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Home My WebLink AboutRevised ISDS System DesignJ 0 0 u l J J l .., ...I J J Date: CCI ENGINEERING Cronk ConsttucUon Inc. 1129 -24-Road Grand Junction, CO 81505 (970) 245-0577 FAX: (970) 257-7453/ccigj@msn.eom Glenwood Springs/Aspen (970) 947-9640 Montrose/Delta (970) 252-7470 REVISED INDIVIDUAL SEWAGE DISPOSAL SYSTEM DESIGN (Originally Submitted 10/19/2008) (Revised for Well Setback 12/17/2008) January 9, 2009 Prepared by: Thomas A. Cronk, P .E. Cronk Construction Inc. 1129-24-Road Type of Design: Client: Property address: Grand Junction, CO 81505 245-0577 Commercial Repair System Kent Cotten KC Equipment 30585 Hwy92 Hotchkiss, CO 81419 970-250-3471 Lot 1, Big R Commercial Park, Hwy 6, CR 221, CR 223, Rifle, CO 81650 1 Tax schedule No .: ~ ] J J Legal Dcscript: Page 1 of 10 J l l J J J J ..J 1.0 Site History As shown on the attached plot plan, the site consists of approximately 8.93 acres of uncultivated native soil. Drainage is approximately 1 % to the southwest. The site is a commercial property on which six commercial office/warehouse structures have been built. Three of the existing structures (units 2-3, 5, and 6) each have their own onsite wastewater treabnent systems (OWTS) and two of the existing structures (units 1 and 4) share a common OWTS. Unit 7 is currently an open warehouse with no water service or plumbing fixtures . Sewage loadings at the site are generated from Vi bath facilities associated with the office/warehouse units. No floor drains or additional sewage loadings discharge to the OWTS(s). The existing OWTS(s) on the property are failing . The owners wish to convert unit 7 into an office/warehouse configuration with sewer service and also wish to install a common repair OWTS to serve all of the buildings on the site. A percolation test/soils evaluation was conducted on the property ofreference on 07/14/08 by Tom A. Cronk, registered professional engineer (R.P.E.). The 07/14/08 investigation was intended to develop subsurface design parameters for a repair ISDS to serve the existing commercial buildings. Because of the commercial nature and size of the project, an engineered ISDS design has been prepared. The 07/14/08 perc test/soils evaluation is attached for reference as Append ix A. The locations of the site investigation excavations are shown on the attached plot plan. A discussion of developed subsurface design parameters and the engineered ISDS design follows . 2.0 Development of Design Parameters Aperc excavation trench (excavation A) was extended to a depth of 120" below ground surface (BGS). There was no evidence of ground water or high seasonal water table in the open excavation to a depth of 120" BGS. The soils evaluation indicates three distinct soil horizons underlie the site . A lithological description follows: depth (in.) 0 11 -811 8" -96" 96" -120" description 1-1/211 pitrun manfill sandy clay/clayey sand, tan; hard; friable clayey sand, tan ...1 The OWTS will consist of a recirculating packed bed textile filter treatment system and a pressurized gravel trench absorption field. An average design perc rate of 5 8 min/in. is chosen for overall system sizing for subsurface absorption below a depth of 48" BGS . .... J Page 2of10 ..... .., l J 3.0 System Design The existing OWTS(s) currently serving the structures on the property shall be abandoned. Abandonment of the absorption fields shall consist of capping the influent piping followed by abandoning the absorption fields in-place. The existing septic tanks shall be drained of residual fluids by pumping and physically removed . Five 2,000 gallon concrete, two compartment septic tanks will be used for primary treatment of sewage. As shown on the attached septic layout plan, the new septic tanks will be placed in the same area as the existing septic tanks to facilitate easy hookup to existing plumbing. A new 2000 gallon septic tank will be added to building unit 7 to facilitate the addition of plumbing fixtures and conversion into an office/warehouse rental. Duplex septic tank effluent pumps (STEP) will be placed in the second compartment of each septic tank to de1iver septage to a secondary treatment unit. Each STEP system will deliver scptage to a common pressure main. As shown on the attached graphics, the STEP pump will consist of duplex Orenco pumps (model no. PF200512) configured in an Orenco pump vault (model no. PVU57-2419-L). Each STEP unit will be fitted with a 1-1/4" discharge assembly and a 1-1/4" check valve installed below the frost line to prevent backflow