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Home My WebLink AboutOWTS System Design Report 09.29.2015!l �i }lepwurth 1'a+al,t} GeotLchtllc.fl, In. !1 Bt 5020 Conrny RoaJ 154 GeouteCh Glenwood Spring, Cllttr,ttIo 81601 Plume 970,945 7965 HEPWORTH—PAWLAK GEOTECHNICAL Fax: 970 945.8454 email Itpt;cttihp,:enrich tom ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED CABIN AND DETACHED GARAGE JOLLEY RANCH 1080 COUNTY ROAD 335 GARFIELD COUNTY, COLORADO JOB NO. 115 108B SEPTEMBER 29, 2015 PREPARED FOR: RICHARD AND MARY JOLLEY FAMILY LLLP ATTN: KENT JOLLEY 832 CANYON CREEK DRIVE GLENWOOD SPRINGS, COLORADO 81601 (kentiollev'sonril Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthornc 970-468-1989 TABLE OF CONTENTS INTRODUCTION - I - BACKGROUND INFORMATION - 1 - PROPOSED CONSTRUCTION - I - 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 - 10 - LIMITATIONS - 10 - FIGURES FIGURE 1 OWTS SITE PLAN FIGURE 2 USDA GRADATION TEST RESULTS FIGURE 3 SOIL TREATMENT AREA CALCULATIONS FIGURE 4 SOIL TREATMENT AREA PLAN VIEW FIGURE 5 SOIL TREATMENT AREA CROSS SECTION Job Na 115 108 INTRODUCTION This report provides the results of an onsite wastewater treatment system (OWTS) design for the proposed cabin and garage to be located at the Jolley Ranch, 1080 County Road 335, Garfield County, Colorado. The purpose of this report was to provide design details for the OWTS in accordance with the 2014 Garfield County Onsite Wastewater Treatment System Regulations and the Colorado Department of Public Health and Environment's Regulation #43. The services were supplemental to our proposal for geotechnical engineering services to the Richard and Mary Jolley Family LLLP dated March 25, 2015. BACKGROUND INFORMATION Hepworth-Pawlak Geotechnical previously prepared a subsoil study for foundation design for the project and presented our findings in a report dated April 27, 2015, Job No. 115108A. Profile borings and percolation testing were performed as part of that study in the area of the existing septic disposal field. PROPOSED CONSTRUCTION The proposed construction will consist of construction of a new bedroom cabin that will be connected to an existing garage as shown on Figure 1. The garage will have a bathroom and utility sink but no bedrooms. The OWTS will be designed based on a maximum of four bedrooms. It is desired to use the existing 1,500 gallon septic tank as part of the new system. If proposed construction or location plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. lob No. 115 1085 _ —__ ;tiled -2 - SITE CONDITIONS The building area is occupied with a garage, well and existing septic system located as shown on Figure 1. A cabin located in the same general vicinity was recently razed to allow for construction of the new cabin. The site is accessed by an existing gravel drive. Vegetation consists of grass and weeds. The ground surface is relatively flat with a strong slope down to the northeast. Irrigation ditches are located just west of the building area. A 50 feet minimum setback is required from ditches to the soil treatment area (STA), septic tank, sewer and effluent lines. There is an existing well located north of the proposed construction, see Figure 1. A 100 feet setback is required from the well to the proposed (STA). The existing STA is tciclose to the well and needs to be abandoned. A 50 feet setback is required from the well to the septic tank, sewer and effluent lines. There is also a cistern located north of the proposed garage. A 25 feet setback is required from the cistern to the septic tank, STA, sewer and effluent lines. SUBSURFACE CONDITIONS The field exploration was conducted by H -P Geotech on June 11, 2015. Two profile pits (Profile Pits 1 and 2) were excavated at the location of the proposed STA as shown on Figure 1. Logs of the profile pits are provided below. Log of Profile Pit 1 Depth USDA Classification 0-12" TOPSOIL; silty clay with organics, strong blocky texture, stiff, slightly moist to moist, brown. 