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Home My WebLink AboutOWTS System Design Report 08.31.2015I-$EPWORTH-PAWLAK GEOTECHNICAL I IrpWorrh Pru hl. O /41.11nic 11, In 5020 County Road 154 Cilcnucw J Sprin , Cult r rdu 81601 I'horw 970 945 798 Fax: 970 945 8454 em. iI Irprt.,( ghpl; orech tont ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED CABIN LOT 4, SILLIVAN SUBDIVISION COUNTY ROAD 335 GARFIELD COUNTY, COLORADO JOB NO. 115 130B AUGUST 31, 2015 PREPARED FOR: LISBETH ODEN P.O. BOX 1677 GLENWOOD SPRINGS, COLORADO 81602 (cabindreamC mc.cam) Parker 303-841-7119 • Colorado Springs 719-633 5562 • Silverthome 970-468-19S9 TABLE OF CONTENTS INTRODUCTION - 1 - BACKGROUND INFORMATION - I - PROPOSED CONSTRUCTION - 1 - SITE CONDITIONS - 1 - SUBSURFACE CONDITIONS - 2 - OWTS ANALYSIS - 3 - DESIGN RECOMMENDATIONS - 4 - SOIL TREATMENT AREA - 4 - OWTS COMPONENTS - 5 - OWTS OPERATION AND MAINTENANCE - 8 - OWTS HOUSEHOLD OPERATION - g - OWTS MAINTENANCE - 9 - OWTS CONSTRUCTION OBSERVATION - 9 - LIMITATIONS - 9 - FIGURES FIGURE I 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 SEPTIC TANK DETAIL Job No 115 06911 INTRODUCTION This report provides the results of an onsite wastewater treatment system (OWTS) design for the proposed cabin to be located on Lot 4, Sillivan Subdivision, 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 study was performed as part of our proposal to Lisbeth Oden dated April 2, 2015. BACKGROUND INFORMATION Hepworth-Pawlak Geotechnical previously prepared a subsoil study for foundation and percolation testing for the proposed residence and presented our findings in a report dated May 29, 2015, Job No. 115 130A. The findings of that study provided the field information for the current OWTS design. PROPOSED CONSTRUCTION The cabin will be a single story wood frame structure over a walkout basement level located on the lot as shown on Figure 1. Ground floors will be slab -on -grade. Cut depths for the building foundation are expected to range between about 3 to 10 feet. The residence will have 2 bedrooms. The OWTS will be located downhill and to the north of the residence. SITE CONDITIONS The lot is vacant and has undergone some previous grading consisting primarily of shallow cut and fill for an access road to the lower portion of the building site. The terrain is a moderately steep, northwesterly facing hillside above County Road 335. The hillside slope grades range from about 10 to 25% becoming steeper above the building Joh No 115 tion Gel -2 - site on the order of 40%. Elevation difference across the proposed building is about 10 feet. There is several feet of elevation fall to the planned OWTS location. Vegetation consists of grass and weeds with sage brush and juniper trees. There is a well for the property located west of the site and on the opposite side of County Road 335 within an easement on Lot 1 (see Figure 1). We understand the well is not currently planned to be used for the subject residence and the owner will truck in water to an onsite cistern to be located east of the residence. A 25 feet minimum setback is required from the soil treatment area (STA) to the cistern. The existing well is located considerably outside of the required 100 feet setback. No other wells or surface water features were observed in the near vicinity of the subject lot. SUBSURFACE CONDITIONS The field exploration was conducted on April 15, 2015 Three profile pits (Profile Pits 1, 2 and 3) and three percolation test holes (P-1, P-2 and P-3) were excavated at the approximate locations shown on Figure 1 to evaluate the subsurface conditions. Logs of the profile pits