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HomeMy WebLinkAboutSubsoil Study 04.11.14tecHEPWORTH—PAWLAK GEOTECHNICAL 1-1 p, Isl,ccr,irh.l:ar+•I.rl:3rr it -120 l:°,rnrrc R1).1, I 1 is 4. deur, „h,I 41.1rrs,., a .11„r,r,1,,:�1iti'I flone "70'',45-S4i4 �ru,ril ly^zr„ t:ia 'c, rr, h ONSITE WASTEWATER TREATMENT SYSTEM DEISGN PROPOSED RESIDENCE LOT 2, SILLIVAN SUBDIVISION COUNTRY ROAD 335 GARFIELD COUNTY, COLORADO JOB NO. 113 I61B APRIL 11, 2014 PREPARED FOR: CHRIS OLSEN 310 WHITE HORSE DRIVE NEW CASTLE, COLORADO 81647 (c jaisen50,a.grnail.cani) P,au1.e - 1.03-841-71 Ill • C'olonada, Srr-ink, 719-633-5562 • 11h Li -thorny 970 464-19.9 TABLE OF CONTENTS INTRODUCTION AND OVERVIEW - 1 - SITE CONDITIONS ..., - 1 - SURFACE WATER ..,, - 1 - WELLS.... -2- SUBSURFACE CONDITIONS - 2 - OWTS ANALYSIS ... - 2 - OWTS DESIGN RECOMMENDATIONS - 3 SOIL TREATMENT AREA - 3 - OWTS COMPONENTS - 4 Septic and Dosing Tank .... 4 - Sewer Pipe ,.. 4 - Effluent Transport Piping - 5 - Effluent Pumping Systems - 6 - Automatic Distributing Valve - 6 - OWTS OPERATION AND MAINTENANCE 7 - OWTS Household Operation - ...... ..... 7 - OWTS Maintenance _ - 8 OWTS CONSTRUCTION OBSERVATION .- g - LIMITATIONS - g - FIGURES FIGURE 1-- SITE LOCATION PLAN FIGURE 3 - OWTS SITE PLAN FIGURE 3 - ABSORPTION AREA CALCULATIONS FIGURE 4 - ABSORPTION AREA PLAN VIEW FIGURE 5 - ABSORPTION AREA CROSS SECTION ATTACHMENTS HEPWORTH-PAWLAK GEOTECEINICAL LOGS OF EXPLORATORY PITS HEPWORTH-PAWLAK GEOTECHNICAL PERCOLATION TEST RESULTS INFILTRATOR SYSTEMS SEPTIC TANK DETAIL VALLEY PRECAST DOSE TANK DETAIL ORENCO PF 1005 PUMP PERFORMANCE CURVE Job No. 1I3 161E Ggstech INTRODUCTION AND OVERVIEW This reports provides Onsite Wastewater Treatment System (OWTS) design for the proposed residence to be located at Lot 2, Sillivan Subdivision on County Road 335 in Garfield County, Colorado. The purpose of this report is to explore the subsurface conditions at the site and provide design details for an OWTS in accordance with current Garfield County Individual Sewage Disposal System Regulations. Our findings and recommendations are presented in this report. We previously performed a subsoil study for foundation design and percolation test for the subject site and submitted our findings in a report dated July 29, 2013, Job No. 113 161A. The OWTS design for the residence will consist of a pressure distribution system that will be dosed to a soil treatment area with three shallow Infiltrator chambers in trenches. Equal distribution will be provided by an automatic distributing valve. Design details for the OWTS are provided below. Changes to the design may be feasible but need to be approved by us. SITE CONDITIONS The 3.358 acre property lies on an escarpment above the Colorado River southwest of New Castle, Colorado just west of the Apple Tree Mobile Home Park, see Figure 1. The edge of the escarpment and slope down to the river is about 75 feet to the northwest. The foundation excavation for the residence had been completed during our site evaluation and the residence. Vegetation consisted of grasses and scattered scrub oak trees. The ground surface in the area of the proposed soil treatment area is gently sloping to the east. The ground surface to the west slopes off steeply down to the Colorado River. SURFACE WATER The Colorado River is located west and well below the elevation of the proposed soil treatment area; however, the edge of water is well outside of the required 50 foot setback from surface water. Job No. 113 161B -2 - WELLS There are two wells located on the property as shown on Figure 2. The site well is located just west of the proposed residence. There is another well and easement located near the center of the property. A 100 foot setback from the soil treatment area to each of the wells is required. A 50 foot setback from the wells to the proposed septic tank is required. SUBSURFACE CONDITIONS The field exploration for the project was conducted on May 20, 2013 for our previous subsoil study at the site. One Profile Pit and three percolation test