Loading...
HomeMy WebLinkAboutPitkin.EH.264335404003 ()Bryan Daugherty <bryan.daugherty@pitkincounty.com> Online Form Submittal: Septic (OWTS) Construction/Repair Permit Application noreply@civicplus.com <noreply@civicplus.com>Wed, Dec 11, 2019 at 3:16 PM To: schuyler.clay@pitkincounty.com, ehapps@pitkincounty.com Septic (OWTS) Construction/Repair Permit Application Job Parcel ID 264335404003 Physical Address 89 Slalom Path System Type OWTS (Septic) Type of Permit New System Construction Application Residences 1 No. of Bedrooms 4 Lot 3 Block Field not completed. Filing Field not completed. Subdivision Red Butte Ranch Is this a multi-family structure? No Lot Size 5.014 acres Living Area Square Footage 6554 sf (Section Break) Uploads Site Plan RBR Lot 3 Site Plan_2019.10.16.pdf Building Floor Plans RBR Lot 3_Floor Plans_2019.10.16.pdf Septic Soil Report RBR Lot 3 Soils Report_2019.10.16.pdf System Design RBR Lot 3 OWTS Design_2019.10.16.pdf Additional Reports, etc.RBR_Lot 3_OWTS Report_2019.10.16.pdf (Section Break) Primary Contact Information Primary Contact First Name Bob Primary Contact Last Name (Or Company Name) Brownlee Primary Contact Email Address bob@brikor.com Primary Contact Address 20 Sunset Drive #1 Primary Contact Phone Number 970-977-6671 Primary Contact City Basalt Primary Contact State CO Primary Contact Zip 81621 (Section Break) Primary Contact Information (If other than Owner) Primary Contact is Owner?No Owner First Name Robert Owner Last Name (Or Company Name) Hurst Owner Email Address bhurst@crestview.com Owner Mailing Address 500 Jalanda Lane Owner City Aspen Owner State CO Owner Zip 81611 Owner Phone Field not completed. Owner Fax Field not completed. Indicate Preferred Method of Payment Check Payment Contact Email for Debit/Credit Payment bob@brikor.com (Section Break) Designer Information Primary Contact is Designer?No Designer First Name Vincent Designer Last Name Tomczak Designer Phone Number 810-252-2075 Designer Email Address vincentt@rfeng.biz Designer Mailing Address 592 Highway 133 Designer City Carbondale Designer State CO Designer Zip 81623 (Section Break) PLEASE READ BEFORE SELECTING SUBMIT: By selecting SUBMIT, I certify that I am the owner or representative with the legal authority to agree to the conditions of this permit, the above information is complete and accurate, and that I have provided complete and accurate information in all of the documents included in my application package. I acknowledge that this department may revoke any permit I am issued if my application is found to contain any inaccurate, false, or misleading information. Building Permit Instructions If this application is part of a building permit application, please bring a copy of this application to your building Pre-Submittal meeting. To get a copy, either enter your email address to receive a copy of your application, or select "Submit and Print" below. Email not displaying correctly? View it in your browser. H-RtiXUMAR 5020 County Road 154 Glenwood Springs, CO 81601 Geotechnical Engineering I Engineering Geology Phone: (970) 945-7988 Materials Testing I Environmental Fax: (970) 945-8454 Email: hpkglenwood@kumarusa.com Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, Summit County, Colorado December 7, 2018 Robert Hurst c/o Eigelberger Architecture+Design Attn: Cristof Eigelberger 102 Sycamore Avenue, Suite B Mill Valley, California 94941 cristof(w,eigelber eg r.com Project No.18-7-678.03 Subject: Preliminary Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 3, Red Butte Ranch Subdivision/PUD, Jalanda Lane, Pitkin County, Colorado Gentlemen: As requested, H-P/Kumar performed a preliminary subsoil study and percolation testing for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our proposal for geotechnical engineering services to Robert Hurst dated November 2, 2018. The data obtained and our recommendations based on the assumed construction and subsurface conditions encountered are presented in this report. Evaluation of potential geologic hazard impacts on the site is beyond the scope of this study. Proposed Construction: The residence is assumed to be located in the uphill, eastern portion of the site (Pits 3.1 and 3.2) as shown on Figure 1. We expect the residence will be one to two stories of wood frame construction over a crawlspace or basement level. Basement and attached garage floors will likely be slab -on -grade. Cut depths are expected to range between about 3 to 10 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of residential construction. The septic disposal system is proposed to be located in the western, downhill portion of the site (Profile Pits 3.1 and 3.2). If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The building site is an irrigated hay field and slopes moderately down to the west-southwest at grades of 5 to 10 percent. There are scattered boulders on the ground surface. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and two profile pits in the septic disposal area at the -2- approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered, below about 2 feet of topsoil, consist of dense, slightly silty sand and gravel with cobbles in Pit 3.1 and silt and sand with scattered gravel and cobbles in Pit 3.2. Results of swell -consolidation testing performed on a relatively undisturbed sample of silt and sand from 5 feet deep in Profile Pit 3.2, presented on Figure 3, indicate low compressibility under existing moisture conditions and light loading and a moderate to high collapse potential (settlement under constant load) when wetted. Results of a gradation analysis performed on a sample of slightly silty sandy gravel (minus 5-inch fraction) obtained from Pit 3.1 at 3 to 4 feet deep are presented on Figure 4. The laboratory test results are summarized in Table 1. No free water was observed in the pits at the time of excavation and the soils were moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 1,000 to 2,000 psf for support of the proposed residence. The sand and silt soils tend to compress after wetting and there could be post -construction foundation settlement. Sub -excavation of the sand and silt soils may be needed to limit settlement potential. Footings should be a minimum width of 18 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 14 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on -site soil as backfill. Floor Slabs: The natural on -site soils, exclusive of topsoil, can be used to support lightly loaded slab -on -grade construction with a settlement risk similar to that described above for footings. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should H-P:KUMAR Project No. 18-7-678.03 -3- consist of minus 2-inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on - site gravelly soils or a suitable imported gravel soil, such as 3/-inch road base, devoid of vegetation, topsoil and oversized rock. We recommend vapor retarders conform to at least the minimum requirements of ASTM E1745 Class C material. Certain floor types are more sensitive to water vapor transmission than others. For floor slabs bearing on angular gravel or where flooring system sensitive to water vapor transmission are utilized, we recommend a vapor barrier be utilized conforming to the minimum requirements of ASTM El745 Class A material. The vapor retarder should be installed in accordance with the manufacturers' recommendations and ASTM E1643. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in mountainous areas that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can also create a perched condition. We recommend below -grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 1'/z feet deep. An impervious membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough shape and attached to the foundation wall with mastic to prevent wetting of the bearing soils. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. H-P2WI MAR Project No. 18-7-678.03 Q 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with at least 2 feet of the on -site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A swale may be needed uphill to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting of soils below the building caused by irrigation. Percolation Testing: A percolation test was conducted on November 20, 2018, to evaluate the feasibility of an infiltration septic disposal system at the site. Two profile pits and one percolation test hole were dug at the locations shown on Figure 1. The test hole (nominal 12 inch diameter by 12 inch deep) was hand dug at the bottom of a shallow backhoe pit and was soaked with water prior to testing. The soils exposed in the percolation hole was similar to those exposed in the Profile Pits shown on Figure 2 and consist of gravelly sandy loam. The percolation test results are presented in Table 2. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system. Additional testing may be needed once the building size and septic area have been better defined. A civil engineer should design the infiltration septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. The recommendations included in this report are preliminary and suitable for planning purposes. Once site specific plans are developed, we should review the plans and provide additional testing as needed. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Figure 1, the assumed type of construction and our experience in the area. H-PWUMAR Project No. 18-7-678.03 -5- Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and 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 at once so 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. Additional investigation, analysis or modifications may be needed. