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Home My WebLink AboutOWTS System DesignK-CRO¡\rI(P.A. Box 4o Mack, CO g7 o. 2to.ol7 2 f kat'hayla.n'onl¿@outloo/<.conr Onsite W'astewater lreatment System Depign July I0, ZO23 Ross Project I84O -293- County Road Rifle, CO 81620 Parcel N,o. 2I77-I0I -00-208 Prepared By: K-Cronk Engineering, Inc. P.O. Box I4O Mach CO 81525 970¿50-4572 Site History There is an existing four-bedroom residence on the site that is served by an existing onsite wastewater treatment system (OWTS). The existing system has been slow draining and requires pumping three to four times per year. The orüner of the property wishes install a new OWTS while also maintaining the existing system as an alternative field. The site consists of approximately 3.0 acres of uncultivated native soil. Drainage is approximately I % to the east. A percolation (pn c\ test/soils evaluation and site study were conducted on the property of reference on O612912023 by Kachayla R. Cronk, registered professional engineer (RP-E.). The perc excavation trench was located approximately 65' north of the south property line and approximately 50' west of the east property line. This OWTS design has been prepared for theproject based on information disclosed during the site study mentioned above. A discussion of the engineered OWTS design follows. The perc test/soils evaluation is attached for reference as Appendix A. The location of theperc excavation trench is shown on the Plot Plan included in this report. Develooqent of Þesien Parameter.s The perc excavation trench was extended to a depth of 100" below ground surface (BGS). There was no evidence of ground water or high seasonal water table in the open excavation to a depth of I 00" BGS. The soils evaluation indicates two distinct soil horizons underlie the site. A lithological description follows: depth (in.) description 0" - 18', l8'- 100" sandy loam, brown (Soil Type 2, USDA * sandy loam, granular, moderate structure) loamy sand, light brown (Soil Type t, USDA * loamy sand, single grained, structureless) Based on the rcsults from the t6129123 perc testlsoils evaluation (Appendix A), an long terrn acceptance rate (LTAR) of 0.60 has been chosen for overall system sizing for an infiltrator trench soil treatment a¡ea designed to discharge to subsoils below the 48" depth. -l- System Design An INFILTRA?OI? trench soil treatment system is proposed for discharge of septic effluent at the site. Construction ofthe system will consist of excavating level trenches in the area comprising the soil treatment ¿16¿. Gradins durinq constructlon mav affect slpne^ therefore contractor sha4 verifv slone at time of installntion. Soil treatment area orientåtion may be adiupted oer site variationq,tp facilitatp consistent trench denth runnins oar¡llFl to final contoqrs. The initial excavation shall be continued to a level depth of 48" BGS (see Soil Treatment Are¿ Cross Section). If consistçnt tren,ch deÞth çlmnot be maintain€d. {NFILIÀ,4IOR chambe{s r,na}¡ be installed level at 24" miqimum and 48" mærimum BGS. Following completion of the trench excavations, QUICK4 STANDARD INFILTRATORS (or equivalent) will be used to construct a septic efiluent distribution system in the open exc¿vations. The INFILTRATOR effluent distribution system wi[ be installed in accordance with the "Infiltrator Technical Manual", available from Infiltrator Systems Inc., 123 Eûn Street, Suite 12, Old Saybrook, Connecticut 0ó475. Adiacent 1¡I/F/¿ZA,,4ZOA,S shall be fasteged with a r,ninir,num of three 1.3) %" pelf-taop-ing screws to prevent movgment and seoaration dgJins backfilling. After the INFILTRATORS arc installed, synthetic filter fabric (140-200 mesh) will be placed over the INFILTRATORS and the system will be covered with a soil cap. The soil cap will consist of approximately 36" of nativc soil backflrll. The soil cap will be mounded 5% above the existing ground surface to promote surface run offaway from the soil treatment rirea' The installershould confirm the feasibility