holes (P-1, P-2 and P- 3) were excavated with a backhoe at the approximate locations shown on Figure 2 to evaluate the subsurface conditions. The pits were logged and sampled by a representative of Hepworth - Pawlak Geotechnical. The soils consisted of silty to occasionally clayey sand with scattered gravel and cobbles. No free water was encountered during excavation and the soils were generally moist. A log of the Profile Pit from our July 29, 2013 report is provided as an attachment to this report. The soils at the soil treatment area consisted of silty to very silty clayey sand with scattered gravel and small cobbles which classify as Sandy Loam to Loam per the USDA system. Percolation tests were performed in three test holes by a representative of Hepworth - Pawlak Geotechnical on May 23, 2013 for our previous subsoil study. The tests were performed at depths from 45 to 52 inches below the ground surface. Percolation rates obtained ranged from about 13 to 15 minutes per inch with an average design percolation rate of 14.3 minutes per inch. The percolation test results correspond with the USDA soils classification. The percolation test results from our July 29, 2013 report are provided as an attachment to this report. OWTS ANALYSIS The site and subsoils are suitable for a conventional infiltration septic disposal system consisting of infiltrators in a trench configuration. A percolation rates of 14.3 minutes will be used to size the absorption field soil treatment area. Gravity flow to the septic Job No, 1 13 161B -3 - tank will be used with a pressurized dosing (pumping) system from the tank to the soil treatment area (STA) due to the relatively flat terrain at the site. OWTS DESIGN RECOMMENDATIONS SOIL TREATMENT AREA The recommendations presented below are based on the site conditions encountered and our experience in the area. If conditions encountered during construction are different than those that are described in this report please contact us and we will re-evaluate our recommendations. • The soil treatment area will be 414.5 square feet and will consist of three trenches with 14 Infiltrator Quick 4 Plus Standard chambers in each trench, see Figure 2. • An area of 9.87 square feet was applied for each chamber per Garfield County guidelines. Absorption area and the calculations are presented on Figure 3. • A 50% reduction in absorption area size was applied for use of Infiltrator chambers in a trench configuration. • A minimum of 12 inches and a maximum of 36 inches of cover soil should be placed over the chambers. • Backfill should be graded to deflect surface water away from the absorption area and should be sloped at 3 (Horizontal):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 absorption area as this may damage piping. • Four inch diameter inspection ports should be installed at each end of each trench. The inspection port piping should be placed in the knockouts provided in the chambers. The inspection ports should extent at least 8 inches above the finished ground surface. At least twelve, 'A inch holes should be drilled in the above grade portion of the inspection ports for ventilation. • A plan view of the recommended absorption area is shown on Figure 4 and a cross section of the absorption area is shown on Figure 5. Job No. 113 161B 4- OWTS COMPONENTS Recommended OWTS components were based on our design details and our experience with the specific component manufacturers. Equivalent components may be used if desired; however, they must meet our minimum requirements and be approved by us prior to installation. Septic and Dosing Tank • An Infiltrator Systems, 1,060 gallon, two chamber septic is proposed for primary treatment of effluent. The septic tank will be followed in sequence by a 500 gallon Valley Precast dose tank equipped with a submersible effluent pump. • The tanks must be set level. The excavations must be free of large rocks or other objects that could damage the tank during placement. A sand and gravel road base leveling course may be necessary as bedding to