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Respectfully Submitted, �r Daniel E. Hardin, P.E. Reviewed by: ��� rQ Steven L. Pawlak, P.E. LIC 2444 z: AL DEH/kac attachments Figure 1 — Location of Exploratory Pits Figure 2 — Logs of Exploratory Pits Figure 3 — Legend and Notes Figure 4 - Swell -Consolidation Test Results Figure 5 — Gradation Test Results Figure 6 — USDA Gradation Test Results Table 1 — Summary of Laboratory Test Results Table 2 — Percolation Test Results H-P%KUMAR Project No, 18-7-678.03 LOT4 c IR345 LLC 4335404004 Zlil'1' � "�i�� ` � _- -.moo Rao � '••.. 1 �": 111190 y2,'.,,illiy,`Ily�y11 • // � '- � ��"` `-� � � ` ` FOUND MONUMENT. Nx REBAANDPLASTIC CAP LS 16129 o \�\\�• �i 111j11! f IIIII I III 11� _ �'! !/IIIt1/111111�1 IV "1JlIIII1 IIIIl IIIIIillll191111IIll��/--__��\°a.. Il1l11!/1/11l11l1111lllllrll!!rl!l111111! 11 _ _`•,\\\F• 3S -���� � \` �\'� 1\d'. /y Ill /!Il 1 1 Iigllilll111111 I /11 // It/Ill/ lNlfit, ll 1 If `1 4 yr;/iir� //////////////rr,—___ \ �� \ \� ���•�\\\\ ,. ``\ \ \\ \ \ \ '. \ \ N \ \\ \ y m 70 ice% i� i�iiiii/�� �/ � �� � �\\ �� \ \ \ \ \ \ \ \\ \`� m\\\♦ 1 11 i LOTS ` \\\ \\ \\ \��'I,I \\\\\\\? RBR345 LLC \ \\ \` \\`\\\\\tiD\\\l\1.1 \�;0 P.I. 264335404003 \ \ \ \ \ io \ \ \ .\ \% \ \ 6+ ice _ — \\ \ \ \ / ♦ \ \\ \ \ \� \p�l�\ .1� \ `,� \` \ \ ` \ \\ \\ \ No \ SET MONUMENT, \ \ \ \ \ REBARANDALUMINUM\ \ \ CAP PIS23875: 5'WRNESS CORNER \\\ \ SETMONUMENT \ \ \ \ \ \\ \ \ \ \ \ \ L \ \ \ \ \ \ \ AND PLASTIC 2 3875mP.). PERC`i \PO\2 \\ \.O \ ` e1 'j T1 1 \ \ \ \ 1 \ \ \ FOUND MONUMI \ \\ \\ \\ \\ \\ \\ \\ \\ `\ �l\� 11 11 11 \\ i1 \ Al. AI REBA CAPOLS E �\ \ \ \\ \\ \ `\ 1 1 \\ \\ Is•28••yy .2Q or� \\ \\ \I \\ \\ �\ 1 I 15� / 50 0 50 100 APPROXIMATE SCALE -FEET 118-7-678.031 H-P-WUMAR I LOCATION OF EXPLORATORY PITS I Fig. 1 1 PIT 3.1 PIT 3.2 PROFILE PIT 3.1 PROFILE PIT 3.2 EL. 7828' EL. 7826' EL. 7821' EL. 7817' 0 0 GRAVEL=20 SAND=48 a• .o WC=10.6 A —I SILT=22 DD=82 i CLAY=10 —i WC=7.4 —200=52 w La w La _i +4=77 � w r. -200=9 a DD=92 a w p w p 10 10 L8-7-678.03I H-P"-=KUM/�1R I LOGS OF EXPLORATORY PITS I Fig. 2 I _LEGEND mTOPSOIL; ORGANIC CLAYEY SILT AND SAND, LOOSE, MOIST, DARK BROWN. :o GRAVEL AND SAND (GM-SM); SILTY, WITH COBBLES, DENSE, MOIST, REDDISH BROWN, ROCKS v: ARE SUBROUNDED. SAND (SM) SILTY TO VERY SILTY (ML), WITH COBBLES & GRAVEL, LOOSE TO MEDIUM DENSE, MOIST, BROWN. SILT AND SAND (ML-SM); SLIGHTLY CLAYEY, SCATTERED GRAVEL, LOOSE TO MEDIUM DENSE, MOIST, BROWN. (GRAVELLY SANDY LOAM) PROFILE PITS ONLY. HAND . DRIVEN 2-INCH DIAMETER LINER SAMPLE. DISTURBED BULK SAMPLE. t PRACTICAL DIGGING REFUSAL (PIT 1 ONLY). NOTES 1. THE EXPLORATORY PITS WERE EXCAVATED WITH A BACKHOE ON NOVEMBER 20, 2018. 2. THE LOCATIONS OF THE EXPLORATORY PITS WERE MEASURED APPROXIMATELY BY PACING FROM BUILDING ENVELOPE CORNERS SHOWN ON THE SITE PLAN PROVIDED AND STAKED IN THE FIELD. 3. THE ELEVATIONS OF THE EXPLORATORY PITS WERE OBTAINED BY INTERPOLATION BETWEEN CONTOURS ON THE SITE PLAN PROVIDED. 4. THE EXPLORATORY PIT LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY PIT LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER WAS NOT ENCOUNTERED IN THE PITS AT THE TIME OF DIGGING. PITS WERE BACKFILLED SUBSEQUENT TO SAMPLING. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DD = DRY DENSITY (pcf) (ASTM D 2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D 422); -200 = PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140); GRAVEL = PERCENT PASSING ON NO. 10 SIEVE SAND = PERCENT PASSING NO. 10 SIEVE AND RETAINED ON NO. 325 SIEVE SILT = PERCENT PASSING NO. 325 SIEVE TO PARTICLE SIZE .002mm CLAY = PERCENT SMALLER THAN PARTICLE SIZE .002mm 18-7-678.031 H-P�WUMAR I LEGEND AND NOTES I Fig. 3 2 0 —2 .. —4 e J —6 J W N —8 Z O H Q —10 J O (n Z O U-12 —14 —16 1 1.0 APPLIED PRESSURE - KSF 10 100 :I 0 G E o mi o� r� t? 18-7-678.03 H-PvKUMAR SWELL -CONSOLIDATION TEST RESULTS Fig. 4 7hase teal raeutte wmplee tested. The not De reproduced, full, without the written K.— and Peeocialea, Consolidation feeling accordance with ASfM to the in of In SAMPLE FROM: WC = Profile 9.7 OF: Silt and Sand Pit 3.2 ®5' %, DD = 92 pcf ADDITIONAL COMPRESSION UNDER CONSTANT DUE TO WETTING _-- PRESSURE apply only leafing report except apDrovol Inc. Swell peAortned D-45e6. -- - - - HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 24 MRS 7 HRS 45 MIN IS MIN GOMIN 19 U.S. STANDARD SERIES 0 & r &10 &11 CLEAR SQUARE OPENINGS 2• •0 too so 20 -- -- -- ---_ -- — 70 _ ---� _ so 40 so — — 40 - - - — so 30 70 20EA eD to � ro o — .001 .002 .005 .ODS .019 .037 .075 .150 .300 1 .600 1.18 12.36 4.75 9.5 tr 3s.1 76.2 127 200 DIAMETER OF PARTICLES IN MILLIMETERS ts2 too CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM 1COARSE1 FINE I COARSE GRAVEL 77 Y. SAND 14 % SILT AND CLAY 9 % LIQUID LIMIT PLASTICITY INDEX SAMPLE OF: Slightly Silty Sandy Gravel FROM: Pit 3.1 ® 3'-4' These test results apply only to the samples which were tested. The testing report shall not be reproduced. except In full, without the written approval of Kumar h Associates, Inc. Sieve analysis testing Is performed In accordance with ASTM D422, ASTM C136 and/or ASTM D1140. 18-7-678.03 H-PtiKUMAR GRADATION TEST RESULTS Fig. 5 HYDROMETER ANALYSIS I SIEVE ANALYSIS 24 045MRN. TIME READINGS I U.S. STANDARD SERIES CLEAR SQUARE OPENINGS HR. 7 HR 1 MIN. 15 MIN. 60MIK 19MIN. 4 MIN. #325 #140 #60 #35 #18 #10 #4 3 8" 3 4" 1 1 2" 3" 5 6" 8" 100 10 90 20 80 30 70 W 60 Z Z 40 Q W (n 1n Q CL ~ - — - - - _ — _ — 50 z W - 50 z 1i 1 U cy W-- d-- — -- — — - Of W cl- 40 — — - -- — — - 60 70 30 20 80 -- - - 90 10 100 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 SAND i,. FINE FINE M DIUM COARSE . COARS SMALL MEDIM GRAVEL LARGE COBBLES GRAVEL 20 % SAND 48 % SILT 22 % CLAY 10 % USDA SOIL TYPE: Gravelly Sandy Loam FROM: Profile Pit 3.1 @ 2'-3' 18-7-678.03 H—RWUMAR USDA GRADATION TEST RESULTS Fig. 6 b a r >1b 'C O b b J e O U W � J N X N W H _J O CO) � go Q e 00 LU Q o O N � c� VNNW N �n wa0 aaz z z O cor" Q Q ar J Q o � J CZ CL cc Q LU z LU ��� e O Z 00 Z 0 W M N t/') Q a 0 O J W a .-. N N N M Mi M M �' w a-4 a.a as H-P�KUMAR TABLE 2 PERCOLATION TEST RESULTS PROJECT NO.18-7-678.03 HOLE NO. HOLE LENGTH OF WATER WATER DROP IN AVERAGE DEPTH INTERVAL DEPTH AT DEPTH AT WATER PERCOLATION (INCHES) (MIN) START OF END OF LEVEL RATE INTERVAL INTERVAL (INCHES) (MINJINCH) (INCHES) (INCHES) 1 35 15 8% 8% % 8'/4 7% % 7% 7% % 7% 7 % 7 6'/z '/2 34 Note: The percolation test hole was hand dug in the bottom of a backhoe pit and soaked and the percolation test was conducted on November 20, 2018. The average percolation rate was based on the last two readings of the test. Scanned by CamScanner Scanned by CamScanner Onsite Wastewater Treatment System Report RED BUTTE RANCH – LOT 3 89 SLALOM PATH PITKIN COUNTY, CO 81611 October 16, 2019 Revised May 11, 2020 The proposed Onsite Wastewater Treatment System (OWTS) for the Red Butte Ranch, Lot 3 in Pitkin County Colorado has been designed to comply with the most current (December 2018) edition of the Pitkin County OWTS Use Permit regulations. Prepared by Richard Goulding, P.E. Roaring Fork Engineering 592 Highway 133 Carbondale, CO 81623 i Contents 1.0 Existing Conditions ............................................................................................................................ 1 1.1 General ................................................................................................................................................ 1 1.2 Soil Conditions .................................................................................................................................... 2 2.0 OWTS Overview ................................................................................................................................ 4 2.1 Proposed Flows ................................................................................................................................... 5 2.3 Proposed Setbacks .............................................................................................................................. 5 2.2 Septic Tank Sizing ................................................................................................................................ 5 2.3 Soil Treatment Area Sizing .................................................................................................................. 5 2.4 Distribution and Dosing ...................................................................................................................... 5 2.5 Headloss .............................................................................................................................................. 6 2.6 Pump Selection ................................................................................................................................... 6 3.0 Maintenance ........................................................................................................................................... 6 4.0 Appendices .............................................................................................................................................. 7 Appendix A: Design Drawings ................................................................................................................... 1 Appendix B: OWTS Calculations ................................................................................................................ 2 Appendix C: Product Information and Pump Curves ................................................................................ 