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HomeMy WebLinkAboutOWTS Design Report 02.04.2019H-PI<UMAR Geotechnical Engineering I Engineering Geology Materials Testing 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 RECEIVED MAR 12 2019 GARFIELD COUNTY COMMUNITY DEVELOPMENT ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED MONTES RESIDENCE TBD HIGHWAY 6, CANYON CREEK AREA WEST OF GLENWOOD SPRINGS GARFIELD COUNTY, COLORADO PROJECT NO. 18-7-532.02 FEBRUARY 4, 2019 PREPARED FOR: TITO MONTES C/O PALOMINO DESIGN BUILD ATTN: JACK PALOMINO 919 PALMER AVENUE GLENWOOD SPRINGS, COLORADO 81601 iacki)alorino55(gmail.com TABLE OF CONTENTS INTRODUCTION - 1 - BACKGROUND INFORMATION - 1 - PROPOSED CONSTRUCTION - 1 - SITE CONDITIONS - 2 - SUBSURFACE CONDITIONS - 2 - OWTS ANALYSIS - 3 - DESIGN RECOMMENDATIONS - 4 - SOIL TREATMENT AREA - 4 - OWTS COMPONENTS - 5 - OWTS OPERATION AND MAINTENANCE - 8 - OWTS HOUSEHOLD OPERATION - 8 - OWTS MAINTENANCE - 9 - OWTS CONSTRUCTION OBSERVATION - 9 LIMITATIONS - 10 - FIGURE 1 - SITE VICINITY MAP FIGURE 2 - OWTS SITE PLAN FIGURES 3 & 4 - USDA GRADATION TEST RESULTS FIGURE 5 - SOIL TREATMENT AREA CALCULATIONS FIGURE 6 - SOIL TREATMENT AREA PLAN VIEW FIGURE 7 - SOIL TREATMENT AREA CROSS SECTION ATTACHMENTS VALLEY PRECAST 1,000 GALLON SEPTIC TANK DETAIL TUF-TITE 4 -HOLE DISTRIBUTION BOX DETAIL Project No. 18-7-532.02 INTRODUCTION This report provides the results of an onsite wastewater treatment system (OWTS) design for the proposed Montes residence to be located at TBD Highway 6, Canyon Creek area, west of Glenwood Springs, Garfield County, Colorado. A vicinity map of the site is provided on Figure 1. The purpose of this report is to provide design details for the OWTS in accordance with 2018 Garfield County Onsite Wastewater Treatment System Regulations and the Colorado Department of Public Health and Environment's Regulation #43. The study was performed in accordance with our proposal for Onsite Wastewater Treatment System Design services to Tito Montes c/o Palomino Design Build dated November 1, 2018. BACKGROUND INFORMATION We previously prepared a subsoil study for foundation design of the building and submitted our recommendations in a report dated October 12, 2018, Project No. 18-7-532. The study included profile pits in the area of the OWTS which were used for the design submitted in this report. PROPOSED CONSTRUCTION The proposed construction will consist of a 3 -bedroom, single family residence with an attached garage located on the lot as shown on Figure 2. The ground floors will be structural over crawlspace in the living areas and slab -on -grade in the garage. Finish elevation of the ground floors will be at to slightly above the existing ground surface. The proposed OWTS soil treatment area (STA) will be located to the southwest of the proposed residence. Water service will be provided to the residence by a well located in the northwest corner of the lot located as shown on Figure 2. If proposed construction is different than that described, we should be contacted to re-evaluate our design recommendations. Project No. 18-7-532.02 2 SITE CONDITIONS The site is mostly open grass field. A drainage ditch runs parallel to Highway 6 between the south property line and the highway. Drainage ditches also run along the north, east and west property lines. An existing pole barn is located in the northeast corner of the lot. The terrain is moderately sloping down to the southwest at grades of about 8 to 10%. Vegetation generally consists of grass and weeds on the lot, with reeds and cattails in the drainage ditch along the west part of the south lot line. The onsite well is in the northwest corner of the lot, see Figure 2 SUBSURFACE CONDITIONS The field exploration for the OWTS was conducted by a representative of H-P/Kumar on September 4, 2018. 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. 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. V-8' GRAVELLY SANDY LOAM; weak blocky structure, medium dense, slightly moist to moist, red -brown. • Disturbed bulk sample taken at 2 to 3 feet depth. • Bottom of pit @ 8 feet depth. • No free water or redoximorphic features observed at time of pit excavation. Log of Profile Pit 2 Depth USDA Classification 0-Y2' TOPSOIL; organic Loam, loose, moist, dark brown. /Z, 3, SANDY LOAM; with gravel, weak blocky structure, medium dense, slightly moist, red -brown. 