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Home My WebLink Aboutpitkin.eh.264335200007 (2009)(From Most Recent to Oldest Permit) Permit Application Log Sheet/Notes & Photos Communications As -built Design Engineer Design Soil Information Water Permit & Information Second System on property Third System .etc. Floor Plans Please See Building and Land Use Approvals Files for additional information. • ft Carla Ostberg From: Carla Ostberg Sent: Monday, March 30, 2009 2:12 PM To: Michael Kraemer Cc: 'aspenlaw@sopris.net' Subject: FW: Three Lost Souls, LLC Attachments: 35200007 Three Lost Souls.doc Hi Mike, Here's the electronic version of what I gave you at the staff meeting today. Just to recap the final decision from staff meeting... Although it would be preferable to have the alternate location for the OWTS replacement (and I would like to permit the OWTS with that condition), we feel that initial direction from the BOCC was to keep everything on the same property and the applicant complied. In an effort not to require conflicting conditions — I would encourage the applicant seek approval for an easement across the street as an alternate location for the OWTS replacement, but if they decided not to do that, I will issue the OWTS without that requirement because of how long the process has gone on and direction from other county departments to this point. Let me know if I got that right. Rick — you are welcome to call Mike or me w/ any questions. Thanks, Carla Ostberg, MPH, REHS Environmental Health Program Supervisor Pitkin County Environmental Health and Natural Resources 970-920-5438 From: Neiley & Alder, Attorneys [mailto:aspenlaw@sopris.net] Sent: Friday, March 20, 2009 3:47 PM To: Carla Ostberg Cc: mark@aspenstarwood.com; Beth Donahue; Michael Kraemer Subject: RE: Three Lost Souls, LLC Carla, Thanks for copying me in the email to Mike. As we discussed, the 1.800 square foot absorption does ft in the area above the driveway and within the setbacks. I have asked High Country Engineering to calculate the exact area and reference that on the site plan. Amber Gregory tells me the area is 2,069 square feet. The absorption area is not going to be under the driveway or the parking area. We designed the site to insure an adequate amount of space for the absorption field. The site plan Plat will identify the location of the absorption field and will specify the 2,069 square foot size. We recognize that this system is not 'ideal." We were directed by Community Development to incorporate the system on site as opposed to across the street. We would be willing to designate a backup site across the street based upon a recorded easement I'll get you the information regarding system we had designed for that site when we first proposed it to the County. I'll see you at 4:00 on Tuesday at the property. Thanks for your assistance with this. Regards, Rick Neiley From: Carla Ostberg [mailto:Carla.Rerg@co.pitkin.co.us] • Sent: Friday, March 20, 2009 2:49 PM To: aspenlaw@sopris.net Subject: FW: Three Lost Souls, LLC Carla Ostberg, MPH, REHS Environmental Health Program Supervisor Pitkin County Environmental Health and Natural Resources 970-920-5438 From: Carla Ostberg Sent: Thursday, March 19, 2009 11:12 AM To: Michael Kraemer Cc: Rose Ann Sullivan Subject: Three Lost Souls, LLC Hi Mike, I took a close look at this OWTS design and I have a couple of comments, but even more questions. Comments... 1. The design itself looks OK, but is obviously not ideal to take up the entire lot with the house and septic. The house will only be set 15 feet from the absorption field. 2. The soils in this area, and at the depth of the system, are not ideal for an OWTS. They will be importing at least 4 feet of sand filter media onto the site for this system to for 1800 sq feet of absorption area (approx 120'x15'). They could have a much smaller, more reasonably sized absorption area in better soils. 3. They have designed a system with secondary treatment, which is good. My questions... 1. It doesn't look like there is any room for the driveway, comparing the site plan that you provided, and looking at the 2 options for septic placement. An OWTS absorption area cannot be placed under a driveway. 2. 1 understand that the soils across the road are better, which would likely result in a better system. I know Nancy had been out there and recommended the site across the road. I would like to go out and look at the site again in order to provide better comments - and would like to have any data on the soil testing done in the alternative location across the road. 3. In circumstances like this where soils are poor, we would like the applicant to have an alternative location for the OWTS if/when it fails. "A designated area for absorption system replacement is recommended. The Department may require replacement areas for tighter soils, where the percolation rate is slower than 60 MPI." I'm not able to give too much in the way of comments because I think I'm missing some key info. If you could help me answer some of these questions, I think that would be helpful. With the information I have so far, it seems at the very least an alternative envelope would need to be approved on the other side of the road for possible system replacement in the future. Thanks - Carla MEMORANDUM To: Mike Kraemer, Planning Department From: Carla Ostberg, Environmental Health & Natural Resources Department Date: March 26, 2009 Re: Three Lost Souls (PID 2643-352-00-007) SUMMARY: The Planning Department has requested the Environmental Health and Natural Resources (EH/NR) Department review the proposed onsite wastewater treatment system (OWTS) design for this property. EH/NR was not formally referred initially and a full application packet was not provided. DISCUSSION: The Pitkin County Environmental Health & Natural Resources Department has reviewed the details of the Three Lost Souls OWTS design under the authority of the Pitkin County OWTS Regulation and has the following comments. On March 24 a site visit was conducted with Carla Ostberg, Pitkin County Community Development Department, and Rick Neiley, representative of the owner. --- WATER SUPPLY: Rick Neiley confirmed that domestic water would be provided to the development from the White Horse Springs Community Water System. --- SEWAGE TREATMENT AND COLLECTION: KC Hamilton Engineering, Inc. submitted a draft OWTS design dated August 27, 2008 that will serve a 3 bedroom house with less than 6000 square feet of living area. Nine percolation tests were conducted throughout the lot, ranging from 30 to 240 minutes per inch (mpi) at a depth of approximately 4 feet. The majority of the tests resulted in a higher percolation rate at the depth and location this system will need to be installed, taking into consideration the need for soil replacement. Due to the poor treatment quality of the native soils, this system will incorporate secondary treatment and four feet of imported sand filter material to make up the 1800 square feet of the required absorption area. Comparing the proposed layout of the OWTS from the August 27, 2008 design to the High Country Engineering site plan (including driveway) dated October 8, 2008, it appears that a portion of the absorption area will be under the driveway, which is prohibited. According to Rick Neiley, these plans have been modified numerous times and the alignment of the driveway will not interfere with the 1800 square feet needed for the absorption area, while still maintaining necessary setbacks. This design does not include an alternative location for future system replacement. Section 6.28.080 B. 2. of the OWTS Regulation states that "a designated area for absorption system P—W ,n R,11dW N,1 0 0 replacement is recommended. The Department may require replacement areas for tighter soils, where the percolation rate is slower than 60 MPI..." Any permitted OWTS design on this property must include an alternative location for system replacement. An evaluation of the soil on the neighboring property was conducted on September 19, 2007 by Church Onsite Wastewater Consultants, LLC. Three percolation tests were run with results ranging from 27 to 40 mpi, resulting in an average percolation rate of 36 mpi. These tests were run at shallower depths of 2-3 feet. Under current regulations, the absorption area for this proposed home would require approximately 405 square feet if the design incorporated secondary treatment and gravelless chambers in a trench configuration. An OWTS on this property would require a recorded easement. There are a number of OWTS design alternatives for either location, but it is important to note that the soils on the neighboring property are more suitable for good treatment, using native soils and installation at shallow depths of 2-3 feet. All septic systems installed within Pitkin County require OWTS Construction Permits issued by the Environmental Health & Natural Resources Department, and must comply with the County's OWTS Regulations. The County cannot issue a Building Permit until an OWTS Construction Permit has been obtained. PnntN on Reryrlyd Paper y 9 0 Carla Ostberg From: Neiley & Alder, Attorneys [aspen law@sopris. net] Sent: Friday, March 20, 2009 3:47 PM To: Carla Ostberg Cc: mark@aspenstarwood.com; Beth Donahue; Michael Kraemer Subject: RE: Three Lost Souls, LLC Carla Thanks for copying me in the email to Mike. As we discussed, the 1,800 square foot absorption does fit in the area above the driveway and within the setbacks. I have asked High Country Engineering to calculate the exact area and reference that on the site plan. Amber Gregory tells me the area is 2,069 square feet. The absorption area is not going to be under the driveway or the parking area. We designed the site to insure an adequate amount of space for the absorption field. The site plan Plat will identify the location of the absorption field and will specify the 2,069 square foot size. We recognize that this system is not "ideal." We were directed by Community Development to incorporate the system on site as opposed to across the street. We would be willing to designate a backup site across the street based upon a recorded easement. I'll get you the information regarding system we had designed for that site when we first proposed it to the County. I'll see you at 4:00 on Tuesday at the property. Thanks for your assistance with this. Regards. Rick Neiley From: Carla Ostberg[mailto:Carla.Ostberg@co.pitkin.cc.us] Sent: Friday, March 20, 2009 2:49 PM To: aspenlaw@sopris.net Subject: FW: Three Lost Souls, LLC Carla Ostberg, MPH, REHS Environmental Health Program Supervisor Pitkin County Environmental Health and Natural Resources 970-920-5438 From: Carla Ostberg Sent: Thursday, March 19, 2009 11:12 AM To: Michael Kraemer Cc: Rose Ann Sullivan Subject: Three Lost Souls, LLC I:mrmT I took a close look at this OWTS design and I have a couple of comments, but even more questions. Comments... 