12„-8' CLAY; sandy, gravelly with scattered basalt cobbles below 51/2 feet, moderate blocky texture, medium stiff to stiff, slijhtly moist, reddish brown to whitish oranje. • Bottom of pit at 8 feet. Samples at 11/2, 4 and 61 feet. • No free water was encountered at time of excavation. Job No. 115 10811 -3 - Log of Profile Pit 1 Depth USDA Classification 0-1$" TOPSOIL; silty clay with organics, strong blocky texture, stiff, slightly moist to moist, brown. 1$„-7, CLAY; sandy, gravelly with scattered basalt cobbles below 2' feet, moderate blocky texture, medium stiff to stiff, slightly moist, reddish brown to whitish orange. _ • Bottom of pit at 8 feet. Samples at Ph, 2 and 4 feet. • No free water was encountered at time of excavation. The soils encountered, below about 12 to 18 inches of topsoil, consisted of clay to the maximum depth explored, 8 feet. The clay was gravelly with scattered cobles below about 51 feet in Profile Pit 1 and 21/2 feet in Profile Pit 2. A hydrometer and gradation analysis was performed on a disturbed bulk sample of the soils from Profile Pit 2 with the results provided on Figure 2. The tested sample classifies as Clay per the USDA system. Based on the subsurface conditions and laboratory testing, the soils have been classified as Soil Type 4 per State regulations, which equates to a Tong -term acceptance rate (LTAR) of 0.2 gallons per square foot per day. OWTS ANALYSIS Based on the site conditions and subsoil information, the site is suitable for a conventional infiltration disposal system. These type systems typically consist of infiltrators in a trench configuration. We expect the base of the soil treatment trenches will be located in the Clay soils (Soil Type 4) which correlates to an LTAR of 0.20. The STA will be sized for four bedrooms using an LTAR of 0.2 gallons per square foot per day. Garfield County has confirmed it is acceptable to use the existing Copeland 1,500 gallon septic tank for the new system. The sewage will gravity flow from the residence and garage to the existing septic tank for primary treatment then gravity flow to the STA for disposal and final treatment. The STA will consist of seven trenches with Infiltrator chambers. Equal distribution will be provided by a distribution box. Jnb No 115 1088 -4 - 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. 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. The existing conditions and proposed construction are provided on the Figure 1 site plan SOIL TREATMENT AREA • The treatment system will consist of seven trenches with 25 Infiltrator Quick 4 Plus Standard chambers in each trench (175 chambers total). Equal distribution is proposed by a Fralo Monster distribution box. • The STA was sized based on an LTAR of 0.2 gallons per square feet per day. • Each chamber was allowed 12 square feet of area and a 30% reduction in the STA was allowed per Garfield County regulations. The total STA is 2,100 square feet. Soil treatment area calculations are shown on Figure 2. • The base and sidewalls of the trench excavations should be scarified prior to 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. • 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 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. Job No. 115 10813 - - 5 • A plan view of the STA is presented an Figure 3 and a cross section of the STA is presented on Figure 5. OWTS COMPONENTS Recommended OWTS components provided below are based on our design details and our experience with the specific component manufacturers. Equivalent components may be feasible but need to be approved by us prior to construction. Septic Tank • A I,500 gallon, two chamber Copeland Concrete septic tank is proposed for continued use at the site. The tank should be inspected by H -P Geotech during construction of the new system for water tightness. • An effluent filter should be installed in the tank outlet tee. • The septic lids must extend to the final surface grade and made to be easily located. Sewer Pipe • The sewer line from the residence and garage to the septic tank should not be less than the diameter of