provide a leveling course and help to prevent tank damage during installation. Tank backfill should be moistened and well compacted to reduce the potential for shifting of the tank. • Install tanks with 2 feet minimum cover soil and/or utilize 2 inch thick foam insulation board for frost protection. • Tank installations with 4 feet or more of cover soil over the tank lid should be evaluated by the design engineer and may require reinforced tank lids. • The septic tank lids must extend to within 8 inches of the finished grade; however, we recommend that they be visible and permanently located from finished grade for ease of access and maintenance. Sewer Pipe • The sewer line from the residence to the septic tank should not be less than the diameter of the building drain and not Iess than 4 inches in diameter. • The sewer pipe should have a rating of SDR35 or better. • Sewer pipe should be sloped at 2% minimum from the residence to the septic tank except for the last 10 feet, which should be sloped at 2% maximum and 1% minimum to help limit disturbance of solids in the tank. • 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 Job No. 113 161B -5 - susceptible to frost. We recommend at least 48 inches of soil cover over the sewer pipe in these areas and the pipe be insulated on top and sides with 2 inch thick blue foam insulation board. If adequate soil cover is not possible, we should be contacted for re-evaluation prior to installation. • The sewer pipe should be bedded in compacted 34 inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 2Y2 inches in diameter to help minimize settlement of the pipe. Sags could cause standing effluent to freeze and damage piping. • InstalI cleanout pipes within 5 feet of building foundation, where the sewer pipe bends 90 degrees or more and every 100 feet of sewer pipe. • Alt 90 degree bends should be installed using a 90 degree long -sweep or by using two 45 degree elbows. • The sewer Iine.Iocation 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 to locate all sewer line exit locations and connections to the septic tank and provide the locations to us. Effluent Transport Piping • The 1.5 inch diameter Schedule 40 effluent transport piping should be sloped at 2% minimum to drain back to dose chamber after each pumping cycle. • The effluent transport pipe should be bedded in compacted 3/ inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 2%z inches in diameter to help prevent settlement of the pipe. Sags could cause standing effluent to freeze and damage piping. • A minimum 18 inches of cover soil should be provided over the effluent transport pipe in landscape areas. Paved areas, patios or other areas without vegetative cover may be more susceptible to frost and recommend at least 48 inches of soil cover over the sewer pipe in these areas. If adequate cover soil is not possible the sewer pipe should be insulated on top and sides with 2 inch thick foam insulation board and the design engineer should re-evaluate soil cover prior to installation. Job No. 113 161B G� -6- • The sewer pipe should be double encased with larger diameter Schedule 40 PVC pipe for protection underneath driveway surfaces and be provided with at least 42 inches of soil cover. • All 90 degree bends should be installed using a 90 degree long -sweep or by using two 45 degree elbows. Effluent Pumping Systems • An Orenco PF1005, 115 volt, submersible effluent pump with a 1.25 inch diameter discharge assembly, or equivalent, will be required for effluent pumping. • Due to the size and shape of the Orenco high -head effluent pump it should be housed in Orenco Biotube pump vault. • The maximum effluent transport distance from the pump discharge to the absorption area manifold is estimated to be 138 feet. • The elevation difference from pump discharge to the dose tank is estimated to be 10 feet. • An equivalent pump must be capable of operating at 10.2 gallons per minute at 19.1 feet of total dynamic head. A pump performance curve is provided as an attachment. • The floats for the pump