from the 4 11 common pressure main (see detail). A 2-112" pressure transport line (SCHD 40) will be used to convey septage from the STEP unit to the common pressure main . The 2-112" pressure line must be installed below a depth of 36 11 or insulated to prevent freezing. As shown on the attached graphic, the common pressure main will consist of 4" SCHD 40 PVC and shall transport septage to the packed bed textile filter secondary treatment unit. The pressure main will be installed below a depth of 36" or insulated to prevent freezing. All sewage lines shall be encased with SCHD 40 PVC piping with water-tight end caps a minimum of 10 1 to either side of all domestic waterline crossings. The secondary treatment unit will consist of a 3,000 gallon concrete recirculation tank connected to an AdvanTex AXIOO packed bed textile filter treatment system. As shown in the attached graphic, septage will be transferred from the recirculation tank to the AXlOO unit by a Orenco duplex pumping system (model no . PF500512) configured in an Orenco pump vault (model no . PVU72-2419-L). Treated wastewater from the AXlOO will be returned to a recirculation valve (Orenco model no. MM4U) where it well be directed back to the recirculation tank or to final discharge. An Orenco control panel with remote telemetry capability will control all aspects of the treatment process. A 1,250 gallon concrete will be used as a lift station for discharge of treated effluent to the absorption field. The lift station will be configured with a duplex Orenco pump (model no . PF500512) setup in an Orenco pump vault (model no. PVU57-24-19-L). As shown in the attached graphics, two 2-112" SCHD 40 pressure mains (one connected to each pump of the duplex pumping system) will transfer treated effluent to the absorption area. The pressure mains will be self draining or be buried a minimum of 36 11 below ground surface to prevent freezing . A trench absorption field is proposed for discharge of septic effluent at the site. As shown in the attached graphics, the absorption field will consist of eight trenches 31 wide and ranging in length from 1421 to 16' as shown on the attached graphic. The trenches will be excavated to a depth of 72". After excavation, 42 11 of gravel fill (1.0"-2.5" screened rock with aggregate components of uniform size) will be used to construct a level seepage bed in each trench. Adjacent trenches shall be separated by a horizontal distance of 6' of undisturbed soil. The absorption field dimensions shown on the attached Absorption Field -Plan View (i.e., trench length, separation , trench width, overall field size, etc .) must Page 3 oflO J J be maintained to achieve the required setbacks shown on the attached Septic Layout Plan. Septic effluent distribution piping in the absorption field will consist of a 4" perforated discharge line placed level (end-to-end) down the center of each trench. As shown in the attached graphic, the perforated line will terminate 18" from the ends of each trench. The perforated line will be embedded in the gravel seepage fill with a minimum of 36 11 of gravel under, and 211 of gravel over each pipe. Septic effluent will be introduced into the 4" perforated discharge line through pressurized distnoution laterals installed in each trench as shown in the attached graphics. The injection laterals will consist of 2" Schd 40 PVC pipe with 1/4" (0.25 11 ) holes equally spaced 60 11 o.c. along each trench. Holes in the injection laterals will be drilled at 12:00 o'clock to direct effluent up for dispersal against the top of the 411 perforated discharge lines. Septic effluent will be delivered to the distribution laterals through two 2" (Schd 40 PVC) pressure manifold. Each pressure manifold will be centrally located in the absorption field as shown on the attached absorption field plan view. All pressure piping and absorption field construction shall be completed in accordance with the attached graphics and as per manufacturer's recommendations. Native soil will be used to fill the remaining 30" of trench excavation and construct a soil cap over the absorption field. Before placing the soil cap, synthetic filter fabric ("myrafi", 140-200 mesh), hay, or untreated building paper will be placed over the gravel bed to prevent intrusion of fine soils. The native soil backfill will be mounded 5% over each trench to promote surface flow runoff in the vicinity of the absorption system. As shown on the attached Septic Layout Plan, the absorption area is located on Lot 10 of the Big R Commercial Park Subdivision. In order