of gravity discharge of sewage effluent from the foundationline to the soil treatment aretby field verification of assumed desþ parameters. Assumed design parameters with respect to gravity discharge include: If the distance from the sewage pipe at exit from the foundation line to the soil treatment area is 150'or less, The elevation of the ground surface at entry to the soil treatment area shall be no more th,an 17' above the invert elwation of the sewage pipe at exit from the foundation line. If field measurements do not confirm these design assumptions, gravity discharge of septic effluent from the proposed structure cannot be assured and a lift station may be required. Please contact the design engineer and Garfield County to address any design modifications necessary if these desþ assumptions are not upheld. There is an existing 1,250 gallon, two compartmentseptic tankthat is in good working order and will remain in use to provide a minimum of 48 hours retention time for sewage generated from the proposed project. A non-corrodible Orenco filter (model # FTW0436-28) shall be installed at the final outlet tee of the septic tank to limit the size of solids and sludge passing into the soil treatment area. The filter must be accessible for cleaning and replacemçnt from the ground surface. A distribution box is required to provide equal disribution of septic effluent from the septic tank to the soil treatment area laterals. The installer shall replace the existing distribution box with a new one. The distribution box must be placed on stable native soil or compacted structural fill to prevent settling and assure equal distribution of septic effluent. The distribution box must be accessible for cleaning and replacement from the ground snrface. The existing STA \Ã/iU remain in use as an alternative system should it ever be needed. IN ORDER TO a ra _1 ALLO\il THE EXISTING STA TO BE USED AS AN ALTERNATIVE SYSTEM, THE INSTALLER SHALL PROVTDE AN OUTLET FROM THE DISTRIBUTION BOX TO THE EXISTING STA. SPEED LEVELERS WILL BE PROVTDED SO THE OUTLET TO THE EXISTING STA IS HIGHER THAN THE OUTLETS TO TTIE NEW STA, ENSURING TTIAT THE EXSTING STA WILL ONLY BE USED IN AN OVERFLOW CONDITION. As shown in the included graphics, the trench soil treatment system will consist of four (4) trenches 3' wide x 48" deep x 52' long with thirteen (13) INFLLTRATOR (or equivalent) units each for a total of fifty+wo (52) units. The soil treatment area will encompass a¡r effective area of 891.43 sq. ft. DESIGN CALCULATIONS DESIGN LOADING RATE OF 3 BEDROOMS @ 150 GAL./BEDROOM-DAY :450 gal./day PLUS 4th BEDROOM @75 G1"J,.IBEDRCIOM-DAY = 525 Bal.lday DESIGN LONG TERM ACCEPTANCE RATE (LTAR) = 0.60 GAL./SQ-FT./DAY a LTAR,A_WHEBË, A = SOIL TREATMENT AREA (SQ. FT.) Q- DESIGN FLO\M (GAL./DAY) LTAR = LONG TERM ACCEPTANCE RATE (GAL./SQ.FT./DAÐ A:#= 875s0'Fr' SOIL TREATMENT AREA ADruSTMENT FACTOR FOR GRAVITY TRENCH DESIGN = I.O SOIL TREATMENT AREA ADruSTMENT FACTOR FOR USE OF CHAMBERS = 0.7 ADruSTED SOIL TREATMENT AREA:875 SQ.FT. X 1.0 X 0.7:612.5 SQ. FT. LENGTH OF 3' WIDE TRENCH REQ'D : 612.5 SQ.FT. I 3 FT. = 204.17 FT. USE 4 TRENCHES WTïH 13 QUICK4 STANDARD INFILTRATORS (or equivalent) EACH FOR A TOTAL OF 52 UNITS SOIL TREATMENT AREA SIZED AT 4 TRENCHES 3 FT. \MDE X 52 FT LONG:624 SQ. FT. lnstallation - Setbacks. N gtifiçatigns. afrd In speqtion s The owner and installer shall be aware of and comply with the following installation and system operation requirements. a a The installer must be approved and licensed by Garfield County for installation of onsite wastewater treatment systems. All þstallation activitiesshallbe coqductedin accordance with cune+t GarfieldCounty0ør/^S A¿E¿lqû'pr¡s. lf at 4ny time durine construction. suþsurface qite conditions are encounter€d which differ from lhE desim parameters previouslv described. construction activities will stop. and thedesisn engiqegr and Garfield,Countl' )a4Í be contactedto 4ddress a¡y neçessarv design modiûcations. The final cover shall not be placed on sewer lines, septic