should be set to provide a dose volume of approximately 102 gallons. The actual dose volume will be approximately 89 gallons assuming an effluent drainback volume of 13 gallons in the transport piping. To achieve the desired dose volume the upper ("ON") and lower ("OFF") floats should be set approximately 10 inches apart. • The high water alarm float should be placed approximately 3 inches above the "ON" float in the dose tank. • A % inch diameter weep hole should be drilled in the effluent transport line prior to exiting the dose chamber so the transport line can drain after each pumping cycle. Automatic Distributing Valve • An Orenco V6403 Automatic Distributing Valve (ADV) will be used to alternate doses of effluent to the three separate trenches. Job IVa. 113 161 B -7- • The ADV must be installed level and must be the high point in the system. • The ADV should be installed in a sprinkler box, or equivalent, such that it is serviceable and protected from freezing. We recommend the ADV be equipped with heat tape during winter months for additional freeze protection. • The effluent transport piping must be sloped at 1% minimum to drain back to dose tank from the ADV and from the ADV to each trench. • Improper drainage could cause standing water to pond and freeze and damage the valve and/or piping. • The valve has clear sections of pipe that should be inspected at least annually to ensure that it is alternating doses to each zone. OWTS OPERATION AND MAINTENANCE The OWTS will require periodic inspection and maintenance to function properly. A properly designed, installed and maintained system will greatly increase the lifespan of an OWTS. The level of maintenance will vary with the complexity of the system and water use habits of the residents. We recommend that an OWTS Operation and Maintenance (O&M) Plan be developed for the system to ensure that it is properly maintained. Depending on the complexity of the OWTS a contract with an OWTS maintenance provider may also be prudent. Below are some basic recommendations for OWTS O&M. OWTS Household Operation • Use of high efficiency water fixtures is recommended to decrease the hydraulic load on the OWTS. • Fix plumbing leaks immediately as this may cause a hydraulic overload of the soil absorption system. • Do not irrigate the area on top of or directly upgradient of the soil treatment area 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 that should not be disposed of in drains include: dental floss, cotton swabs, coffee grounds, paper towels, feminine products and many other kitchen and bath items. Job No. 113 161B Gg&ech -8- • Use of kitchen garbage disposals is not recommended for households served by an OWTS. 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 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 water in septic tanks can freeze during extended periods of non-use. We recommend that second homeowners install a tank heater to help prevent freezing. OWTS Maintenance • Inspect the septic tank, Biotube pump vault and soil absorption area at least annually for problems or signs of failure. • The pump vault screen 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 and solids level. Longer pumping intervals may increase the amount of solids that reach the soil absorption area, which may shorten its life span. • Pumping 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 septic tank. OWTS CONSTRUCTION OBSERVATION We recommend that all OWTS components be field staked and verified by a representative of Hepworth - Pawlak Geotechnical prior to starting excavation. Following confirmation of component locations, the Garfield County Department requires that the design engineer perform an As -Built inspection of the OWTS. Prior to Job No. 113 161B -9 - inspection, all system components should be installed, but not backfilled. Required inspections will include a pump operation test; therefore, the pump and control panel should be installed and power should be supplied. No components should be backfilled without prior approval by