3 5/11/20 RED BUTTE RANCH, LOT 3 – OWTS REPORT 1 1.0 Existing Conditions 1.1 General The property is located at Red Butte Ranch-Lot 3 in Pitkin County, Colorado. The Pitkin County Assessor Parcel Number is 264335404003. The property is owned by RBR345, LLC and is 5.015 acres. This report pertains to the Onsite Wastewater Treatment System (OWTS) for the proposed residence within the approved activity envelope. The existing topography slopes from the northeast to the southwest at about 5-10%. The vegetation consists of sage brush, grass, weeds and scrub oak. Sandy, silty loams are present throughout the site and will be used as the infiltrative layer for the OWTS. Below is a vicinity map showing the properties location highlighted in red. The activity envelope is 0.686 acres. The site is the first property located off of the proposed Red Butte Ranch access road. The development includes an access driveway with an autocourt connected to the Red Butte Ranch access road. There is hardscaped patios and walkways proposed surrounding the residence. A proposed well is located within the activity envelope which will provide domestic water to the residence. All utility services branch from the main utility corridor under the proposed access road. 5/11/20 RED BUTTE RANCH, LOT 3 – OWTS REPORT 2 1.2 Soil Conditions Two soil profile pits were excavated to a depth of approximately nine feet in the vicinity of the proposed septic field on July 31, 2019. Pictures are shown below. The pits included approximately six inches of organics/topsoil overlaying approximately seven to eight feet of native material, which is the infiltrative area for the OWTS. Visual tactile observations were performed on the soil below the organic material. They indicated both soil profile pits contained more than 35 percent rock larger than two millimeters. Red Butte Ranch-Lot 3 Profile Pit 1 5/11/20 RED BUTTE RANCH, LOT 3 – OWTS REPORT 3 Red Butte Ranch-Lot 3 Profile Pit 2 Soil samples of the native material were taken from both soil profile pits by RFE on July 31, 2019 so gradation testing could be performed. Soil testing was performed by RFE on August 1, 2019. The results verified the tactile field observation and resulted in more than 35 percent of each soil sample being retained on or above the No. 10 sieve. The soil passing the No. 10 sieve was tested according to the USDA NRCS Guide to Texture by Feel. The results showed the soil was a Sandy Loam (Type 2) since it remained in a ball when squeezed, formed a weak ribbon two inches or longer, and felt gritty to the touch. Due to the percentage of rock in the soil profile pits being greater than 35 percent, the soil is considered to have “High Rock Content” or Type “R” soils. The soil type is specifically R-1 (Option 1) according to Table 10-1A of the Pitkin County OWTS Regulations. This type of soil requires a minimum two-foot deep unlined sand filter for treatment. The LTAR of the underlying soil is 0.60 gallons per day per square foot according to Table 10-1 of the Pitkin County OWTS Regulations and will be used in the design. No groundwater was observed in the profile pits during the excavation, however the profile pits indicate a past seasonal high groundwater level at approximately seven feet below grade at Lot 3, as shown in the marked images below. 5/11/20 RED BUTTE RANCH, LOT 3 – OWTS REPORT 4 Infiltrators shall be installed with twelve inches of cover to maintain separation from seasonal high groundwater layer encountered at seven feet from grade. This design follows Pitkin County OWTS standards of four feet of vertical separation from the bottom of infiltrators to the restrictive groundwater layer. 2.0 OWTS Overview One OWTS will be used to treat wastewater from the proposed residence. The system will be designed in accordance with the Colorado Department of Public Health and Environment’s (CDPHE) Regulation 43 and Pitkin County regulations. The system will treat less than 2,000 gallons per day. A Colorado Department of Public Health and Environment (CDPHE) permit is not required for this size of system. The waste water design flows were calculated using section 43.6 of the latest Pitkin County On-site Wastewater Treatment System Regulations. These daily flows where used along with Section 43.7 to determine the minimum distances or setbacks between components of the OWTS and physical features such as ponds and wells. Septic tanks will be used to bring the effluent to Treatment Level 1 (TL1). The minimum septic tank size was determined using Section 43.9. The required soil treatment area (STA) was determined by Section 43.10. The STA will be pressure dosed as required by Table 10-1A. 5/11/20 RED BUTTE RANCH, LOT 3 – OWTS REPORT 5 2.1 Proposed Flows The proposed OWTS will treat waste water from the proposed residence, which includes four bedrooms total. 75 gallons per day per person and two people per bedroom will be used in accordance with the latest Pitkin County standards. The total average daily flow is 600 gallons per day. 4 Bedrooms x 2 people x 75 gallons per day = 600 gallons per day 2.3 Proposed Setbacks Given the average daily flow of 600 gallons per day, the well-set back is 100 feet. A proposed well is about 170 feet from the proposed STA. All potable water lines and supply tanks are further than 100 feet away. The STA will be at least ten feet from any property lines and 25 feet from any drainage structures. There are no springs or gulches near the proposed STA that violate the setback requirements. The proposed residential structure is at least ten feet from the septic tank and 25 feet from the STA. 2.2 Septic Tank Sizing For four bedrooms the minimum tank size is 1,250 gallons in accordance with Table 9-1. A 1,500- gallon, two-chamber tank will be used. The first chamber will hold more than half of the required effective volume as required. The second chamber will house the pressure distribution pump. The septic tank will bring the effluent to Treatment Level 1 (TL1) before it is pumped to the STA. The septic tank layout can be found in the drawings provided in the Appendix. 2.3 Soil Treatment Area Sizing Using 600 gallons per day, a treatment level of TL1, and a LTAR of 0.60 the minimum STA for a pressure-dosed bed system with chambers is 1,000 square feet. This does not include any reduction factors for dosing and trenches as required by the latest regulations since the system is within type “R” soils. A minimum of 83 Quick 4 Plus Standard infiltrators will be needed. To make the bed system consistent with Pitkin County OWTS standards, the STA will consist of two separate beds with four rows each, eleven infiltrators per row. This equates to 88 infiltrators total. The separation between the two beds are six feet, in accordance with the latest regulations. A minimum of two feet of sand meeting Pitkin County standards will be installed below each bed of chambers since the receiving soils are considered Type R-1 and the treatment level is TL 1 in accordance with Table 10-1A. The calculations for the STA sizing are included in the appendix. 2.4 Distribution and Dosing The soil treatment area will be pressure dosed as required in Table 10-1A. The second chamber of the 1,500-gallon tank will house the Orenco pump and float tree. The pump will discharge into a pressurized 1.25-inch Sch-40 PVC distribution pipe to an automatic distribution valve (ADV). The ADV will split flow into two zones, each zone will have four laterals. All of the piping after the ADV 5/11/20 RED BUTTE RANCH, LOT 3 – OWTS REPORT 6 including the manifolds and laterals will be 1.25-inch Sch-40 PVC. The laterals run the entire length of the chambers and are suspended from the top of the chambers. The laterals will have 3/16 of an inch orifice spaced every five feet. The distribution pipe is sloped back toward the tank before the ADV so the effluent will drain back into the pump basin when the pump shuts off. This is done to prevent freezing and stagnant fluid sitting in the line. A dosing volume was determined by using the industry standard of six times the lateral piping volumes plus any drain back for a total of approximately 95 gallons per dose. The elevations of the floats in the dosing chamber have been set to meet this dosing volume. See the appendix for dosing calculations and OWTS drawings. 2.5 Headloss The Orenco pump selection software was used to determine the total head loss for the system. Using the distribution pipe material, size and length, orifice size and spacing, bends, the max elevation lift, the manifold and the lateral piping configurations, a system curve was created. From this, the minimum pumping requirements were determined. A system curve is provided in the appendix. 2.6 Pump Selection The pump selected for the system is the Orenco PF3005 high head effluent pump. A pump curve, along with product information, can be found within the appendix. 3.0 Maintenance The OWTS maintenance requirements to be performed by the owner are provided in Section 6.28.120 D of the On-site Wastewater Treatment System Manual shown and below for reference. Table 6.28-8 Maintenance and Cleaning Frequency Type of Component Inspection/Maintenance Cleaned or Pumped Septic Tanks Every 2 Years Every 2 Years, or As Needed Vaults, Privies When Pumped At 80% Capacity Absorption Areas Every 6 Months N.A. Dosing or Pumping Chambers Every 6 Months Every 4 Years 5/11/20 RED BUTTE RANCH, LOT 3 – OWTS REPORT 7 4.0 Appendices 5/11/20 RED BUTTE RANCH, LOT 3 – OWTS REPORT Appendix A: Design Drawings C14 OWTS RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: Of C18 RE D B U T T E R A N C H - L O T 3 AS P E N , C O 8 1 6 1 1 2018-76 FOR VJT RBG 1 25 % C D P R I C I N G 10 . 