tank, or the soil treatment areauntil thesystemhasbeen inspectedandapproved bythedesign engineerand Garfield County. The installer shall provide 48-hour notice for all required inspections. Installation procedures includinggrade, location, setbacks, septic tanksize, and soil treatmsrt size shall conform with the attached graphic details. Construction activities and systern components will not encroach upon existing easements or utility corridors. A minimum of 5 ft of undisturbcd soil shall be mairttained between individual absorption elements and the sepfic tank. A minimum of 4' of undisturbed soil shall be maintained between adjacent absorption elements. The installer must maintain all setbacks to utility linesn easements, property lines, or other adverse conditions, whethertheyare known and shown on the attachedgraphics or have been disclosed during construction. Vehicle traffic and parking is to be prevented over the soil trcatment and repair area. Minimum setbacks for system components are: a a a a Source Septic Tank domestic water line l0' domestic well 50' domestic watcr cistern 50' property lines 10' structure dcrawl space 5' structure w/o crawl spaceS' irrigation ditchopen 50' intermittentiniption 10'gated l0' solid pipeilined 10' Soil Treatment Arep 25' 100' 100' l0' 20' 10' 50' 25' 2s', l0' All gravity flow sewer lines and effluent distribution piping shall be 4 inches in diameter and have glued joints. All lines discharging sewage from the residence to the septic tank shall maintain a minimumfall of 1/8 in. per foot and shall employ sweep 90's or 2-45's at all turns. Sewer lines from the dwelling to the septic tank and at least 6 ft from the septic tank outlet must meet minimum standardASTM-3034. Lines discharging from the septic tank to the soil trçatmentarea shall maintain a minirnumfall of 1/8 in. per foot. Sewer lines under driveways shall meet the minimum Schedule 40 PVC standards. Additionally, efïluent piping in traflic areas with less than 24" of cover shall be encased in 6" CMP or flow fill and covered with minimum 2" high density blue board insulation. =4- Sewer lines or domestic water lines shall be encased in minimum SCHD 40 with water-tight end caps or a minimum of 6" offlow fill at all points with less than 5' separation between sewer and domestic water lines. Four-inch clean outs shall be installed at maximum 100' intervals in all gravity flow efflue,nt lines çxceeding 100'in length. A minimum of 12" of soil cover (18" recommended) shall be maintained over all gravity draining OWTS components to prevent freezing ofseptic eflluent (excepting septic tank access ports which must be extended to the ground surface). The system contractor shall be aware of the potential for construction activities to reduce soil permeabilities al the site through compaction, smearing, and shearing. The following precautions and construçtion procedures should be employed during installation to minimize disturbance to native soils: i. Excavation should proceed only when the moisture content ofthe soil is below the plastic limit. If a sample of soil forms a rope instead of crumbling when rolled between the hands it is too wet and should be allowed to dry before excavation continues. ii. Excavation and backfill equipment should work from the surface where at all practical to avoid compaction of the soils at depth. iii. The bottom and sidewalls of the excavation should be left with a rough, open surface. The appearance should be that ofbroken or tipped soil as opposed to a sheared, smeared or troweledsurface. Any smoothedor smeared surfaces should be removed with a toothedrake or shallow ripper, taking care to remove loose residues from the bottom of the excavation by hand if necessary. iv. Care should be taken in placing fill materials in the excavation to avoid damaging the exposed soil surfaces. Operation - Maintenanc.e pnd Inspectionq o The owner shall install a structural barrier ifnecessary andtake precautions to prevent vehicular traffïc, excessive surface watering, accidental