1. The design itself looks OK, but is obviously not ideal to take up the entire lot with the house and septic. The house will only be set 15 feet from the absorption field. 2. The soils in this area, and at the depth of the system, are not ideal for an OWTS. They will be importing at least 4 feet of sand filter media onto the site for this system to for 1800 sq feet of absorption area (approx 120'x15'). They could have a much smaller, more reasonably sized absorption area in better soils. 3. They have designed a system with secondary treatment, which is good. 0 0 My questions... 1. It doesn't look like there is any room for the driveway, comparing the site plan that you provided, and looking at the 2 options for septic placement. An OWTS absorption area cannot be placed under a driveway. 2. 1 understand that the soils across the road are better, which would likely result in a better system. I know Nancy had been out there and recommended the site across the road. I would like to go out and look at the site again in order to provide better comments - and would like to have any data on the soil testing done in the alternative location across the road. 3. In circumstances like this where soils are poor, we would like the applicant to have an alternative location for the OWTS if/when it fails. "A designated area for absorption system replacement is recommended. The Department may require replacement areas for tighter soils, where the percolation rate is slower than 60 MPI." I'm not able to give too much in the way of comments because I think I'm missing some key info. If you could help me answer some of these questions, I think that would be helpful. With the information I have so far, it seems at the very least an alternative envelope would need to be approved on the other side of the road for possible system replacement in the future. Thanks - Carla \t. 0 0 Carla Ostberg From: Carla Ostberg Sent: Thursday, March 19, 2009 11:12 AM To: Michael Kraemer Cc: Rose Ann Sullivan Subject: Three Lost Souls, LLC Hi Mike, I took a close look at this OWTS design and I have a couple of comments, but even more questions. Comments... 1. The design itself looks OK, but is obviously not ideal to take up the entire lot with the house and septic. The house will only be set 15 feet from the absorption field. 2. The soils in this area, and at the depth of the system, are not ideal for an OWTS. They will be importing at least 4 feet of sand filter media onto the site for this system to for 1800 sq feet of absorption area (approx 120'x15'). They could have a much smaller, more reasonably sized absorption area in better soils. 3. They have designed a system with secondary treatment, which is good. My questions... 1. It doesn't look like there is any room for the driveway, comparing the site plan that you provided, and looking at the 2 options for septic placement. An OWTS absorption area cannot be placed under a driveway. 2. 1 understand that the soils across the road are better, which would likely result in a better system. I know Nancy had been out there and recommended the site across the road. I would like to go out and look at the site again in order to provide better comments - and would like to have any data on the soil testing done in the alternative location across the road. 3. In circumstances like this where soils are poor, we would like the applicant to have an alternative location for the OWTS if/when it fails. "A designated area for absorption system replacement is recommended. The Department may require replacement areas for tighter soils, where the percolation rate is slower than 60 MPI." I'm not able to give too much in the way of comments because I think I'm missing some key info. If you could help me answer some of these questions, I think that would be helpful. With the information I have so far, it seems at the very least an alternative envelope would need to be approved on the other side of the road for possible system replacement in the future. Thanks - Carla L Pitkin County Environmental Health Department Contact Log Sheet -T.2-60 —p 6' 7 Address: 'ime 9 Parcel Detail• • Page 1 of') Pitkin County Assessor/Treasurer Parcel Detail Information Assessor/Treasurer Property Search I Assessor Subset Query I Assessor Sales Search Clerk & Recorder Reception Search Basic Building Characteristics I Tax Information Parcel Detail I Value Detail I Sales Detail Residential/Commercial Improvement Detail Land Detail Photographs Tax Area Account Number Parcel Number 2007 Mill Levy 007 8003789 264335200007 23.69 Owner Name and Address THREE LOST SOULS LLC 205 S MILL ST #301 B ASPEN, CO 81611 Legal Description SECT,TWN,RNG:35-9-85 DESC: A TRACT IN N2 OF SECTION 35-9-85 DESC BY MB BK 280 PG 936 Location Physical Address: TRENTAZ DR ASPEN Subdivision: Land Acres: 22 Land Sq Ft: I FO - Se Section Township Range 35 9 85 2008 Property Tax Valuation Information Actual Value Assessed Value Land: 2,850,000F 826,500 Improvements: 0 0 Total: 2,850,000 1 826,500 http://www.pitkinassessor.org/assessor/Parcel.asp?AccountNumber=R003789 8/22/2008 --(( , _L0 KC Hamilton GLV � cu,6n Engineering, Inc. J August 27, 2008 Three Lost Souls, LLC C/O: Richard Neiley 205 South Mill Street, Ste 301B Aspen, CO 81611 Subject: Onsite Wastewater System Design Proposed Residence, Parcel 2, Trentaz Parcels Pitkin County, Colorado Job No. 08-131 Mr. Neiley, As requested, KC HAMILTON Engineering, Inc. (HAMILTON) performed a subsurface investigation, percolation testing, and prepared an onsite wastewater system (OWS) design for the subject site. The OWS design was prepared for ISDS permit submittal to Pitkin County (County). This report presents subsurface data, drain field sizing calculations, and design figures. The body of this report, the notes on the Figures, manufacturer guidelines for the OWS components, and the current County ISDS regulations should be considered the technical specifications for this project. The OWS design will require the OWS installer have demonstrated experience in similar OWS installations. 1.0 - SPECIAL CONDITIONS: To date, the proposed construction is yet to be defined with the exception of the number of bedrooms. This OWS design has unique features that were a result of site conditions, and the lot size and shape. The unique features will require the following: A. Separation distances of 15 feeS_between the drain field(s) and the residence are proposed. B. The water supply pipe will have to be encased and the encasement will have to extend into the Trentaz Drive Right -of -Way. C. Final Site Grading plans may impact the OWS design. Therefore, if OWS permitting is not appropriate at this stage, a conceptual review of the OWS design is requested. It is recommended this report be revised once the construction has been finalized. 2.0 - PROPOSED CONSTRUCTION The proposed residence will be less than 6,0W square feet, and have three -bedrooms. The prescribed minimum average daily sewage flow for a three-bedroom single-familyresid nce is ie s 450 gallons per day (gpd). A flow peaking factor of 1.5 is proposed, for a peak flow of 675 gpd. Two potential building footprint areas are presented on Figures 1.0 and 2.0. 250 Pearl Street, Unit 206, Denver, Colorado 80203 Phone: 303-733-4702 (> 0 0 KC Hamilton Engineering, Inc. Job No. 08-131, August 27, 2008 Page 2 If the proposed use of the residence or projected water use is different than that depicted herein, HAMILTON should be contacted in order to re-evaluate the suitability of this design. 3.0 - SITE CONDITIONS The site is located in a semi -rural mountain area requiring OWS. The site slopes down to the west at a slope of about 20%. The site is vegetated with a moderate to sparse cover of trees and native grass. 4.0 - SUBSURFACE CONDITIONS Three exploratory borings were drilled at the site. The approximate locations of the borings are presented on Figures 1.0 and 2.0. Logs of the Exploratory Borings are presented on Figure 3.0. The borings encountered a 6" to 12" layer of topsoil and/or thick root zones just below the surface. The topsoil was underlain by gravely, clayey sand and sandy clay with occasional to nested cobbles and small boulders. These soils extended to depths of about 5 feet to 15 feet. These upper soils were underlain in two borings by siltstone with some inter -lensed layers of sandstone. The shallower silts" was observed in percolation test holes Perc-2 and Perc-3. 4.1 - Ground Water: Ground water was not encountered in the borings during drilling or when checked several days after drilling. The apparent moisture contents in the soil samples taken in the borings indicated that shallow ground water is not a site concern. 4.2 - Percolation Testing: Nine percolation tests were performed at the site with depths ranging from 42" to 84" inches below the existing grade. Deeper percolation tests were performed to test the soils at the anticipated dram_field burial 22ths. The percolation test results ranged from 30 to 240 minutes MPI), with a site average of 70 MPI for the upper soils and 240 MPI in the si tstone materials. Percolation testing is presented in Appendix A. 5.0 - PROPOSED OWS DESIGN Based on the subsurface conditions described above, it appears that an OWS can be installed at the site. The proposed OWS is based on: 1.) an average daily Flow rate of 450 gpd with a peaking factor of 1.5. 