the building drain and not less than 4 inches in diameter. • The sewer pipe should have a rating of SDR35 or better. Schedule 40 PVC pipe must be used beneath driveway surfaces. • The sewer pipe should be sloped between 2% to 4% to help limit disturbance of solids in the tank and potential sewage bypass of the first chamber of the tank. if a steeper slope is needed, this can be accomplished with vertical step-downs in the sewer line. • The garage sewer line should be connected to the residence sewer line with a downstream wye connection. A 90 degree bend or tee fitting is not acceptable. • 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 !ob No. 1 15 108B -6 - insulation board. If adequate soil cover is not possible, we should be contacted for re-evaluation prior to installation. • The sewer pipe should be bedded in compacted 3/4 inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 21/2 inches in diameter to help prevent settlement of the pipe. Sags in the piping could cause standing effluent to freeze and damage piping. • Install cleanout pipes within 5 feet of the building foundation, where the sewer pipe bends 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 from the cabin and garage will encroach on the required 50 feet setback to the existing well on the property. The cabin sewer line will also encroach on the 25 feet setback to the cistern. Encroachments to the setback are allowed if the pipe is encased per Note 2 of Table 7-1 of Regulation #43 which states: Crossings or encroachments may be permitted at the points as noted above provided that the water or wastewater conveyance pipe is encased for the mininuun setback distance on each side of the crossing. A length of pipe shall be used with a minimum Schedule 40 rating of sufficient diameter to easily slide over and completely encase the conveyance. Rigid end caps of at least Schedule 40 rating shall be glued or secured in a watertight fashion to the ends of the encasement pipe. A hole of sufficient size to accommodate the pipe shall be drilled in the lowest section of the rigid cap so that the conveyance pipe rests on the bottom of the encasement pipe. The area in which the pipe passes through the end caps shall be sealed with an approved underground sealant compatible with the piping used. • The cleanouts from the cabin and garage should be encased in a minimum of 12 inches of concrete. • The sewer line locations shown on Figure 1 are considered conceptual. We assume that there will be only one sewer line exiting the cabin and one sewer line exiting the garage. It is the responsibility of the owner and/or contractor to locate Job No 115 108B -7_ all sewer line exit Iocations and connections to the septic tank. We should be notified if there are other sewer lines exiting the buildings. 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 4 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 prevent 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 2'/2 inches in diameter to help prevent settlement of the pipe. Sags in the piping could cause standing effluent to freeze and damage. • A minimum 24 inches of cover soil should be provided over the effluent transport pipe. Paved areas, patios or other paved area or areas without vegetative cover may be more susceptible to freezing. We recommend 48 inches of soil cover over the pipe in these areas. If adequate cover soil is not possible the effluent pipe should be insulated on top and sides with 2 inch thick foam insulation board, and we should re-evaluate the proposed soil cover prior to installation. • Schedule 40 PVC pipe should be used 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 • To ensure equal effluent distribution to the Infiltrators, a distribution box will be used to divide effluent flow. We recommend the Fralo Monster distribution box since it is easily accessible from ground surface for maintenance with a Fralo septic tank lid system. !ob Na 115 IOSB Gietr h -8- • 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 equipped with Tuf-Tite speed