to construct the absorption area on an adjoining lot, the owner must execute a legally binding and properly recorded agreement among all affected parties clearly specifying the permanent nature of the OWTS and limiting future use and construction of any infrastructure in the affected area which may adversely affect the functioning of, or constitute a violation of any regulations relevant to the OWTS. As mentioned above, the AdvanTex treatment system will be controlled with a control panel with remote telemetry capability. A dedicated telephone line must be provided to the control panel to provide the remote telemetry capability. Additionally, a frost free water tap must be available within 50' (1 O' min . setback required) of the treatment system for maintenance and cleaning. Finally, the secondary treatment system must be installed and maintained by trained personnel to assure effective operation. As the treatment system manufacturer, Orenco Systems Inc. requires the system owner acknowledge these requirements by signing a "System Owner's Disclosure" before the treatment system is installed. A copy of the "System Owner's Disclosure" is attached as Appendix B. The installer must also confirm the setbacks from property lines, building envelopes, and existing easements shown in the attached graphics are maintained. Construction of the absorption area will required the existing well on Lot 10 be sealed and abandoned and moved to the north a minimum distance of 220' from the absorption area. Abandonment and sealing of the Lot 10 well shall be completed by a licensed well driller with an affidavit of work being recorded with the Colorado Department of Water Resources. Additionally, any unknown utility lines, easements, or other adverse conditions disclosed during construction must maintain the required setbacks listed on page 6 of this document. A minimum of 12" (18 11 recommended) of soil cover is required for all gravity flow effluent piping, the septic tank/lift station, and the absorption field (excepting maximum 811 soil cover over septic Page 4of10 J J l J _, access ports). All non-draining pressure effluent piping must be covered with a minimum of 36" of cover or insulated to prevent freezing. The existing off-site well (permit no. 170888 as shown on the attacked plot plan) will be slightly more than 220' from the proposed OWTS absorption area. To afford compliance with required drinking water well setbacks, the repair OWTS will be limited to a maximum average sewage loading of 1,640 gal/day (2,460 gal/day design flow). Sewage loadings for the existing buildings are generated from Yi bath facilities (i .e., stool and lavatory) for employees for one eight hour shift per day. Under a sewage loading rate of 20 gallons/employee-day-8hr. shift, the 1,640 gallons/day average design rate equates to a total of 82 employees for all buildings at the site. Each individual building will be limited to a maximum of 25 employees to assure that the 2,000 gallon septic tank and STEP system associated with each building can provide a minimum of 2 day retention time for sewage. The site currently employs 68 people with a maximum of20 people being employed in a single building. The design criteria discussed above is thus in excess of current loading rates and will assure the effectiveness of the OWTS and allow for future expansion. As discussed above, an gravel trench absorption field is proposed to discharge septic effluent to the underlying sub-soils. The absorption field will be sized to accept a maximum of 1,640 gallons/day (average flow) of septage. As shown in the attached graphics, the absorption field will consist of eight trenches, each 3 ft wide, 72 in. deep, and varying from 142 ft to 16 ft long . The trenches will be filled with 42" of gravel to provide an effective infiltration area of 3, 792 square feet. Calculations and design parameters used to size the absorption field follow. Page 5of10 J J .....J l J .J DESIGN CALCULATIONS AVERAGE DESIGN FLOW OF 1640 GAL.IDAY PEAK FLOW = 150% OF AVERAGE == 2460 GAL.IDAY DESIGN PERCOLATION RATE = 58.0 MIN.IINCH A• Q{t WHERE 5 ' ' A = ABSORPTION FJELD AREA Q = PEAK FLOW t = PERC TIME/INCH A = 2460 Jss.o = 3746.96 SQUARE FEET 5 UNADJUSTED TRENCH LENGTH= DESIGN AREA = 3746 ·96 = 1248.99 TRENCH WIDTH 3 ADJUSTED TRENCH LENGTH = UNADJUSTED TRENCH LENGTH X ( W + 2 ) , JO W+ 1 +2(D) 1 WHERE, W = WIDTH OF TRENCH (FT.) D =DEPTH OF TRENCH BELOW PIPE (FT.) ADJUSTED TRENCH LENGTH = 1248.99 X ( 3 + 2 ) = 624.501 3+1 +2(3.0) -~ DESIGN TRENCH LENGTH = 8 TRENCHES WITH CUMULATIVE LENGTH OF 6321 Page 6of10 J J J J J J 4.0 Site Specific Installation/Operation Reguirements The owner and system contractor shall be aware and comply with the following installation and system operation requirements. 