2.) a Long Term Application Rate (LTAR) of 0.3 gpd/square foot for the uphill drain field area where shallower siltstone was observed. 3.) a Long Term Application Rate (LTAR) of 0.4 /square foot for the downhill drain field area where soil conditions were encountered. 4.) the inclusion of a below ground sand filter to facilitate infiltration. It is proposed to reduce the calculated drain field area by 20% for effluent dosing. The potential drain field options are presented on Figures 1.0 and 2.0. 250 Pearl Street, Unit 206, Denver, Colorado 80203 Phone: 303-733-4702 KC Hamilton Engineering, Inc. Job No. 08-131, August 27, 2008 Page 3 5.1 - Internal Plumbing: The plumbing serving the proposed residence should drain by gravity to the septic tank. If an ejector pump is required, it should only lift the sewage generated on the lower level. The upper floors should drain by gravity where possible. If the entire house will drain to the lower level and an ejector pump will be required, a duplex pumping system should be used in the event of a pump failure. Access for pump repair should be considered in the plumbing design, as necessary. 5.2 - Sewer Pipe: Where sewer pipes are installed the pipe should be 4 -inch diameter Schedule 40 PVC pipe installed with a minimum slope of 2% and be properly bedded in drive areas or in rocky soils. Joints should be solvent welded. Cleanouts are required at: 1.) at the stubout from the building, either inside or outside, 2.) at spacings not exceeding 100 feet, and 3.) upslope of two or more closely spaced consecutive bends in the sewer pipe. A single bend in the sewer pipe is not to exceed 45 degrees. The pipe should be properly bedded per the County ISDS regulations and local plumbing code. 5.3 - Proposed Septic Tank: To accommodate peak sewage flow and the secondary treatment system, a minimum septic tank capacity of 1,500 gallons is required. The tank must be installed in a water -tight condition and with water -Fight risers, anC inlet and outlet piping. A typical diagram of the Septic Tank is presented on Figure 4.0 5.4 - Secondary Treatment: An Orenco Systems, Inc. AdvanTex AX20 textile filter system is proposed. The system should remove a significant portion of the organic and suspended solids in the wastewater before disposal in the drain fields. The secondary treatment is also proposed to provide higher quality effluent for disposal in the uphill drain field considering this field may be under a drive way. The AX20 system shall be installed per manufacturer guidelines. A typical diagram of the Septic Tank with the AX20 unit is presented on Figure 4.0 5.5 - Discharge Basin: A 30 -inch diameter PVC pump basin with a duplex pumping system is proposed. The basin shall disc arge' 30 gallons of effluent per dose. Manufacturer pump curve diagrams for the discharge pumps are attached. A typical diagram of the Discharge Basin is presented on Figure 4.0 5.6 - Discharge Piping: The configuration of the discharge piping to the drain field areas has not be determined since the construction has yet to be defined. The discharge and flushing piping from the effluent pumps to the drain field shall be 1.5 -inch diameter SCH 40 PVC pipe with solvent welded joints. The pipe shall be installed so that it slopes back to the basin to allow for drainage of the pipe between pump cycles. 5.7 - Automatic Distributing Valve (ADV): A 3-oulet automatic distributing valve is proposed to distribute the effluent in equal proportions o the drain fields in Option 1: Two of the outlets will discharge to the uphill drain field, and one outlet will discharge to the downhill drain field. The ADV shall be installed per manufacturer guidelines and at a high -point of the discharge piping so the ADV will drain between pump cycles. A typical diagram of the ADV is presented on Figure 5.0 An ADV is not required for Drain Field Option 2. 250 Pearl Street, Unit 206, Denver, Colorado 80203 Phone: 303-733-4702 KC Hamilton Engineering, Inc. Job No. 08-131, August 27, 2008 Page 4 5.8 - Drain Field(s): Two drain field options are current proposed at the site. Drain field sizing calculations are presented on Figures 1.0 and 2.0. If is proposed to install a sand filter below the dispersal piping and gravel. The sand is proposed to facilitate infiltration of the effluent into the onsite soils. Effluent will be pressure distributed within the drain fields. Drain field details are presented on Figures 6.0 and 7.0. 5.8.a - Plastic Liner: A plastic liner is proposed to allow for a separation distance of 15 feet betwee e_drauLlwlds_and residence. The proposed installation extends of the liner are presented on Figures 6.0 and 7.0. !r"J It is requested, the County consider the exclusion of this liner. Considering the use of secondary treatment and sand filters, the percolation rates of the onsite soils, the liner does not appear to �v be necessary as a barrier or protective measure between the drain fields and residence. The Cv effluent shall infiltrate readily down through the sand filter before any lateral migration into the Pi lr►r` onsite soils. 3" 0 l'e �'Z 7u.Gtlal 5.9 - Import Material: At least 48 inches feet of imported filter media material is proposed below the dispersal gravel. This material shou consist of a soil -like granular material with less at�n f5percent passing a No. 200 sieve. A manufacturer pr uct can us-efia5nMr media backfill such as concrete aggregate sand ASTM C-33). Decomposed bedrock (i.e. granite, schist, or gneiss) that has been processed to a soil like consistency (i.e. silty sand and gravel) is also a suitable filter media backfill. All proposed imported materials must be approved by the engineer prior to placement. -- 6. 0 - SITE GRADING AND DRAINAGE Good drainage should be incorporated in to the site -grading plan to direct runoff away from the drain fields. Foundation perimeter drains and house down spouts should not drain onto the drain field. Automatic sprinkler systems must not be installed over the fields. The surface of the fields should be seeded after installation of the system. Livestock is to be kept off the drain field areas. A seed mix such as "Foothills, Pasture, or Prairie" mixes is suggested. These mixes do not require irrigation and develop a growth 10 to 15 inches high. 7.0 - OWS INSTALLATION OBSERVATIONS The installation of the OWS is to be observed by the HAMILTON. These observations include drain field excavation prior to backfill. At those times, subsurface conditions, scarifying and fill material will be reviewed. A final observation will be required prior to backfill of the OWS. Our office should be called 720-261-9358 to observe the installation of the OWS at least 48 hours in advance. These observations, any repeat observations, OWS design revisions, staking of drain fields or additional site visit requirements are not included with this design and will be at an additional unit rate fee. 8.0 - OPERATION AND PREVENTATIVE MAINTENANCE SCHEDULE The goal of an operation and maintenance schedule is to observe the operation, and perform minor maintenance to the onsite wastewater system to allow for proper, long term functioning 250 Pearl Street, Unit 206, Denver, Colorado 80203 Phone: 303-733-4702 0 0 KC Hamilton Engineering, Inc. Job No. 08-131, August 27, 2008 Page 5 of the system. An operation and maintenance schedule or contract with a private maintenance company is recommended, and is typically required for the AdvanTex system. 8.1 - Septic Tank: The scum and sludge accumulation in the septic tank should be monitored yearly. Once the scum or sludge thickness reaches 25% of the liquid depth, the entire tank should be pumped. A pumping frequency of 1 to 3 years at design flows is anticipated. An alternative is a scheduled pumping frequency of every two years. 8.2 - Effluent Filter: Effluent filter at the septic tank discharge should be cleaned (hosed off) at the time of pumping or as needed. 8.3 - Drain Fields: The surface area around the fields is to be observed monthly for signs of failure such as lush vegetation growth or effluent ponding. No landscaping or plastic can be installed over the field. 8.4 - General: System users must realize an onsite wastewater system is different from public sewer service. Plastic or other non -biodegradable material should not be introduced into the system. Biodegradable cleaners should be used. Water use should be monitored. A malfunctioning toilet can consume a large amount of water. This excess water in addition to daily loading could flood and irreparably harm the OWS. Allowing fixtures to flow continuously to prevent water lines from freezing is not recommended. Although the proposed system can accommodate variable flows, spreading water use over the day and minimizing peak flows is recommended. The chemical and hydraulic loading from the backwash of a water softener may be detrimental to the OWS and a separate drywell should be constructed for the backwash waste, if a softener is installed. Chemically treated water from a swimming pool, hot tubs or spas should not be introduced into the OWS. The design of the OWS is based on the treatment of domestic sewage only. No industrial or hazardous wastes should be introduced into the OWS. 9.0 - LIMITATIONS This OWS design and recommendations are based on data submitted and the proposed construction. If conditions considerably different from those described in this report are encountered, we should be called to observe the conditions. If proposed construction is changed, HAMILTON should be notified to evaluate the effect of the changes on the wastewater system, if any. All construction is to be in accordance with the Individual Sewage Disposal System (ISDS) regulations. Pipe type and size, burial requirements, and other specifications, which are not depicted in this report, are to conform to the requirements of the ISDS regulations. The installer of the system is to be licensed by the County, and is to have demonstrated knowledge of the ISDS regulations and requirements. The proposed system design is based on an average daily flow rate outlined above. Increased flows may hydraulically or organically overload the system, causing premature failure. A water meter should be installed to monitor water usage, not including irrigation. 