levelers for ease of initial setup and adjustment over time. • 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 premature 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 prevent standing water. OWTS OPERATION AND MAINTENANCE The OWTS will require periodic inspection and maintenance to function properly. A properly designed, installed and maintained system can greatly increase its lifespan. The level of maintenance will vary depending on the complexity of the system and water use habits of the residents. We recommend that an OWTS Operation and Maintenance (O&M) Manual be developed. Depending on the complexity of the system a contract with an OWTS maintenance provider may be prudent. Below are some basic recommendations for the OWTS O&M. OWTS HOUSEHOLD OPERATION • Use of high efficiency water fixtures is recommended to decrease the hydraulic load on the OWTS system. • 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 field as this may cause a hydraulic overload. Joie No 115-108B -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 soil absorption system. • Liquid dishwasher and clothes washer detergent is recommended for households served by an OWTS. Clay substances used as fillers in powder detergents may result in clogging of the soils absorption system. • The effluent in septic tanks can freeze during extended periods of non-use in cold weather. We recommend that a tank heater be installed in this system to help prevent freezing. OWTS MAINTENANCE • Inspect the septic tank, effluent filter, distribution box and soil treatment area at least annually for problems or signs of failure. • The effluent 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 STA, which may shorten its life span. • Pumping of the septic tank should take place when the level of the sludge and scum layers combined take up from 25 to 33% of the capacity of the first chamber of the tank. Job No 115 108B - 14- OWTS CONSTRUCTION OBSERVATION The Garfield County Environmental 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, the subsoil study and soil texture analysis evaluations, percolation test results, the proposed construction and our experience in the area. Variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to our design. It is our opinion that the designed location of the OWTS components does not violate any setback requirements of the current Garfield County Regulations. Below is a table of common minimum horizontal setbacks to OWTS components. Refer to the Garfield County Regulations for a complete list of required setbacks. We recommend the OWTS !ab No 115108B components be surveyed by a Professional Colorado Land Surveyor and verified by H -P Geotech prior to the system permitting. Table 1- Common Minimum Horizontal Setbacks from OWTS Components Please contact us for any necessary revisions or discussion after review of this report by Garfield County. If you have any questions, or if we may be of further assistance, please let us know Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. •earK., ar441-7 Jason A. Deem Project Geologist Reviewed by: ttin gg, . •��0 .-fir , A- r,G ' r v r 1 am rl ' ' U.O David A. Young, P.Ei a k ?12 216 ifSE 7. JAD/ksw '�4~ I', Lite,/011lAl.tWo cc Lynette Lacerda (marbleti7�47@hotmail.com) Job No. i 15 1088 Gtech 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 Garfield County. If you have any questions, or if we may be of further assistance, please let us know Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. •earK., ar441-7 Jason A. Deem Project Geologist Reviewed by: ttin gg, . •��0 .-fir , A- r,G ' r v r 1 am rl ' ' U.O David A. Young, P.Ei a k ?12 216 ifSE 7. JAD/ksw '�4~ I', Lite,/011lAl.tWo cc Lynette Lacerda (marbleti7�47@hotmail.com) Job No. i 15 1088 Gtech PROPOSED SOIL TREATMENT AREA CONSISTING OF SEVEN ROWS OF 25 INFILTRATOR QUICK 4 PLUS STANDARD CHAMBERS IN EACH ROW (700 CHAMBERS TOTAL). 