3' S' VERY GRAVELLY LOAMY SAND; single grain structure, medium dense, slightly moist, red -brown. • • • Disturbed bulk sample taken from 3 to 4 feet depth. Practical digging refusal on large cobble of small boulder in bottom of pit @ S feet depth. No free water or redoximorphic.features observed at time of pit excavation. t Project No. 18-7-532.02 -3 - The soils encountered consisted of about '/2 foot of organic topsoil overlying Sandy Loam and Loamy Sand with varying amounts of gravel to the maximum depth explored of 8 feet. Hydrometer and gradation analyses were performed on disturbed bulk sample of the soils from Profile Pits 1 and 2 (minus 11/2 inch to 5 inch fraction) with the results provided on Figures 3 and 4, respectively. The tested sample from Profile Pit 1 classified as a Gravelly Sandy Loam per the USDA system (see Figure 3). The tested sample from Profile Pit 2 classified as a Very Gravelly Loamy Sand per the USDA system (see Figure 4). Based on the subsurface conditions, the soils have been classified as Soil Type 2A per State regulations. No free water was encountered in the pits at the time of excavation nor indications of seasonal high groundwater were observed. In addition to the two profile pits, percolation testing was performed in three holes, hand dug in the bottoms of shallow backhoe pits on September 4, 2018. The percolation rates measured in the test holes ranged from about 20 to 40 minutes per inch (mpi) with an average rate of about 30 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. OWTS ANALYSIS Based on the site conditions and profile pit evaluations, the site appears feasible for a conventional infiltration STA 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. 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 three trenches with Infiltrator Quick 4 Plus Standard chambers. Equal distribution will be provided to the chambers and trenches by a distribution box. The proposed STA was moved to the west of the originally planned STA based on setback constraints and to avoid the very gravelly soils found in Profile Pit 2. An additional profile pit should be excavated and observed by us located to the west of the proposed STA, located as shown on Figure 2, prior to or at the time of the STA installation to verify the assumed soil and groundwater conditions. Project No. 18-7-532.02 -4- A 100 feet setback is required from the proposed STA to the on-site well and any other off - property wells. 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. The STA must be at least 25 feet from the drainage ditches. Our design provided below appears to meet these set -backs. 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 2. 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 • Soil treatment area calculations are shown in Figure 5. • The STA was sized based on an LTAR of 0.50 gallons per square feet per day. • The STA will consist of three trenches with 18 Infiltrator Quick 4 Plus Standard chambers in each (54 chambers total) placed in the native soils. Equal effluent distribution will be provided to chambers by a distribution box. • 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 648 square feet in size. • A minimum of four 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. Project No. 18-7-532.02 - 5 • 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 6 and a cross section of the STA is presented on Figure 7. • The STA must maintain a 100 feet setback from any wells, including the on-site well an any wells off of the property. • The STA must maintain a 25 feet setback from the on-site water supply line. • The STA must maintain a 25 feet setback from the drainage ditches along all lot lines. 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 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. • Thetankmust be -a minimum of 1-0 -feet-from-any dr-ainage ditches. -- • The tank must be a minimum of 50 feet from any well. • 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 Project No. 18-7-532.02 -6 - material may be needed to prevent tank damage during placement and/or to 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 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. • 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 2 is considered conceptual. We assume that there will be only one sewer line exiting the residence. It is the responsibility of the Project No. 18-7-532.02 -7- 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 % inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 2V2 inches in diameter to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to freeze and damage to the piping. • A minimum 36 inches of cover soil should be provided over the effluent transport pipe. Paved areas, patios or other areas without vegetative cover may be more susceptible to frost. We recommend 48 inches of soil cover over the effluent pipe and insulation with at least 2 inches of rigid foam insulation in these areas. If adequate cover soil is not possible, 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. • 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. Project No. 18-7-532.02 _g_ • 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 of the STA. The distribution box should be monitored periodically and the speed levelers should be adjusted as necessary to level the box. • 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. 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. Project No. 18-7-532.02 -9- • 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 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. • 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 treatment 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 a record drawing and certification of the OWTS construction (As -Built inspection). We should be Project No. 18-7-532.02 - 10 - provided with at lcast.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, 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. We recommend an additional profile pit at the STA as shown on Figure 2 to better evaluate the subsoils in that area. 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. Due to the limited area for the OWTS and the required set -backs, we recommend the OWTS components be surveyed by a Professional Colorado Land Surveyor prior to installation of the system. Project No. 18-7-532.02 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--PKUMAR Shane M. Mello, Staff Engineer Reviewed by: ,�- 1. - I 4-..1/,,,..0 David A. Young, P.E. .z i i ill SMM/ksw ��� �''"��u'� Wells Water Supply Line Occupied Dwelling Dit Lined h or Lake Lake, Irrigation Ditch, Stream Dry Gulch or Intermittent Ditch 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 the Garfield County Building Department. If you have any questions, or if we may be of further assistance, please let us know Sincerely, H--PKUMAR Shane M. Mello, Staff Engineer Reviewed by: ,�- 1. - I 4-..1/,,,..0 David A. Young, P.E. .z i i ill SMM/ksw ��� �''"��u'� 0 150 300 APPROXIMATE SCALE: 1 INCH = 300 FEET . 18-7-532.02 H-PtiKUMAR SITE VICINITY MAP Fig. 1 11$ry'9 ■ A &i,mi Cap ri72 stat Found #5 Rebar and -1/4" Grunge Plastic Cap stampad LS k38572 Flush with Ground X PAtee x x 5615 Edge of Asphuii. n = 5613.6' caption N3,X495 3D Highway 24 0.3‘ I* Acres Apparent 1.22aitU • ar Pole and d Utility D 5'48'00' &520 ,aa' L2 CBNR3'b C13293.74' x x Interstate 70 Highway 6 & 24 �1 Right -of -Way Width Varies 12" CMP Invert Elevati° = 5615.1 22'04P /avert Elevation • 5615.1' ,J HYDROMETER ANALYSIS 24 HR_ 7 HR TIME READINGS 1 MIN. 0 45 MIN. 15 MIN.60MIN19MIN.4 MIN. #325 10 20 30 40 50 60 70 80 90 100 SIEVE ANALYSIS U.S. STANDARD SERIES 1 CLEAR SQUARE OPENINGS #140 #60 #35 #18 #10 #4 3B" 314' 1112' 3" 5"6" 8" 100 001 .002 CLAY 18-7-532.02 .005 .009 .019 SILT GRAVEL 23 % .045 .106 .025 .500 1.00 2.00 DIAMETER OF PARTICLES IN MILLIMETERS SAKI V. FINE LEINE 1 MEGIk114 LCAARSf 110 conAsF SAND 48 % 4,75 9.5 19.0 37.5 76.2 152 203 GRAVEL SMALL 1 MEGIL]M I I.M 3E SILT 19 % COBBLES CLAY 10 % 90 80 70 60 50 40 30 20 10 0 USDA SOIL TYPE: GRAVELLY SANDY LOAM FROM: PROFILE PIT 1 @ 2 - 3 FEET H -P- KUMAR USDA GRADATION TEST RESULTS I: MOEM ' IO Fig. 3 =:zyXNE=MOL*- 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 #140 SIEVE ANALYSIS U.S. STANDARD SERIES #60 #35 #18 #10 #4 CLEAR SQUARE OPENINGS 3/8" 3/4" 1 1/2" 3" 5'8" 8" 100 001 002 005 .009 .019 CLAY I SILT 18-7-532.02 .045 .106 .025 .500 1.00 2.00 DIAMETER OF PARTICLES IN MILLIMETERS 1 :LAND GRAVEL v FINE 1 F -1E5 1 a!r:rJF M (COARSE lu. COAFGEI SMALL 1 MEGAN 1 LARGE 4.75 9.5 19.0 37 5 76 2 152 203 GRAVEL 51 % SAND 38 % COBBLES SILT 8 % CLAY 3 % 90 80 70 60 50 40 30 20 10 0 USDA SOIL TYPE: VERY GRAVELLY LOAMY SAND FROM: PROFILE PIT 2 @ 3 - 4 FEET H-PvKUMAR USDA GRADATION TEST RESULTS maNmilmumifff Fig. 4 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= B= N= Q= 75 GAI I ONS PER DAY 3 BEDROOMS 2 PERSONS PER BEDROOM 450 GALLONS PER DAY CALCULATION OF OWTS SOIL TREATMENT AREA: MINIUMUM TREATMENT AREA = Q _ LTAR WHERE: Q = 450 GALLONS PER DAY LTAR (SOIL TYPE 2A) = 0.5 GALLONS/FT2/DAY MINIMUM SOIL TREATMENT AREA = 900.0 SQUARE FEET REDUCTION FACTOR FOR CHAMBERS = 0.70 MINIMUM SOIL TREATMENT AREA WITH REDUCTION = 630 SQUARE FEET AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER = 12 SQUARE FEET TOTAL CHAMBERS NEEDED = 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 18-7-532.02 H -P- KUMAR SOIL TREATMENT AREA CALCULATIONS Fig. 5 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. 