1 6 . 2 0 1 9 VJ T 89 S L A L O M P A T H 2 PR E - A P P R E S U B M I S S I O N 04 . 2 7 . 2 0 2 0 VJ T 3 90 % C D ' S 05 . 1 1 . 2 0 2 0 VJ T Kb i · · · · · · · · · · · · · · C17 OWTS DETAILS RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: Of C18 RE D B U T T E R A N C H - L O T 3 AS P E N , C O 8 1 6 1 1 2018-76 FOR VJT RBG 1 25 % C D P R I C I N G 10 . 1 6 . 2 0 1 9 VJ T 89 S L A L O M P A T H 2 PR E - A P P R E S U B M I S S I O N 04 . 2 7 . 2 0 2 0 VJ T 3 90 % C D ' S 05 . 1 1 . 2 0 2 0 VJ T 5/11/20 RED BUTTE RANCH, LOT 3 – OWTS REPORT Appendix B: OWTS Calculations B A S I C   S T A   C A L C U L A T O R Except for Soil Type 0, the LTAR may vary, depending on the Soil Type and the Treatment Level of the effluent.   You may adjust the LTAR for Soil Types 1‐5 by choosing different Treatment Levels, but for Soil Type "0" the LTAR will always be "1" regardless of Treatment Level.  Remember that HLT systems are always pressure‐dosed, so no  additional sizing reductions are given for Manufactured or Chamber distribution media for HLT systems. DISCLAIMER: the OWTS Regulations may limit sizing options based on types of systems, effluent application  methods, treatment levels, etc.  Not all of the sizing options shown in the calculated tables will apply to every system.  These calculations must be verified by the design engineer.  Enter Design Flow (gpd)  600 House size in sq ft 7500 Minimum Tank Size 1250 Enter Number of Bedrooms (including office(s), ADU, etc.) 4 Select LTAR  0.6 Flow Per Person 75 Select Effluent Application Factor 1 Enter Additional Flow in GPD 0 FOR HLT SYSTEMS w / ANY DIST. MEDIA  See Distrbution Media Tabs below for design details T R E N C H   S T A 800 B E D   S T A 1000 FOR TL1 w / GRAVEL DISTIRBUTION MEDIA CLICK HERE to go to / return to this TAB T R E N C H   S T A 1000 B E D   S T A 1200 FOR TL1 w / MANUFACTURED DIST. MEDIA CLICK HERE to go to / return to this TAB T R E N C H   S T A 900 B E D   S T A 1080 FOR TL1 w / CHAMBER DISTRIBUTION MEDIA CLICK HERE to go to / return to this TAB T R E N C H   S T A 700 B E D   S T A 840 C H A M B E R    D I S T R I B U T I O N    M E D I A    W O R K S H E E T The minimum required number of chambers are based on the wastewater flow, LTAR and method of effluent application entered inTAB 1.  To change any of those parameters, such       as using pressure dosing instead of siphons just click                   HERE to return to TAB 1 and make changes ‐ this sheet will automatically recalculate with that info.  * NOTE: FOR HLT SYSTEMS ‐ WHICH MUST BE PRESSURE DOSED ‐ NO ADDITIONAL SIZING REDUCTIONS ARE PERMITTED FOR USE OF CHAMBERS PER SECTION 16.1.I FOR HLT EFFLUENT*INSTRUCTIONS: Determine the STA from the tables at left that reflects the STA type and T R E N C H   S T A 800  wastewater TL and select it from the drop down list in the YELLOW box below: B E D   S T A 1000 1000 FOR TL1 EFFLUENT T R E N C H   S T A 700   B E D   S T A 840 MINIMUM REQUIRED NUMBER OF UNITS ARE SHOWN IN TABLES BELOW ‐ FOR EQUAL EFFLUENT DISTRIBUTION THE NUMBER OF CHAMBERS IN EACH BED ROW OR TRENCH MUST BE EQUAL, WHICH MAY REQUIRE MORE CHAMBERS THAN SHOWN BELOW.  DISTRIBUTION LINES ARE REQUIRED WITHIN THE CHAMBERS. ADS PIPE INC UNITS INFILTRATOR SYSTEMS INC UNITS Arc 18 (18" wide trench)143 Quick 4 Plus Standard 83 Arc 24 (24" wide trench)111 Quick 4 Plus Low Profile 83 Arc 36 71 Quick 4 Plus High Capacity 83 Arc 36 HC 67 RESERVED Arc 36 LP 71 RESERVED RESERVED RESERVED RESERVED RESERVED #rows #infiltrators/row Width of System (ft) Length of System (ft) Total Infiltrators Excavation Area (ft2) 1 84 3 336 84 1008 2 42 6 168 84 1008 3 28 9 112 84 1008 4 21 12 84 84 1008 5 17 15 68 85 1020 6 14 18 56 84 1008 7 12 21 48 84 1008 8 11 24 44 88 1056 9 10 27 40 90 1080 10 9 30 36 90 1080 11 8 33 32 88 1056 12 7 36 28 84 1008 13 7 39 28 91 1092 14 6 42 24 84 1008 15 6 45 24 90 1080 16 6 48 24 96 1152 17 5 59 20 85 1180 18 5 63 20 90 1250 19 5 66 20 95 1320 20 5 70 20 100 1390 21 4 73 16 84 1168 22 4 77 16 88 1224 23 4 80 16 92 1280 24 4 84 16 96 1336 Bed System Dosing Calculations Project Name: 209 Tree Farm Dr. Project Number: 2018-55 Date: 11/1/2019 By: AMR 1 Calculate total STA pipe length Variable Description Notes Number of Zones 2 Number of Laterals per Zone 4 Number of Infiltrators per Lateral 11 Number of Infiltrators 88 Llateral Lateral Length 44 ft = #infiltrators * 4 ft/infiltrator Ltotal-lateral Total Pipe Length Per Zone 176 ft 2 Calculate approach pipe system volume Pipe Material PVC Pipe Type Schedule 40 Lapproach Approach Pipe Length 35 ft φpipe Pipe Diameter 1.25 in According to manufacturer ID Pipe Inner Diameter 1.380 in According to manufacturer Vapproach Pipe Volume 0.364 cf = Ltotal*0.25* Π * (ID[in]/12)2 Vapproach Pipe Volume 2.7 gal = Vlateral [cf] * 7.48 gal/cf 3 Calculate manifold pipe system volume Pipe Material PVC Pipe Type Schedule 40 Lmanifold Manifold Pipe Length 9 ft φpipe Pipe Diameter 1.25 in According to manufacturer ID Pipe Inner Diameter 1.278 in According to manufacturer Vmanifold Pipe Volume 0.080 cf = Ltotal*0.25* Π * (ID[in]/12)2 Vmanifold Pipe Volume 0.6 gal = Vlateral [cf] * 7.48 gal/cf 4 Calculate lateral pipe system volume Pipe Material PVC According to Eagle County Regulations Pipe Type Schedule 40 Lmanifold Total Lateral Pipe Length 176 ft φpipe Pipe Diameter 1.25 in According to manufacturer ID Pipe Inner Diameter 1.278 in According to manufacturer Vlateral Pipe Volume 1.568 cf = Ltotal*0.25* Π * (ID[in]/12)2 Vlateral Pipe Volume 11.7 gal = Vlateral [cf] * 7.48 gal/cf 5 Calculate total pipe volume Vtotal Total Pipe Volume 15.0 gal = Vapproach + Vmanifold + Vlateral 6 Calculate dosing/pumping volume required φvault Height 4.08 ft Second chamber (max water elevation) φvault Width 5.00 ft Second chamber φvault Length 3.37 ft Second chamber V/ftchamber Volume of Chamber Per Foot 126 gal/ft According to details and manufacturer Vdosing Estimated Dosing Volume 105.33 gal Rule of thumb, 5-7 times STA piping system volume Hcalculated Calculated Operating Depth 0.84 ft = Vdosing / V/ftchamber Hcalculated Calculated Operating Depth 10.03 in = Hcalculated [ft] * 12in/ft Hactual Actual Operating Depth Drawdown 9.00 in Vdosing Actual Dose Volume 95 gal = V/ftchamber * Hactual QADF Average Daily Flow 600 gpd QADF Average Flow 0.42 gpm QPHF Peak Hourly Flow 2.08 gpm = 5 time peaking factor Qpump Pump Flow 35.0 gpm tdrain Drain Time 2.70 min = Vdosing / Qpump tfill-ADF Fill Time @ ADF 226.85 min Vdosing/QADF, Less than 1 hour tfill-PHF Fill Time @ PHF 45.37 min Vdosing/QPHF 7 Calculate pump starts per hour tcycle-ADF Cycle Time @ ADF 229.55 min =tdrain + tfill-ADF tcycle-PHF Cycle Time @ PHF 48.07 min =tdrain + tfill-PHF Pump Starts per Hour ADF 0.26 = 60 min/hour /tcycle-ADF Pump Starts per Hour PHF 1.25 = 60 min/hour /tcycle-PHF Hmin pump submergence Min recommended (per pump manufacturer)25.00 in P:\2018\76-Rebutte Ranch-Hurst\13-OWTS\Lot 3\01-Calcs\STA calculator - Lot 3 Printed: 11/1/2019 Page 1 of 1 5/11/20 RED BUTTE RANCH, LOT 3 – OWTS REPORT Appendix C: Product Information and Pump Curves Technical Data Sheet Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-SF-VA-1 Rev. 2.0, © 03/17 Page 1 of 2 Distributing Valves General Orenco’s Automatic Distributing Valve Assemblies are mechanically operated and sequentially redirect the pump’s flow to multiple zones or cells in a dis- tribution field. Valve actuation is accomplished by a combination of pressure and flow. They allow the use of smaller horsepower pumps on large sand filters and drainfields. For example, a large community drainfield requiring 300 gpm (18.90L/sec) can use a six-line valve assembly to reduce the pump flow rate requirement to only 50 gpm (3.14L/sec). Orenco only warrants Automatic Distributing Valves when used in conjunc- tion with High-Head Effluent Pumps with Biotube® pump vaults to provide pressure and flow requirements, and to prevent debris from fouling valve operation. An inlet ball valve, a section of clear pipe, and a union for each outlet are provided for a complete assembly that is easy to maintain and monitor. Ideal valve location is at the high point in the system. Refer to Automatic Distributing Valve Assemblies (NTP-VA-1) for more information. Standard Models V4402A, V4403A, V4404A, V4605A, V4606A, V6402A, V6403A, V6404A, V6605A, V6606A. Product Code Diagram Materials of Construction All Fittings Sch. 40 PVC per ASTM specification Unions Sch. 80 PVC per ASTM specification Ball Valve Sch. 40 PVC per ASTM specification Clear Pipe Sch. 40 PVC per ASTM specification Applications Automatic Distributing Valve Assemblies are used to pressurize multiple zone distribution systems including textile filters, sand filters and drainfields. Bottom View Side View Top View Clear pipe Ball valve Elbow Coupling Distributing valve Union Elbows Assembly Available discharge connections: 4 = 4 available connections 6 = 6 available connections Inlet/outlet size, in. (mm): 4 = 1.25 (32) 6 = 1.50 (40) Distributing valve Discharge connections installed: 02 = 2 connections 03 = 3 connections 04 = 4 connections 05 = 5 connections 06 = 6 connections V A Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-SF-VA-1 Rev. 2.0, © 03/17 Page 2 of 2 Technical Data Sheet Specifications Model Inlet Size, in. (mm) Outlets Size, in. (mm) Flow Range, gpm (L/sec) Max Head, ft (m) Min. Enclosure* V4402A 1.25 (32) 1.25 (32) 10 – 40 (0.63 – 2.52) 170 (51.816) VB1217 V4403A 1.25 (32) 1.25 (32) 10 – 40 (0.63 – 2.52) 170 (51.816) VB1217 V4404A 1.25 (32) 1.25 (32) 10 – 40 (0.63 – 2.52) 170 (51.816) VB1217 V4605A 1.25 (32) 1.25 (32) 10 – 40 (0.63 – 2.52) 170 (51.816) RR2418 V4606A 1.25 (32) 1.25 (32) 10 – 40 (0.63 – 2.52) 170 (51.816) RR2418 V6402A 1.50 (38) 1.50 (38) 15 – 100 (0.95 – 6.31) 345 (105.16) RR2418 V6403A 1.50 (38) 1.50 (38) 15 – 100 (0.95 – 6.31) 345 (105.16) RR2418 V6404A 1.50 (38) 1.50 (38) 15 – 100 (0.95 – 6.31) 345 (105.16) RR2418 V6605A 1.50 (38) 1.50 (38) 15 – 100 (0.95 – 6.31) 345 (105.16) RR2418 V6606A 1.50 (38) 1.50 (38) 15 – 100 (0.95 – 6.31) 345 (105.16) RR2418 * When using an enclosed basin, choose the next larger-sized diameter. 