set -back from the STA. Project No. 18-7-187.02 -2 - SUBSURFACE CONDITIONS The field exploration for the OWTS was conducted by a representative of H-P/Kumar on July 18, 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. The pits were logged by a representative of H -P Kumar. Logs of the profile pits are provided below. Log of Profile Pit 1 Depth USDA Classification 0-'/2' TOPSOIL; organic Sandy Loam, loose, slightly moist, dark brown. 1/2,-8, SANDY LOAM; with gravel, moderately blocky structure, medium dense, slightly moist, tan. • • 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 0-1/2' TOPSOIL; organic Loam, loose, moist, dark brown. 1/2'-8' SANDY LOAM; with gravel, moderately blocky structure, medium dense, slightly moist, tan. • Disturbed bulk sample taken from 2 to 3, feet. • Bottom of pit @ 8 feet. • No free water or redoximorphic features observed at time of pit excavation. The soils encountered consisted of about '/2 foot of organic topsoil overlying Sandy Loam to the pit depths of 8 feet. A hydrometer and gradation analyses were performed on a disturbed bulk sample of the soils from Profile Pit 2 with the results provided on Figure 2. The tested sample (minus No. 10 size sieve fraction) classified as a Sandy Loam per the USDA system. Based on the subsurface conditions, the soils have been classified as Soil Type 2 per State regulations. No free water was encountered in the pits at the time of excavation. In addition to the two profile pits, percolation testing was performed in three holes hand dug in the bottoms of shallow backhoe pits on August 20, 2018 after pre-soaking. The percolation rates in the test holes ranged from 71/2 to 10 minutes per inch (mpi) with an average rate of about 8 mpi. Percolation test procedures outlined in Colorado State Health Department Regulation #43 were not utilized and the results were only used for comparison to our profile pit evaluations. Project No. 18-7-187.02 - 3 OWTS ANALYSIS Based on the site conditions and profile pit evaluations, the site appears feasible for a conventional infiltration STA system consisting of Infiltrators in a trench configuration. The base of the soil treatment trenches will be in Sandy 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 three bedrooms. The sewage effluent will gravity flow to the septic tank for primary treatment, then gravity flow to the STA for dispersal and final treatment. The STA will consist of two trenches with Infiltrator Quick 4 Plus Standard chambers. Equal distribution will be provided to the Infiltrators and trenches by a distribution box. 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 yet designed. If the water supply line is within 25 feet of the proposed STA, we should be notified for additional recommendations. The STA must be at least 10 feet from the lot property line. 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, please contact us and we will re-evaluate our design recommendations. SOIL TREATMENT AREA • Soil treatment area calculations are shown in Figure 3. • The STA was sized based on an LTAR of 0.60 gallons per square feet per day. • The STA will consist of two trenches with 22 Infiltrator Quick 4 Plus Standard chambers in each (44 chambers total) placed in the native soils. Equal effluent distribution will be provided to Infiltrators by a distribution box. Project No. 18-7-187.02 -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 is 528 square feet. • A minimum of six feet of undisturbed soils between the trenches is required. • 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. • A minimum of 12 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 maximum. This is especially important along the up- slope side of the field where a swale will likely be needed • Disturbed soil should be re -vegetated as soon as possible with a native grass mix. No trees, shrubs or other plants with deep roots should be planted on or near the 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 25 feet setback to the on-site water supply line. 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. Project No. 18-7-187.02 - 5 Septic Tank • A 1,000 gallon, two chamber Valley Precast septic tank, or equivalent, is proposed 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 pipes 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 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. 