250 Pearl Street, Unit 206, Denver, Colorado 80203 Phone: 303-733-4702 • K*amilton Engineering, Inc. Job No. 08-131, August 27, 2008 Page 6 If you have questions please call. Prepared by: l Kenneth C. Hamilton, P.E. Project Engineer Attachments- Appendices A and B, Figures 1.0 through 7.0 3 copies sent KCH/kch 250 Pearl Street, Unit 206, Denver, Colorado 80203 Phone: 303-733-4702 0 APPENDIX A 308 NO. 08-131 August 27, 2008 KC Hamilton Engineering, Inc. Percolation Test Result Form Hole Hole Length of Water Depth Water Depth at Drop in Water Percolation No. Depth Interval at Start of End of Interval Level (in.) Rate (min./in.) in. min. Interval in. in. 1 48" 120 21.000 31.750 10.750 11 30 31.750 33.250 1.500 20 30 33.250 34.250 1.000 30 30 34.250 34.750 0.500 60 30 34.750 35.250 0.500 60- 2 62" 240 29.375 30.375 1.000 ( 240 3 84" 240 55.375 56.375 1.000 24\ JOB NO. 08-131 FIGURE A-1 /F Percolation Test Result Form Hole Hole Length of Water Depth Water Depth at Drop in Water Percolation No. Depth Interval at Start of End of Interval Level (in.) Rate (min./in.) in. min. Interval in. in. 4 42" 90 5.375 8.125 2.750 55 60 8.125 10.000 1.875 60 30 6.750 7.250 0.500 60 30 7.250 7.750 0.500 30 7.750 8.250 0.500 \ 60 \I 5 42" 90 2.500 6.250 3.750 40 60 1.750 3.750 2.000 30 30 3.750 4.500 0.750 40 30 4.500 5.250 0.750 4Q 30 5.250 6.000 0.750 %�\I 6 46" 90 1.125 2.125 1.000 103 60 2.125 2.625 0.500 120 30 2.625 2.875 0.250 120 30 2.875 3.125 0.250 120 30 3.125 3.375 0.250 C2� 7 42" 90 4.000 9.000 5.000 30 60 4.000 6.000 2.000 30 30 6.000 7.000 1.000 30 30 7.000 8.000 1.000 30 30 8.000 9.000 1.000 301 JOB NO. 08-131 FIGURE A-2 /F 0 0 Percolation Test Result Form Hole Hole Length of Water Depth Water Depth at Drop in Water Percolation No. Depth Interval at Start of End of Interval Level (in.) Rate (min./in.) in. min. Interval in. in. 8 42" 90 3.500 5.500 2.000 60 60 2.500 3.375 0.875 68 30 3.375 3.625 0.250 120 30 3.625 3.875 0.250 120 30 3.875 4.125 0.250 120 f�j 9 48" 90 1.500 4.000 2.500 60 60 4.000 5.750 1.750 34 30 5.750 6.250 0.500 60 30 3.125 3.625 0.500 60 30 3.625 4.125 0.500 (7) JOB NO. 08-131 FIGURE A-3 0 APPENDIX 8 JOB NO. 08-131 August 27, 2008 r Pump Selection for a Pressurized System Input Parameters Orifice Size 114 inches Residual Head at Last Orifice 3.0 feet Orifice Spacing 4.00 feet Number of Laterals per Cell 6 Lateral Length 30.0 feet Lateral Line Size 1.25 inches Lateral Pipe Class/Schedule 40 Distributing Valve Model 6402 Manifold Length 10.0 feet Manifold Line Size 1.50 inches Manifold Pipe Class/Schedule 40 Lift to Manifold 5.0 feet Transport Length 75.0 feet Transport Line Size 1.60 inches Transport Pipe Class/Schedule 40 Discharge Assembly Size 1.50 inches Flow Meter None inches 'Add-on' Friction Losses 0.0 feet calculations -- Minimum Flow Rate per Orifice 1.34 gpm Number of Orifices per Zone 24 Total Actual Flow Rate 32.4 gpm Number of Lines per Zone 3 % Flow Differential 1 st and Last Orifice 2.6 % Lift to Manifold 5.0 feet Residual Head at Last Orifice 3.0 feet Head Loss in Laterals 0.2 feet Head Loss Through Distributing Valve 7.7 feet Head Loss in Manifold 0.2 feet Head Loss in Transport Pipe 4.6 feet Head Loss Through Discharge 3.2 feet Head Loss Through Flow Meter 0.0 feet 'Add-on' Friction Losses 0.0 feet Total Flow Rate 32.4 gpm TDH 23.9 feet Parcel 2, Trentaz Parcel Uphill Drain Field (16 -feet Wide Field) 1610 14C 12C 10C t a Bf H ILr 2( PF5016 -- -T - t Pumps Series 71/2hptol-V2hp- --1-- y 00 10 20 30 40 50 60 70 Net Discharge, gpm ca Orenco Systems Incorporated 814 AIRWAY AVENUE SUTHERLIN, OREGON 97479 TOLL FREE' 18001348 9643 TELEPHONE' 154114%4"9 FACU a 0)e)4le•!1 E is Pump Selection for a Pressurized System Input Parameters Orifice Size 118 Inches Residual Head at Last Orifice 5.0 feet Orifice Spacing 2.00 feet Number of Laterals per Cell 3 Lateral Length 30.0 feet Lateral Line Size 1.25 inches Lateral Pipe Class/Schedule 40 Distributing Valve Model None Manifold Length 10.0 feet Manifold Line Size 1.50 inches Manifold Pipe ClaswSchedule 40 Lift to Manifold 5.0 feet Transport Length 75.0 feet Transport Line Size 1.50 inches Transport Pipe Class/Schedule 40 Discharge Assembly Size 1.50 inches Flow Meter None inches 'Add-on' Friction Losses 0.0 feet - Calculations Minimum Flow Rate per Orifice OA3 gpm Number of Orifices per Zone 48 Total Actual Flow Rate 70.8 gpm Number of Lines per Zone 3 % Flow Differential 1st and Last Orifice 0.8 % Lift to Manifold 5.0 feet Residual Head at Last Orifice 5.0 feet Head Loss in Laterals 0.1 feet Head Loss Through Distributing Valve 0.0 feet Head Loss in Manifold 0.1 feet Head Loss in Transport Pipe 2.0 feet Head Loss Through Discharge 1.3 feet Head Loss Through Flow Meter 0.0 feet 'Add-on' Friction Losses 0.0 feet Total Flow Rate 20.8 gpm TDH 13.5 feet Parcel 2, Trentaz Parcel Downhill Drain Field 0 10 20 30 40 50 60 70 Net Discharge, gpm ca Orenco Systems Incorporated 814AIRWAYAVENUE SUTHERLIN, OREGON 97479 TOLL FREE: (8001348 9843 TELEPHONE (541)4594449 FACSIMILE (54114542884 11FAWARNW.Cem • DRAIN FIELD SIZING CALCULATIO *r_7 C --.,Pr 1. PROPOSED BEDROOMS: 3 11 2. AVERAGE DAILY FLOW: 3 X 150 GAUBEDROOM = 450 GPD VM „q� /�y 3. PEAK FLOW: 1.5X450 GPD = 675 GPD b� �j'�(/� b�5x A: UPHILL DRAIN FIELD — - 2250 1. PROPOSED FLOW TO UPHILL DRAIN FIELD AREA: j X 675 = 450 GPD " 3 -- 2. MINIMUM AREA: 450 GPD / 0.3 GPD/SF = 1500 SF �l 3. PROPOSED AREA: 1500 X 0.8= 1200 SF , NOTE: 20% REDUCTION FOR DOSING OF EFFLUENT. j$OQ ---- _ _ B: DOWNHILL DRAIN FIELD fl 8'i 1. PROPOSED FLOW TO DOWNHILL DRAIN FIELD AREA: j X 675 = 225 GPD 2. MINIMUM AREA: 225/0.4 GPD/SF = 563 SF + i ( �i _ 8014 ------- 3. -----3. PROPOSED AREA: 563 SF X 0.8 = 450 SF 15 NOTE: 20% REDUCTION TAKEN FOR DOSING {p�S�SOD ----------- NOTES: 1(oxlIc—) L9 FDIP -i'� i 1. THE DRAIN FIELD MUST BE SETBACK 10 FEET FROM PROPERTY Nle - �3- } ORI ------------ BOUNDARIES. — - — — 2 y1� R 1 2 THE SEPTIC TANK MUST BE 5 FEET FROM THE DRAIN FIELD L' ' Downhill. Drain Field Area [a] 30' , _ __ ,- ,,- �_ O m 3 -Outlet Automatic --'" RING — Distributing Valve (ADV) — - — — 30' SETBACK — — — — _� C - 3d 10' 10' X/ * & T-9 C - O �Ur 3r �� U C ai=`o Y W �o N J Z ¢� a00 Y O z U LU r AND THE RESIDENCE. 0�00'� PERC - Z ------- 3. --3. THE WATER LINE MUST BE AT LEAST 10 FEET FROM THE DRAIN 15.5' FIELD AND ENCASE PER COUNTY ISDS REGULATIONS WITHIN VO� /460 SF--- ? _ 25 FEET OF THE DRAIN FIELD. ERCr /i� __-----' _ 4. ALL DRAIN FIELDS TO BE SETBACK FROM RESIDENCE A LEAST (, / I" 3 5D 1�,�¢ THE DRAIN FIELD SHALL BE OVER -EXCAVATED AND -� �p 0p�j�=-a1.5' __y_ �'� >p_ BACK FILLED WITH 4 FEET OF ASTM C-33 SAND, AND WITH +r _aryl Z Sf�. / - c -- �' 1 g F LINER INSTALLED. Fe9�-�d,!�''� �� ,� B0 " m 11 Encasea25feete each side y o _ ipe 25 feet each side w � O of the Drain Field tz O % ump as- 0 1 / PERC - 9 PERC - 6 - - �" ' 40� 7 0 -Gallon Septic Tank �_- O with AdvanTex AX20 Unit ---' POTENTIAL N 1 , / »aF. BUILDING AREA: 4-- 9 oly,.zn�c 2400 SF Ul Z 1 , �b ►�"�` _ 29 29 , _ __ ,- ,,- �_ 3 -Outlet Automatic --'" RING — Distributing Valve (ADV) — - — — 30' SETBACK — — — — _� __ ' — — — J30RING B-3 - 3d 10' 10' X/ 3r �� ----- Encasement to Extend into / '�-- PERIL; - 3 ' PEF3C-2" _ '-'" 3* �� Trentaz Drive R.O.W. 5 sr U9H1t DRAIN -0 FIELD_: 120 '� ea+�-f PERC,a _SF- _ I& SETBACK- PERC-5 �ti _ "__ - � o ' (DEEDS 1518'_-- -___ "_�_ // �9 jag FjELD15'r51728"W --_--� 3C __13 '' —120' LJ LLI / 0 L -_-_-__--___-___-_____-_-_ --_---- ----_--1`I---_-_-_ M a=uY a ----------- 1------------------------- 11 I JOB NO. TRENTAZDRIVE I ---�- - I ---------- 08-131 FIGURE ----- ' ------- ' 1.0 1. PROPOSED BEDROOMS: 3 2. AVERAGE DAILY FLOW: 3 X 150 GAL/BEDROOM = 450 GPD 3. PEAK FLOW: 1.5 X 450 GPD = 675 GPD 4. PROPOSED LTAR = 0.3 GPD/SF A: UPHILL DRAIN FIELD 1. PROPOSED FLOW TO UPHILL DRAIN FIELD AREA: 675 GPD 2. MINIMUM AREA: 675 GPD / 0.3 GPD/SF = 2250 SF 3. PROPOSED AREA: 2250 X 0.8= 1800 SF NOTE: 20% REDUCTION FOR DOSING OF EFFLUENT. NOTES: 1. THE DRAIN FIELD MUST BE SETBACK 10 FEET FROM PROPERTY BOUNDARIES. 2. THE SEPTIC TANK MUST BE 5 FEET FROM THE DRAIN FIELD AND THE RESIDENCE. 3. THE WATER LINE MUST BE AT LEAST 10 FEET FROM THE DRAIN FIELD AND ENCASE PER COUNTY ISDS REGULATIONS WITHIN 25 FEET OF THE DRAIN FIELD. 4. ALL DRAIN FIELDS TO BE SETBACK FROM RESIDENCE A LEAST 15 FEET. THE DRAIN FIELD SHALL BE OVER -EXCAVATED AND BACK FILLED WITH 4 FEET OF ASTM C-33 SAND. AND WITH LINER INSTALLED. R, 5ROO ' ��2' 68.9' �O /OBeebe u -- Pam/ 2 ---------- 80117 oei / 1 1 ORI A 1--------+' - 7 --- 1 6 .3' r + mFJ Z oN Bata a� - 1 N x ZQZQJ��z LL oiL Lijoo AY WDA . Z�W JOB NO. 08-131 FIGURE 2.0 27 t•--' 1500 -Gallon Septic Tank / PERC - 9 0.277Ac PER - 6 --- with AdvanTex AX20 Unit r 9, 2900 SF - Encase Water Supply Pump Basi' ipe 25 feet each side ,� of the Drain Field , , �" ,' �''"��71.4' / 29 / -- "1 2r-- -I __--- ,• --' / - sasereac►c_ ' _---BORING �3 --- __�A1 -'' BORING B-2 sr _--- 11 -' ------ .- --i0 Encasement to Extend Into ---- PERC-3 5 SO=S-'' �____--�'� PE C-2" ,_ u , 1 16 1 Trentaz Drive R.O.W. 27 - PE- RC�'4f _ +JPHtLL AIN FIELD:1800SF__--,-ERS 5 115'-- ��' (DEED S I5°15',W�—_— --- $ �— Ilir FIELDT5'1778-W —_------ Jf 30 --_--- ' -- - �- -------------------- --------- ----- --------�'------ 11 11 �\ TRENTAZ DRIVE i i ------ x ZQZQJ��z LL oiL Lijoo AY WDA . Z�W JOB NO. 08-131 FIGURE 2.0 8015 0 3 Effim M LEGEND AND NOTES ® TOPSOIL/ROOT ZONE 025-- SAND (SC), CLAYEY AND GRAVELLY, SCATTER TO NESTED COBBLES, MEDIUM DENSE TO ° DENSE, SUGHTY MOIST. e SAND (SC), CLAYEY AND GRAVELLY, SCATTER COBBLES, MEDIUM DENSE TO DENSE, ° SLIGHTLY MOIST, 0 ® SILTSTONE AND SANDSTONE, FIRM TO HARD, INTERBEDDED TO INTER -LENSED. BROWN. SUGHTLY MOIST. :I919I61 5 0 BORING B-2 18/12 WC=2.2 -200=27% 47 12 28/12 50'9 BORING B-3 Cobbles WC -1.3% -200=26% SOIL MATRIX WC=13.0% -200=60% 8030- 8025- 8020 03080258020 w U7 z O Q 8015-111 8010- 8005- 8000- 18/12 01080058000 18/12 INDICATES THAT 18 BLOWS OF A 140 POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5 INCH O.D. SAMPLER 12 INCHES 2" INDICATES THAT 25 BLOWS OF A 140 POUND HAMMER FALLING 30 INCHES WERE REWIRED TO DRIVE A 2.0 INCH O.D. SPLIT SPOON SAMPLER 91NCHES } INDICATES DEPTH TO PRACTICAL DRILL RIG REFUSAL NOTES: 1 THE EXPLORATORY BORING WAS DRILLED ON 6-24.99 USING A 4 -INCH DIAMETER CONTINUOUS FLIGHT AUGER POWERED BY A CME 45 DRILLING RIG. 2. NO FREE WATER WAS ENCOUNTERED AT THE TIME OF DRILLING. 