644D EXISTING FENCE EXISTING DITCHES (TYP) • • • • 50` MIN TO DITCH EXISTING 1,500 GALLON TWO CHAMBER COPELAND CONCRETE SEPTIC TANK INSTALL EFFLUENT FILTER IN TANK OUTLET TEE. • • • • • FRALO MONSTER DISTRIBUTION BOX 6" DIA WELL HEAD 100 MIN BM TOP OF CASING ELEV=6451.7 5D'MN 1 TO rJ 1 APPROXIAMATE EXISTING /EACH FIELD LOCATION AS PROVIDED OLD crsTERN �w w r I 1 1`.%:qin OUT SUILDIN . \ APPROXIMATE SCALE: i INCH = 40 FEET 115 108B • • • r -- Note: The sewer line from the cabin and garage '4%, will encroach on the required 50 feet setback to the well and 25 feet setback to the cistern. . Encroachments are allowed if the pipe is encased. See the Sewer Pipe section of the report for details. 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IM al ill Was—aiiia 11 wM-M w MIa-wI WWWWWWWf 90 80 70 60 50 40 30 20 10 Ewa IMIN•MME•1•11=11 �Waaaaa-W�alWal IW —w - 10f 0 .001 .002 .005.009 .019 .045 .106 .025 .500 1.00 2.00 4.75 9.5 19.0 37.5 76.2 152 203 DIAMETER OF PAR11CLES IN MILLIMETERS GAY I 91T GRAVEL 0 % 1 Y, FINE 1 PH(I ICgMSI M.III00411 WAX I VOW USDA SOIL TYPE: Clay SAND 22 % WI - SILT 37 % CLAY 41 % FROM: Profile Pit 2 DEPTH 2 to 2Y feet 1151086 G -�.Cw�atech HEPWORTI+PAWLAK GEOTECHNICAL JOLLEY RANCH USDA GRADATION TEST RESULTS FIGURE 2 OWTS ABSORPTION AREA CALCULATIONS In accordance wlh the current Garfield County Onste Wastewater Treatment System Regulatbns, the sol treatment area was calculated as follows: 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 F= B= N= Q= CALCULATION OF OWTS SOIL TREATMENT AREA: MINIUMUM TREATMENT AREA = Q + LTAR WHERE: 4= LTAR (CLAY - SOIL TYPE 4) = 75 GALLONS PER DAY 4 BEDROOMS 2 PERSONS PER BEDROOM 600 GALLONS PER DAY 600 GALLONS PER DAY 0.2 GALLONS/FT:/DAY MINIMUM ABSORPTION AREA = 3000.0 SQUARE FEET REDUCTION FACTOR FOR CHAMBERS = 0.70 MINIMUM ABSORPTION AREA WITH REDUCTION = 2100 SQUARE FEET AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER = 12 SQUARE FEE!' TOTAL CHAMBERS NEEDED = 175 CHAMBERS ROWS OF CHAMBERS CHAMBERS PER ROW 7 ROWS 25 CHAMBERS TOTAL SOIL TREATMENT AREA = 2100 SQUARE FEET 115 1068 G&Ttech H EPWORTH-PAWLAK GEOTECHNICAL JOLLEY RANCH SOIL TREATMENT AREA CALCULATIONS FIGURE 3 INFILTRATOR OUICK 4 PLUS STANDARD END �' CAPS AT EACH END ' OF EACH TRENCH *** 44 INFILTRATOR QUICK 4 PLUS STANDARD CHAMBERS INSTALLED LEVEL. SEVEN OF 25 CHAMBERS (175 CHAMBERS TOTAL) ikv4 4,4 **No 1.' 444, 40 ... 4 INCH DIAMETER PVC INSPECTION **' '. .' PORT INSTALLED VERTICALLY INTO KNOCKOUTS PROVIDED IN END CAPS '.00, '41440 ' .` INSTALL INSPECTION PORTS AT EACH END OF EACH TRENCH (14 TOTAL 444444 .' '.. INSPECTION PORTS) REMOVABLE LID ** */ TORE PLACED ON TOP OF PIPE. PIPE MUST STICK UP AT LEAST 8 INCHES ' ABOVE FINISHED GRADE OR BE ** INSTALLED IN A VALVE BOX AT GRADE . NOT TO SCALE 4' NON PERFORATED 5DR35 TRANSPORT PIPE SLOPED AT 2% MIN DOWN TO D -BOX THEN TO EACH TRENCH uta FLOW FR 'tAK1` 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 PREVENT SCOURING OF THE INFILTRATIVE SURFACE. FRALO MONSTER D BOX Notes: 1 Chambers shou'd be installed level on a scanfied ground surface 2 All piping should have a rat ng of SDR35 or stronger 3 Changes to this design shou d not be made without consultation and approval by HP Geotech 1151088 Gtech HEPWOR7I+PAWLAK GEOTECHNICAL JOLLEY RANCH SOIL TREATMENT AREA PLAN VIEW FIGURE 4 124 min. 24 max. Cover Soil Graded to Deflect Surface Water Infiltrator Quick 4 Pius Standard End Cap Infiltrator Quick 4 Standard Chamber Installed Level Nilve Sal APPROXIMATE SCALE: 1 INCH = 5 FEET Nemo So 6' min Undisturbed , Soil Between - Trenches 1,19tve 50. Scarify bottom and sides of trenches before chamber installation Notes. 1 Chambers should be installed level on a scarified ground surface The base and side of the trenches should be scarified prior to chamber installation 2 Care should be taken by the contractor to avoid compaction of the native so.is n the trench areas. 3 This schemal:c shows a portion of the soil treatment area (STA). The STA we consist of seven rows of 25 chambers 4 Changes to this design should not be made without consultation and approval by HP Geotech 1151088 GecPtech HEPWORTH-PAWLAK GEOTECHNICAL JOLLEY RANCH SOIL TREATMENT AREA CROSS SECTION FIGURE 5