4.1 Installation -Setbacks. Notifications. and Inspections • All installation activities shall be conducted in accordance with current Colorado Department of Health ISDSRegu/ations as well as any relevant Garfield County regulations and requirements . If at any time dµrjng construction. subsurface site conditions are encountered which differ from the design parameters developed in Section 2.0. construction activities will stop and the design engineer will be contacted to address any necessary design modifications. • • Installation procedures including grade, location, setbacks, septic tank size, and absorption field size shall conform with the attached graphic details. Construction activities and system components will not encroach upon existing easements or utility corridors. A minimum of 6 ft of undisturbed soil shall be maintained between individual absorption elements and the septic tank and/or adjacent absorption elements. Minimum site specific setbacks for system components are: Source Septic Tanlc waterline 10' domestic well 50' dwelling 5' property lines 1 O' dry gulch 10' pond/lake/stream 50' irrigation ditch open lined/gated solid pipe 50' 10' 10' Absorntion Field 25' 220' 20' 10' 145' 170' 170' 10' 10' Building Sewer 10' SO' To avoid surface flow infiltration and saturation of the new absorption system, abandonment of irrigation in the vicinity of the disposal system is required. Diversion ditches necessary to divert surface flows around the new absorption bed must maintain the minimum setbacks listed above. • 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 fall of between 118 in. and 1/4 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 standard ASTM-3034. Sewer lines under driveways shall always meet minimum Schedule 40 PVC standards and shall be encased with corrugated metal pipe or flow fill and minimum 1-112" high density blue board when covered with less than 24" of soil . • A minimum of 12" of soil cover (18" reconunended) shall be maintained over all gravity draining ISDS components to prevent freezing of septic effluent (excepting maximum 811 Page 7of10 J J J J I ..J J cover over septic access ports). Four in . sanitary clean-outs shall be installed at maximum 100' intervals in all gravity flow effluent lines exceeding 100' in length. • The installer shall not place gravel in the open excavation until inspected and approved by the design engineer. AdditionalJy, the final cover shall not be placed on sewer lines, septic tank, or the absorption area until the system has been inspected and approved by the design engineer and the Garfield County Health Department. The installer shall provide 48 hour notice for all required inspections. • All pressure piping shall be min. Schd 40 PVC and have glued joints. • The septic effluent pumping system limit switching shall consist of: I) low level/pump off, 2) high level/pump on, and 3) high level alarm/system failure. The high level alann shall be easily detectable by occupants. Emergency notification information (e.g., telephone numbers of owner, Garfield County Environmental Health Department, service personnel) shall be posted near the high level alarm. • All access manholes on septic tanks and dosing chambers will be child proof and contain appropriate warning labels if accessible to the public . Confined space entry precautions should be observed by maintenance personnel. • The surface cap shall consist of sandy loam soil mounded 5% over the absorption field to promote surface runoff. • The owner shall execute a legally binding and properly recorded agreement among all affected parties clearly specifying the permanent nature of the OWTS construction on Lot 10 and limiting future use and construction of any infrastructure in the affected area which may adversely affect the functioning of, or constitute a violation of any regulations relevant to the OWTS. • Abandonment and sealing of the Lot 10 well shall be completed by a licensed well driller with an affidavit of work being recorded with the Colorado Department of Water Resources. • The system contractor shall be aware of the potential for construction activities to reduce soil permeabilities at the site through compaction, smearing, and shearing. The following precautions and construction procedures should be employed during installation to minimize disturbance to native soils: i. ii. iii. Excavation should proceed only when the moisture content of the 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. Excavation and backfill equipment should work from the surface where at aU practical to avoid compaction of the soils at depth . The bottom and sidewalls of the excavation should be left with a rough, open surface. The appearance should be that of broken or ripped soil as opposed to a sheared, smeared, or troweled surface. Any smoothed or smeared surfaces Page 8of10 l J J J l J J J J 1 ...J J iv. should be removed with a toothed rake or shallow ripper taking care to remove loose residues from the bottom of the excavation by hand if necessary. Care should be taken in placing fill materials in the excavation to avoid damaging the exposed soil surfaces. 4.2 Operation -Maintenance and Insoections • • • • • The owner shall install a structural barrier if necessary and take precautions to prevent vehicular traffic, excessive surface watering, accidental flooding, or other activities in the vicinity of the absorption field which may compact, saturate, or otherwise alter the subsurface soil parameters used in designing the septic system. The owner will plant and maintain grass or other shallow rooted cover crop to prevent erosion and promote evapotranspiration over the absorption field . The owner will inspect and maintain the required mound ing and drainage away from the absorption field to prevent saturation from precipitation and surface flows . To mitigate the generation of preferential flow channels which may compromise the operation of the system, the owner will inspect and prevent intrusion of burrowing an imals and deep rooted plants into the absorption field. The owner shall execute a "System Owner's Disclosure" (see Append ix B) with the manufacturer of the treatment system to assure the secondary treatment components of the OWTS are installed and maintained on a regular basis by trained personnel to assure effective operation. Page 9of10 ..., l J J J l J l I J , _J J .... I _J l J 5.0 Limitations This report is a site specific design for installation of an individual sewage disposal system and is applicable only for the client for whom our work was performed. Use of this report under other circumstances is not an appropriate application of this document. This report is a product of Cronk Construction Incorporated and is to be taken in its entirety. Excerpts from this report may be taken out of context and may not convey the true intent of the report. It is the owner's and owner's agents responsibility to read 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 as furnished to Cronk Construction Incorporated by the client, and 2) the site conditions disclosed at the specific time of the site investigation of reference. Cronk Construction Incorporated assumes no liability for the accuracy or completeness of information furnished 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 . If it becomes apparent that current site conditions vary from those anticipated, the design engineer should be contacted to develop any required design modifications . Cronk Construction Incorporated is not responsible and accepts no liability for any variation in assumed design parameters. Cronk Construction Incorporated represents this report has been prepared within the limits prescribed by the owner and in accordance with the current accepted practice of the civil engineering profession in the area . No warranty or representation either expressed or implied is included or intended in this report or in any of our contracts. Thomas A. Cronk, P.E. :ti,,a ,f! ~ Date~'-J 4 1 Zv-.:>"I NOTE: This individual sewage disposal plan is meant to include the following six pages of graphics including: 1) plot plan, 2) septic layout plan, 3) absorption field plan view, 4) absorption field cross section, S) cross section -septic tank and STEP system, 6) cross section • AXlOO treatment pod and recirculation tank, 7) cross section -lift station, and 8) effluent pumping system design. The plan is not to be implemented in the absence of these related graphics. In addition, results from the percolation test and soils evaluation and a "System Owner's Disclosure" are included for reference as Appendices A and B respectively . Page 10of10 L L t.5', typ. ;a L-.J L J L_ L___; L _J l-L_J l -J L-....J ~---2• SCHD 40 PVC I distribution 111 terals with 1/4• holes spoced 60• O.C. 2• SCHD 40 PVC solid pressure and encased In 4• SCHD 40 laterol piping connecting 11dJ11cent perforoted PVC droln field distribution lllterols 11s shown · pipe, typ. two <2> of' sixteen ~--------1142''-------~ L J J ~ J typ -=Jl _J_ T ri. >. ... I 25''-----~ ;., ,18', typ.