0 5 10 15 20 25 30 35 0510 15 20 25 30 35 40 45 50 55 60 65 70 V4600A V4400A V6600A V6400A Flow (gpm) He a d L o s s t h r o u g h A s s e m b l y ( f t ) Table 1. Automatic Distributing Valve Assembly Headloss Equations Model Series Equation Operating Range, gpm (L/sec) V4400A HL = 0.085 x Q1.45 10 - 40 (0.63 – 2.52) V4600A HL = 0.085 x Q1.58 10 - 25 (0.63 – 1.57) V6400A HL = 0.0045 x Q2 + 3.5 x (1 - e-0.06Q) 15 - 70 (0.95 – 4.42) V6600A HL = 0.0049 x Q2 + 5.5 x (1 - e-0.1Q) 15 - 70 (0.95 – 4.42) Technical Data Sheet Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 5.0, © 03/17 Page 1 of 5 PF Series 60-Hz, 4-inch (100-mm) Submersible Effluent Pumps Applications Our 4-inch (100-mm) Submersible Effluent Pumps are designed to transport screened effluent (with low TSS counts) from septic tanks or separate dosing tanks. All our pumps are constructed of lightweight, corrosion-resistant stainless steel and engineered plastics; all are field- serviceable and repairable with common tools; 60-Hz PF Series models are CSA certified to the U.S. and Canadian safety standards for effluent pumps, meeting UL requirements. Orenco’s Effluent Pumps are used in a variety of applications, includ- ing pressurized drainfields, packed bed filters, mounds, aerobic units, effluent irrigation, effluent sewers, wetlands, lagoons, and more. These pumps are designed to be used with a Biotube® pump vault or after a secondary treatment system. Features/Specifications To specify this pump for your installation, require the following: • Minimum 24-hour run-dry capability with no deterioration in pump life or performance* • Patented 1⁄8-inch (3-mm) bypass orifice to ensure flow recirculation for motor cooling and to prevent air bind • Liquid end repair kits available for better long-term cost of ownership • TRI-SEAL™ floating impeller design on 10, 15, 20, and 30 gpm (0.6, 1.0, 1.3, and 1.9 L/sec) models; floating stack design on 50 and 75 gpm (3.2 and 4.7 L/sec) models • Franklin Electric Super Stainless motor, rated for continuous use and frequent cycling • Type SOOW 600-V motor cable * Not applicable for 5-hp (3.73 kW) models Standard Models See specifications chart, pages 2-3, for a list of standard pumps. For a complete list of available pumps, call Orenco. Product Code Diagram PF - Nominal flow, gpm (L/sec): 10 = 10 (0.6) 15 = 15 (1.0) 20 = 20 (1.3) 30 = 30 (1.9) 50 = 50 (3.2) 75 = 75 (4.7) Pump, PF Series Frequency: 1 = single-phase 60 Hz 3 = three-phase 60 Hz Voltage, nameplate: 1 = 115* 200 = 200 2 = 230 4 = 460 Horsepower (kW): 03 = 1⁄3 hp (0.25) 05 = ½ hp (0.37) 07 = ¾ hp (0.56) 10 = 1 hp (0.75) 15 = 1½ hp (1.11) 20 = 2 hp (1.50) 30 = 3 hp (2.24) 50 = 5 hp (3.73) Cord length, ft (m):‡ Blank = 10 (3) 20 = 20 (6) 30 = 30 (9) 50 = 50 (15) Check valve: Blank = no internal check valve CV = internal check valve† * ½-hp (0.37kW) only † Available for 10 gpm (0.6 L/sec), 1/2 hp (0.37 kW) only ‡ Note: 20-ft cords are available only for single-phase pumps through 1½ hp Franklin Super Stainless Motor Franklin Liquid End Discharge Connection Bypass Orifice Suction Connection LR80980 LR2053896 Powered by Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 5.0, © 03/17 Page 2 of 5 Technical Data Sheet Specifications Pump Model PF100511 10 (0.6) 0.50 (0.37) 1 115 120 12.7 12.7 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF100511CV 10 (0.6) 0.50 (0.37) 1 115 120 12.7 12.7 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF100512 10 (0.6) 0.50 (0.37) 1 230 240 6.3 6.3 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF10053200 10 (0.6) 0.50 (0.37) 3 200 208 3.8 3.8 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF100712 4, 5 10 (0.6) 0.75 (0.56) 1 230 240 8.3 8.3 8 1 ¼ in. GFP 25.9 (658) 17 (432) 30 (14) 300 PF10073200 4, 5 10 (0.6) 0.75 (0.56) 3 200 208 5.1 5.2 8 1 ¼ in. GFP 25.4 (645) 17 (432) 31 (14) 300 PF101012 5, 6 10 (0.6) 1.00 (0.75) 1 230 240 9.6 9.6 9 1 ¼ in. GFP 27.9 (709) 18 (457) 33 (15) 100 PF10103200 5, 6 10 (0.6) 1.00 (0.75) 3 200 208 5.5 5.5 9 1 ¼ in. GFP 27.3 (693) 18 (457) 37 (17) 300 PF102012 5, 6, 7, 8 10 (0.6) 2.00 (1.49) 1 230 240 12.1 12.1 18 1 ¼ in. SS 39.5 (1003) 22 (559) 48 (22) 100 PF102032 5, 6, 8 10 (0.6) 2.00 (1.49) 3 230 240 7.5 7.6 18 1 ¼ in. SS 37.9 (963) 20 (508) 44 (20) 300 PF10203200 5, 6, 8 10 (0.6) 2.00 (1.49) 3 200 208 8.7 8.7 18 1 ¼ in. SS 37.9 (963) 20 (508) 44 (20) 300 PF150311 15 (1.0) 0.33 (0.25) 1 115 120 8.7 8.8 3 1 ¼ in. GFP 19.5 (495) 15 (380) 23 (10) 300 PF150312 15 (1.0) 0.33 (0.25) 1 230 240 4.4 4.5 3 1 ¼ in. GFP 19.5 (495) 15 (380) 23 (10) 300 PF200511 20 (1.3) 0.50 (0.37) 1 115 120 12.3 12.5 4 1 ¼ in. GFP 22.3 (566) 18 (457) 25 (11) 300 PF200512 20 (1.3) 0.50 (0.37) 1 230 240 6.4 6.5 4 1 ¼ in. GFP 22.5 (572) 18 (457) 26 (12) 300 PF20053200 20 (1.3) 0.50 (0.37) 3 200 208 3.7 3.8 4 1 ¼ in. GFP 22.3 (566) 18 (457) 26 (12) 300 PF201012 4, 5 20 (1.3) 1.00 (0.75) 1 230 240 10.5 10.5 7 1 ¼ in. GFP 28.4 (721) 20 (508) 33 (15) 100 PF20103200 4, 5 20 (1.3) 1.00 (0.75) 3 200 208 5.8 5.9 7 1 ¼ in. GFP 27.8 (706) 20 (508) 33 (15) 300 PF201512 4, 5 20 (1.3) 1.50 (1.11) 1 230 240 12.4 12.6 9 1 ¼ in. GFP 34.0 (864) 24 (610) 41 (19) 100 PF20153200 4, 5 20 (1.3) 1.50 (1.11) 3 200 208 7.1 7.2 9 1 ¼ in. GFP 30.7 (780) 20 (508) 35 (16) 300 PF300511 30 (1.9) 0.50 (0.37) 1 115 120 11.8 11.8 3 1 ¼ in. GFP 21.3 (541) 20 (508) 28 (13) 300 PF300512 30 (1.9) 0.50 (0.37) 1 230 240 6.2 6.2 3 1 ¼ in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF30053200 30 (1.9) 0.50 (0.37) 3 200 208 3.6 3.6 3 1 ¼ in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF300712 30 (1.9) 0.75 (0.56) 1 230 240 8.5 8.5 5 1 ¼ in. GFP 24.8 (630) 21 (533) 29 (13) 300 PF30073200 30 (1.9) 0.75 (0.56) 3 200 208 4.9 4.9 5 1 ¼ in. GFP 24.6 (625) 21 (533) 30 (14) 300 PF301012 4 30 (1.9) 1.00 (0.75) 1 230 240 10.4 10.4 6 1 ¼ in. GFP 27.0 (686) 22 (559) 32 (15) 100 PF30103200 4 30 (1.9) 1.00 (0.75) 3 200 208 5.8 5.8 6 1 ¼ in. GFP 26.4 (671) 22 (559) 33 (15) 300 PF301512 4, 5 30 (1.9) 1.50 (1.11) 1 230 240 12.6 12.6 8 1 ¼ in. GFP 32.8 (833) 24 (610) 40 (18) 100 PF30153200 4, 5 30 (1.9) 1.50 (1.11) 3 200 208 6.9 6.9 8 1 ¼ in. GFP 29.8 (757) 22 (559) 34 (15) 300 PF301534 4, 5 30 (1.9) 1.50 (1.11) 3 460 480 2.8 2.8 8 1 ¼ in. GFP 29.5 (685) 22 (559) 34 (15) 300 PF302012 5, 6, 7 30 (1.9) 2.00 (1.49) 1 230 240 11.0 11.0 10 1 ¼ in. SS 35.5 (902) 26 (660) 44 (20) 100 PF30203200 5, 6 30 (1.9) 2.00 (1.49) 3 200 208 9.3 9.3 10 1 ¼ in. SS 34.0 (864) 24 (610) 41 (19) 300 PF303012 5, 6, 7, 8 30 (1.9) 3.00 (2.23) 1 230 240 16.8 16.8 14 1 ¼ in. SS 44.5 (1130) 33 (838) 54 (24) 100 PF303032 5, 6, 8 30 (1.9) 3.00 (2.23) 3 230 240 10.0 10.1 14 1 ¼ in. SS 44.3 (1125) 27 (686) 52 (24) 300 PF305012 5, 6, 7, 8 30 (1.9) 5.00 (3.73) 1 230 240 25.6 25.8 23 1 ¼ in. SS 66.5 (1689) 53 (1346) 82 (37) 100 PF305032 5, 6, 8 30 (1.9) 5.00 (3.73) 3 230 240 16.6 16.6 23 1 ¼ in. SS 60.8 (1544) 48 (1219) 66 (30) 300 PF30503200 5, 6, 8 30 (1.9) 5.00 (3.73) 3 200 208 18.7 18.7 23 1 ¼ in. SS 60.8 (1544) 48 (1219) 66 (30) 300 PF500511 50 (3.2) 0.50 (0.37) 1 115 120 12.1 12.1 2 2 in. SS 20.3 (516) 24 (610) 27 (12) 300 PF500512 50 (3.2) 0.50 (0.37) 1 230 240 6.2 6.2 2 2 in. SS 20.3 (516) 24 (610) 27 (12) 300 PF500532 50 (3.2) 0.50 (0.37) 3 230 240 3.0 3.0 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF50053200 50 (3.2) 0.50 (0.37) 3 200 208 3.7 3.7 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF500534 50 (3.2) 0.50 (0.37) 3 460 480 1.5 1.5 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF500712 50 (3.2) 0.75 (0.56) 1 230 240 8.5 8.5 3 2 in. SS 23.7 (602) 25 (635) 31 (14) 300 PF500732 50 (3.2) 0.75 (0.56) 3 230 240 3.9 3.9 3 2 in. SS 23.7 (602) 25 (635) 32 (15) 300 De s i g n g p m (L / s e c ) Ho r s e p o w e r (k W ) Ph a s e Na m e p l a t e vo l t a g e Ac t u a l v o l t a g e De s i g n f l o w am p s Ma x a m p s Im p e l l e r s Di s c h a r g e s i z e an d m a t e r i a l 1 Le n g t h , i n . ( m m ) Mi n . l i q u i d l e v e l , 2 in . ( m m ) We i g h t , 3 l b ( k g ) Ra t e d c y c l e s / d a y Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 5.0, © 03/17 Page 3 of 5 Technical Data Sheet Specifications, cont. Pump Model PF50073200 50 (3.2) 0.75 (0.56) 3 200 208 4.9 4.9 3 2 in. SS 23.1 (587) 26 (660) 32 (15) 300 PF500734 50 (3.2) 0.75 (0.56) 3 460 480 1.8 1.8 3 2 in. SS 34.8 (884) 25 (635) 31 (14) 300 PF501012 50 (3.2) 1.00 (0.75) 1 230 240 10.1 10.1 4 2 in. SS 27.0 (686) 26 (660) 35 (16) 100 PF50103200 50 (3.2) 1.00 (0.75) 3 200 208 5.7 5.7 4 2 in. SS 26.4 (671) 26 (660) 39 (18) 300 PF501034 50 (3.2) 1.00 (0.75) 3 460 480 2.2 2.2 4 2 in. SS 26.4 (671) 26 (660) 39 (18) 300 PF5015124 50 (3.2) 1.50 (1.11) 1 230 240 12.5 12.6 5 2 in. SS 32.5 (826) 30 (762) 41 (19) 100 PF501532004 50 (3.2) 1.50 (1.11) 3 200 208 7.0 7.0 5 2 in. SS 29.3 (744) 26 (660) 35 (16) 300 PF503012 4, 5, 7, 8 50 (3.2) 3.00 (2.23) 1 230 240 17.7 17.7 8 2 in. SS 43.0 (1092) 37 (940) 55 (25) 100 PF50303200 4, 5, 8 50 (3.2) 3.00 (2.23) 3 200 208 13.1 13.1 8 2 in. SS 43.4 (1102) 30 (762) 55 (25) 300 PF503034 4, 5, 8 50 (3.2) 3.00 (2.23) 3 460 480 5.3 5.3 8 2 in. SS 40.0 (1016) 31 (787) 55 (25) 300 PF505012 5,6,7,8 50 (3.2) 5.00 (3.73) 1 230 240 26.2 26.4 13 2 in. SS 65.4 (1661) 55 (1397) 64 (29) 300 PF505032 5,6,7,8 50 (3.2) 5.00 (3.73) 3 230 240 16.5 16.5 13 2 in. SS 59.3 (1506) 49 (1245) 64 (29) 300 PF751012 75 (4.7) 1.00 (0.75) 1 230 240 9.9 10.0 3 2 in. SS 27.0 (686) 27 (686) 34 (15) 100 PF751512 75 (4.7) 1.50 (1.11) 1 230 240 12.1 12.3 4 2 in. SS 33.4 (848) 30 (762) 44 (20) 100 1 GFP = glass-filled polypropylene; SS = stainless steel. The 1 ¼-in. NPT GFP discharge is 2 7⁄8 in. octagonal across flats; the 1 ¼-in. NPT SS discharge is 2 1⁄8 in. octagonal across flats; and the 2-in. NPT SS discharge is 2 7⁄8 in. hexagonal across flats. Discharge is female NPT threaded, U.S. nominal size, to accommodate Orenco® discharge hose and valve assemblies. Consult your Orenco Distributor about fittings to connect hose and valve assemblies to metric-sized piping. 