1 INFILTRATOR QUICK 4 PLUS STANDARD END CAP INFILTRATOR QUICK 4 PLUS STANDARD CHAMBERS IN 2 I HENCHES. 22 CHAMBERS IN EACH TRENCH (44 TOTAL). TUF-TITE DISTRIBUTION ■ ° nr+y c„�+�+s� 4 -HOLE .■ ■ t+. d ■ AAs ■ B( iirir■iririiririirirf •�■ 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 Line Flow From Tank 4' DIAMETER NON -PERFORATED SDR35 TRANSPORT PIPE SLOPED AT 2% MIN. DOWN TO TRENCH APPROXIMATE SCALE: 1"=20' 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 2018 Garfield County Onsite Wastewater System Regulations for other applicable specifications. 18-7-532.02 FH-PtiKUMAR SOIL TREATMENT AREA PLAN VIEW Fig. 6 Excavate 36" Wide Trench Infiltrator Quick 4 Plus Standard End Cap Approx Existing Ground Surface 111:1. 11.E 1i1 �11.r�-1I�;,q71-117F0111-•1011...11� 1�' Nalfve• SWIL 1�i111 :111`. i Ilii I1' 111 11F- ! l r• l = 1.1�. Ltd ,.,}•1l.1l,11--1-.1=11 }1 _1i-1l1l111 t1I1rI:f,-!I1'1yl1fj--- 1irF'�1jE:1'1-:--1 i1lkj1r ,_ • ,-�11- !It'll= 1:I. -11. .,.:f 1.1 i �LI1 li:ii1.11..., .f1.11>j1T?f1il.1( il- R�f1s�,�1 1.1-1.1 12" min, 24" max. Cover Soil Graded to Deflect Surface Water IL � r I-. 4' min. Undisturbed Soil - Between Trenches Infiltrator Quick 4 Plus Standard Chamber Installed -_1 I 1 I l' 1 I }--.: 1= 11 � W •1 _1]1 -I , . . x�. 1.11-:.A.1 1J" 111--111-111.-111-.:01-..l1f ` II-- Jr 11.•"-11 Iii111-.�1fg..F-.�i1=•11.1 �i_ JI1" H:.:1l1. -P1:-.0t.,...10...]11.:111.-1(1-11_v.�7i IVI- I- -111. 111•71[i. -11 [..111 111 IfliF 11 f 11i 111iL1-11, lill11i. l lif11i 1.1#111L 1.1':.[1�'1'II1_.�11 �' 11.1 1j.1' .11}._ 11li 11:10,..., _ :,..: 11,:[1.1; 11 i1 -411-1117-11.11-:111.-41. 11-, 111-11 Scarify ground 111 -111 :}i_1--Ij� il' .. -Ali surface prior to 1i }i f .'jJ1 IjJ 1j -1J!• - ti li chamber placement. -111 11.1'-�i�{-111 1-11 =.111.• I#f1-1 !I 41, LL„r--111-- IIx 11.- Jt.111:11F11. "411'.411•• -111±111 -Ji IJ' 11i-'-i_r-11j...iff [1+: 111-11 7 1!1 r iF•= -Ifl If 111 11J -1111. _01..X11[ Jj 1,'1! H J.D.1 11 i- TL -11.1:1 i l -111- .111.:' 11111 - 11t_�Jl _ - �tl 111: 1[f111.- 111;:1tJ: l-1 1111 0-..[1]...-111.t l i 11 111 ll 11" .1i f --Ill 11f 11,11.r�-. 0111__ _: i _.111:. ffl±l 1�-111-111 U 1 11 "=111--1 i, I I 1=-1!!1^ �1 h _1.1 Note -s;.. 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 18-7-532.02 H-PkKU R SOIL TREATMENT AREA CROSS SECTION Fig. 7 Item # 1000T-2CP 1000 Galion Top Seam - 2CP DESIG NOTES • Design per performance test per ASTM 01227 • 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 01644-06 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" 60" Flexible Boot 63" 56" 111" • Top View sers to Grade 106" utyl Rubber Sealant Section View Digging Specs Invert Dimensions Net Capacity Net Weight 11' Long x 7' Wide Inlet Outlet Length Width Height Inlet Side Outlet Total Lid Tank Total 56" below inlet 56" 5S' 111" 60" . 68" 687 gal 323 gal 1010 gal 2620 lbs 9380 lbs 12000 lbs W'VALLEY PRECAST, Inc. Buena Vista, Colorado Phone: 719-395-6764 Fax: 719-395-3727 Website: www.valleyprecastcom Email: frontdesk@valleyprecastcom TuFTITE0 4,6406 4 -Hole Distribution Box 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. ■ Injection molded HDPE IN 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. 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. :+• TUF•TITE ►sig ` 4 -Hole Distribution Box 4HD2 IN Injection molded. Exceptionally strong. ■ HDPE is non- corrosive in a septic environment. IN 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 81 Riser. For series 6 B1 Box. Stackable HDPE Risers extend to grade in 6" increments. Accept 1 1" 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. 4/4 TUF•TITE® Drainag, iilid . 1pii I rurfacls rr•''I rr: 1200 flex Court Lake Zurich, Illinois 60047 ©1999 TuF-Tile® Corporation Form 4HD2-3: Printed in USA 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 1 11.11 �>r 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 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.