are provided below. The soils encountered below about 6 to 12 inches of topsoil consisted of sandy loam with gravel to the maximum depth explored, 61 feet. Boring 1 located near the downhill side of the proposed cabin drilled for our subsoil study encountered bedrock at about 17 feet depth and no free water when drilled in May 2015. A hydrometer and gradation analysis was performed on a disturbed bulk sample of the soils from Profile Pit 3 with the results provided on Figure 2. The tested sample classifies a sandy loam per the USDA system. Based on the subsurface conditions and laboratory testing, the soils have been classified as Soil Type 2 per State regulations, which equates to a long-term acceptance rate (LTAR) of 0.6 gallons per square foot per day. Log of Profile Pit l Depth USDA Classification 0-6" TOPSOIL; organic clayey sand, moist, dark brown. 6„-51/2' SANDY LOAM; with scattered gravel and cobbles, strong granular structure, loose to medium dense, slightly moist, brown. • Bottom of pit @ Sl/.feet. • No free water was encountered durin; excavation. lub No 115 1IOB -3 - Log of Profile Pit 2 Depth USDA Classification 0-6" TOPSOIL; organic clayey sand, moist, dark brown. 6"-31/2' SANDY LOAM; with scattered gravel and cobbles, strong granular structure, loose to medium dense, slightly moist, brown. • Bottom of pit @ 31%., feet. • No free water was encountered during excavation. Log of Profile Pit 3 Depth USDA Classification 0-12" TOPSOIL; organic clayey sand, moist, dark brown. „-61/2, SANDY LOAM; with scattered gravel and cobbles, strong granular structure, loose to medium dense, slightly moist, brown. • Bottom of pit @ 61/2 feet. • No free water was encountered during excavation. Percolation testing was performed in three test holes on April 16, 2015. Percolation rates ranged from about 6 to 13 minutes per inch, which is consistent with sandy loam soils. Percolation test procedures outlined in Regulation #43 were not utilized and test results were used only for comparison of the soil profile pit evaluations. OWTS ANALYSIS Based on the profile pit evaluations and laboratory testing, the base of the STA trenches will be located in sandy loam soils (Soil Type 2). No groundwater or bedrock which would act as a confining layer was encountered. The tested site is suitable for a conventional infiltration disposal system. The STA will be sized for two bedrooms using an LTAR of 0.6 gallons per square foot per day. The sewage will gravity flow to the septic tank for primary treatment then gravity flow to the STA for disposal and final treatment. The STA will consist of two trenches with Infiltrator chambers. Equal distribution to the chambers will be provided by a distribution box. Job No. 115 130E 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. SOIL TREATMENT AREA • The treatment system will consist of two trenches with 15 Infiltrator Quick 4 Plus Standard chambers in each trench (30 chambers total). Equal distribution is proposed by a Fralo Monster distribution box. • The STA was sized based on an LTAR of 0.6 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 360 square feet. Soil treatment area calculations are shown on Figure 3. • 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 of the Infiltrators should be graded to deflect surface water away from the STA and should be sloped at 3 Horizontal: 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 arca 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. lob No. t!5 110B -5 • A plan view of the STA is presented on Figure 4 and a cross section of the STA is presented on Figure 5. OWTS COMPONENTS Recommended OWTS components