2 Minimum liquid level is for single pumps when installed in an Orenco Biotube® Pump Vault or Universal Flow Inducer. In other applications, minimum liquid level should be top of pump. Consult Orenco for more information. 3 Weight includes carton and 10-ft (3-m) cord. 4 High-pressure discharge assembly required. 5 Do not use cam-lock option (Q) on discharge assembly. 6 Custom discharge assembly required for these pumps. Contact Orenco. 7 Capacitor pack (sold separately or installed in a custom control panel) required for this pump. Contact Orenco. 8 Torque locks are available for all pumps, and are supplied with 3-hp and 5-hp pumps. Materials of Construction Discharge Glass-filled polypropylene or stainless steel Discharge bearing Engineered thermoplastic (PEEK) Diffusers Glass-filled PPO (Noryl GFN3) Impellers Celcon® acetal copolymer on 10-, 20, and 30-gpm models; 50-gpm impellers are Noryl GFN3 Intake screen Polypropylene Suction connection Stainless steel Drive shaft 7/16 inch hexagonal stainless steel, 300 series Coupling Sintered stainless steel, 300 series Shell Stainless steel, 300 series Motor Franklin motor exterior constructed of stainless steel. Motor filled with deionized water and propylene glycol for constant lubrication. Hermetically sealed motor housing ensures moisture-free windings. All thrust absorbed by Kingsbury-type thrust bearing. Rated for continuous duty. Single- phase motors and 200 and 230 V 3-phase motors equipped with surge arrestors for added security. Single-phase motors through 1.5 hp (1.11 kW) have built-in thermal overload protection, which trips at 203-221˚ F (95-105˚ C). De s i g n g p m (L / s e c ) Ho r s e p o w e r (k W ) Ph a s e Na m e p l a t e vo l t a g e Ac t u a l v o l t a g e De s i g n f l o w am p s Ma x a m p s Im p e l l e r s Di s c h a r g e s i z e an d m a t e r i a l 1 Le n g t h , i n . ( m m ) Mi n . l i q u i d l e v e l , 2 in . ( m m ) We i g h t , 3 l b ( k g ) Ra t e d c y c l e s / d a y Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 5.0, © 03/17 Page 4 of 5 Technical Data Sheet Using a Pump Curve A pump curve helps you determine the best pump for your system. Pump curves show the relationship between flow and pressure (total dynamic head, or TDH), providing a graphical representation of a pump’s optimal performance range. Pumps perform best at their nominal flow rate. These graphs show optimal pump operation ranges with a solid line and show flow rates outside of these ranges with a dashed line. For the most accurate pump specification, use Orenco’s PumpSelect™ software. Pump Curves Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 24 81012141660 800 700 600 500 400 300 200 100 PF1005-FC w/ ¼" flow controller PF10 Series, 60 Hz, 0.5 - 2.0 hp PF1007 PF1010 PF1020 PF1005 Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 36 12 15 18 21 2490 160 140 120 100 80 60 40 20 0 PF1503 PF15 Series, 60 Hz, 0.3 hp Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 5102025303540150 400 350 300 250 200 150 100 50 0 PF2005 PF2010 PF2015 PF20 Series, 60 Hz, 0.5 - 1.5 hp Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 510202530354045150 800 900 700 600 500 400 300 200 100 0 PF3005 PF3007 PF3010 PF3015 PF3020 PF3030 PF3050 PF30 Series, 60 Hz, 0.5 - 5.0 hp Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 5.0, © 03/17 Page 5 of 5 Technical Data Sheet Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 450 400 350 300 250 200 150 100 50 0 10 02040506070809030 PF5050 PF5030 PF5015 PF5010 PF5007 PF5005 PF50 Series, 60 Hz, 0.5 - 5.0 hp Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 10 20 40 50 60 70 80 90 100300 80 90 100 70 60 50 40 30 20 10 0 PF75 Series, 60 Hz, 1.0 - 1.5 hpPF7515 PF7510 Pump Curves, cont. Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-BPP-1 Rev. 3.0, © 03/17 Page 1 of 4 Biotube® ProPak™ Pump Package Technical Data Sheet 60-Hz Series Pump Packages Applications The Biotube ProPak is designed to filter and pump effluent to either gravity or pressurized discharge points. It is intended for use in a septic tank (one- or two-compartment) and can also be used in a pump tank. The Biotube ProPak is designed to allow the effluent filter to be removed for cleaning without the need to remove the pump vault or pump, simplifying servicing. Complete packages are available for on-demand or timed dosing sys- tems with flow rates of 10, 20, 30, and 50-gpm* (0.6, 1.3, 1.9, and 3.2 L/sec), as well as with 50 Hz and 60 Hz power supplies. General Orenco’s Biotube® ProPak™ is a complete, integrated pump package for filtering and pumping effluent from septic tanks. And its patented pump vault technology eliminates the need for separate dosing tanks. This document provides detailed information on the ProPak pump vault and filter, 4-in. (100-mm) 60-Hz turbine effluent pump, and con- trol panel. For more information on other ProPak components, see the following Orenco technical documents: • Float Switch Assemblies (NTD-MF-MF-1) • Discharge Assemblies (NTD-HV-HV-1) • Splice Boxes (NTD-SB-SB-1) • External Splice Box (NTD-SB-SB-1) Standard Models BPP10DD, BPP20DD, BPP20DD-SX, BPP30TDA, BPP30TDD-SX, BBPP50TDA, BPP50TDD-SX Product Code Diagram Biotube® ProPak™ pump package components. 4-in. (100-mm) turbine effluent pump Pump motor Pump liquid end Pump vault Support pipe Discharge assembly Float collar Float stem Floats Float bracket Biotube® filter cartridge Vault inlet holes External splice box (Optional; internal splice box comes stan- dard.) Riser lid (not included) Riser (not included) Control panel Pump flow rate (nominal): 10 = 10 gpm (0.6 L/sec) 20 = 20 gpm (1.3 L/sec) 30 = 30 gpm (1.9 L/sec) 50 = 50 gpm (3.2 L/sec) Biotube® ProPak™ pump vault Panel Application: DD = demand dosing TDA = timed dosing, analog timer TDD = timed dosing, digital timer, elapsed time meter & counters Standard options: Blank = 57-in. (1448-mm) vault height, internal splice box, standard discharge assembly 68 = 68-in. (1727-mm) vault height SX = external splice box CW = cold weather discharge assembly DB = drainback discharge assembly BPP - Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-BPP-1 Rev. 3.0, © 03/17 Page 2 of 4 Technical Data Sheet ProPak™ Pump Vault Materials of Construction Vault body Polyethylene Support pipes PVC Dimensions, in. (mm) A - Overall vault height 57 (1448) or 68 (1727) B - Vault diameter 17.3 (439) C - Inlet hole height 19 (475) D - Inlet hole diameter (eight holes total) 2 (50) E - Vault top to support pipe bracket base 3 (76) F - Vault bottom to filter cartridge base 4 (102) ProPak™ pump vault (shown with Biotube filter and effluent pump) Biotube® Filter Cartridge Materials of Construction Filter tubes Polyethylene Cartridge end plates Polyurethane Handle assembly PVC Dimensions, in. (mm) A - Cartridge height 18 (457) B - Cartridge width 12 (305) Performance Biotube® mesh opening 0.125 in. (3 mm)* Total filter flow area 4.4 ft2 (0.4 m2) Total filter surface area 14.5 ft2 (1.35 m2) Maximum flow rate 140 gpm (8.8 L/sec) *0.062-in. (1.6-mm) filter mesh available Biotube® filter cartridge (shown with float switch assembly) AA E B B C F D Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-BPP-1 Rev. 3.0, © 03/17 Page 3 of 4 Technical Data Sheet Pump Curves Pump curves, such as those shown here, can help you determine the best pump for your system. Pump curves show the relation- ship between flow (gpm or L/sec) and pressure (TDH), providing a graphical representation of a pump’s performance range. Pumps perform best at their nominal flow rate, measured in gpm or L/sec. 4-in. (100-mm) Turbine Effluent Pumps* Orenco’s 4-in. (100 mm) Turbine Effluent Pumps are constructed of lightweight, corrosion-resistant stainless steel and engineered plastics; all are field-serviceable and repairable with common tools. All 60-Hz PF Series models are CSA certified to the U.S. and Canadian safety standards for effluent pumps, and meet UL requirements. Power cords for Orenco’s 4-in. (100-mm) turbine effluent pumps are Type SOOW 600-V motor cable (suitable for Class 1, Division 1 and 2 applications). Materials of Construction Discharge: Stainless steel or glass-filled polypropylene Discharge bearing: Engineered thermoplastic (PEEK) Diffusers: Glass-filled PPO Impellers: Acetal (20-, 30-gmp), Noryl (50-gpm) Intake screens: Polypropylene Suction connection: Stainless steel Drive shaft: 300 series stainless steel Coupling: Sintered 300 series stainless steel Shell: 300 series stainless steel Lubricant: Deionized water and propylene glycol Specifications Nom. flow, Length Weight Discharge Impellers gpm (L/sec) in. (mm) lb (kg) in., nominal1 10 (0.6) 23.0 (660) 26 (11) 1.25 6 20 (1.3) 22.5 (572) 26 (11) 1.25 4 30 (1.9) 21.3 (541) 25 (11) 1.25 3 50 (3.2) 20.3 (516) 27 (12) 2.00 2 Performance Nom. flow, hp (kW) Design Rated Min liquid gpm (L/sec) flow amps cycles/day level, in. (mm) 2 10 (0.6) 0.5 (0.37) 12.7 300 16 (406) 20 (1.3) 0.5 (0.37) 12.3 300 18 (457) 30 (1.9) 0.5 (0.37) 11.8 300 20 (508) 50 (3.2) 0.5 (0.37) 12.1 300 24 (610) 1 Discharge is female NPT threaded, U.S. nominal size, to accommodate Orenco® discharge hose and valve assemblies. Consult your Orenco Distributor about fittings to connect discharge assem- blies to metric-sized piping. 