3. WC = WATER CONTENT(%) 4. DD = DRY DENSITY (PCF) 5 -4 = PERCENT RETAINED ON THE N0.4 SIEVE. 6. -200 = PERCENT OF FINES PASSING THE NUMBER 200 SIEVE. U 8015 BORING B-1 O 8010 Q) 0 .O 17/12 U Y 1c W O �O 8015 so 10 8010 1005 50/7 WC=8.1 Do= 112k PCF -200=70% 8 50/9 8000 SAND (SC), CLAYEY AND GRAVELLY, SCATTER TO NESTED COBBLES, MEDIUM DENSE TO ° DENSE, SUGHTY MOIST. e SAND (SC), CLAYEY AND GRAVELLY, SCATTER COBBLES, MEDIUM DENSE TO DENSE, ° SLIGHTLY MOIST, 0 ® SILTSTONE AND SANDSTONE, FIRM TO HARD, INTERBEDDED TO INTER -LENSED. BROWN. SUGHTLY MOIST. :I919I61 5 0 BORING B-2 18/12 WC=2.2 -200=27% 47 12 28/12 50'9 BORING B-3 Cobbles WC -1.3% -200=26% SOIL MATRIX WC=13.0% -200=60% 8030- 8025- 8020 03080258020 w U7 z O Q 8015-111 8010- 8005- 8000- 18/12 01080058000 18/12 INDICATES THAT 18 BLOWS OF A 140 POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5 INCH O.D. SAMPLER 12 INCHES 2" INDICATES THAT 25 BLOWS OF A 140 POUND HAMMER FALLING 30 INCHES WERE REWIRED TO DRIVE A 2.0 INCH O.D. SPLIT SPOON SAMPLER 91NCHES } INDICATES DEPTH TO PRACTICAL DRILL RIG REFUSAL NOTES: 1 THE EXPLORATORY BORING WAS DRILLED ON 6-24.99 USING A 4 -INCH DIAMETER CONTINUOUS FLIGHT AUGER POWERED BY A CME 45 DRILLING RIG. 2. NO FREE WATER WAS ENCOUNTERED AT THE TIME OF DRILLING. 3. WC = WATER CONTENT(%) 4. DD = DRY DENSITY (PCF) 5 -4 = PERCENT RETAINED ON THE N0.4 SIEVE. 6. -200 = PERCENT OF FINES PASSING THE NUMBER 200 SIEVE. LU $O U)Z 0 0 Oz J Q zz Z Z 2 W OW DO J ®■■I on JOB NO. 08-131 FIGURE 3.0 U O Q) U Y 1c W N O a LU $O U)Z 0 0 Oz J Q zz Z Z 2 W OW DO J ®■■I on JOB NO. 08-131 FIGURE 3.0 Ad.vanTe)C Treatment AX 20 Series - Mode 3b Filtrate Return Line Slope (min. 1 /8'/ft.) Discharge Filtrate f 6 -- Inlet Inlet --- Inlet Recirc with I Inlet AdvanTex go' Tnn Vicw AdvanTex Filter Note 2' Dia. vent 1.) Install Secondary Treatment per manufacturer guidelines. 2.) Install tank to depth to provide 3— foot burial depth. 3.) Gaskets and seals to be watertight and suitable for burial depth. 4.) Risers must be bolted to tank and sealed. No substitutions allowed. 5.) This drawing was provided by Orenco Systems, Inc. and modified by HAMILTON for this project. Electrical Requirements: Item Quantity Other Ax20 Pumps 2 15 30 115 VAC Discharge umps 2 1-5-- 30 11 Controls 2 10 10 115 VAC Total 70 115 VAC Pump Package ----------------- Subgrade Leveling Gravel Side View Ater \ssembly� 1 'ipe„ draining Back to Tank IC Riser/Lid 111 Float Switch Controls li 1 Pumps 2 i i I I 1 1 I merit Tank I I I I I I 1 I 1 1 1 1 1 imp Package t.— End View Leveling Gravel AdvanTex Filter 2' Dia. Vent I I I I .eveling Gravel ockage JOB N0. 08-131 1500 -GALLON, TWO-COMPARTMENT SEPTIC TANK WITH ADVANTEX AX20 TREATMENT SYSTEM FIGURE 4.0 U q C 7.C E co W I N 2 •C NgR U 0) a�io Y W Non - JOB N0. 08-131 1500 -GALLON, TWO-COMPARTMENT SEPTIC TANK WITH ADVANTEX AX20 TREATMENT SYSTEM FIGURE 4.0 30" DIA. FIBERGLASS, BOLT -DOWN LID WITH 2 INCHES OF INSULATION. INAL GRADE OSI MODEL 6403 VALVE BEDDED IN tMINUS PEA GRAVEL X30" DIA. PVC RISER 18" TO 24' �1 .5' OUTLETS (3)' 2 TO UPHILL DRAIN FIELD 1 TO DOWNHILL DRAIN FIELD FLOW 1 S' BALL VALVE 1 .5" PIPING FROM DISCHARGE BASIN 2% MIN. BACK TO DISCHARGE BASIN N J Lij cr a::10 �O U 0 J �,c 0 w U a I- 0 Z °I YI °I m .m O m D N Z Z Y m X30 u Lu 2 Q 000 O JOB NO. 08-131 FIGURE 50 0€ U O •� W Y d D� n, C a O N L m Uls U a i c m Y �actE W cuoaw N J Lij cr a::10 �O U 0 J �,c 0 w U a I- 0 Z °I YI °I m .m O m D N Z Z Y m X30 u Lu 2 Q 000 O JOB NO. 08-131 FIGURE 50 TYPICAL PLAN VIEW 1.5' HEADER PIPE TO DOWNHILL DRAIN FIELD 1.5' DIA. SUPPLY PIPE FROM DISCHARGE BASIN 1.25' DIA. PVC PERFORATED DISPERSAL PIPING, 1,'4' HOLES AT 2SPACING FACING DOWN 1.5' HEADER PIPES (2) TO DRAIN FIELD. SLOPE DOWN AT 2% MIN. DISTRIBUTION VALVE (ADV) TYPICAL PROFILE VIEW DISPERSAL GRAVEL 117 OR le SEE PLANS 0 LINER ON DOWN HILL SIDE AND 4LF OF BOTH ENDS PIPE VALVE (TYP.) DISPERSAL GRAVEL 6' (MAX.) d 1 O'OR 16' SEE NOTES d SEE PLANS N 3' N AX. 115' OR 120 SEE PLANS VT SURFACE CLASS 1 STRUCTURE BACKFILL 1.25' DIA. PVC PERFORATED DISPERSAL PIPING, 1/4' HOLES AT 2' SPACING FACING DOWN OBSERVATION PIPE AT END OF DRAIN FIELD NOT IN PAVEMENT AREA GEO-GRID REINFORCEMENT. TENSAR BX1500 OR SIMILAR. EXTEND TWO FEET EACH SIDE OF DRAIN FIELD. COOT CLASS A SEPARATOR FABRIC EXTEND 2' EACH SIDE OF GRAVEL ASTM C-33 RR LINER ON SIDE TO RESIDENCE. DRAIN FIELD ONLY FOR OPTIONS 1 AND 2. AT THE TIME OF THIS REPORT THE ACTUAL SITE CONSTRUCTION IS NOT DETERMINED. 2. THE DRAIN FIELD EXCAVATION SHALL BE PER OSHA EXCAVATION GUIDELINES BY THE CONTRACTOR'S 'COMPETENT PERSON' 3. GRADATION ANALYSIS FROM MATERIAL SUPPLIERS SHALL BE PROVIDE TO THE ENGINEER PRIOR TO DELIVERY TO THE SITE. 4. ALL PIPE IN THE DRAIN FIELD TO BE SCHEDULE BO PVC. 5. MAXIMUM DISPERSAL GRAVEL SIZE SHALL BE 1 -INCH. 6. STORE AND INSTALL COOT CLASS 1 SEPARATOR FABRIC AND GEO-GRID PER MANUFACTURER GUIDELINES. 7. INSTALL ALL PIPING PER COUNTY ONSITE WASTEWATER SYSTEM REGULATIONS. S. THREE DISPERSAL PIPES WILL BE NECESSARY FOR THE 16 -FOOT WIDE GRAIN FIELD. 9. INSTALL THE AUTOMATIC DISTRIBUTING VALVE PER MANUFACTURER GUIDELINES. 10. THE FINAL LOCATION OF THE FLUSHING VALVES WILL BE DETERMINED ONCE THE FINAL CONSTRUCTION IS KNOW. 0 0 0 ve ENosure 'S" Ball Valve '5• Solid Pipe Dispersal Gravel 5' Dispersal Pipe FLUSHING VALVE DETAIL LU W LL Z J Q Q J D J_ 2 a m m O Z YI as U 4 co a30 Lj ZZ LJ uDtu w V Q Li W I Y M Q a c C C Q) T - 0 N c 'o � m a i au 0 / d t E i w w O a w LU W LL Z J Q Q J D J_ 2 a m m O Z YI as > as r co a30 Lj ZZ LJ uDtu w V Q Li W I Y M Q JOB NO. 08-131 _SCARIFY BOTTOM OF EXCAVATION PRIOR TO BACKFILL. FIGURE 6.0 EE PLANS MAX. FROM EDGES. 4.5' 0 N 1.25' DIA. PVC PERFORATED DISPERSAL PIPING, 1/8• HOLES AT 2' SPACING FACING DOWN 1.5' DIA. SUPPLY PIPE FROM ADV DISPERSAL GRAVEL LINER UPHILL SIDE BETWEEN FIELD AND RESIDENCE TYPICAL PLAN VIEW — — — --- rPLANNED GRADE r1' DISPEISPE RSAL GRAVEL 20 -MIL LINER ON CLOSE TO RESIDI EE N 1.25' DIA. PVC PERFORATED DISPERSAL PIPING, 1/8' HOLES AT 2' SPACING FACING DOWN ERVATION PIPE AT END OF DRAIN FIELD IN PAVEMENT AREA FILTER FABRIC 7 (MIN.) 12� ASTM C-33 (JD ti BOTTOM OF EXCAVATION TO BACKFILL. TYPICAL PROFILE VIEW 1. THE DRAIN FIELD CROSS-SECTION SHOWN APPLIES TO THE PION PIPE DOWNHILL DRAIN FIELD ONLY FOR OPTION 2. AT THE TIME OF THIS 0)., REPORT THE ACTUAL SITE CONSTRUCTION IS NOT DETERMINED. VALVE (TYP.) 2. THE DRAIN FIELD EXCAVATION SHALL BE PER OSHA EXCAVATION LL GUIDELINES BY THE CONTRACTORS COMPETENT PERSON' 3. GRADATION ANALYSIS FROM MATERIAL SUPPLIERS SHALL BE PROVIDE TO THE ENGINEER PRIOR TO DELIVERY TO THE SITE. 4. ALL PIPE IN THE DRAIN FIELD TO BE SCHEDULE 40 PVC. 5. MAXIMUM DISPERSAL GRAVEL SIZE SHALL BE 1 -INCH. 8. INSTALL ALL PIPING PER COUNTY ONSITE WASTEWATER SYSTEM REGULATIONS. 7. THE FINAL LOCATION OF THE FLUSHING VALVES WILL BE DETERMINED ONCE THE FINAL CONSTRUCTION IS KNOW. SEE 0 0 0 m Endl 5' BON Yohv 5- SOW Pipe DAW'v l Ora* 5' DTepwad P* FLUSHING VALVE DETAIL N LU W Z cr 90a� O z,c0 ¢a I— r 19 JOB NO. 08-131 FIGURE 7.0 C 0)., c: LL E # 2 •� N(aj� n Y W �o€ N LU W Z cr 90a� O z,c0 ¢a I— r 19 JOB NO. 08-131 FIGURE 7.0 0 CHURCH OWC, LLC Onsite Wastewater Consultants October 19, 2007 Three Lost Souls, LLC Attn:Shannon Sweeney 41 Danielson Drive Aspen, Colorado 81611 Subject: OWS Design Trentaz Road, Building Site Pitkin County, Colorado Job No. C565 Ms. Sweeney, 41 As requested, CHURCH Onsite Wastewater Consultants LLC (COWC) prepared an onsite wastewater system (OWS) design for the subject site. The design was prepared for Individual Sewage Disposal System (ISDS) permit submittal to Pitkin County (County). COWC investigated subsurface conditions at the lot. SITE CONDITIONS The site is a 24 -acre lot plus or minus, as indicated on Figure 1. The subject site is located in an area where an OWS is required. The area of the proposed OWS site slopes of 28% to the south. Surface vegetation consists of a sparse cover of native grasses and sage brush. The site will be served water by an onsite 100,000 gallon water storage tank located above ground. PROPOSED CONSTRUCTION A residence is proposed in the south-west portion of the property as indicated on Figures 1 and 2. The 5,750 square foot residence will have 5 bedrooms. The average wastewater flow for a five -bedroom residence is 1000 gallons per day (GPD) and 1750 GPD for peak loading. The proposed drainfield area is to the north of the house. If proposed construction varies from the existing plan, COWC should be contacted to revise this OWS design, if necessary. SUBSURFACE CONDITIONS Subsurface conditions were investigated by digging test pits and conducting percolation tests at the location indicated on Figure 1. Subsurface conditions at the test pit consist of silty sand with clay. Free water was not encountered in the test pit. Percolation tests ranged from 6 to 40 minutes per inch (MPI). The percolation rate used for design was 36 MPI. Percolation test results are presented on Appendix 1. RECOMMENDATIONS The results of the investigation indicate an OWS with septic tank, effluent pump and drainfield composed of chambered trenches can be constructed at the site. The proposed location of the OWS is presented on Figure 2. 