--1 "'3>Z..2- 2-112· SCHD 40 pressure tronsport lines <2 e11ch> septic Influent frol"I lift sta. tlon utilizing duplex pul'\ps <one line frOl'I each pUl"lp> 2• SCHD 40 PVC solid pressure loterol piping connecting adjGcent ~ dls-t,.!lo•dlon loter11ls os shown '------provide ii' 11t ellch end of: llbsorptlon <see detoll> perforated section of piping, 1.5' Fron each end of trench, typ. 2• SCHD 40 pressure Manifolds <two t-ach> I lllIE I ABSORPTION AREA Dlt£NSIONS SHJ'w'N HUST BE HAJHTAitf'.D CLOSELY DURING CQNSIRUCDQN TD ASSIEE SETBACKS SH!!llH QN SEPTIC umm f'LAN ABE CAPABLE Qf BEJNG HAINJAINED ABSORPTION FIELD -PLAN VIEW SCALE: 1 "=20• BIG R CDHHERCIAL PARK, LDT HWY 6, CR 221, AND CR223 RIF"LE, ca 81650 ABSORPTION FIELD PLAN VIE\/ JANUARY 9, 2009 SCALE• t •=20• 'l 1 J J J ...J J J J J son cop CMOund 51.> nntlve soil bnckflll synthetic filter Fnbrlc, hny, or·--- untrented building poper over grnvel 2• SCHD 40 PVC pressure distribution ---S~M:;;HoR lnternls with 1/4' holes spoced 60' D.C. nnd encnsed In 4• SCHD 40 perforoted •xlstlng ground surfnce PVC drnln Field pipe -1/4• holes to be directed up nt 12•00 o'clock For dispersion oF 41ffluent ngolnst top of 4• perforClted ~ drcln Field pipe, typ. 36'x42• grnvel seepnge trench f--36' I / 6' TYP.----l c1.o·-2.s• wnshed rock> '_) 2' SCHD 40 PVC / provide l'lln. 36' cover pressur• 1'14nlfo\d for Cltl pressure trClnsport Unes contolnlng reslduol 2-112• SCHD 40 PVC pressure eff'lent, typ. tronsport line FroM lift sto tlon utilizing duplex purlpS Ctyp. one of two> ABSORPTION TRENCH -CROSS SECTION <TYPICAL T\v'O OF' EIGHT> SCALE• l'=S' BIG R COMMERCIAL PARK, LOT I BICi R COMMERCIAL PARK HWY 6, CR 221, CR 223 SOILS LOG NOTES 111 -1-1/2' PITRUN HANF'lll •2 -96' ltJ -120· SOILS LOG <SEE NOTES> RIF'LE, CO 81650 ABSORPTION F'IELD CROSS SECTION JANUARY 9, 2009 112 -TAN SANDY CLAY/CLAYEY SAND, HARD AND FRIABLE 113 -TAN CLAYEY SAND 2' SCHD 40 PVC press1.1re to.terol with 114• holes spoc:ed 60' o.c. o.nc:I c:lrntec:I up o.t 12•00 o'clock to direct c:llschclrge up For c:llspersol ogo.lnst top of 4• perforo.tec:I c:lroln field pipe, typ. ND CiRDUND \JATER OR HICiH SEASONAL WATER TABLE TO 120' BGS 4• SCHD 40 PVC vent/Inspection port---- enc:cse pr•ssure \o.·bro.ls with 4' SCHD 40 p•rforoted PVC droln Flotlcl pipe with dro.ln holes set o. t o.pprox. 5•00 o.nd 7.00 o'clock 3/4• threod co.p 3/4' thre4d nipple to surfoce For c\eo.n out ond pressure bolonc:lng Cend oF loterol on\y) PRESSURE LATERAL CONSTRUCTION DETAIL SCALE: 1 "=1' Effluent Pumping System -2nd Compartment Drawdown Effluent Pumping System for Cold Weather Applications (cw style) Inspection Access Riser ond Lid Tank Adopter ---~ Slope Ground Away from Riser ---PVC Splice Box with Cord Grips ---Fiberglass Insulated Gosketed Lid with Stainless Steel Bolls 1-bhi 11-61 t Discharge As sem bly ~ £ PVC Riser with Grommets (bond to tonk adopter with recommended odhesive) * Pea Grovel Backfill Provide 1/4" Drain Hole BIG R COMMERCIAL PARK immediately above check valve H\./Y 6 , CR 221. AND CR 223 Provide 1-t/4" check valve OS RIFLE, CO 81650 low os pos sible to prevent SEPTIC T ANK DET AIL bo ckflow from 4" common J ANU ARY 9 , 2009 pressure main ~ ~ Orenco Systems® Incorporated 814 />JrrNAY AVENUE SUTliERUN , OREGON 97479-9012 TELEPHONE: (541) 459-4«9 FACSIMILE: (54 l) 459 -2884 (cost or bolted) Effluent Discharge (2-1 /2'' Schd 40) below frost line to 4" common pressure main •----Tonk Adopter (cost or bolted) Inlet Tee ----- ..,,. h~h level alarm set to tri gg er max . 6 above pump-on f loot level pump -on/pump-off float differential set to provide dose volume of 80 gallon s tonk to hove minimum volume of 2000 gallons 1HO 1111 I I Level Control Float Assembly T.M.H.Mil I I I Delete Check Valve I, I , I . f I Vault Inlet Ports • Flow Inducer (2) 'II " 1 Duplex OSI Effluent Pump (Orenco PF200512) ! -==::....---= ~'I I Drain Port I ~I f Filter Cartridge Biotube® Pump Vault (Orenco PVU57-2419-L) Potents I 4,439,323 & 5,492,635 Foreign Potents Pending @ 1997, Orenco Systems, Inc. * Pea Gravel Backfill Recommended to Help Prevent Frost Heave EDW-TD-18 Rev . 1.0 (2/98) AX100 Pod with Recirculation Tank Detail Salo:N.T.S.