2 Minimum liquid level is for single pumps when installed in an Orenco Biotube® ProPak™ Pump Vault. 10 20 30 40 6050 70 0.63 1.26 1.89 2.52 3.793.15 4.42 140 120 100 80 60 40 20 Flow in gallons per minute (gpm) Flow in liters per second (L/sec) To ta l d y n a m i c h e a d ( T D H ) i n f e e t To ta l d y n a m i c h e a d ( T D H ) i n m e t e r s PF 500511 43 37 30 24 18 12 6 PF 300511 5101520302535 0.32 0.63 0.95 1.26 1.891.58 2.21 350 300 250 200 150 100 50 Flow in gallons per minute (gpm) Flow in liters per second (L/sec) To ta l d y n a m i c h e a d ( T D H ) i n f e e t To ta l d y n a m i c h e a d ( T D H ) i n m e t e r s PF 100511PF 100511with 1/4-in.flow control 107 91 76 61 46 30 15PF 200511 Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-BPP-1 Rev. 3.0, © 03/17 Page 4 of 4 Technical Data Sheet Control Panel (Demand Dose) Orenco’s ProPak™ demand dose control panels are specifically engi- neered for the ProPak pump package and are ideal for applications such as demand dosing from a septic tank into a conventional gravity drainfield. Materials of Construction Enclosure UV-resistant fiberglass, UL Type 4X Hinges Stainless steel Dimensions, in. (mm) A - Height 11.5 (290) B - Width 9.5 (240) C - Depth 5.4 (135) Specifications Panel ratings 120 V, 3/4 hp (0.56 kW), 14 A, single phase, 60 Hz 1. Motor-start 16 FLA, 1 hp (0.75 kW), 60 Hz; 2.5 million cycles at contactor FLA (10 million at 50% of FLA) 2. Circuit 120 V, 10 A, OFF/ON switch, Single pole breakers 3. Toggle switch Single-pole, double-throw HOA switch, 20 A 4. Audio alarm 95 dB at 24 in. (600 mm), warble-tone sound, UL Type 4X 5. Audio alarm 120 V, automatic reset, DIN rail mount silence relay 6. Visual alarm 7/8-in. (22-mm) diameter red lens, “Push-to-silence,” 120 V LED, UL Type 4X Control Panel (Timed Dose) Orenco’s ProPak timed dose control panels are specifically engineered for the ProPak pump package and are ideal for applications such as timed dosing from a septic tank into a pressurized drainfield or mound. Analog or digital timers are available. Materials of Construction Enclosure UV-resistant fiberglass, UL Type 4X Hinges Stainless steel Dimensions, in. (mm) A - Height 11.5 (290) B - Width 9.5 (240) C - Depth 5.4 (135) Specifications Panel ratings 120 V, 3/4 hp (0.56 kW), 14 A, single phase, 60 Hz Dual-mode Programmable for timed- or demand-dosing (digital timed-dosing panels only) 1a. Analog timer 120 V, repeat cycle from 0.05 seconds to 30 hours. Separate variable controls for OFF and ON time periods 1b. Digital timer 120-V programmable logic unit with built-in LCD screen and programming keys. Provides control functions and timing for panel operation 2. Motor-start 16 FLA, 1 hp (0.75 kW), 60 Hz; 2.5 million cycles at contactor FLA (10 million at 50% of FLA) 3. Circuit 120 V, 10 A, OFF/ON switch. Single pole 120 V breakers 4. Toggle Switch Single-pole, double-throw HOA switch, 20 A 5. Audio alarm 95 dB at 24 in. (600 mm), warble-tone sound, UL Type 4X 6. Visual alarm 7/8-in. (22-mm) diameter red lens, “Push-to-silence”, 120 V LED, UL Type 4X Control panel, demand-dose Control panel, timed-dose (digital timer model shown) 1b 2 3 4 56 AUTO OFF MAN NN1 1 2 3 4 6 5 The Quick4® Plus Standard Chamber The Quick4 Plus Standard Chamber offers maximum strength through its two center structural columns. This chamber can be installed in a 36-inch-wide trench. Like the original line of Quick4 chambers, it offers advanced contouring capability with its Contour Swivel Connection™ which permits turns up to 15-degrees, right or left. It is also available in four-foot lengths to provide optimal installation flexibility. The Quick4 Plus All-in-One 12 Endcap, and the Quick4 Periscope are available with this chamber, providing increased flexibility in system configurations. Maximum Strength APPROVED in _____________________________________________ Quick4 Plus™ Series Quick4 Plus All-in-One 12 Endcap Benefits: • May be used at the end of chamber row for an inlet/outlet or can be installed mid-trench • Mid-trench connection feature allows construction of chamber rows with center feed, as an alternative to inletting at the ends of chamber rows • Center-feed connection allows for easy installation of serial distribution systems • Pipe connection options include sides, ends or top Quick4 Plus All-in-One Periscope Benefits: • Allows for raised invert installations • 180° directional inletting • 12” raised invert is ideal for serial applications Certified by the International Association of Plumbing and Mechanical Officials (IAPMO) Quick4 Plus Standard Chamber Specifications Size 34”W x 53”L x 12”H (864 mm x 1346 mm x 305 mm) Effective Length 48” (1219 mm) Louver Height 8” (203 mm) Storage Capacity 47 gal (178 L) Invert Height 0.6” (15 mm), 5.3” (135 mm), 8.0” (203 mm), 12.7” (323 mm) Quick4 Plus Standard Chamber Benefits: • Two center structural columns offer increased stability and superior strength • Advanced contouring connections • Latching mechanism allows for quick installation • Four-foot chamber lengths are easy to handle and install • Supports wheel loads of 16,000 lbs/axle with 12” of cover Contact Infiltrator Water Technologies’ Technical Services Department for assistance at 1-800-221-4436 4 Business Park Road P.O. Box 768 Old Saybrook, CT 06475 860-577-7000 • Fax 860-577-7001 1-800-221-4436 www.infiltratorwater.com U.S. Patents: 4,759,661; 5,017,041; 5,156,488; 5,336,017; 5,401,116; 5,401,459; 5,511,903; 5,716,163; 5,588,778; 5,839,844 Canadian Patents: 1,329,959; 2,004,564 Other patents pending. Infiltrator, Equalizer, Quick4, and SideWinder are registered trademarks of Infiltrator Water Technologies. Infiltrator is a registered trademark in France. Infiltrator Water Technologies is a registered trademark in Mexico. Contour, MicroLeaching, PolyTuff, ChamberSpacer, MultiPort, PosiLock, QuickCut, QuickPlay, SnapLock and StraightLock are trademarks of Infiltrator Water Technologies. PolyLok is a trademark of PolyLok, Inc. TUF-TITE is a registered trademark of TUF-TITE, INC. Ultra-Rib is a trademark of IPEX Inc. © 2016 Infiltrator Water Technologies, LLC. All rights reserved. Printed in U.S.A.PLUS05 0816 Quick4 Plus™ Series INFILTRATOR WATER TECHNOLOGIES, LLC (“INFILTRATOR”) Infiltrator Water Technologies, LLC STANDARD LIMITED Drainfield WARRANTY (a) The structural integrity of each chamber, endcap, EZflow expanded polystyrene and/or other accessory manufactured by Infiltrator (“Units”), when installed and operated in a leachfield of an onsite septic system in accordance with Infiltrator’s instructions, is warranted to the original pur- chaser (“Holder”) against defective materials and workmanship for one year from the date that the septic permit is issued for the septic system containing the Units; provided, however, that if a septic permit is not required by applicable law, the warranty period will begin upon the date that installa- tion of the septic system commences. To exercise its warranty rights, Holder must notify Infiltrator in writing at its Corporate Headquarters in Old Saybrook, Connecticut within fifteen (15) days of the alleged defect. Infiltrator will supply replacement Units for Units determined by Infiltrator to be covered by this Limited Warranty. Infiltrator’s liability specifically excludes the cost of removal and/ or installation of the Units. (b) THE LIMITED WARRANTY AND REMEDIES IN SUBPARAGRAPH (a) ARE EXCLUSIVE. THERE ARE NO OTHER WARRANTIES WITH RESPECT TO THE UNITS, INCLUDING NO IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE (c) This Limited Warranty shall be void if any part of the chamber system is manufactured by anyone other than Infiltrator. The Limited Warranty does not extend to incidental, consequential, special or indirect damages. Infiltrator shall not be liable for penalties or liquidated damages, including loss of production and profits, labor and materials, overhead costs, or other losses or expenses incurred by the Holder or any third party. Specifically excluded from Limited Warranty coverage are damage to the Units due to ordinary wear and tear, alteration, accident, misuse, abuse or neglect of the Units; the Units being subjected to vehicle traffic or other conditions which are not permitted by the instal- lation instructions; failure to maintain the minimum ground covers set forth in the installation instruc- tions; the placement of improper materials into the system containing the Units; failure of the Units or the septic system due to improper siting or improper sizing, excessive water usage, improper grease disposal, or improper operation; or any other event not caused by Infiltrator. This Limited Warranty shall be void if the Holder fails to comply with all of the terms set forth in this Limited Warranty. Further, in no event shall Infiltrator be responsible for any loss or damage to the Holder, the Units, or any third party resulting from installation or shipment, or from any product liability claims of Holder or any third party. For this Limited Warranty to apply, the Units must be installed in accordance with all site conditions required by state and local codes; all other applicable laws; and Infiltrator’s installation instructions. (d) No representative of Infiltrator has the authority to change