flooding, or other activities in the vicinity of the soil treatment area which may compact, saturatg or otherwise alter the subsurface soil parameters used in designing the septic system. o The ownerwill plant and maintain grass or othershallow rooted cover crûp to prevent erosion and promote evapotranspiration over the soil treatment area. e The owner will inspect and maintain the required mounding and drainage away from the soil treatment area to prevent saturation from precipitation and surface flows- r To mitigate the generation of preferential flow channels which may compromise the operation of the system, the owner will inspect and prevent intrusion of bunowing animals and deep- rooted plants into the soil treatment area. o The septic effluent filter shall be inspected and cleaned as necessary every six (6) months. o The owner will conduct periodic maintenance ofthe septic system by removing accumulated sludge ftom the septic tank every 3.4 years to prevent clogging of the soil treatment area. o a a a 5 Limitations This report is a site-specific design for installation of an onsite wastewater treatment system and is applicable only for the client for whom our work was performed. Use of this report under other circumstancesis not an appropriate application of this document. This report is a product of K-Cronk Engineering, lnc. andis to be taken in its entirety. Excerpts f¡om this report may be taken out of context andmaynotconveythetrueint€ntofthereport. [tistheowner'sandownedsagent'sresponsibilitytoread this report and become familiar with the recommendations and design guidelines contained herein. The recommendations and design guidelines outlined in this report are based on: 1) the proposed site development and plot plan ¿s fumished to K-Cronk Engineering, Inc. by the client and 2) the site conditions disclosed at the specific time of the site investigation of reference. K-Cronk Engineering, Inc. assumes no liability for the accuracy or completeness of information firrnished by the client. Site conditions are subject to external environmental effects and may change over time. Use of this plan under different site conditions is inappropriate. lf it becomes apparent that current siteconditionsvary from thoseanticipated, thedesign engineerand Garfield County shouldbe contactedto develop any required design modific¿tions. K-Cronk Engineering, Inc. is not responsible and accepts no liability fot any variation in assumed design parameters. K-Cronk Engineering, Inc. represents this report has been prepared within the limits prescribed by the owner and in accordance with the current accepted practice of professional engineering in the area. No Ìvârrânty or representâtion, either expressed or implied is included or intended in this report or in any of our contracts. SEAL o Date NOTE: This OWTS design is meant to include the following fÏve pages: 1) plot plan 2) septic layout plan 3) notes for your installer 4) soil treatment area plan vlew 5) soil treatment ¡rea crois section. The ptan is not to be implemented in the absence of these sheets. ln addition, results from the percolation test and soils evaluation are included for reference as Appendix A. 6 eJ or¡ao Í Iocqtlonof neu ex¡stlng resldence Ê gu Fzlcf(J Icî c ru I T-t --J perc excovotlon trench I I I þ_ RT]SS PRNJECT tg40 -¿93- ttlUNTY RgA! a711-101-00-e08 PLET PLAN JULY 10, EOA3 SCALET 1'=50'NORTH NI]TE INSÏALLER TI] ENSURE EXIST]NG SEPTIC TANK HAS AN EFFLUENT FILTER (I]ST MODEL FTVO436-28) NOTE CALL 8It FfR UT¡L¡TY LOCATES PROJECT -?93- CI]UNTY ROA! + û NORTH 77-101-û0-208 LAYOUT PLAN Y 10, ?0?3 1'=30' NBTE JNSTALLER SHALL USE SPEED LEVELERS IN ÏHE D-BtrX TN ISOLATE EXISTING STA FREM NEV STA. THE ELEVATItrN OF THE IUTLET PiPE TD THE EXIS'|ING STA MUST BE HIGHER THAN THE OUTLET P]PES TO THE REPLACEMENT FIELI) Ttr ENSURE IÏ IS T]NLY USEII IN AN BVERFLOV CONDITION exlstlng nesldence GRAVITY BISCHARGE OF SEVAGE EFFLUENT FRBM THE RESIIENCE Tg THE I}ISPI]SAL SYSTEM iS BASED BN THE FOLLOVING DESIGN ASSUMPTiBNST LENGTH