9590 West 14th Avenue Ste. 100, Lakewood, CO 80215 Voice 720-898-3434 FAX: 720-898-3455 36 • Buil Site 1 OWS Design, Job No. 0565 October 15, 2007, Page 2 Sewer Pipe: Sewer pipes should be 4 -inch SDR35 PVC pipe installed with a minimum slope of 2%. Joints should be solvent welded. Cleanouts are required 1) at the stubout from the building, 2) at spacing not to exceeding 100 feet, and 3) upslope of two or more bends closer than ten feet in the sewer pipe. Bends in the sewer pipe are not to exceed 45 degrees. The pipe should be properly bedded per the typical trench detail presented on the design drawings. The location of the sewer stub -out from the structure is unknown. The septic tank should; 1) be located down gradient of the home, 2) be buried with no more cover over the top of the lid than three feet, and 3) at a location accessible for maintenance at the tank. The installer must coordinate with the general contractor as to elevation of the stubout. A septic tank deeper than 3 feet will not be allowed. If needed, install ejector pump and basin at lowest finished grade to pump up to a septic tank at a higher elevation. If COWC can assist with locating the septic tank after the stub -out location is identified, please call. Septic Tank: The septic tank for the OWS shall be one 1500 -gallon, two-compartment septic tank. No mid -flow through baffled tanks will be permitted. The tanks and lids must conform to County ISDS regulations. The tank shall be installed with watertight access risers with bolt down lids. An Orenco Systems, Inc. BiotubeTM pump vault is proposed in the second compartment of the tank. The effluent filter handle and float tree handle must extend to within 6 inches of the lid for access. A manufacturer's diagram of the proposed septic tank configuration is presented on Figure 3. Schedule 40 PVC pipe connections shall be used. Push gaskets for the inlet and outlet pipes can be used for burial depths up to 3 feet. Tanks shall be watertight with a water tightness test performed by the contractor. Water tightness test shall consist of filling the tanks to the top of the tank lid with potable water. The water shall stand in the tanks overnight but not less than 8 hours. The tanks shall pass the test if water does not drop more than 1". If the water drops more than 1", the tanks shall be repaired or replaced and retested at no additional cost. The electrical control panel must be installed on the exterior of the structure with line of site to the pump vault riser. Controls and alarms shall be listed per UL 508. The control panel shall be an OSI 'S' Series unit with the following configuration: SIETMCT. Panel is to be NEMA 4X rated. Coordinate location of control panel mounting with owner or developer. Do not install control panel on exterior bedroom wall. Discharge Pipino: The 2 -inch pump discharge shall be maintained. The discharge piping from the effluent pump to the drainfield shall be 2 -inch diameter Schedule 40 PVC pipe with solvent welded joints. The pipe must be installed with an air pressure relief valve so that drainage will occur between pump cycles. The pipe should be properly bedded per the typical trench detail presented on the design drawings. Drainfield: Eight 3 -feet by 56 -feet chambered trenches are proposed for a total absorption area of 1099 SF with a 50% drainfield area reduction for chambers. The drainfield shall be installed a minimum of 10 ft from property lines and 20 ft from the face of the building. The trenches are to be constructed in accordance with the details indicated on Figure 5. The drainfield area should be protected from construction traffic. No vehicular movement over the drainfield is permitted to avoid compaction of the receiving soils. The surface of the field should be seeded after installation of the system. The seed mix shall conform to the specifications of the Pitkin County Department of Health (a specification is available on line at http://www.aspenpitkin.com/pdfs/depts/64/PCseedmix.pdf. These mixes do not require irrigation and develop a growth 10 to 15 inches high. No automatic sprinkler system 3l • BU � Site 1 OWS Design, Job No. 0565 October 15, 2007, Page 3 should be installed over the field. Vehicular traffic and livestock should be kept off the drainfield. INSTALLATION OBSERVATIONS The installation of the OWS is to be observed by the design engineer. A final observation will be required once the final electrical connection has been made prior to placing the OWS into service. Our office should be called at 970-948-5803 to observe the installation at least 24 hours in advance. This observation, any repeat observations, OWS design revisions, staking of drainfields or additional site visit requirements are not included with this design and will be at an additional unit rate fee. MONITORING AND PREVENTATIVE MAINTENANCE SCHEDULE The goal of a monitoring and maintenance schedule is to observe the operation, and perform minor maintenance to the onsite wastewater system to allow for proper, long term functioning of the system. Septic tanks: The scum and sludge accumulation in the septic tanks should be monitored yearly. Once the cumulative scum or sludge thickness reaches 25% of the chamber depth, the entire chamber should be pumped. A pumping frequency of 1 to 3 years at design flows. An alternative is a regular pumping frequency of every 2 years. Filter and Effluent Pumping System: The effluent filter at the septic tank discharge pump should be cleaned (hosed off) at the time of pumping or as needed. The effluent pump should be checked semi-annually to confirm the pump is functioning properly. If the alarm sounds, the pumps and floats should be checked and/or serviced immediately. Drainfield: The surface area around the fields is to be observed monthly for signs of failure such as lush vegetation growth or effluent ponding. Liquid levels within each field section are to be observed through the observation pipes, and levels recorded. General: System users must realize an onsite wastewater system is different from public sewer service. There are daily considerations such as not putting plastic or other non - biodegradable material into the system. Water use should be monitored so toilets are not allowed to run when seals malfunction. Allowing fixtures to flow continuously to prevent water lines from freezing is not acceptable. Although the proposed system can accommodate variable flows, spreading water use over several hours and eliminating peak flows is recommended. To illustrate the point, a malfunctioning toilet can consume in excess of 1000 GPD. Excessive daily loading could flood and irreparably harm the OWS. COWC cautions against installation of a water softener. The chemical and hydraulic loading from the backwash of a water softener may be detrimental to the OWS and a separate drywell should be constructed for the backwash waste, if a softener is installed. No landscaping or plastic sheeting can be used over the field, which will reduce performance of the field. The design of the OWS is based on the treatment of domestic sewage only. Swimming pool or spa water is not to be discharged into the OWS. The proposed OWS design is based on the flows noted in the report. Increased flows may hydraulically or organically overload each respective OWS, causing premature failure. "1i • LIMITATIONS suSite l OWS Design, Job No. C565 i5 October 15, 2007, Page 4 Our investigation, layout, design, and recommendations are based on data submitted. If conditions considerably different from those described in this report are encountered, COWC should be called to observe the conditions. If proposed construction is changed, COWC should be notified to evaluate the effect of the changes on the wastewater system. All construction is to be in accordance with the ISDS regulations. Pipe type and size, burial requirements, septic tank construction, and other specifications, which are not depicted in our report, are to conform to the requirements of the ISDS regulations. The installer of the system is to be licensed by the county health department and demonstrated knowledge of the ISDS regulations and requirements. COWC encourages homeowners to visit the following web sites to learn how they should operate and maintain this OWS: http://www.asoeni)itkin.com/depts/12/onsite wastewater.cfm www.nsfc.edu or www.cpow.info If there are questions or if we may be of fu service, please call. 0 I, - If there are questions, please call. CHURCH Onsite Wastewater Consultants, LLC Reviewed by Brian Edward, ROWP Robert W Wright, P.E. moo 1 copy sent: Pitkin County Health Department, Attn: Nancy Mackenzie, 0405 Castle Creek Road, Suite 10, Aspen, Colorado, 81611 33 EXISTING PROPERTY BOUNDARY. INTERIOR PROPERTY LINES/ HAVE NOT BEEN SET AS OF SEPTEMBER 29, 2007. 50 100 2 0/ SCALE: 1 • = 100' \� s -oo'// / ETBAUK, TNYOP/ CESS ENVELOPE aj '4,560 ,231�SF 0-897 / J 4 550_ S 0.104± hi 410 m scu 1 y0 CO PROPOSED 60'X 100' �— `_ , g0' WASTEWATER DRAINFIELD N \ ��` \ .— — X80 �— __ � �88� —! �'� •�� e,�C "7 PROPOSED BUILDING SITE 1 SHOWN ON FIGURE 2 CHURCH OWC, LLC Onsite Wastewater Consultants Onsite Wastewater Engineering - Geological Engineering 9590 W. 14th Ave., Ste 100, Lakewood, CO 80215 Voice: (720) 898-3434 Fax: (720) 898-3455 s__ a THREE LOST SOULS. LLC. No. Revision Date DESIGNED BY.—Rim DRAWN BY: RJM 1 ADD HOUSE LABEL 10/19/m rucrvvD Y BUILDING SITE 1 OWS SITE PLAN B RWW T0r2007 JOB NO. C565 FIGURE 1 TRENTAZ ROAD PITKIN COUNTY, COLORADO SCALE: 1" = 30' A ` N 112-OUICK4- CHAMBERS-- 4 -OUTLET— ` AUTOMATIC _ DISTRIBUTION VALVE, TYP i / 2 TEE 1.25" SCHEDULE 0 PERFORATED , LATERAL PIPS DRAINFIELD -, _ -_ - r �� i ,. 