Hepworth - Pawlak Geotechnical. LIMITATIONS Hepworth - PawIak Geotechnical has 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 conclusions and recommendations submitted in this report are based upon the data obtained from the profile pit and percolation test holes, the proposed type of 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 the recommendations presented herein. It is our opinion that the designed location of the OWTS does not violate any setback requirements of the current Garfield County Individual Sewage Disposal System (ISDS) Regulations of any features that are offsite. Below is a table of common minimum horizontal setbacks to OWTS components. Refer to the Garfield County ISDS Regulations for a complete list of required setbacks. Job No. 113 1618 Gee tech -10 - Table 1 - Typical Minimum Horizontal Setbacks from OWTS Components Wells Absorption 100' Area Water Supply Line Occupied Dwelling Lined Ditch or Lake Lake, Irrigation Ditch, Stream 25' 20' 20' Dry Ditch or Gulch Septic Tank 75' 25' 6' 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 Garfield County. If you have any questions, or i f we may be of further assistance, please let us know. Sincerely, HEPWORTH-PAWLAK GEOTECHNICAL, INC. �- '€-#71- Jason A. Deem Project Geologist Reviewed David A. Young, P.E Sr. Project Manager S. -21 Job No. 113 1618 1 INCH = 2D00 FEET Drawing adapted from National Geographic Topo 113161B Ge Ptech HEPWORTH•PAWLAKGEOTECHNICAL LOT 2, SILLIVAN SUBDIVISION SITE LOCATION PLAN FIGURE 1 / DISTRIBUTING VALVE t. \\ t ! ` t / t PROPOSED SOIL TREATMENT — ^ AREA CONS STING OF THREE ROWS OF 14 INFILTRATOR OUICK 4 PLUS STANDARD CHAMBERS IN EACH TRENCH ti a • • • / ORENCO V6403 AUTOMATIC` / t t 1 1 1 1 1 1 1 1 1 1 t r N. / /1 PROPOSED VALLEY ,� 1 \ PRECAST 500 GALLON DOSE / / \ TANK EQUIPPED WITH AN 7 / / \ ORENCO PF 1005 EFFLUENT i PROPOSED INFILTRATOR PUMP INSTALLED INA �' SYSTEMS TWO CHAMBER *M /'!' BIOTUBE PUMP VAULT SERIES 1,060GALLO6ISEPTC �/ \\ `S. TANK / -. / \\ {sem • • \ \p9. • • CLEAN 1 PROPOSED /RESIDENCE �. APPROXIMATE SCALE: 1 INCH = 40 FEET P-1 ROFILE PIT Legend. Profile Pit Percolation Test Ho'e 113 161 B Gtech HEPWORTH•PAWLAK GEOTECHNICAL LOT 2, SILLIVAN SUBDIVISION OWTS SITE PLAN FIGURE 2 OWTS ABSORPTION AREA CALCULATIONS In accordance with the current Garfield County Individual Sewage Disposal System Regulations, the absorptbn area was calculated as fobws: CALCULATION OF OWTS DESIGN FLOW: Q = (F)(B)(N)(1.5) WHERE: Q = DESIGN FLOW F = AVERAGE FLOW PER PERSON PER DAY B = NUMBER OF BEDROOMS N = NUMBER OF PERSONS PER BEDROOM 1.5 = DESIGN FLOW IS 150% OF AVERAGE DAILY FLOW F= 6= N= CONSTANT = Q= CALCULATION OF OWTS ABSORPTION AREA: MINIUMUM ABSORPTION AREA = ((Q * (t)°'54- 5) * 1.6) WHERE: Q= t = PERCOLATION RATE = ADDITION FACTOR FOR LAUNDRY AND GARBAGE GRINDE CONSTANT = MINIMUM ABSORPTION AREA = REDUCTION FACTOR FOR CHAMBERS IN A TRENCH = MINIMUM ABSORPTION AREA WITH REDUCTION = AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER = TOTAL CHAMBERS NEEDED = NUMBER OF TRENCHES = LENGTH (NUMBER OF CHAMBERS PER TRENCH) = TOTAL NUMBER OF CHAMBERS = TOTAL ABSORPTION AREA = 113161B Gtech HEPWORTI+PAWLAK GEOTECHNICAL 75 GALLONS PER DAY 3 BEDROOMS 2 PERSONS PER BEDROOM 1.5 675 GALLONS PER DAY 675 GALLONS PER DAY 14.3 MINUTES PER INCH 1.6 5 816.8 SQUARE FEET 0.50 408.4 SQUARE FEET 9.87 SQUARE FEET 42 CHAMBERS 3 TRENCHES 14 CHAMBERS 42 CHAMBERS 414.5 SQUARE FEET LOT 2, SILLIVAN SUBDIVISION ABSORPTION AREA CALCULATIONS FIGURE 3 1.5" diameter Sch. 40 non -perforated solid PVC pipe sloped at 2% min. to drain back to dose tank APPROXIMATE SCALE 1 INCH = 10 FEET Notes: 1. Chambers should be installed level on a scarified ground surface. 2 Ali piping should have a rating of Schedule 40. 3 Changes to this design should not be made without consultation and approval by HP Geotech. 113 161B -n 3 m -T- -r- Glue Glue solid end caps at each end of each distribution lateral. Ge Ptech 4--- Orenco V6403 Automatic Distributing Valve. J 1.5" diameter Sch. 40 solid PVC pipe sloped at 2% min. down to each trench 4 inch diameter PVC air vent 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. Drill at least 12, " holes in pipe below lid. Pipe must stick up at least 8 inches above finished grade. 