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 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 • 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 Project No. 18-7-187.02 - 6 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 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 are other sewer lines 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 2%2 inches in diameter to help prevent settlement of the pipe. Sags could cause standing effluent to freeze and damage to the piping. • 36 inches minimum 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 soil cover 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. Project No. 18-7-187.02 -7- • 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 for leveling 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 granular soil 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. • The ground surface above and around the distribution box should be graded to drain away 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. Project No. 18-7-187.02 - 8 OWTS HOUSEHOLD OPERATION The OWTS will require periodic inspection and maintenance to function properly. The level of maintenance will vary depending on the complexity of the system and water use habits of the residents. Below are some basic recommendations for the OWTS O&M. • Use of high efficiency water fixtures is recommended to decrease the hydraulic load on the OWTS system. • Fix plumbing leaks immediately as this may cause a hydraulic overload of the STA. • Do not irrigate the area on top of or directly upgradient of the STA as this may cause a hydraulic overload. • Do not dispose of household waste down household drains as this may clog or damage OWTS components. Examples of household waste includes: dental floss, cotton swabs, coffee grounds, paper towels, feminine products and many other kitchen and bath items. • Use of kitchen garbage disposals is not recommended. If a garbage disposal is utilized, kitchen wastewater should be screened thoroughly. Many kitchen solids are not decomposed in the septic tank and may cause increased tank pumping frequency. • Do not dispose of household chemicals, greases, oils, paints, hot tub water or water softener backwash in household drains. A separate drywell, if feasible, may be necessary for hot tub water or water softener backwash disposal. • Limit the use of bleach as this may harm useful bacteria in the septic tank and STA. • Liquid dishwasher and clothes washer detergent is recommended for households served by an OWTS. Clay substances used as fillers in powder detergents may result in clogging of the STA. • The effluent in septic tanks can freeze during extended periods of non-use in cold weather. We recommend that a tank heater be installed in this system to help prevent freezing. OWTS MAINTENANCE • Inspect the septic tank, effluent pump, effluent pump vault filter and soil treatment area at least annually for problems or signs of failure. • The pump vault filter should be cleaned annually by spray washing solids into the first chamber of the septic tank. Project No. 18-7-187.02 -9- • Septic tank should be pumped and cleaned every 3 to 5 years depending on use. Longer pumping intervals may increase the amount of solids that reach the soil absorption area, which may shorten its life span. • Pumping of the septic tank should take place when the level of the sludge and scum layers combined take up 25 to 33% of the capacity of the first chamber of the tank. OWTS CONSTRUCTION OBSERVATION The Garfield County Building Department requires that the designer of the system provide an As -Built certification of the OWTS construction. We should be provided with at least 48-hour notice prior to the installer needing the As -Built inspections. Prior to issuance of our certification letter, we require observation of all system components prior to backfill. The number of site visits required for the inspection will depend on the installer's construction schedule. LIMITATIONS We have conducted this design in accordance with generally accepted engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The recommendations provided in this report are based on the site conditions, profile pit evaluations, soil texture analysis, 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 Project No. 18-7-187.02 - 10 - 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 the Garfield County Building Department. If you have any questions, or if we may be of further assistance, please let us know Sincerely, H -P` KU MAR Shane M. Mello, Staff Engineer Reviewed by: 00111111 co• David A. Young, P.lr % 32 216 r q. C9.4$4 `ate SMM/ksw itk(9 0DNAL 0a� ritittlttt Project No. 18-7-187.02 Wells Water Supply Line Occupied Dwelling Lined Ditch or Lake Lake, Irrigation Ditch, Stream Dry Ditch or Gulch Septic Tank STA 100' 25' 20' 20' 50' 25' 5' Septic Tank 50' 10' 5' 10' 50' 10' Building Sewer 50' 10' 0' 10' 50' 10' - Please contact us for any necessary revisions or discussion after review of this report by the Garfield County Building Department. If you have any questions, or if we may be of further assistance, please let us know Sincerely, H -P` KU MAR Shane M. Mello, Staff Engineer Reviewed by: 00111111 co• David A. Young, P.lr % 32 216 r q. C9.4$4 `ate SMM/ksw itk(9 0DNAL 0a� ritittlttt Project No. 18-7-187.02 4]:.)L FLOW LINE DITCH PROPOSED RESIDENCE VALLEY PRECAST 1,000 GALLON TWO CHAMBER SEPTIC TANK WITH .o EFFLUENT FILTER 1 oryo I 1018 V SOIL TREATMENT AREA CONSISTING OF TWO ROWS OF 22 INFILTRATOR QUICK 4 PLUS STANDARD CHAMBERS IN EACH ROW 611. 1 10' TUF-TITE 4 -HOLE DISTRIBUTION BOX PROFILE PIT 1 HEA 10' PROFILE PIT 2 I 10' S:TBACK OPR: PEAR ITLINE ELEC.IRISER *60 1 WATER SHUT OFF EXISTING CONTOURS LOT 2 LEGEND: • PROFILE PIT A PERCOLATION TEST HOLE L07' 6 APPROXIMATE SCALE 1 INCH = 50 FEET 0 25 50 75 100 18-7-187.02 H-P%KUMAR OWTS SITE PLAN Fig. 1 ,11:Zy11BIEN*Ml111 HYDROMETER ANALYSIS TIME READINGS 24 HR. 7 HR 1 MIN. 0 45 MIN 15 MIN. 60MIN19MIN.4 MIN. #325 10 20 30 40 50 60 70 80 90 100 .001 .002 .005 .009 .019 SIEVE ANALYSIS CLEAR SQUARE OPENINGS #4 3/8" 3/4" 1 1/2" 3" 5" 6" 8" 100 U.S. STANDARD SERIES #140 #60 #35 #18 #10 CLAY 18-7-187.02 SILT GRAVEL 33 % .045 .106 .025 .500 1.00 2.00 DIAMETER OF PARTICLES IN MILLIMETERS SAND V. FINE I FINE 1 MEDIUM COARSE IV. COARSE SAND 38 % USDA SOIL TYPE: SANDY LOAM H-P%KUMAR 4.75 9.5 90 80 70 60 50 40 30 20 10 0 19.0 37.5 76.2 152 203 GRAVEL SMALL 1 MEDIUM I LARGE SILT 25 % COBBLES CLAY 4 % FROM: PIT 2 @ 2 - 3 FEET 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 Environment's Regulation #43, the soil treatment area was calculated as folbws: CALCULATION OF OWTS DESIGN FLOW: Q = (F)(B)(N) WHERE: Q = DESIGN FLOW F = AVERAGE FLOW PER PERSON PER DAY B = NUMBER OF BEDROOMS N = NUMBER OF PERSONS PER BEDROOM PROPOSED RESIDENCE: F = 75 GALLONS PER DAY B = 3 BEDROOMS N = 2 PERSONS PER BEDROOM Q = 450 GALLONS PER DAY CALCULATION OF OWTS SOIL TREATMENT AREA: MINIUMUM TREATMENT AREA = Q _ LTAR WHERE: Q= LTAR (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 = 2 CHAMBERS PER TRENCH = 22 CHAMBERS TOTAL NUMBER OF CHAMBERS AS DESIGNED = 44 CHAMBERS TOTAL SOIL TREATMENT AREA = 528 SQUARE FEET 18-7-187.02 H-P%KUMAR SOIL TREATMENT AREA CALCULATIONS Fig. 3 TUF-TITE 4 -HOLE DISTRIBUTION BOX Line Flow From Tank 4" DIAMETER NON -PERFORATED SDR35 TRANSPORT PIPE SLOPED AT 2% MIN. DOWN TO TRENCH INFILTRATOR QUICK 4 PLUS STANDARD CHAMBERS IN 2 TRENCHES. 22 CHAMBERS IN EACH TRENCH (44 TOTAL). 4 INCH DIAMETER PVC OBSERVATION PORTS INSTALLED VERTICALLY INTO KNOCKOUTS PROVIDED IN END CAPS. INSTALL VENTS AT EACH END OF EACH TRENCH. REMOVABLE LID TO BE PLACED ON TOP OF PIPE. PIPE MUST STICK UP AT LEAST 8 INCHES ABOVE FINISHED GRADE 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. 0 uJ W 0 Z W Z W OD J—o 0 W 7 0 z z °-4.N_______ TRANSPORT PIPING SHOULD BE INSERTED AT LEAST 6 INCHES INTO THE UPPER KNOCKOUT IN THE CHAMBER END PLATES. INSTALL SPLASH PLATES BENEATH INLET PIPING TO HELP LIMIT SCOURING OF THE INFILTRATIVE SURFACE INFILTRATOR QUICK 4 PLUS STANDARD END CAP NOT TO SCALE Notes: 1. Chambers should be installed level on a scarified ground surface. 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. Fill placed over the soil treatment area should be properly benched into the hillside. 