provided below are based on aur 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 is proposed for primary treatment. A copy of the tank detail is provided as an attachment to this report. • An effluent filter should be installed in the tank outlet tee. • 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 gravel or road base bedding material may be necessary to prevent tank damage during placement and act as a leveling course. • Install tank with 2 feet minimum cover soil for frost protection. Maximum tank soil cover depth is 4 feet. • The septic lids must extend to final surface grade and made to be easily located. 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 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. Joh No. 115 13OB Hp -6- • 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 bedded in compacted 3/ inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 21/2 inches in diameter to help prevent settlement of the pipe. Sags could cause standing effluent to freeze and damage 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 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 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 first 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 prevent scouring of the infiltrative soil surface in the chambers. • Serial connections between the rows of should also consist of 4 inch diameter SDR35 piping sloped at a 2% minimum to drain to the next trench. Piping should extend at least 6 inches into the knockout provided in the Infiltrator end caps and be screwed in place. • 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 Joh No 115 11OB -7 - than 21 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. • 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. • We recommend that the distribution box 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 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 at or near the box. Job No 115 1308 h -8- 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 absorption field 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 soil absorption system. Job No 115 13011 -9- • 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 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 the systems life span. • Pumping of the septic tank should take place when the level of the sludge and scum layers combined take up 25 to 33i'c of the capacity of the first chamber of the tank. 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 inspection 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 Job No IIS 130H w , teh -10 - or implied. The recommendations provided in this report are based on the site conditions, profile pit evaluations, soil texture analysis 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 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 Joh No 115 13013 Wells Water.Lined Supply Line Occuped Dwelling 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' I0' 0' 10' 50' 10' - Joh No 115 13013 -11 - 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. AAP 7 Jason A. Deem Project Geologist Reviewed by: David A. Young, P.E:ma E • : v 32-216 JAD/ksw :�Clo zrf-2-1S .,4g qiiiMM cc: Three G Construction -- filler (three_ 2 construction@mtin.com) Job No 115 130B LOT 1 SILLVAN SUBDIVISION 4/ ssAiNr APPROXIMATE SCALE. 