or extend this Limited Warranty. No warranty applies to any party other than the original Holder. The above represents the Standard Limited Warranty offered by Infiltrator. A limited number of states and counties have different war- ranty requirements. Any purchaser of Units should contact Infiltrator’s Corporate Headquarters in Old Saybrook, Connecticut, prior to such purchase, to obtain a copy of the applicable warranty, and should carefully read that warranty prior to the purchase of Units. Quick4 Plus Standard Chamber ___________________________________________________________________________________ Quick4 Plus All-in-One 12 Endcap ________________________________________________________________________________ Quick4 Plus All-in-One Periscope ________________________ EFFECTIVE LENGTH48" 12" 34" QUICK4 PLUS ALL-IN-ONE PERISCOPE (360° SWIVEL) 12.7" INVERT PRESSURIZED PIPE DRILL POINTS LOCATIONS (2 PLACES) 33" 18" 8" INVERT 13" EFFECTIVE LENGTH48" 12" 34" QUICK4 PLUS ALL-IN-ONE PERISCOPE (360° SWIVEL) 12.7" INVERT PRESSURIZED PIPE DRILL POINTS LOCATIONS (2 PLACES) 33" 18" 8" INVERT 13" FRONT VIEW SIDE VIEW EFFECTIVE LENGTH48" 12" 34" QUICK4 PLUS ALL-IN-ONE PERISCOPE (360° SWIVEL) 12.7" INVERT PRESSURIZED PIPE DRILL POINTS LOCATIONS (2 PLACES) 33" 18" 8" INVERT 13" 6" 5"9" Pump Selection for a Pressurized System - Single Family Residence Project Lot 3 - Red Butte Ranch Parameters Discharge Assembly Size Transport Length Before Valve Transport Pipe Class Transport Line Size Distributing Valve Model Transport Length After Valve Transport Pipe Class Transport Pipe Size Max Elevation Lift Manifold Length Manifold Pipe Class Manifold Pipe Size Number of Laterals per Cell Lateral Length Lateral Pipe Class Lateral Pipe Size Orifice Size Orifice Spacing Residual Head Flow Meter 'Add-on' Friction Losses 1.25 5 40 1.25 4402 35 40 1.25 -3 9 40 1.25 8 44 40 1.25 3/16 5 5 None 0 inches feet inches feet inches feet feet inches feet inches inches feet feet inches feet Calculations Minimum Flow Rate per Orifice Number of Orifices per Zone Total Flow Rate per Zone Number of Laterals per Zone % Flow Differential 1st/Last Orifice Transport Velocity Before Valve Transport Velocity After Val ve 0.97 36 35.2 4 1.5 7.6 7.6 gpm gpm % fps fps Frictional Head Losses Loss through Discharge Loss in Transport Before Valve Loss through Valve Loss in Transport after Valve Loss in Manifold Loss in Laterals Loss through Flowmeter 'Add-on' Friction Losses 8.7 0.7 14.9 5.2 0.4 0.2 0.0 0.0 feet feet feet feet feet feet feet feet Pipe Volumes Vol of Transport Line Before Valve Vol of Transport Line After Valve Vol of Manifold Vol of Laterals per Zone Total Vol Before Valve Total Vol After Valve 0.4 2.7 0.7 13.7 0.4 17.1 gals gals gals gals gals gals Minimum Pump Requirements Design Flow Rate Total Dynamic Head 35.2 32.1 gpm feet 0 5 10 15 20 25 30 35 40 0 50 100 150 200 250 300 Net Discharge (gpm) PumpData PF3005 High Head Effluent Pump 30 GPM, 1/2HP 115/230V 1Ø 60Hz, 200V 3Ø 60Hz Legend System Curve: Pump Curve: Pump Optimal Range: Operating Point: Design Point: C2 SITE PLAN RO A R I N G F O R K E N G I N E E R I N G 59 2 H I G H W A Y 1 3 3 CA R B O N D A L E C O L O R A D O , 8 1 6 2 3 PH : ( 9 7 0 ) 3 4 0 - 4 1 3 0 F : ( 8 6 6 ) 8 7 6 - 5 8 7 3 CHECKED BY: # DE S C R I P T I O N DA T E DR A W N B Y CONSTRUCTION DRAWN BY: JOB #: Of C18 RE D B U T T E R A N C H - L O T 3 AS P E N , C O 8 1 6 1 1 2018-76 FOR VJT RBG 1 25 % C D P R I C I N G 10 . 1 6 . 2 0 1 9 VJ T 89 S L A L O M W A Y A.3.00 1 " Th e s e d o c u m e n t s a r e t h e p r o p e r t y o f EA D . A n y u n a u t h o r i z e d u s e w i t h o u t t h e wr i t t e n c o n s e n t o f E A D i s p r o h i b i t e d b y la w . E A D d i s c l a i m s r e s p o n s i b i l i t y f o r th e s e d o c u m e n t s i f t h e y a r e u s e d w h o l e or i n p a r t a t a n y o t h e r l o c a t i o n a n d f o r an y o t h e r a p p l i c a t i o n o t h e r t h a n t h e or i g i n a l i n t e n t . I f y o u a r e n o t t h e in t e n d e d r e c i p i e n t , y o u a r e h e r e b y no t i f i e d t h a t a n y d i s s e m i n a t i o n , di s t r i b u t i o n o r r e p r o d u c t i o n o f t h e s e do c u m e n t s i s p r o h i b i t e d b y l a w . 350 MARKET ST SUITE 309 BASALT, COLORADO 81621 PHONE: 970.300.3423 FAX: 415.358.5771 INFO@EIGELBERGER.COM N Co p y r i g h t c 2 0 1 8 b y E I G E L B E R G E R A R C H I T E C T U R E & D ES I G N SCALE: AS INDICATED Plot Date Drawn By Checked By Project No. CLIENT REVIEW: REVIEWED AND APPROVED FOR DESIGN INTENT: CLIENT UNDERSTANDS THE DESIGN INTENT OF THE DOCUMENT. CLIENT APPROVES DESIGN INTENT. ARCHITECT WILL PROCEED WITH DETAILS AND COORDINATION WITH CONTRACTOR PER SIGN OFF ON DOCUMENT. NOTE: ANY CHANGES TO THE APPROVED DRAWINGS BY CLIENT ARE ADDITIONAL SERVICE PER CONTRACT. ARCHITECT TO PICKUP CORRETIONS AS NOTED CLIENT SIGNATURE: ___________________________ DATE OF APPROVAL: __________________________ Date Issue BI M 3 6 0 : / / 1 8 0 1 8 - H U R S T / 1 8 0 1 8 - H U R S T R E S I D E N C E _ L O T 3 _ v 1 8 . r v t 10/24/2019 5:49:47 PM A.2.05 OVERALL FLOOR PLAN - BASEMENT RE D B U T T E R A N C H S U B . / P U D - LO T 3 TB D M C L A I N F L A T S R O A D AS P E N , C O L O R A D O 8 1 6 1 1 18018 Ian Staples INTERIOR SQUARE FOOTAGE ROOM NUMBER ROOM NAME AREA (SF) 001 MASSAGE 257 SF 002 CL 12 SF 003 STEAM/SHWR 44 SF 004 BATH 59 SF 005 SHWR 15 SF 006 ELEC 50 SF 007 STORAGE 132 SF 008 GYM 292 SF 009 MEDIA 585 SF 011 CORRIDOR 160 SF 012 WINE STOR. 43 SF 013 OWNER STOR. 49 SF 014 OFFICE 165 SF 015 FILES 22 SF 016 LAUNDRY 227 SF 017 PWDR. 31 SF 101 ENTRY HALL 195 SF 102 PWDR. 45 SF 103 ENTRY CL. 58 SF 104 LIVING 768 SF 105 DINING 281 SF 106 PANTRY 35 SF 107 KITCHEN 372 SF 108 FAMILY RM 295 SF 109 GRAND HALL 88 SF 111 MUD PWDR. 35 SF 112 MUD CL. 36 SF 113 MUD ROOM 137 SF 114 BEDROOM HALL 303 SF 115 BEDROOM 1 205 SF 116 BATHROOM 1 39 SF 116A SHWR 1 17 SF 117 CL 1 23 SF 118 BEDROOM 2 207 SF 119 BATHROOM 2 40 SF 119A SHWR 2 17 SF 121 CL 2 23 SF 122 BATHROOM 3 83 SF 123 SHWR. 16 SF 124 CL 3 33 SF 125 BEDROOM 3 274 SF 126 GARAGE 483 SF 127 MASTER OFFICE 125 SF 128 MASTER BEDROOM 251 SF 129 MASTER CLOSET 124 SF 131 MASTER HALL 43 SF 132 MASTER BATH 123 SF 133 SHWR. 29 SF 134 WC. 14 SF 135 STAIR 75 SF Grand total 7037 SF FLOOR AREA (GROSS) Location. Area BASEMENT 2500 SF GARAGE 573 SF MAIN LEVEL 5177 SF 8250 SF FLOOR AREA (FAR) Location. Area COVERED PATIO 311 SF COVERED PATIO 427 SF MAIN LEVEL 5177 SF GARAGE 573 SF 6488 SF SCALE :1/8" = 1'-0"A.2.05 1 OVERALL FLOOR PLAN - BASEMENT 10/16/2019 BUILDING PERMIT Th e s e d o c u m e n t s a r e t h e p r o p e r t y o f EA D . A n y u n a u t h o r i z e d u s e w i t h o u t t h e wr i t t e n c o n s e n t o f E A D i s p r o h i b i t e d b y la w . E A D d i s c l a i m s r e s p o n s i b i l i t y f o r th e s e d o c u m e n t s i f t h e y a r e u s e d w h o l e or i n p a r t a t a n y o t h e r l o c a t i o n a n d f o r an y o t h e r a p p l i c a t i o n o t h e r t h a n t h e or i g i n a l i n t e n t . I f y o u a r e n o t t h e in t e n d e d r e c i p i e n t , y o u a r e h e r e b y no t i f i e d t h a t a n y d i s s e m i n a t i o n , di s t r i b u t i o n o r r e p r o d u c t i o n o f t h e s e do c u m e n t s i s p r o h i b i t e d b y l a w . 350 MARKET ST SUITE 309 BASALT, COLORADO 81621 PHONE: 970.300.3423 FAX: 415.358.5771 INFO@EIGELBERGER.COM N Co p y r i g h t c 2 0 1 8 b y E I G E L B E R G E R A R C H I T E C T U R E & D ES I G N SCALE: AS INDICATED Plot Date Drawn By Checked By Project No. CLIENT REVIEW: REVIEWED AND APPROVED FOR DESIGN INTENT: CLIENT UNDERSTANDS THE DESIGN INTENT OF THE DOCUMENT. CLIENT APPROVES DESIGN INTENT. ARCHITECT WILL PROCEED WITH DETAILS AND COORDINATION WITH CONTRACTOR PER SIGN OFF ON DOCUMENT. NOTE: ANY CHANGES TO THE APPROVED DRAWINGS BY CLIENT ARE ADDITIONAL SERVICE PER CONTRACT. ARCHITECT TO PICKUP CORRETIONS AS NOTED CLIENT SIGNATURE: ___________________________ DATE OF APPROVAL: __________________________ Date Issue BI M 3 6 0 : / / 1 8 0 1 8 - H U R S T / 1 8 0 1 8 - H U R S T R E S I D E N C E _ L O T 3 _ v 1 8 . r v t 10/24/2019 5:49:53 PM A.2.06 OVERALL FLOOR PLAN - MAIN LEVEL RE D B U T T E R A N C H S U B . / P U D - LO T 3 TB D M C L A I N F L A T S R O A D AS P E N , C O L O R A D O 8 1 6 1 1 18018 Ian Staples INTERIOR SQUARE FOOTAGE ROOM NUMBER ROOM NAME AREA (SF) 001 MASSAGE 257 SF 002 CL 12 SF 003 STEAM/SHWR 44 SF 004 BATH 59 SF 005 SHWR 15 SF 006 ELEC 50 SF 007 STORAGE 132 SF 008 GYM 292 SF 009 MEDIA 585 SF 011 CORRIDOR 160 SF 012 WINE STOR. 43 SF 013 OWNER STOR. 49 SF 014 OFFICE 165 SF 015 FILES 22 SF 016 LAUNDRY 227 SF 017 PWDR. 31 SF 101 ENTRY HALL 195 SF 102 PWDR. 45 SF 103 ENTRY CL. 58 SF 104 LIVING 768 SF 105 DINING 281 SF 106 PANTRY 35 SF 107 KITCHEN 372 SF 108 FAMILY RM 295 SF 109 GRAND HALL 88 SF 111 MUD PWDR. 35 SF 112 MUD CL. 36 SF 113 MUD ROOM 137 SF 114 BEDROOM HALL 303 SF 115 BEDROOM 1 205 SF 116 BATHROOM 1 39 SF 116A SHWR 1 17 SF 117 CL 1 23 SF 118 BEDROOM 2 207 SF 119 BATHROOM 2 40 SF 119A SHWR 2 17 SF 121 CL 2 23 SF 122 BATHROOM 3 83 SF 123 SHWR. 16 SF 124 CL 3 33 SF 125 BEDROOM 3 274 SF 126 GARAGE 483 SF 127 MASTER OFFICE 125 SF 128 MASTER BEDROOM 251 SF 129 MASTER CLOSET 124 SF 131 MASTER HALL 43 SF 132 MASTER BATH 123 SF 133 SHWR. 29 SF 134 WC. 14 SF 135 STAIR 75 SF Grand total 7037 SF FLOOR AREA (GROSS) Location. Area BASEMENT 2500 SF GARAGE 573 SF MAIN LEVEL 5177 SF 8250 SF FLOOR AREA (FAR) Location. Area COVERED PATIO 311 SF COVERED PATIO 427 SF MAIN LEVEL 5177 SF GARAGE 573 SF 6488 SF SCALE :1/8" = 1'-0"A.2.06 1 OVERALL FLOOR PLAN - MAIN LEVEL 10/16/2019 BUILDING PERMIT