3L - PROTECTION 'ENVELOPE TYP. -- \ 4" OBSERVATION SEE NOTg 1 \ - -- PIPE , TYP ��- MANIFOLD DETAIL, SEE- \ FIGURE 7 - 2" SCHEDULE 4 ' 4" CLEATIO \\ TRANSPORT PIPE TYP ` 22 0 GALLON \ \`- - _ )3p3 TWO-COMPARTMENT TANK W/ BIOTUBE PUMP, \ - - - PROPOSED VAULT IN THE ECOND- 5 -BEDROOM COMPARTMENT RESIDENCE\'\ `\ 4' SDR -35 BUILDING SEWER NOTE: 1. DO NOT CONDUCT CONSTRUCTION ACTIVITIES WITHIN DRAINFIELD PROTECTION ENVELOPE. SUCH ACTIVITIES AS PILING SPOIL, DRIVING VEHICLES, STORING CONSTRUCTION MATERIALS, BURNING, ETC. CAN BE DETRIMENTAL TO DRAINFIELD SOIL CONDITIONS REVISED 10/19/07, RWW CHURCH OWC, LLCTHREE LOST SOULS, LLC Onsite Wastewater Consultants BUILDING SITE 1 Onsite Wastewater Engineering -Geological Engineering PROPOSED OWS 9590 W. 14th Ave., Ste. 100, Lakewood, CO 80215 Voice: (720) 898-3434 Fax: (720) 898-3455 JCB NO. C565 DATE: 1012007 FIGURE 2 G.) Typical Septic Tank Diagram with Effluent Pumping System 2250 -Gallon, Two -Compartment, Precast Concrete Septic Tank with Effluent Pump External PVC Splice Box with Cord Grips Slope Ground —� Away from Riser Conduit toControl Panel Inlet Tee Liquid Level V Fiberglass Gasketed Lid with 3' Foam Insulation —PVC Riser with Grommet(s) (bond to tank adapter with recommended adhesive) —Foot Tree Handle (See Note 3) —Effluent Filter Handle (See Note 3) —Cold Weather Discharge Assembly — Flexible Hose Effluent Discharge —Weep Hole Tank Adapter (cast or bolted) WATER ALARM FLOAT ON FLOAT OFF FLOAT Vault Inlet Ports Flow Inducer OSI Effluent Pump Filter Cartridge Drain Port Biotube® Pump Vault • FLOAT ELEVATION SETTINGS: SET THE HIGH WATER ALARM FLOAT ACTIVATION ELEVATION 1—INCH BELOW THE TANK INLEr ELEVATION. SET THE PUMP ON FLOAT ACTIVATION ELEVATION 3—INCHES BELOW THE HIGH WATER ALARM ACTIVATION ELEVATION. SET THE PUMP OFF FLOAT ACTIVATION ELEVATIOt 4—INCHES BELOW THE PUMP ON ACTIVATION ELEVATION. _ ELECTRICAL REQUIREME GENERAL NOTES: NTS 1. PUMP SHALL HAVE AN EFFLUENT FILTER WITH Ya- OPENINGS. ONE 115V, 15—AMP CIRCUIT FOR PUMPS 2. CONTRACTOR SHALL FURNISH AND INSTALL AN EXTERNAL SPLJCE BOX. ONE 115V, 10—AMP CIRCUIT 3. ALL EQUIPMENT ACCESS HANDLES SHALL BE EXTENDED TO A MIN OF 12' BELOW RISER LID. FOR CONTROLS 4. DISCHARGE PIPE SHALL HAVE AN AIR/VACUUM RELEASE VALVE AT HIGH POINT BETWEEN THE ADV AND THE PUMP OUTLET. 5. PUMP SHALL HAVE A COLD WEATHER 6. ALTERNATE TANK DISCHARGE ASSEMBLY. WEEP HOLE IN DISCHARGE ASSEMBLY SHALL DRAIN BACK INTO SEPTIC TANK. CONFIGURATIONS ARE POSSIBLE WITH PRIOR WRITTEN APPROVAL OF DESIGN ENGINEER. CHURCH OWC, LLC Onsite Wastewater Consultants Onsite Wastewater Engineering -Geological Engineering 9590 W. 14th Ave., Ste. 100, Lakewood, CO 80215 Voice: (720) 898-3434 Fax: (720) 898-3455 THREE LOST SOULS, LLC BUILDING SITE 1 SEPTIC TANK REVISED 10/19/07 RWI DESIGN BY: RJM DRAWN BY:Jjt M CHECK BY: RW�rV DATE: 10/2007 JOB NO. C56 FIGURE. a m y O EE J a L E d t H d w N A N N 3 cn a) A. - CL a m L- 0 W C v d Ca , C m IL wai `64m) PeeH oiLueuAcl lelol J o m a22-0 d� w d aw O1.r O N lh 10 N � tu m m yy 'O m y O a m m y _ m m = O a O O J m m o 3 J A O. y LL y J O J C j C c O LL 0 m? C a y n y N L 3 m J N J a J N O r p 0 {L L J c o LL o m m m = m rn m 1° m r i ..� LL F C 7 E Z d L N J J Q �"' E y r m a mm m m a E Z 3 O a � e = E • a• u U) a c O C m to Of g yQ, 52 a m y O EE J a L E d t H d w N A N N 3 cn a) A. - CL a m L- 0 W C v d Ca , C m IL wai `64m) PeeH oiLueuAcl lelol J o m a22-0 d� w d aw O1.r O N lh 10 N � tu m m yy 'O m y O a m m y _ m m = O a O O J m m o 3 J A O. y LL y J O J C j C c O LL 0 m? C a y n y N L 3 m J N J a J N O r p 0 {L L J c o LL o m m m = m rn m 1° m r i ..� LL F C 7 E Z d L N J J Q �"' E y r m a mm m m a E Z 3 O a � e = • SCH 40 PERFORATED PVC �L TYP OBSERVATION PIPE, TYP 2" PIPE CAP, TYP 4" OBSERVATION PIPE, TYP 4 -OUTLET AUTOMATIC DISTRIBUDNG VALVE, TYP GRAVELLESS CHAMBER 56' TYP. — 2" SCH 40 EFFLUENT PIPE FROM ADV, TYP EXISTING BACKFILL, TYP /—IN-SITU SOIL, TYP NON -DEGRADABLE TIE NYLON NOT PERMITTEI /\�/ INFILTRATOR DUICK4 '� GRAVELLESS CHAMBI EXTENT OF EXCAVATION LOADING= q= 100 X 5 X 2 X 1.75= 1750 PERCOLATION RATE= T= 36 MPI DRAINFIELD AREA= (q/5) X SQRT(T)= 2100 SF 50% DRAINFIELD AREA REDUCTION FOR CHAMBERS= 1050 SF 1 CHAMBER= 9.8 SF MINIMUM NUMBER OF CHAMBERS= 1050 SF/9.8 SF/1 CHAMBER= 107 CHAMBERS CHAMBERS USED IN DESIGN= 112 6' MIN iTMP) 3" PLAN VIEW a To PROFILE VIEW MANIFOLD DETAIL 'E .25' SCHEDULE 2" SCHEDULE 40 40 LATERAL UNE MANIFOLD UNE W/ 4 2" ORIFICES A AT 2' SPACING 11 ,/ 1.5" X 2" REDUCER, TYP SCHEDULE PVC FROM CHURCH OWC, LLC THREE LOST SOULS, LLC Onsite Wastewater Consultants BUILDING SITE 1 Onsite Wastewater Engineering -Geological Engineering FIELD DETAILS 9590 W. 14th Ave., Ste. 100, Lakewood, CO 80215 Voice: (720) 898-3434 Fax: (720) 898-3455 1 JOB NO. C565 DATE: 102007 FIGURE5 2 13 CAP INLET \�l PVC CAP 1" DEEP SAW CUT 4" PVC CLEANOUT, VENT, OR OBSERVATION PIPE ORIFICE PLACE FIRST AND LAST ORIFICES FACING 6 O'CLOCK POSITION. ALL OTHER ORIFICES SHALL BE AT 12 O'CLOCK POSITION PVC LATERAL PIPE PERFORATED 1.25" PVC PIPE FINISHED 2" MINUS ON—SITE MATERIAL SEE NOTE 6 — MIN SCH 40 — PVC PIPE, TYP 6"MIN �6- - 6"MIN 6" MIN, TYPI AI - OUTLET PIPE, TYP PVC RISER 4 -OUTLET AUTOMATIC DISTRIBUTING VALVE 1.5" X 2" REDUCER (TYP) 24" DIAMETER PVC RISER (INSULATED) 2z AUTOMATIC -DISTRIBUTING VALVE ASSEMBLY OUTLET PIPE, TYP EXTEND 24" MINIMUM AIR/VAC RELIEF VALVE TREATMENT UNIT 1. ONE TWO—COMPARTMENT SEPTIC TANK W/ EFFLUENT PUMP SYSTEM AND EFFLUENT FILTER. 2. RISERS: TWO RISERS INSTALLED LEVEL W/ SURFACE 3. PUMP: ORENCO PF5005 (SEE FIG. 4) 4. ADVS: TWO—ORENCO V6404 5. ALARM/CONTROL PANEL: ORENCO SIETMCT 6. SUBSTITUTIONS CAN BE MADE WITH WRITTEN APPROVAL OF DESIGN ENGINEER. CONTRACTOR SHALL PROVIDE CATALOG CUT WHEN REQUESTING SUBSTITUTIONS. NOTES: 1. DISTRIBUTION MANIFOLD SHALL BE INSTALLED LEVEL. 2. ADV SHALL BE INSTALLED AT THE HIGH POINT OF THE SYSTEM. PROVIDE MINIMUM OF 2% SLOPE. 3. INSULATE RISER WITH 2—INCHES OF HIGH DENSITY CLOSED CELL FOAM ALL ROAND RISER. 4. COMPACT SUBGRADE W/SEVERAL PASSES OF A PUSH BEHIND VIBRATORY PLATE COMPACTOR TO PLACE BACKFILL 5. BACKFILL TO BE COMPACTED 90% MAX DRY DENSITY (AST, D698) IN LANDSCAPE AREAS k 95% MAX DRY DENSITY IN DRIVEWAYS. 6. INSTALL TRACER WIRE OR METALLIC MARKING TAPE FULL LENGTH OF BUILDING SEWER AND DISCHARGE PIPE SHOWN. 7. FURNISH AND INSTALL SEED MIX CONFORMING TO PITKIN COUNTY NON—IRRIGATED MIX, AND FERTILIZE WITH TIME RELEASE FERTILIZERS 30-40 DAYS AFTER SEEDING. SEED MIX SHALL BE SPREAD AT MIN 3 LB/ 1,000 SF OVER ALL AREAS DISTURBED BY CONSTRUCTION. __..___ ._,-_ - CHURCH OWC, LLC THREE LOST SOULS LLC Onsite Wastewater Consultants BUILDING SITE 1 Onsite Wastewater Engineering -Geological Engineering ADV, TRENCH, AND CAP DETAILS 9590 W. 14th Ave., Ste. 100, Lakewood, CO 80215 Voice: (720) 898-3434 Fax: (720) 898-3455 JOB NO. C565 DATE: 10/2007 FIGURE 6 0 0 APPENDIX 1 SOILS & PERCOLATION DATA PITKIN ENVIAMENTAL HEALTH DEPARTMOT ISDS DESIGN CALCULATIONS Owner's Name Trentaz.Bldg Site 1' Parcel ID # . House Size (sq ft) 6000',, (75 gpd, 100 gpd, or 130 gpd) 100 Number of Bedrooms in Main House`+ Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House Number of Bedrooms in Detached Caretaker unit Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit (If the caretaker unit is ATTACHED, treat as if part of main house.) Average Daily Waste Flow 1000 State Review Required? no Perc Rate XT- " &TV (T) Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75 Q= 1750 Minimum tank capacity 2187.5 gallons Absorption Area (=Q/5 X SQRT perc rate) A = 2100 sq. ft. of absorption area required 135 gravelless chamber units without reduction # of Perc Holes Required: 3 1 in every soil type? Spaced uniformly over proposed area? QUICK 4 92 A = 1050 sq.ft with 50% reductionTRENCHES 107 graveness chamber units with reduction STANDARD A = 1050 sq.ft with 50% reductionTRENCHES 68 gravelless chamber units with reduction EQ 36 66 EQ36 units in TRENCHES SETBACK FROM WELL # of feet = 160 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 110 SETBACK FROM DRY GULCH # of feet= 85 ql UICK 4 9.2 1470 sq ft 30% reduction BED 160 chamber units with reduc. 1470 sq ft 30% reduction BED 95 chamber units with reduc. 118 EQ36 units in a BED CHAH Onsite Wastewater Consuitaf. LLC TABLE 1 - Percolation Test Results Job Address Building Site 1 Pitkin County Feet Description 0-1.5 Loam, sandy with organic material 1.5-6.5 Clay, silty, sandy, moist, red NO GROUNDWATER WAS ENCOUNTERED WITHIN EXCAVATION 9119/2007 1 24 20 3.25 5.00 1.75 11 20 5.00 5.75 0.75 27 20 5.75 7.25 1.50 13 40 20 7.25 7.75 0.50 40 20 7.75 8.25 0.50 40 20 8.25 8.75 0.50 40 2 36 20 6.50 10.00 3.50 6 20 10.00 12.00 2.00 10 20 12.00 14.00 2.00 10 27 20 14.00 15.00 1.00 20 20 15.00 15.75 0.75 27 20 15.75 16.50 0.75 27 3 30 20 5.50 7.50 2.00 10 40 20 7.50 9.50 2.00 10 20 9.50 10.50 1.00 20 20 10.50 11.25 0.75 27 20 11.25 12.00 0.75 27 20 12.00 12.50 0.50 40 Average Percolation Rate: 23 Job No. C565 <i a AVG. = 36 MPI FRIEDLAND RESIDENCE CONSTRUCTION DOCUMENTS u� LOT 3, WHITE HORSE SPRINGS SECTION 35 TOWNSHIP 9 SOUTH RANGE 85 WEST OF THE 6TH PM, COUNTY OF PITKIN, STATE OF COLORADO. h a t r • , L� , 4� a GENERAL NOTES 1. ALL ITEMS SHOWN ON THE PLANS AS EXISTING ARE SHOWN IN APPROXIMATE LOCATIONS ONLY. THE ACTUAL "r [ '"� " • fY` s LOCATIONS MAY VARY FROM THE PLANS, ESPECIALLY IN THE CASE OF UNDERGROUND UTILITIES. CONTRACTOR IS REQUIRED TO PERFORM UTILITY LOCATES BEFORE START OF CONSTRUCTION. WHENEVER CONTRACTOR DISCOVERS ' ' :i } ``:• A DISCREPANCY IN LOCATIONS, HE SHALL CONTACT THE ENGINEER IMMEDIATELY. a'4 *tp � au' �4 '� I� •� �a8 ^"� � .{ .x rt"' w Icy 1A, _ , ,� s • " �" , ` 2. THE DISTRICT ENGINEER AND OTHER APPROVING AGENCIES ARE TO BE NOTIFIED AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. N� k P 3. THE CONTRACTOR SHALL OBTAIN, AT THEIR EXPENSE, ALL PERMITS THAT ARE NECESSARY TO PERFORM THE PROPOSED WORK. 4, THE DRAINAGE STUDY WAS PREPARED WITH THE BENEFIT OF A GEOTECHNICAL STUDY AND A SITE SPECIFIC , > - ,` SOIL SURVEY, REFER TO THE GEOTECHNICAL REPORT FOR FOUNDATION DRAIN SPECIFICATIONS, SOILS L- CLASSIFICATION AND ALL CONSTRUCTION SPECIFICATIONS. w N t 41 GENERAL GRADING NOTES Y 'tet- e'I11k,1. ALL STRUCTURES, CONCRETE, TREES (DESIGNATED), BRUSH AND RUBBISH SHALL BE REMOVED AND ACCEPTABLY F3 " 1 "� • i. DISPOSED OF. rr, `mssjUe y" I :r1� w `5 ', �^ - 2. ALL ORGANIC MATTER SHALL BE REMOVED FROM FILL AREAS. _ A A " w: y 3. ALL FILL AREAS SHALL 0. f t' ,. BE COMPACTED IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEER'S ,�z `4 RECOMMENDATIONS. .,P 4. ALL SLOPES STEEPER THAN 3:1 SHALL BE TREATED WITH SEED AND MULCH AND EROSION CONTROL BLANKET NORTH AMERICAN GREEN SC150 OR EQUIVALENT. A 2- 5. EROSION CONTROL BALES OR SILT FENCE SHALL BE PLACED AT THE TOE AND DRAINAGE OUTFALL POINTS OF I_ ALL SLOPES 2;1 OR STEEPER TO PREVENT SILTATION ON STREETS, REFER TO GRADING AND EROSION CONTROL 3 PLAN FOR DETAIL AND LOCATION OF EROSION CONTROL MEASURES. ` 7 _ �s , c'� _ �;`� a. q ',• r 6. CONTRACTOR SHALL COMPLY WITH ALL LOCAL, COUNTY AND STATE REGULATIONS PERTAINING TO GRADING, DUST AND EROSION. ELID n r'� 7. NATURAL VEGETATION SHALL BE RETAINED AND PROTECTED WHEREVER POSSIBLE. EXPOSURE OF SOIL TO .. EROSION BY REMOVAL OR DISTURBANCE OF VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE ` '.."