~mrl Screened- Eflluent rrom Septic Tonk Recirculating Valve Model MM4U Recirculation Tonk min. 3,000 gallon one piece c:onc:rete (Copeland Concrete) Retum From Filter level Control Float Assembly Configure Floats to allow min. 500 gallon surge capacity Duplex Orenc:o Effluent Pump Model PF500512 Biolube Q!Pump Vault Model PVU72-2419-L BIG R COHHERCJAL PARK H'JY 6, CR 221, AND CR223 RIFLE , ca 91650 AXIOO POD \JITH RECIRCIJLATION TANK DETAIL JANUARY 9, 2009 ~ Duplex Effluent Pumping System for Cold Weather Applications (cw style) Inspection Access Riser and Lid Tonk Adopter ---- (cost or bolted) Inlet Tee -----' ---PVC Splice Box with Cord Grips ---Fiberglass Insulated Casketed Lid with Stainless Steel Bolts Orenco Systems® lnex>rporated 814 /<JfrNAY AVENUE SUTHERLIN, OREGON 97479-9012 1:-Att! !!:Ate Discharge Assembly (Minimum 2") BIG R COMME RCIAL PARK H\o/Y 6, CR 221, AND CR 223 RIFLE, CO 8 1650 . LIFT STATION DET AIL JANUARY 9, 2009 -::- h~h level alarm set to trigger mox. 6 above pump -on float level pump-on/pump -off float different ial set to provide dose volume of 200 ga llo ns tonk to have minimum volum e of 1250 gallons ~ t PVC Riser with Grommets (bond to tank adopter with recommended adhesive) * Pea Grovel Backfill Provide 1/ 4" Drain Hole TEl.£PHONE: (541) 459-4449 fACSIMIL£: (541) 459-2884 Effluen t Discharge (2 ea. 2-1/2" Schd 40) Below Frost Line •---Tonk Adopter (cost or bolted) 1HS 1111 I I Level Control Float Assembly T.UW..11:11 I r Delete Check Valve 1111 I II I I Vault Inlet Ports '> '> Flow Inducer (2) .._ 'f 1 Duplex OSI Effluent Pump (Orenco PF500512) J r=r-c '-"I I Drain Port 'I-+-----Filter Cartridge ~----------------------~~----~~b-~~~~~re~~~-M1~0 Potents I 4,439,323 & 5,492,635 Foreign Patents Pending @ 1997, Orenco Systems, Inc. * Peo Gravel Backfill Recommended to Help Prevent Frost Heave EDW-TD-18 Rev. 1.0 (2/98) Pump Selection for a Pressurized System Input Parameters Orifice Size 1/4 Inches Residual Head at Last Orifice 1.00 feet 100 Orifice Spacing 5.0 feet Number of Laterals per Cell 5 I PF5007 I Lateral Length 64.0 feet Lateral Line Size 2.00 Inches 1 ........... "-. 90 Lateral Pipe Class/Schedule 40 Distributing Valve Model None I "~ 80 Manifold Length 36.0 feet Manifold Une Size 2.00 Inches Manifold Pipe Class/Schedule 40 Lift to Manifold 10.0 feet Transport Length 300.0 feet j I 70 Transport Line Size 2.50 inches -T ransport Pipe Class/Schedule 40 :c Q Discharge Assembly Size 2.00 Inches !:=. 1 PF5005 !'..... ~ 60 Flow Meter None Inches "O m 'Add-on' FricUon Losses o.o feet :c (,,) - I 50 Calculations E IU Minimum Flow Rate per Orifice 0.78 gpm c >- Number of Orifices per Zone 65 Q n; Total Actual Flow Rate 50.6 gpm - Number of Lines per Zone 5 {!. I 40 % Flow Differential 1st and Last Orifice 2.1 % 30 I Lift to Manifold 10.0 feet Residua! Head at Last Orifice 1.00 feet Head Loss in Lalerals 0.1 feet 20 t Head Loss Through OistribuUng Valve o.o feet Head Loss in Manifold 0.4 feet Head Loss in Transport Pipe 5.2 feet Head Loss Through Discharge 5.1 feet t 10 Head Loss Through Fla.v Meter 0.0 feet 'Add-on' Friction Losses o.o feet Total Flow Rate 50.6 gpm 00 10 TOH 21.8 feet BIG R COMMERCIAL PARK~ LOT 1 HWY 6 & CR221, RIFLE, CO I I I I Effluent Pumps r l PFSO Series 1/2hp to 3/4ho ......... r--...... ........... :-........... ""' r-.... "~ ~ t--... ............._ " --~ ~ ............... -....... I'-. f\ ........... ~ \ j ~ --· I --- I ~ / _, / "~ ' ~ ... " .... 'J -i_.....-v ~ __... - 20 30 40 50 60 10 Net Discharge, gpm - I v \ r--.... .... 80 CB Orenco Systems" Incorporated 814AIRWAY AVENUE SUTHERUN, OREGON 97479 Ttll.l FREE: (Im) 348-!1143 T8.£PHONE: (541l 459-i449 FACSIMllf: (541)459-28114 www.orenco.com 1 .J _, APPENDIX A son..s AND PERCOLATION REPORT CRONK CONSTRUCTION INCORPORATED CRONK CONSTRUCTION INCORPORATED • 1129·24·Road Grand Junction, CO 81505 970·245·0577, 970·257·7453 (fax) Date: Prepared by: Client: Property address: Tax schedule No .: Legal Descript.: 1.0 Soils Evaluation son,s AND PERCOLATION REPORT July 15, 2008 Thomas A. Cronk, P.E. 1129 -24-Road Grand Junction, CO 81505 245-0577 Kent Cotten KC Equipment 30585 Hwy92 Hotchkiss, CO 81419 970-250-3471 Big R Commercial Park, Hwy 6, CR 221, and CR 223 Rifle, CO 81650 The site consists of approximately 8 .93 acres of uncultivated native soil. Drainage is approximately 1 % to the southwest. A percolation test/soils evaluation was conducted on the property of reference on 07 /14/08 by Tom A. Cronk, registered professional engineer (R.P .E.). The perc excavation trench (excavation A) was located in the northeast comer of the property and approximately 35' south of the north property line and 225' west of the northeast property pin. Additional perc holes were located 35' east of the trench (excavation B) and 15' west (excavation C). Aperc excavation trench (excavation A) was extended to a depth of 120" below ground surface (BGS). There was no evidence of ground water or high seasonal water table in the open excavation to a depth of 12011 BGS . The soils evaluation indicates three distinct soil horizons underlie the site. A lithological description follows : depth (in .) 