OF SEVAGE PIPING FRI]M EXTT AT FT]TJNDATIEN L]NE Tg ENTRY TO St]IL TREATMENT AREA = 150' 0R L€SS ELEVATII]N OF GRI]UNÐ SURFACE AT ENTRY TI] S[]IL TREATMENT AREA = NB MBRE THAN 18, ABI]VE THE INVERT ELEV, DF SEVAGE PIPE AT EXIT FROM FT¡UNNATIITN LINE ÐISCLAIMER TF THESE DESTGN ASSUMPTIBNS ARE NOT UPHELD DUR¡NG CTNSIRUCTION, GRAVTTY DISCHARGE CAN NNT BE ASSURED AND A LIFT STAÏ]ON MAY BE REOUIRED Nt]ÏE NI]TE FBLLCIVING SETBACKS MUST BE MAINTAINEÐ¡ SEPTICÏANK STA 100' 50, e5' ?s', 10, 100' e5' ?o' 10' 10' SELID PIPE/LINED DITCH DEMESTIC \^/ATER CISTERN -5û/DTMESTIC WATER LINE STRUCTURE STRUCTURE V,/üCRAVLSPACE- 5' PRoPERTY LINE -10, THE 50' 50' 10' 10' DITCH_ NETE CÍü.¡TRACIOR Tt] VERIFY SLBPET SOIL TREATT{ENÏ AREA ORIENIAÍIIIN 10 3E AT'JUSTED PER S¡TE VAR¡ATTONS TO FACILITAÎE CI]NSISTENT TRENCH IEPTH, RI.T.¡NING PARALLEL TO ctrTouRs. r I r;il-] nln, ofÊset to wel Ê{t3u t--zf,E(J I cr) Or CU I r-) _-r-1ål> Lijd. à8_é uì' u i?€ı9:,ù' uÈ-ô l.r) üëlo.lo,lr -t _-rtåt>l_Po..>r¡+o.ó uì' u ù:ÊıÉ:,È' qÈ'otñ fiðlltolo.lç -t exlstlng STA to refrrln ln p(oce os :t:- otternotlve syste¡'r perc excôvotlon trench soll tneotncnt tneo (STA) conslstlng of 4 rows of 13 Ouick4 Stqndord Infittrotons(on equlvotent) for o totql, offlfty-two units drlve use (see note) no.into,in llne fro¡ì tonk d-þox if grode ol(orrs I ¡- 10' - r I hln. i 16' Feconnended locqtlon of we[[ ì K-CRO¡\r/(P,O. Box 4o Madl CO g7o. 2ro.ot7 2 f karhayl a.u onÊqaourlooÈ.cortt NOTES FOR YOUR INSTALLER . Please veriff slope at the time of system installation - the orientation of the STA shown in this design has been determined based on existing site conditions at the time of the original site investigation, but that may have changed during construction and pre-construction grading of the site. . The depth of the trenches is determined by percolation rates and soil conditions relative to the existing ground surface at the time of the soils investigation. If the site sþe or grading of the ground surface at the time of installation differs sþificantly from what was initially observed, the trench depths may have to be adjusted to make sure the infilhative surface remains in the desired soil layer, and portions of the trenches don't end up too deep or too shallow. The dep-th of the soil qap relative, to finished erading ls not part of thq OWTS desien criteria. o Please provide K-Cronk Engineering with a copy of the septic tank manufacturer's specification sheet veriffing maximum backfill depth. Tanks must be backfilled according to manufacturer's specification, Pressurized System Notes r Please provide K-Cronk Engineering a copy of the sand sieve analysis, if relevant, dated within 30 DAJS of installation before purchasing/installing the sand so we can checkthat it meets Mesa County OWTS standards. . Pump floats do not come pre-set from the factory. Please refer to the Pump Vault Detail for the distance needed between the on/offfloats. Please reach out at any time during the installation process ifyou have any questions! Kachayla Cronk - (970) 250-0572 outtet to ex. STA(to þe qt hlghen etevû.t¡on thûn othen outtets) tlc distribution loox îostenw/ (3)odJocent Inflltnotors3/4' screws at outlets to new STA, typ. 4 o, 4 57' w/ endcops, of çhrnbers, solt treotnent areq (SlA) conslstlng of 4 rows oÊ 13 0ulck4 Stondqrd Inflttrqtons(or €qulvotent) for r totûtof 52 unlts to dlstrlbutlon box, typ. ì5ùILùç o,( Ô- ù ûr I f F--+l g a8', +yp. prov¡de lnspe c+lan / v entlng ponts ot eqch Pnd of lnflttrqtÖr trenches os shown StrIL TREATMENT AREA - PLAN VIEV STALE¡ l'=10' (TYPICAL A fTF 4) RNSS PRNJECT 1840 -293- CEUNTY RUAI) a177-101-00-e08 St]tL TREATI1ENT AREA.PLAN VIEV JULY 10, EOE3 SCALE' l'=10' SCREV IIETAIL NTS opproxlnotety 10 o'ctock, le o'ctock, ôñd e o'clock posltlon, tvp' (10' reco¡lnended) screws, typ.