4. All piping should have a rating of SDR35 or stronger. 5. Changes to this design should not be made without consultation and approval by H-P/Kumar. 6. Refer to the Garfield County Onsite Wastewater System Regulations for other applicable specifications. 18-7-187.02 H-PkKUMAR SOIL TREATMENT AREA PLAN VIEW Fig. 4 Excavate 36" Wide Trench 11= III=III=III=1 = 111-111-111-111-111— 1-111-111-111-111-11 =11= _- 11I=III=III=III—III— -L=III—III—III—= — III—III—III—III—II 1=1II—II1=111=1II—III—II 1=II=II=II—II— ► =1II-III—III—III—III—III — =1=1=1=11__1_1=1 1_ 1111-1_IT—' ' —I 11=1 11=1 11=1 I I=__ 111=111=111=111=111=111=111—H'l l"—I6'min. =111=111=111=111=111=111=111=111—= — —IIIIIIIIIIIIIIIIIIIII Undisturbed Soil III= 1=III=III=III=III=III=III=III=III=III=III=11 =— 1=111=111=111=111=111=111=111=1 Between Trenches-=, -111-111-111=111=111=111=111=111=111=111=111=111=111=111= 1-I I -I I-III-III-III-III-IIIIII-III-III-IIIIII-III I I—III—III—III—III—III—III—III—III—III—III—III—III—III—I 11= 1—I I—I I—III—III—III—III—III—I I—III—III—III—I I I—I I III -III -III -III -III -III -III -III -III -III -III -III -III -I 11= 1-I I -I I -III -III -III -III -I 11= I I 1=1 11=1 iI—I I I—III I I—III—III—III—III—III—III—III—III—III—III—III—III—I 11= 1—I I 1—III—III—III—III—III—I I Native Soil =111=111=111 III—III—III—III—III—III—III—III—III—III—III—III—I 11= 1—I l I—I l I—I I I—I I I—I I I—III—III III III—III—III— I I—III—III—III—III—III—I I I—I I I—III—III—III—III—I 11= 1—I l I—I l I—III—I I I—I I I—I I I—I I I—III—III—III—I 11 III—III—III—III—I I I—I I I—III—III—III—III—III—I 11= I—III—III=III=111=111=111=111=III=III=111=1-111-111-111-111-111-11 i—III=III=III=III=III= 1—III—III—III—III—III—III-111=III=III=111—I Scarify ground 111E111E111E111E111E 1-1 11E HE11=IHEI 1=WE I I1=III=111=111— surface prior to 111-111-111=111 1-1 11-1 I E I E I E I E I E I E I E HEIR I I: —II I—I11= 1-111-111=111=111=111=111=111=111=111= chamber placement. =111=111—III1 11=-1 I I- 1-1 11-1 HE HE HE HE HE HE HEM= 11-1 1-1 1-1 1-111-111=II=II=II- 1=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=II=III=III=111-111-11-II-II- Infiltrator Quick 4 Plus Standard End Cap APprox Existing Infiltrator Quick 4 Plus Standard Chamber Installed Level Ground Surface 12" min. 24" max. Cover Soil Graded to Deflect Surface Water 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 H-P/KUMAR APPROXIMATE SCALE: 1 INCH = 5 FEET 18-7-187.02 H-PtKUMAR 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" 6 Flexible 68" 56" 111" a • . a • IF a 20" Clear Access • a • TANK ID • iL Top View Isere to Grade Digging Specs Invert Dimensions 11' Long x 7' Wide Inlet Outlet Length Width 56" below inlet 56" 53" 111" 60" 4' d. • /4" 11 11 106" Net Capacity 53" utyl Rubber Sealant Section View Net Weight Height Inlet Side 68" Outlet Total Lid Tank Total 687 gal 323 gal 1010 gal 2620 lbs 9380 lbs 12000 lbs lirVALLEY PRECAST, Inc. Buena Vista, Colorado Phone: 719-3954764 Fax: 719-395-3727 Website: www.valleyprecastcom Email: frontdesk©valleyprecastcom 43:JUFTITE 4 -Hole Distribution Box Tough Problem Providing a simple, reliable, and permanent means for dividing septic tank effluent flow. Tuf-Tite® Distribution Box. THE TOUGH ONE! • Injection molded HDP • 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. 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. I+TUFTITE4-Hole Distribution Box 4HD2 • Injection molded. Exceptionally strong. • HDPE is non- corrosive in a septic 15'/" 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 Distribution Box to assure a tight fit. The 4HD2 Distribution Box comes complete with a Regular Lid or an Inspection Port Lid, and 5 snap -in fittings of your choice. Model B1 Riser. For series B1 Box. Stackable HDPE Risers extend to grade in 6" increments. Accept 11" x 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. S-35 S-40 J 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 • 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. 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. ' TUF•TITE Drainage and Septic Products Tuf-Tite® Corporation 1200 Flex Court Lake Zurich, Illinois 60047 ©1999 Tuf-Tite® Corporation Form 4HD2-3. Printed in USA A full line of innovations for better septic systems