1 INCH 40 FEET 0 LOT 4 SILLVAN SUBDIVISION C. �`-)-I 1 , 1, / / 1 / 1 / 1 / 1 i 1 PROPOSED SOIL TREATMENT AREA CONS STNG OF TWO ROWS OF 15 INF LTRATOR OU CK 4 PLUS STANDARD CHAMBERS IN EACH ROW 2 Q. PROF LE PT2 P1 • PR P / 1 i OFILE IT 1 PROPOSED VALLEY PRECAST 1,000 GALLON TWO CHAMBER SEPTIC TANK WITH AN EFFLUENT FILTER C o STRIBLMON BOX CLEANOUT / PROF LE PIT 3 D 1 • fie/ ro O tri 0 -c0 Legend Profile Pit A Percolation Test Hole 115 130B Geotech HEP W:v RTH•PAWLAK GEOTECHNICAL LOT 4, SILLIVAN SUBDIVISION OWTS SITE PLAN FIGURE 1 a gall HYDROMETER ANALYSIS 1SIEVE ANALYSIS` I q HHR�77 H�{}}o� TIME READING um! U.S. U.S. STANDARD SERIES 1 CLEAR SQUARE OPENINGS 0i5 JAlN5 MIN50MIN9MINA MI 1325 f140 #60 35 #18 #10 #4 3 8" 3 4"1 1 2"3" 5W B"100 —r—a—Ma f!.ME as Wa -amara-Ma aWa -smarms=ate 11 PIM - r- 10 20 30 40 50 60 70 80 90 - --- 101,.^. ---i- -�--moi Arai--a- ----Mammae r. -- ww_r—r- ---- s—i---r- la_a -- ma- —__roam -am--- ---_— arr-- --r- - MIMISII NEMESIS arms_ -- MMM Warm—aISIIIIISNMSr, MI! - Si --Mama w mia.y -a - --Mas—sm— a----r- aa[--- ami —r - -irl,11 -----a- - — r a_ Maaaa Mas— ma— —Wass — a ill saa_----Maim' a- --Assam Mil —1=-- r- 1 --Mas— Ma_—rMOON — --a— r Fla — '—ErMIlwrr•—a — tea— aalralra aMMMa Ma rrrrMa Ma— _ as -- a ----=_Ma—_-- Ai--__ liMaL —rM�---Ma--M.i—i —`I—Yr wrrr —s aaaaasaal—a— ramal—M laal ma—r— aNalal -mmalaaalallalMMMEI-1 1 1 1 —Marr—a—l—mars—aaaWa Maas—r- -1�l---Ma Mr la la ,a1 lial_S—r- --- a—Ma— aa�rr�—arEa ara—a—l---�--- —R- a. — a —rs.........r..r- -IMI mrrWaaaM M - Mrs ly- Ml..�r—fi^��rrrrrrr�fri—r— —r —M— Mamma ark— roam Ala ---r_—Fly.—.--Mar—_a- aa— Ma—mammals Mama.. — r — —�f--M—w—�J•MIM---MMMMMa MraiImiaa=--MMS—MMa.a !1 SS - ii a--Marr--a- -aaa_— as aaaa�a,—awlilaa--Mmrlar_ saar ^mal— rrMImIMMr---aa—MaMaa—rrMa---rrrrar- Ma�wm_—aMarro rrrMa r--lllrrr_aan —� -----mar-- r- -a --m_ mamma Mama —�—Mme—MMai baa m--Ma--MMPSlI--- —a- --A aaam a—!M Sas aa— NMPMMm a— SMSEMM Mammmmm� Mam — — — a—Mar aa—l--Mamma—a----M— __—r- -�--�—mmamas----fMmmm— Mammmmmlm MM:— —rrrrrM--a--Ma_ar►ami Mar- — m -aa ,Maas_—M— aA r — —Mamm--..Lams---ai —MaMmar=MS Y—mMMarMaamRaSMS S4 SINSM SI ls. a--a- -Marr--- —a MIMEM, MIS —aa---i--a- MM�aMa.ma.M....al.aA.Maa" MM OM r_•—a- aaaraYO--MIaMa ala Ma am ol---a--a— —amarmi--M—ams baa_---aaY-- a—II ISS—aamiami — —ala---r_Maaaa— a—M—m ra44mi adMal l - -a aamlrlmlaaaiM--IliMm11111 MaWMaa[MaaMa—Ma_—MI_ar-- a---_ I laol li — MM--- MrMM a M a-----a----Maas\— M — a MN a -Alma Mama"- a - - masala - lrlaarmma r M a� aaaMM - Waw- ma- M. IN M-IMma - Maas a_+m - -mammal- w— aaWaiaiMMM—aiammala -- — a--r— ----ar_MI Miaal--a—Mram_—a----r— mammlwM—allw MEMO M S.N I--WaSI, di rr---m--- —a- -aaa_ maws l—M mamma aarWa--m—l-Ma— —M.INSIIII MSS NOMNO,".. ill ram_ a----M=MIa- -lM►^M—MaraaaMaraaMaa—Assam aaa� MMININE MOM., mammas—MS •1 - -Mari-.—awalaw --a- a—aiS — MaarMas--.a•-• I.Ipi Nei ammnpu mama =mamma —mass MMa araaaaaMa-----i- -��-- — - ---- -i Mir aura arm a.11rlllrMM—as —— �arara.m.- alallalamt Mai -M Wa arr- MMMMNMI -- INaaaWa fla Imalania maws- IMM—MP Waal —w— sM aMaamaaa ar-- —�— a—AllaaMMEN lllllrrrr�alma baa—MiWal- �M---- -a—."-- ----- --r — --ainiaMMEM - rraaal mala —ME — i1M♦a—M — �M-Man -r- ----M- --aMa/1 1MMM ils Massaro — r— mama31 "-a--a--anal m is a- :— — malas 90 80 70 60 50 40 30 20 10 100 MMrrM ma.Ml.Ma 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 PARTICLES IN MILLIMETERS CLAY SILT v. PN£ I r 1 Mco• Icon M. SMALL 1 L+EDOr�1�L ,c u+ ' .MG( { COBBLES GRAVEL 7 % SAND 54 Passing #10 Gradation: SAND 58 % USDA SOIL TYPE: Sandy Loam SILT 30 % SILT 32 % CLAY 9 CLAY 10 co FROM Prof:Ie Pit 3 at 2 t: 3 Fet gad��t 115 185B c�te�n HEPWORTI-IPAWLAK GEOTECHNICAL LOT 4, SILLIVAN SUBDIVISION USDA GRADATION TEST RESULTS FIGURE 2 OWTS ABSORPTION AREA CALCULATIONS In accordance wth the current Garfiekl County Onste Wastewater Treatment System Regulations, the soi treatment area was catulated as fobws: CALCULATION OF WTS 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= 75 GALLONS