(see detolt) 4' nln. o I a ?Y3t o I16 SI]IL CAP (MOUN! 5Z) PRNVIDE VENTING/INSPECTITN PI]RTS AS REOUIRED BY INFILTRATSR INSTALLATlNN CUIDEL]NES, TYP. AI ENTS I]F EACH RtrV (ONE EF TVB) EXISTING GROUND SURF {)(''oç 36',-. SYNTHETIC FILTER TABRIC I]VER INFILTRATDR, TYP.SEE NOTE D]SK ER SCARIFY, TYP. EUICK 4 SÏANDARD INFILTRATT]R, INSTALL IN ACC0RDANCE V¡IH'INFILTRTqT0R TÉCHNICAL MANUAL, INFILTRATTR SYSTETIS INC., IA3 ELI"I STREET, SUTTE le, t]LD SAYBRNOK, CNNNECTICUT 06475 NETE' IF CBNSTSTENT TRENCH DEPTH CANNI]Ï BE MAINÏAINED, INFILTRATTR CHAMBERS MAY BE INSTALLED LEVEL AT E4' MIN, AND 48' MAX BGS SI]IL TREATMENT AREA - CRI]SS SECTION (ÏYPTCAL 3 EF 4) SCALET l'=5' ELEVATIEN ÐESIGN SPECIFICATIBNS DESIGN DISTANCE FROM FUUNDATIIIN LINE Tfl SEPTIC TANK = 30' DESIGN DISTANCE FRUM SEPTIC TANK T0 DISIRIEUTIoN BOX = 85' ASSUMED ELEVATIBN EF 6R0UND SURFACE AT ENTRY Tt SDIL TREATMENT AREA - 100.00' ELEVATION T]F INFILTRATIVE SURFACE NF SOIL TREATMENT AREA = 96,00, INVERT ELEVATI0N OF SEIIAGE LINE AT EXIT FRÛM DISTRIBUTITIN 30X = 96.58' INVERT ELEVATION t¡F SEVAGE LINE AT EXII FRUM SEPTIC TANK = 97.43' INVERT ELEVATI0N 0F SE\IAGE LINE AT EXIT FR[]M F0UNIIATIUN LINE = 98,28' BUTLETS AS RESU]RED -14', -100' STILS LTTG (SEE NOTES) ROSS PRIIJEC'' 1840 -?93- CUUNIY RnA¡ 2177-a01-00-a08 SI]IL TREATMENT AREA - CROSS SECTII]N JULY 10, ¿OE3 SCALË¡ AS SHOVN DTSTRIIUTION DgX DETA¡L scALE',r'=r' st s¿ ¡ INt-Er ÏED NATIVE SOIL OR STRUCTURAL TT PREVENT SETTL1NG SI]ILS LOG NI]TES *1 - SANIY LOAM, BREVN (USDA-SANDY LOAM, GRANULAR, PITDERATE STRUCTURE) #2 - LBAMY SAND, LIGHT BROU/N (USDA-LBAMY SAND, SINGLE 6RAINED, STRUCTURELESS) NB GROUNOVATER DR HIGH SEASI]N¡AL Vê'TER TABLE OBSERVEN TO A DEPTH T]F 1OO' BELI]V GRBUND SURFACE (BGS) Appendix A Soils and Percolation Report K-CRO¡\rI(P.O. Box 4o Mack, C() g7o.zro.o57 2 f kachayla.cr o¡rl<@ourloo/<.rcnt Soils end Percol¿tion lune 29,2023 Rçort Ross Proiect I84O -293- County Road Rifle, CO 81650 Parcel No. 2T77-I0I -00-208 Prepared By: K-Cronk Engineering, fnc. P.O. Box I40 Mack, CO 81525 970-250-0572 Soils Evaluation The site consists of approximately 3.0 acres of uncultivated native soil. Drainage is approximately Ío/o to the east. A percolation Qterc) test/soils evaluation and site study were conducted on the property of reference on 06129/2023 by Kachayla R. Cronk, registered professional engineer (R.P.E.). T\e perc excavation trench was located approximately 65' north of the south property line and approximately 50' vrest of the east property line. The perc excavation trench was extended to a depth of 100" below ground surface (BGS). There was no evidence of ground water or high seasonal water tabte in the open excavation to a depth of 100' BGS. The soils evaluation indicates ¡wo distinct soil horizons underlie the site. A lithological description follows: depth-(jn.) desc{iption 0" - 18"sandy loam, brown (Soil Type 2, USDA - sandy loam, granular, moderate structure) loamy sand light brown (Soil Type 1, USDA - loamy sand, single grained, structureless) 18" - 100" Perc holes were constructed at the surface and at depths of approximately 40 in. and 72 n. The holes appeared to be well saturated at the time of the test. Results of the percolation test are shown in Table l. TABLE 1 Percolation Test Results 1840 -239- CountyRoad Depth Time on 06/29/2023 Time Drop Perc Rate min/in10:08 l0:24 10:38 0" - 12"5.5 11 .5 14.25 30/9 âJ 40" - 52"8.25 12.5 t4.5 3016.2s 5 72" -84"5.875 9.7s 13 30/7 4 1 Limitaüons This document is representative of the site conditions disclosed at the specific time of the site investigation. Site conditions are subject to change from external events both manmade (irrigation or water feature conshuction) and naturally occurring (flooding or excessive precipitation). K-Cronk Engineering, [nc. is not responsible and accepts no liability for any future variation in site conditions. K-Cronk Engineering, lnc. represents this report has been prepared within the limits prescribed by the owner and in accordance with ttre current accepted practice of professional engineering in the area. No warranty or representation, either expressed or implied, is included or intended in this report or in any ofour contracts. SEAL ,e 0t"¿ Kachaylffi.. Cronk, P.E. o6/2-?/z-a Date 0 il Â t I a ô a: ou¿o .t