0° -811 8° -9611 96" -12011 description 1-1/2" pitrun manfill sandy clay/clayey sand, tan; hard; friable clayey sand, tan Page A-1 of A-2 ,J Pere holes were constructed in excavation A at the surface and at depths of approximately 38 in . and 70 in. Additional perc holes were constructed in excavation B at a depth of 42 in. and in excavation C at a depth of 43 in. The holes appeared to be well saturated at the time of the test. Results of the percolation test arc shown in Table 1. TABLE 1 Percolation Test Results Bist R Commercial Parle Depth Time on 07/15/08 Ii.ms Pere Drop Rate 13 :16 13:36 13 :56 14:16 min/in <Al0"-8" 4.S625 5.125 5.5625 5.875 6011.3125 46 (A)38" ·48" 3.625 4.125 4.625 S.125 6011.50 40 (A) 70" -76" 3.375 3.75 4.125 4.375 60/1.0 60 <Bl42" -52" 4.0 4.5625 4.875 5.25 60/1.25 48 (C)43" -SO" 3.875 4.8125 5.5 6.125 60/2.25 27 2.0 Limitations 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 construction) and naturally occurring (flooding or excessive precipitation). Cronk Construction Incorporated is not responsible and accepts no liability for any future variation in site conditions. Cronk Construction Incorporated represents this report has been prepared within the limits prescribed by the owner and in accordance with the current accepted practice of the civil engineering profession in the area. No warranty or representation either expressed or implied is included or intended in this report or in any of our contracts. /J V SEAL =%-; n-w.Y ~ Thomas A. Cronk, P.E. Date Page A-2 of A-2 J APPENDIXB SYSTEM OWNER'S DISCLOSURE J ·! . 4 .... .. " • . . 4' • :~. • .... . .. . . . . . ·,.:~·~-.. flt._ Ow.ner' s Discl(>.til\lc,~ .. -• .4 • ---~ ..... :::·~ .. • -· • • • • • ' ' -' . . ~ . . Disclosure.of Requirements for AdvanTex$ Trea~~nt Systems -. lrqtr.uctions to the prospective AdvanTex Treatment System Owner: Please review thrt following Di~closurefor review and signatures. The purp9se of this Disclosure is to ens"re you are awar.e th~ AdvanTex Treatment System requires proper installation and maintenance for the zystem to ·f!perpte properly. This require~ installation and maintenance by trained personnel, and maintaining a qec/!cated telepho,ne line to the system, as described herein. With your approval, please sen(J a copj of the signed Disclosure to the Orenco Dealer. If no Dealer, send directly to Orenco, Attn: SystetM Engineering, 814 Airway Avenue, OR 97479. Ilw~, as prowectivc owners of an Orenco Systems~, Inc. commercial AdvanTex Treatment Sy~ un:der~d tMt I/we are purchaSing an ons.ite wastewater treatment system ~t us~s advanced ~water ti'~aime~t "technologies. The Installer of this system must be trained, and the instal1f;ltion overse~n/by Oie11cto or fiµ Orenco Authorized Dealer. I/we agree to have the.sys.tem installed by a tr~~~cl ~Q.d sw),q,tjt1~·· lij~t~Uer~ · This advanced wastewater tr~atment system may have been permitted l\Ilder fc;c;ler~ sblte, or local r~gui~tions that require the system owner to obtain a Service Contract for ongoing ope.ration and nllPri~~ce (O&M) from a professional provid~r. I/we understand that Orenco, as the tnan\tfhC.Pll'er, i'eqUires. ongoing O&M by a trained and authorized AdvanTex Treatment Systems Service Provide.r ~ -~ · . . _ · cob(lj.tion of warranty. Ilwe agree to provide op~ration and mainten~nce by a. trainP4 a.nd-.~~t)g~4.···· · · -- Semce-'Provider. · . .. . . . .. ..... This ~van~ wastewater treatment system also includes. an Orenco telemetrY control pan~l.-~ ~9~~ _: · . ·. - pro.vi~g alarm notification to the Service Provider, the telemetry control panel allows re.mo~ ~·~~·*e .·· · · · ... p~cl by 'Orenco, or Orenco' s Authorized Dealer, to assist the Service Provider in mei.n~g .tli.e' 'Y~ . , · ·. : .·: 1[W¢'8Iso ~gr~e to p'1t'chase and maintain ~ de4icated t~lephone servic.e to the :PBD{I ~ l9P.1'-~;t~o-·: · .... ' ·, sy.st~m]s '11 ~peration. ..· .. I/we~so agree t9 provide a copy of this System Owner• s Disclosure to any sub.seq~ent b:UY.Cr of tWs Sy$tem. -' SiteAddress: _-------------------------~--· . . Street/PO Box .-.• City State/Province Zip Code/Postill Code COU,Jir.ey Printed N~e: __________ _ Printed Name: __________ ..,....._ ·Si~~~:-------------Signature : ____________ _ Date:_.... ____________ _ D~te: --------.,...--...---....... ---- .. -· .. u • '.