1.5" Sch. 40 PVC distribution pipe with An diameter holes drilled at 4 foot centers on top of pipe. Pipe to be installed level and secured with 120 Ib. min. tensile strength cable ties at each end of each chamber. Infiltrator Quick 4 Plus Standard Chambers. Sixteen "e" ----chambers per trench. Drill one y" diameter hole on bottom of each end of each distribution pipe to allow for complete drainage. `Infiltrator Quick 4 Plus Standard End Caps. HEPWORTH•PAWLAK GEOTECHNICAL LOT 2, SILLIVAN SUBDIVISION ABSORPTION AREA PLAN VIEW FIGURE 4 Infiltrator Quick 4 Plus Standard End Cap Approx. Eraxti+8 Ground Surtate infiltrator Quick 4 Plus Chamber Installed Level 1,5' Sch. 40 PVC Distribution Pipe Installed Level with Orifices Pointing Up 12-36' Cover Sal Graded to Deflect Surface Water Pressurized Pipe Drill Location 6' m.n Undisturbed Soil Between Trenches Native Soil Native Sail APPROXIMATE SCALE: 1 INCH = 4 FEET 113 161B Ge Ptech Scarify Ground Surface Prior to Chamber inslallation Notes: 1. Chambers should be nstalled level on a scarified ground surface. 2 All piping should have a rating of Schedule 40. 3 Care should be taken by the contractor to avoid compaction of the native soils in the trench areas. 4 Concrete sand may be used as a leveling course beneath the chambers if necessary 5 Changes to this design should not be made without consultation and approval by HP Geotech, HEPWORTH-PAWLAK GEOTECFINtCAL LOT 2, SILLIVAN SUBDIVISION ABSORPTION AREA CROSS SECTION FIGURE 5 ATTACHMENTS Job No. 113 161B 5 ,_.. 10 LEGEND: PIT 1 WC -12.a 00=07 WC=10.1 00=90 -200=40 PROFILE PIT G=o S=69 M=10 C=8 10 TOPSOJL; organic sandy sift and clay, firm, moist, dark brown. SAND (SC); clayey, silty, slightly gravelly, sandy clay layers, medium dense, slightly moist to moist, brown 2' Diameter hand driven liner sample. Disturbed bulk sample. NOTES: 1. Exploratory pits were excavated on May 20, 2013 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided, 3. Elevations al exploratory pits were not measured and the lops of exploratory pits are drawn to depth. 4. The exploratory pit locations and elevations should be considered accurate only to the degree Implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and Transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pal) +4 = Percent retained on the No. 4 sieve -200 = Percent passing No. 200 sieve G = Gravel fraction per USDA Classification (%) S Sand fraction per USDA Classification (96) M = Silt fraction per USDA Classification (%) C = Clay fraction per USDA Classiflcalion (%) 11316'1A I Cog Gtech HEPWORTF I•PAWLAK GEOTECMCAL LOGS OF EXPLORATORY PITS FIGURE 2 HOLE NO, P1 P2 P3 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS HOLE DEPTH (INCHES) 48 LENGTH OF INTERVAL (MINI WATER DEPTH WATER DEPTH DROP IN AT START OF AT END OF WATER LEVEL INTERVAL INTERVAL jINCHES) (INCHES) (INCHES) JOB NO. 113 161A AVERAGE PERCOLATION RATE (MIN,/INCH) 15 Water added 8 5%. 2% 5% 33: 1% 314 23, 1 64 44 2 414 334 234 334 2% 1 214 1 114 13 45 15 Water added 9 6 3 6 4 2 4 3 1 7 534 13& 534 4 134 4 2% 134 2;4 134 2 52 15 Water added 134 8 34 1 5% 234 514 4 1% 4 3 1 7 5% 1% 5y 4 1% 4 234 1% 294 2% 2 1% 14 1 15 15 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on May 22, 2023. Percolation tests were conducted on May 23, 2013. The average percolation rates were based on the last two readings of each test. Item # 10601M-2CP 1060 Gallon Two Compartment Infiltrator® Poly Tank 622 127" Top View 24'ACCE88 OPENING 12r • Compliant with CSA anView d IAPMO v1i Standards view • Maximum burial depth la 48" o Tank is not rated for vehicular traffic loading • Exterior of manhole cover Includes the Mowing warning: "DANGER DO NOT ENTER: POISON GASES" Tank includes Iids Rims available on request for an additional charge a66�g Space 12' Long x 7' Wide 43' below fnfet Invert TANK INTERIOR ALIGNMENT DOM. Inved