�'. a CONSTRUCTION OPERATIONS AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. V 8. ALL DISTURBED AREAS SHALL RE—SEEDED, MULCHED %`. OR SODDED AS PER PITKIN COUNTY CRITERIA. " ~' �' ; ate' w�, 9. TOPSOIL SHALL BE STOCKPILED TO THE EXTENT PRACTICABLE ON THE SITE FOR USE ON AREAS TO BE •" REVEGETATED. ANY AND ALL STOCKPILES SHALL BE LOCATED AND PROTECTED FROM EROSIVE ELEMENTS, i' $ r % ;f t° _` . -� INCLUDING EROSION CONTROL AROUND THE PERIMETER OF SAID STOCKPILES. s t 10. AT ALL TIMES, THE PROPERTY SHALL BE MAINTAINED AND/OR WATERED TO PREVENT WIND—CAUSED EROSION, EARTHWORK OPERATIONS SHALL BE DISCONTINUED �° rX"- _. WHEN FUGITIVE DUST SIGNIFICANTLY IMPACTS ADJACENT ".°`� `�` ,a s . xr - ;, •�� PROPERTY. IF EARTHWORK IS COMPLETE OR DISCONTINUED AND DUST FROM THE SITE CONTINUES TO CREATE t .. .t •"_ PROBLEMS, THE OWNER/DEVELOPER S HALL IMMEDIATELY INSTITUTE MITIGATIVE MEASURES AND SHALL CORRECT � ` • � DAMAGE TO ADJACENT PROPERTIES, a a , 1 '• , 11. ALL EXISTING UTILITY LINE LOCATIONS MUST BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. R 7 12. ALL TRAFFIC CONTROL DEVICES SHALL COMPLY WITH THE LATEST VERSION OF THE "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" AND THE CONTRACTOR IS DIRECTED TO PAY PARTICULAR ATTENTION TO THE SECTION VICINITY MAP OF CONSTRUCTION ZONE TRAFFIC. -.—i" SCALE: 1" = 1000' SHEET INDEX 00 SHEET NUMBER TITLE 010 0 0 Ti. COVER SHEET GR1. -GRADING, SITE, DRAINAGE AND EROSION CONTROL PLAN DET1. -DETAIL SHEET 0 N O UNCC o ((� CALL BEFORE 0 a Y N °YOU DIG D ODOR D • s FO �O o 1-800-922-1987 CLIENT: ENGINEERS ENGINEER'S CERTIFICATION ••'o • • \ �. PREPARED UNDER MY SUPERVISION s 1 90 <? o Utility Notification . �; • j • : N of Colo2ad�o IT'S A BEAUTIFUL DAY, LLC HIGH COUNTRY ENGINEERING, INC. SCOTT P, GREGORY, P,E,Office Fs •.� �•°• �� Administrative-do: COLORADO N0. 41690 S��NAL ENG�� Uj 12600 W. Colfax Ave., Suite B-310 Co 80215 205 SOUTH MILL STREET CONSULTING ENGINEERS AND SURVEYORS FOR AND ON BEHALF OF HIGH w Lakewood, 1517 BLAKE AVENUE, STE 101 COUNTRY ENGINEERING, INC. V) CALL 2-BUSINESS DAYS IN ADVANCE SUITE 301 B Li EXCAVATEGLENWOOD SPRINGS, COLORADO 81601 BFORTHEMARYOU IG,GRADE,OF ERGROUND ASPEN, CO 81611 (970) 945-8676 a MEMBER UTILITIES. i 4113 of RIGHT-OF-WAY/PROPERTY LINE 6' I'I n L V 12" MIN.' II 1 1 EXISTING TRENTAZ DRIVE PROPOSEd GRADE 3 3 PROPOSED GRADE ROADSIDE SWALE SECTION N.T.S. 1081"I1mak 1 \i PROPOSED EROSION CONTROL BALES (TYP.) PROPOSED 4' DIA, 12' DEEP DRYWELL IN 6" SUMP WITH 68 CY OF SURROUNDING BURIED GRAVEL GRATED RIM: 8010.00 PROPOSED DRIVEWAY C EXISTING ASPHALT EXISTING BOUNDARY – EXISTING BUILDING ENVELOPE - --- - PROPOSED ISDS ENVELOPE EXISTING MAJOR CONTOUR — -8016— - EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR EXISTING EDGE OF ASPHALT > > > FLOWLINE OF SWALE SCF SCF PROPOSED SEDIMENT CONTROL FENCE PROPOSED EDG€- OF DRIVEWAY PROPOSED CULVERT SBL Emmmommomm SSS 29,42 SPOT ELEVATION DIRECTION OF FLOW 1 \i PROPOSED EROSION CONTROL BALES (TYP.) PROPOSED 4' DIA, 12' DEEP DRYWELL IN 6" SUMP WITH 68 CY OF SURROUNDING BURIED GRAVEL GRATED RIM: 8010.00 PROPOSED EROSION CONTROL BALES (TYP,) NOTES ALL STRUCTURES, CONCRETE, TREES, BRUSH AND RUBBISH SHALL BE REMOVED AND ACCEPTABLY DISPOSED OF, 2. ALL ORGANIC Mt,TTER SHALL BE REMOVED FROM FILL OR STRUCTURAL AREAS. 3. ALL FILL AREAS SHALL BE COMPACTED IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS. 4, NORTH AMERICAN GREEN SC 150 OR EQUAL EROSION CONTROL BLANKET IS REQUIRED ON ALL SLOPES GREATER THAN 3:1. 5. CONTRACTOR SHALL COMPLY WITH ALL LOCAL, COUNTY AND STATE REGULATIONS PERTAINING TO GRADING, DUST AND EROSION. 6. NATURAL VEGETATION SHALL BE RETAINED AND PROTECTED WHEREVER POSSIBLE, EXPOSURE OF SOIL TO EROSION BY REMOVAL OR DISTURBANCE OF VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. 7. ALL DISTURBED AREAS SHALL RE -SEEDED, MULCHED OR SODDED AS PER LANDSCAPE ARCHITECT'S CRITERIA, 8. TOPSOIL SHALL BE STOCKPILED TO THE EXTENT PRACTICABLE ON THE SITE FOR USE ON AREAS TO BE REVEGETATED. ANY AND ALL STOCKPILES SHALL BE LOCATED AND PROTECTED FROM EROSIVE ELEMENTS, INCLUDING EROSION CONTROL AROUND THE PERIMETER OF SAID STOCKPILES. 9. ALL DRAIN PIPES TO BE MINIMUM 1.0% GRADE. 10. 1' VERTICAL DROP SHOULD BE MAINTAINED FOR EVERY 10' HORIZONTAL SPACING FROM ALL STRUCTURES FOR FIRST 10' OF HORIZONTAL SPACING. 11. EXISTING TOPOGRAPHY AND CONDITIONS PROVIDED BY HIGH COUNTRY ENGINEERING, INC,. 12. REFER TO ARCHITECTURAL PLANS FOR ROOF DRAIN LOCATIONS. 13, FOUNDATION DRAINS ARE NOT ALLOWED IN THE PROPOSED DRYWELL. 14. ALL RETAINING WALLS ARE DESIGNED BY OTHERS. 15. ADD 8000' FEET TO ALL SPOT ELEVATIONS, GRAPHIC SCALE ( IN FEET ) 1 inch = 10 it. PROPOSED 6" VERTICAL WALL EXTENSION FOR DRIVEWAY CURBING PROPOSED 0'-6' TALL CONCRETE RETAINING WALL (BY OTHERS) I\ EXISTING PROPERTY BOUNDARY 16' CONCRETE EXPOSED 1.5' OF FOUNDATION i L -PROPOSED DRIVEWAY CORE SECTION PER 2 GEOTECHNICAL ENGINEER PROPOSED DRIVEWAY SECTION N.T.S. EXISTING GRADE ISO 3 ENVELOPE 0.0' SETBACf, 7' n < < GARAGE FFE: 8036.50' MAIN LEVEL FFE: 8028' LOWER LEVEL FFE: 8014. 119 LF OF SEDIMENT CONTROL FENCE j/r s r 0'-6' TALL RETAINING WALL (BY OTHERS) n ►:,� , ±!!rte I \ i 38 LF OF PROPOSED 18" ADS -N12 STORM PIPE INV IN: 8029.75 INV OUT; 8Q28.00 SL: 4.61 % C 20. 9 PROPOSED EROSION CONTROL BALES (TYP,) NOTES ALL STRUCTURES, CONCRETE, TREES, BRUSH AND RUBBISH SHALL BE REMOVED AND ACCEPTABLY DISPOSED OF, 2. ALL ORGANIC Mt,TTER SHALL BE REMOVED FROM FILL OR STRUCTURAL AREAS. 3. ALL FILL AREAS SHALL BE COMPACTED IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS. 4, NORTH AMERICAN GREEN SC 150 OR EQUAL EROSION CONTROL BLANKET IS REQUIRED ON ALL SLOPES GREATER THAN 3:1. 5. CONTRACTOR SHALL COMPLY WITH ALL LOCAL, COUNTY AND STATE REGULATIONS PERTAINING TO GRADING, DUST AND EROSION. 6. NATURAL VEGETATION SHALL BE RETAINED AND PROTECTED WHEREVER POSSIBLE, EXPOSURE OF SOIL TO EROSION BY REMOVAL OR DISTURBANCE OF VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. 7. ALL DISTURBED AREAS SHALL RE -SEEDED, MULCHED OR SODDED AS PER LANDSCAPE ARCHITECT'S CRITERIA, 8. TOPSOIL SHALL BE STOCKPILED TO THE EXTENT PRACTICABLE ON THE SITE FOR USE ON AREAS TO BE REVEGETATED. ANY AND ALL STOCKPILES SHALL BE LOCATED AND PROTECTED FROM EROSIVE ELEMENTS, INCLUDING EROSION CONTROL AROUND THE PERIMETER OF SAID STOCKPILES. 9. ALL DRAIN PIPES TO BE MINIMUM 1.0% GRADE. 10. 1' VERTICAL DROP SHOULD BE MAINTAINED FOR EVERY 10' HORIZONTAL SPACING FROM ALL STRUCTURES FOR FIRST 10' OF HORIZONTAL SPACING. 11. EXISTING TOPOGRAPHY AND CONDITIONS PROVIDED BY HIGH COUNTRY ENGINEERING, INC,. 12. REFER TO ARCHITECTURAL PLANS FOR ROOF DRAIN LOCATIONS. 13, FOUNDATION DRAINS ARE NOT ALLOWED IN THE PROPOSED DRYWELL. 14. ALL RETAINING WALLS ARE DESIGNED BY OTHERS. 15. ADD 8000' FEET TO ALL SPOT ELEVATIONS, GRAPHIC SCALE ( IN FEET ) 1 inch = 10 it. PROPOSED 6" VERTICAL WALL EXTENSION FOR DRIVEWAY CURBING PROPOSED 0'-6' TALL CONCRETE RETAINING WALL (BY OTHERS) I\ EXISTING PROPERTY BOUNDARY 16' CONCRETE EXPOSED 1.5' OF FOUNDATION i L -PROPOSED DRIVEWAY CORE SECTION PER 2 GEOTECHNICAL ENGINEER PROPOSED DRIVEWAY SECTION N.T.S. EXISTING GRADE ISO 3 ENVELOPE 0.0' SETBACf, 7' n < < GARAGE FFE: 8036.50' MAIN LEVEL FFE: 8028' LOWER LEVEL FFE: 8014. 119 LF OF SEDIMENT CONTROL FENCE j/r s r 0'-6' TALL RETAINING WALL (BY OTHERS) n ►:,� , ±!!rte I \ i 38 LF OF PROPOSED 18" ADS -N12 STORM PIPE INV IN: 8029.75 INV OUT; 8Q28.00 SL: 4.61 % HOUSE FOUNDATION WALL— AGAINST STRUCTURE VARIES (1'-6" MINIMUM) 12" MINIMUM ps 18" MIN. 12" TYP FINISHED GRADE EXISTING MATERIAL FOR BACKFILL 4" DIA. SCHEDULE 40 PVC 0 1% SLOPE MINIMUM CLASS 6 ABC BEDDING MATERIAL COMPACTED TO 95% STANDARD PROCTOR DENSITY, AS DIRECTED BY THE ENGINEER. NO MORE THAN 10% PASSING THE No. 4 SIEVE LESS THAN 2% PASSING THE No. 200 SIEVE FOUNDATION DRAIN TRENCH DETAIL N.T.S. TYPICAL GRASSED AREA 1' MIN. 12" TOPSOIL CONE SECTION STANDARD RISER SECTION(S) PERFORATED RISER SECTION(S) (MIN 6' DEPTH) FILTER FABRIC AROUND PERFORATED 1,5' MIN INLET FRAME & GRATE GRATEI ELEV: 8010.00 I� 24 —+i 5" 4 0 TYPICAL GRASSED AREA 1' MIN. TOPSOIL GRADE RINGS OF EQUAL HEIGHT 1_f CR ST i 12" o _ OTTOM ELEV: 7998.00' NOTE: N p„ t0 1. PRECAST MANHOLE SECTIONS TO MEET ASTM C-478 2. BACKFILL EXCAVATION AROUND STRUCTURE WITH COMPACTED 1-1/2" CRUSHED STONE, TO TOP OF PERFORATED SECTIONS, 3. OVERALL DEPTH, MINIMUM OF 12' PER DRAINAGE REPORT. 4. DEPTH OF GRAVEL BEGINS 6' BELOW THE PROPOSED RIM MANHOLE ELEVATION. 5, MINIMUM GRATE AREA TO BE 3.14 SQUARE -FEET, ST 'AT N.T.S. TE DRY WE V MIN. 4"0 PERFC... �.. PVC PIPE Wood Posts ONLY — (Rebor & Steel Posts are Prohibited) Binding Wire or Twine — Filtered Staked and Entrenched Straw or Hay Bale Compacted Soil to Prevent Piping Ilden Runoff DEFINITION A TEMPORARY SEDIMENT BARRIER CONSISTING OF A ROW OF ENTRENCHED AND ANCHORED STRAW BALES. PURPOSES 1. TO INTERCEPT AND DETAIN SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS IN ORDER TO REDUCE SEDIMENT IN RUNOFF LEAVING THE SITE, 2. TO REDUCE THE VELOCITY OF SHEET FLOWS FROM HILL SLOPE AREAS, STRAW BALE BARRIER 0'-4' BCULDER WALL N. T.;. STEEL OR 2°x4° WOOD POST (ANCHORED TO FABRIC) xI NOTE: EROSION CONTROL MEASURES " SHALL BE MAINTAINED UNTIL 1/2H (I "MIN LANDSCAPING IS COMPLETED, OR AS DIRECTED BY LOCAL JURISDICTION ABRIC MATERIAL ANCHORED IN TRENCH) 4"x4" TRENCH FLOW _'i_T T _ ai i c DETAIL SILT FENCE EROSION BARRIER 2"x2"x3' STAKES -_ r q7 i I I III BALES EMBEDDED 4" TO 6" TEMPORARY DRYWELL INLET PROTECTION N.T.S. z z oorW OD 0 FL o0)0 p0NI zC)Nz °bo P:F O o z00 O JW,_� QU m U O I' m Lj N p„ t0 Z w co 0=4 U U d o(3 Z o� Z a aZ a Ld Q ZM °r iW W Nk 0 z .IL Z Z'2 o1�ox W N EW� to .0 O th p:)i0% h Y.I W ZW z 4 IL 0 Zblz O m U � c� PROJECT NO. 2061020.00 DET 1 Wj `j� WW 0 Q 0 0 --IU LL W� 0 aZ GW Ld Q 0 m ¢z Q j tn� F- WW U) PROJECT NO. 2061020.00 DET 1