PER DAY 2 BEDROOMS 2 PERSONS PER BEDROOM 300 GALLONS PER DAY CALCULATION OF OWTS SOIL TREATMENT AREA: MINIUMUM TREATMENT AREA — Q + LTAR WHERE: Q - 300 GALLONS PER DAY LTAR (SANDY LOAM -SOIL TYPE 2) - 0.6 GALLONS/FT2/DAY MINIMUM ABSORPTION AREA = 500.0 SQUARE FEET REDUCTION FACTOR FOR CHAMBERS = 0.70 MINIMUM ABSORPTION AREA WITH REDUCTION = 350 SQUARE FEET AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER = TOTAL CHAMBERS NEEDED = NUMBER OF TRENCHES = CHAMBERS PER TRENCH = TOTAL NUMBER OF CHAMBERS AS DESIGNED = 12 SQUARE FEET 30 CHAMBERS 2 15 30 CHAMBERS TOTAL SOIL TREATMENT AREA = 360 SQUARE FEET 115 130B Ptech 11 EP WORT H-PAWLAK GEOTECHNICAL LOT 4, SILLIVAN SUBDIVISION SOIL TREATMENT AREA CALCULATIONS FIGURE 3 INFILTRATOR QUICK 4 PLUS STANDARD END CAPS AT EACH END OF EACH TRENCH TWO ROWS OF 15 INFILTRATOR QUICK 4 PLUS CHAMBERS (30 CHAMBERS TOTAL). FRALO MONSTER 0 -BOX NOT TO SCALE RANSPORT 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. cry 4111, 4" NON -PERFORATED SDR35 TRANSPORT PIPE SLOPED AT 2% MIN. DOWN TO D -BOX THEN TO EACH TRENCH 4 INCH DIAMETER PVC INSPECTION PORT INSTALLED VERTICALLY INTO KNOCKOUTS PROVIDED IN END CAPS INSTALL INSPECTION PORTS AT EACH END OF EACH TRENCH (4 TOTAL INSPECTION PORTS). REMOVABLE LID TO BE PLACED ON TOP OF PIPE. PIPE MUST STICK UP AT LEAST 8 INCHES ABOVE FINISHED GRADE OR BE INSTALLED INA VALVE BOX AT GRADE. Notes: 1 Chambers shauid be installed level on a scarified ground surtace 2 All piping shou.d have a rating al SDR35 or stronger. 3 Changes to this des gn should not be made without consultation and approval by HP Geotech 115 130B Ge Ptech HEFWORiH•PAWLAK GEOTECHNICAL LOT 4, SILLIVAN SUBDIVISION SOIL TREATMENT AREA PLAN VIEW J FIGURE 4 12" min . 24" max. Cover Soil Graded to Deflect Surface Water Infiltrator Quick 4 Plus Standard End Cap Infiltrator Quick 4 Standard Chamber Installed Level APPROXIMATE SCALE: 1 INCH = 5 FEET Nave Sal 6 min �UndLsturbeo Soil 6etweefi' 1 Trenches ADDrox E.istmg PUMP Sol 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 pr or io chamber installation 2 Care should be taken by the contractor to avoid compaction of the native soils In the trench areas 3 Changes to this design should no! be made without consultation and approval by HP Geotech 115 130B Gtech MEP WORTh•PAWLAK G ECTECM NIG AL. LOT 4, SILLIVAN SUBDIVISION SOIL TREATMENT AREA CROSS SECTION FIGURE 5 item # 10007-2CP 1000 Gallon Top Seam Two Compartment QJGN NOTES • Design per performance Zest per ASTM C1227 • Top surface area 46.25 ft' • f c 0 28 days; concrete 6,000 PSI Min. Installation: • Tank to be set on 5" mkt. sand bed or pea gravel • Tank to be backfiled uniformly on all sides in Tilts less than 24" and mechanically compacted • Excavated moterlol may be used for backfill, provided Targe stones are removed • Excavation should be de,ratered and tank filled with water prlor 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 PiPINT • PVC or concrete risers available • Secondary safety screen available with PVC riser • Option of pump or siphon Installed ALLOWABLE BURY (Based on Water Table) WATER TABLE ALLOWABLE EAHTH flu 0'-0- 2'-0- i.— 0- 3'-0- 2'-0' 3'-0" 3'-0" 4' -0 - DRY 4• -0 - Digging Specs Invert 13' Long x 6' Wide Inlet Outlet 56" below inlet 56" 53" 60" 111" View p View Dimensions Net Capacity Length Width Weight Inlet Side Outlet Net Weight Total Ud Tank Total 111' 60" 68" 687 gal 323 gal 1010 gal 2520 lbs 9380 lbs 12000 lbs • VALLEY L1 Water & Wastewater • Systems • Products PRECAST, Inc. • Service (719) 3954764 28005 Co. Rd' 317 P.O. Box 925 FICC (719) 395.3727 Buena Vlsb4 (:1381211 Website: www.valleyprecastoom Email: cam