Wet OuUel 512' 48.T fFU.TRATOR ' septic tanks 11.1.11=111111 10411112. End View 54.76 man NUOUS GASKET EAM CUP \TANKBOTrOM HALF Mid -Height Seam Section Olrnenelane LengthWidth Height 127" 822' 64.7" Net capaclty 1,070 gallon (719) 3954764 water e Wastewater ® VALLEY • Systems • Products L7 PRECAST, inc. • service 28005 Co. R .317 P.O. Box 9 Fay (719) 39563727 BclerlaVie CO 81211 Wsbstte: www.valieyprecasicom end: boltdeskglivalloyplecastoom Item 50011-F11H Top View DESIGN NOTES • Design per performanca Nal per ASPM C1227 • Earth Cover - 3' - 0' Max. (w1t4 water lab?eat grade) • Pc®28 dap =8,Oo0PSI Mn. fnatallellon: • Tenk le bo sot on 51 mkr. sand bed or pea newel s Tank to be backSled uniformly on all elder In WM tele than 24' andmechsMraly =pealed • Excavated meledet may be used for backfill, provided large slonea ere removed • Emcevallon should be deWeteted and lank fled with Water prlor to being put In cervico for bpslallaLon with =alibis leas than 2'bolow grade • Meats 01844.08 for rodent connaclore • DaMered complete with !Memel piping • AVC, poly or concrete ,vera available 'Nee Matador; guide onour wsbeite ALLOWABLE BURY (Based on Water Table) WATER TABLE ALLOWABLE EARTH RLL 0' - V 3'- 0' 1'-0R 4-0' 2'-0' 4'-0' 8'-0' 4'-0' DRY 4'-0' 500 Galion Top Seam with High Head Pump 5 Wires to Panel Flexible Boot 2Ce Clear Access 24n Minimum Height Section View Service contracts available for maintenance. Digging Space 7' Long x T Wide 56" below inlet invert invert Inlet Outlet 56" 73" n Rubber Sealant Pump: • Lowers TSS and Improves effluent quality to field • Easiest pump system to maintain on the market • Complete installation (wiring, panel, mounting end start-up procedures) • Complete warranty Dimensions Net Capacity Lid Length Width Height - 513" 5B" 92• 522 gallons 1,340 Ma Water & Wastewater Systems VALLEY • products 0 PRECAST, Inc. • Service Net Weight Tank Total 4,160 lbs 6,640 lbs (719) 395'6764 28005 Co. Rd 317 P.O. Boot925 Buena Fax: (719) 395.3727 0081211 Website: www valreyprecsstoom Email: trontdesk a©valieyprecastoom I'1m11� 3 Ii tinii fOr :3 !'F'e,l;lii'iza[I SyStam - Bindle Family Residence Project LOT 2, SII 1 IVAN SUBDIVISION / GARFIEI.D COUNTY, COLORADO Parameters Discharge Assembly Size Tianspoil Length Before Valve Transport Pipe Class Transport Line Sire Dist ibuhng Valva Model Transport LengthAlter Va:03 Transperl P pe Class Transport Pipe Size Mx Elovahon Lill Llanifold Length Manifold Pipe Class Manifold Pipe Size Number of Laterals per Ceti Lateral Length Lateral Pipe Class Lateral Pipe Sloe Orifice Srz9 Orifice Sparing Rev daai Ifead Flow Meer Add-0n'Fl€tion Losses Calculations f t nimum Flow Rate per Orifice Humber of Off r wage. Zane Tata! Fro« Rate per Zone Number of Laterals per Zone Y Flow Differentia! 1el/LestCrifioe Transport Velocity Before Valve Transport Volecty Alter Va:w Frictional Head Losses 128 incites 138 feet 40 1 50 In:hee 6403 25 feet 40 150 inches 10 feet 2 feel 40 1 50 .nches 3 86 feei 40 150 i'rhes 5132 tad es 4 feet 5 feel None incises 0 feet DOS qpm 15 102 1 13 % 1.6 fps 1.6 fps gpm Loss through Discharge Loss in Tramped Before Valve Loss through Vale toss in Transpod after Vahe toss in Manifold Loss in Laterals Loss through Flotrmeter Addon' Fdgien Losses 0.7 09 21 02 00 0.2 0.0 0,0 Pipe Volumes Vol of Transpo:l Line Before Valvv 14 6 Vol of'0anepost!ineAfter Vake 2.6 Vol of Manifold Vol of Laterals per Zone 'Fatal Vol Before Vatve Tcla! Vol Mier Value 02 59 196 6.6 feel feel feet feet feet feet feet feet gats gals gals gals gals gals Minimum Pump Requirements Design Flow Rale Total Dynamic Head arenee tr stems• s,rvc.ix, CFrsiy 3. t4 �. Y`. 10 2 gpm 10 1 feel 400 350 300 150 100 50 00 PuunpDaia 5 10 Net Discharge (E1pin) PF1005 H.gh Head Effluent Pump 10 GPM, 1r2HP 11 51233V 10 6CHz.2005/ 3080Hz PF1007 H gin Head Effluent Pump 10 GPM, 3/4HP 230V 10 63Hz. 200V 3060Hz PF10I0 High Head Ettluenl Pump 10 GPLI, 1HP 230V 10 617H 200V 3020Hz Legend System Cunt — Pump Curve Pump Optimal Range.... Operating Point() Desgn Paint° 15 ••••• • 7*,:,•••'•:•